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BLD2008-00181 Final MFG Home and Geo-Tech Report - BLD Permit / Conditions - 2/19/2003
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DEPARTMENT r Foundation Walls Floors Date By Date By Date By DECKS FRAMING Watts Date By Date By Data By PROPANE TANKS PLUMBING vault Date By Date By OTHER Groundwork Attic Type: Date By Date By Data By Ia.WaV DRYWALL Type: Date By- layInt Brace Wall Date By W Date ` FINAL INSPECTION CD v Water Uns Firm Separation C Date By Date By Date ��-C� BY74 O m Pass tar Request Inspect. c Type of Insp. Fail Date Dante Dane By Comments o'o IC-& f , S d �!�✓+� / 8 c✓� '�,dE / pro /f yo v„4f�'L CD o s v�''7E /rLG.!' 4/n� iY dcF c3 �o�x//t @ csc✓z /�C' G L o' Cn i 0 a FORM MUST BE COMPLETED IN INK MASON COUNTY PERMIT NPV0 W y—(VI PLEASE PRESS HARD BUILDING PERMIT APPLICATION ,/�,12- 1 0 426 W. Cedar- P.O. Box 186, Shelton, WA 98584 Shelton (360) 427-9670 • Belfair (360) 275-4467 • Elma (360) 482-5269 On the web www.co.mason.wa.us APPLICANT I FO MATION CONTRACTOR INFOWATION Owner i Ol Company Name Mailing Ad ress a Mailin Address 9 ' v' %�tAve- W City !A State Zip Code ?B�`Rd City o State Zip Code 9837e Phon 2_ZOther Ph. 27 - Phone Other Ph. Lien/Title Holder Contractor eg. # Exp. E mail address E Mail Address Drivers Lic.# r PZ 10 DOB / z Drivers Lic.# DOB SEPTIC /WATER SYSTEM INFORMATION - Connect to New Septic �Existing Septic Connect to r System Name of Water System Well Sewer System Name of Sewer System PARCEL INFORMATION - 12 Digit Parcel No. Fire District Legal Description IZ Site Address(Please include street name, street number and city j2 a- Directions o site 1 ' 4 -alp W i Will timbe e c t d old in arcel preparation?Yes/4E5 Is property within 200'of Saltwater Lake River/Creek >r— Pond Wetland Seasonal Runoff Stream Slopes or Bluffs > 15% Is this permit submittal the result of a Stop Work Notice,Correction Notice or other enforcement action?Ye TYPE OF JOB - New Add Alt Repair Other gRI MARY RESIDENCF,[-SEASONAL ❑ Use of Building S escribe Work No. of Bedrooms--No. o athrooms L Square Footage- 1st Floor /6tc2l 2nd Floor 3rd Floor Basement Deck Covered Deck Other Sq. ft. Garage Attached Detached Carport Attached Detached MANUFACTURED HOME INFORMATION - Make ` odel 61 yghj a Year_ Length 60 Widt r I No. Be rooms No. of Bathrooms Type of Heat P Pfchase Price$ Replacement Unit? Yes/40 Installer Name r Certification No. OWNER/BUILDER Acknowledges submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below. I declare that I am the owner,owners legal representative,or the contractor. I further declare that I am entitled to receive this permit and to do the work as proposed in the application. I declare that I have obtained the permission from all the necessary parties. If permission is required from any easement holder or any other party in interest regarding this application or the work proposed in the application, I have obtained permission from them to apply for this permit and conduct the work proposed. The owner or agent on owners behalf, represents that the informaticn provided is accurate and grants employees of Mason County access to the above described property and structure for review and inspection.This permit/application becomes null & void if work or authorized construction is not commenced within a if construction work is suspended for a period of 180 days. PROOF OF CONTINUATION OF WORK IS BY MEANS OFA PROG 1 CTION.INACTIVITY OF THIS PERMIT APPLICATION OF 180 DAYS ILL INVALIDATE THE APPLICATION. X Date: 2 1 044fer/Owners Representative/Contractor (indicate which one) FOR OFFICIAL USE BEYOND THIS POINT Accepted b Date DEPARTMENTAL REVIEW APPROVED DENIED NOTES Building Department Planning Department Environmental Health Department Fire Marshal FEES Building Permit Fee Site Inspection Plan Review Fee EH Review Fee Plumbing & Base Fee Planning Review Fee Mechanical & Base fee Other Z-3 Wood/Gas/ Pellet Stove Fee State Fee Violation Fee Pre-Paid at Submittal '3luation $ TOTAL FEES MASON COUNTY PERMIT NO BUILDING PERMIT APPLICATION 426 W. Cedar- P.O. Box 186, Shelton, WA 98584 Shelton (360) 427-9670 - Belfair (360) 275-4467 • Elma (360) 482-5269 On the web www.co.mason.wa.us APPLICANT I FO M T[ON CONTRACTOR INFORKATION ' Com an Name �blew N�''n' � P�&� Owner 61 j p Y Mailing Address Mailin Address t9Gy7 Vi �r1ry Y� /l/1✓ City ►r State Zip Code 7BS d City State , Lc/ Zip Code %�37e Phone Other Ph ZT — Phone ^ Other Ph. Lien/Title Holder Contractor eg. # Exp. E mail address E Mail Address Drivers Lic.# DOB 2 Drivers Lic.# DOB SEPTIC /WATER SYSTEM INFORMATION - Connect to New Septic Existing Septic Connect toAWater System Name of Water System Well Sewer System Name of Sewer System PARCEL INFORMATION - 12 Digit Parcel No. Fire District Legal Description Site Address (Please include street name, street number and cit ) Pk Prer Directions to site ' L u Aqd i Will timbe e c t Ad gold in l6arcel preparation?Yes AQjV Is property within 200'of Saltwater Lake River/Creek �— Pond Wetland Seasonal Runoff Stream Slopes or Bluffs 15% Is this permit submittal the result of a Stop Work Notice,Correction Notice or other enforcement action?Yesw Add Alt Repair Other RI ARY RESIDENC []"'S`EASONAL ❑ F JOB - New P TYPE O Nj Use of Building escribe Work Ala u P� �y� No. of Bedrooms 3No n4lathrcoms— _Square Footage- 1st Floor /6 ZCP 2nd Floor 3rd Floor Basement Deck— Covered Deck Other Sq. ft. Garage Attached Detached Carport Attached Detached MANUFACTURED HOME INFORMATION - Make odel Length_/i20—Widt e�r'I No. No. of Be rooms --No. of Bathroomst T YPe of Heat �t��chase Price$ Replacement Unit? Yes ho 71, Installer Name �' Certification No. OWNER/BUILDER Acknowledges submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below. I declare that I am the owner, owners legal representative,or the contractor. I further declare that I am°entitled to receive this permit and to do the work as proposed in the app lication. I declare that I have obtained the permission from all the necessary parties. If permission is required from any easement holder or any other party in interest regarding this application or the work proposed in the application, I have obtained permission from them to apply for this permit and conduct the work proposed. The owner or agent on owners behalf, represents that the informaticn provided is accurate and grants employees of Mason County access to the above described property and structure for review and inspection. This permit/application becomes null &void if work or authorized construction is not commenced within 1 a if construction work is suspended for a period of 180 days.PROOF OF CONTINUATION OF WORK IS BY MEANS OFA PROG CTION.INACTIVITY OF THIS PERMIT APPLICATION OF 180 DAYS ILL INVALIDATE THE APPLICATION. X Date: *� � er/Owners Representative/Contractor (indicate which one) ".t 3 FOR OFFICIAL USE BEYOND THIS POINT Accepted b .f1 Date o� - r DEPARTMENTAL REVIEW APPROWq DENIED NOTES Building Department. Planning Department Erf'vironmental Health Department Fire Marshal FEES Buildin Permit Fee Site Inspection Plan Review Fee . EH Review Fee Plumbinq & Base Fee Planning Review Fee Mechanical & Base fee Other Wood/Gas/ Pellet Stove Fee State Fee Violation Fee Pre-Paid at Submittal y Valuation $ TOTAL FEES 6U L 300 tc aF A .4' n - I � PLANNING PLANNING: \ � LL SETBACKS ARE MEASURED I FROM THE FURTHEST 178 r TION OF THE BUILDING APPROVED MASON UNTY DC PLANNING I SITE PLA REQUIRED TO BE ON SITE H N ' UBJECT TO APPROV f By Date(!) ion , I x. lop— I i. to ;~7)t .7x, J t- li 1 cal _ 4�0' 7vz{ (� pep .7-z32 s-- yy-OoCD f a Ott�-- Pa \3ox 30r6 ( Prom y /�-- wA .7e z r .kale= J 5tae� 1�et pg M a 0 (A-0 N A at"4e Aoc4 4Le i) i t �� 11 t .-lee- 1479*c heo� 1 hhhp 4 Mt I 1 i �o z' 7•. r rrrl -�www■1 ■1 - - _ r _l Now III so n - R No - -loan ME -- ❑ Im■om■omm■mmo/ lam■ 1 mammon ONE comma/ - loo■ x ■mmmo/ - la■■ ■oiira\p 11 �iao■ ■■■a/1■ MIN Emonor�,� Flu immo■om�■■FIN f■� IN la■■■r( ■a■■t■� . s ■mom nmammon I - - mammon ■ ■L :a as-re i ■VAx ■ t �. Io' ��ma■ammo■■f MalI on I■ ■■II � 1 :L �.k I■ m■1WIN 7i 1: oN_STA MASON COUNTY o"y A C DEPARTMENT OF COMMUNITY DEVELOPMENT > s N Planning Division N Y y P O Box 279, Shelton,WA 98584 0 �° (360)427-9670 1864 REQUEST FOR ADDITIONAL INFORMATION March 18, 2008 MICHAEL POLO PO BOX 3056 BELFAIR WA 98528 Parcel No.: 223254401000 Project Description: Manufatured Home. Dear Applicant: You have submitted a permit application (case no. BLD2008-00181)for proposed construction or development in the county. Upon review of your application, I require additional information to complete the permit review process. Therefore, review of your application will not proceed until the necessary information is provided (see the comment section of this letter for details.) Once the information is submitted and the application is complete, I will continue to process your application accordingly. If the additional information is not provided to the County within 180 days of this request, the application shall expire and no further action on the proposed development shall take place. Please contact me at (360)427-9670, ext. 294 if you have questions. Sin erely, James Sc Land Use Mason County Planning Department 3/18/2008 Page 1 of 2 BLD2008-00181 % REQUEST FOR ADDITIONAL INFORMATION 3/18/2008 Case No.: BLD2008-00181 Comments: The proposed project is located within 300' of slopes greater than 15%, and therefore, a Geotechnical Assessment will be required to evaluate slope stability per 17.01.100 E.1. The assessment must meet the requirements of the Mason County Resource Ordinance section 17.01.100 EA. (enclosed). The assessment must also state that the hazards of the landslide area can be overcome in such a manner as to prevent harm to property and public health and safety, and must also assure that project will cause no significant environmental impact. See Mason County Ordinance section 17.01.100, E.7. A Geotechnical Report may be needed if through a Geotechnical Assessment it is determined necessary or if it is determined that there are slopes over 40%. 3/18/2008 Page 2 of 2 BLD2008-00181 Name Parcel# AAA 3d5 T L44—CI600 BLD#?%,L2" > - nne I lv Mason County TO &L IN Department of Community Development o-� Small Parcel Stormwater Management Application/Worksheet ( Ige i of 2) Per Mason County Code,Title 14, Chapter 14.48 a stormwater site plan is required whenever a building application is made for residential development,or redevelopment', with more than 2,000 square feet of impervious surface'. 'Redevelopment means,on an already developed site,the creation or addition of impervious surfaces,structural development including construction, installation or expansion of a building or other stricture,and/or replacement of impervious surface that is not part of a routine maintenance activity, and land disturbing activities associated with structural or impervious redevelopment. ZCornmon impervious surfaces include,but are not limited to,rooftops,walkways,patios,driveways,parking lots or storage areas, concrete or asphalt paving,gravel roads,packed earthen materials,and oiled,macadam or other surfaces which similarly impede the natural infiltration of stormwater. Open, uncovered retention/detention facilities shall not be considered as impervious surfaces. ......::Y>cr:ifs'+i?<i;%ii%''•:{:'}.;>:::::. ... :. _..._, :::. :: >;:>::>:: " :.... .; .. ..... r ..: . e Surface TypeLength Len h X Width Area All dimensions in feet Buildings LOO X O X = Measurements for buildings are taken at the X _ perimeter of the farthest projections (example: eaves/gutters) X = Driveways X X = Length of drive begins at the right of way X = Parking Areas X = X = Any paved, gravel or packed area per definition above table X = Patios/Walks X = X = Any paved, gravel or packed area per definition above table X = .. . . ......... Others X = X #beat irr3pgrrottsar'ra a€tlto pipo$ed sits X = t veEapmont 0r+~ater...... 2tl#3D square fires a ' .::::.. >::::; [ Ii' ter 5tt Plnn is:Required t 11 areas ritutarfaoe.Area:suiti.of a J : ::::::>::::>::>::>::>:::<::::::.:::>>: ......:.:....:. .::::.::.::.:: a :::::::::::::::::::::::: ... If the Total Impervious Surfa rea is LESS THAN 2000 Square Feet,p a read, acknowledge and sign below. 1 Based Upon the information you have prove lan IS eqW�red for this development activity. Owner/Builder/Agent Acknowledges that submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below. I declare that I am the owner,owner's legal representative,or the contractor. I further acknowledg t information provided is accurate and employees of Mason County are granted access to the above- described pro view and inspection as may be required. X Owner/Agent/Contractor(circle one)Date: y �� If zeTotal Impervious Surface Area is GREATER THAN 2000 Square Feet,please read, acknowledge and sign the information provided on page 2 of 2. uu 4 A� Page 1 of 0 U� KEPT IN THE Name 'Ipe( PO to Parcel# Zz 3 �-e/�J-D/IJGY� BLD# Mason County Department of Community Development Small Parcel Stormwater Management Application/Worksheet (page 2 of 2) Based Upon the information you have provided a Stormwater Site Plan IS Required for this development activity. Title 14, Chapter 14.48 of the Mason County Code(MCC) regulates compliance requirements for Stormwater Management in this jurisdiction. A complete copy of the ordinance can be found on the Mason County website: hap//www.co-mason.wa-us/code/commissioners/index.htm Please follow the links to "Title 14, Chapter 14.48 Stormwater Management". Regulated activities shall be conducted only after Mason County Public Works approves a stormwater site plan (Mason County Code Title 14 Chapter 14.48 section 14.48.70). You will receive a copy of the Public Works document entitled "Managing Storm Drainage on Small Lots, The Small Parcel Stormwater Site Plan". This document will assist you in preparing the necessary information and plans for Public Works to review and approve. Per Department of Public Works this document will constitute an approved plan if all of the relevant details* are to be installed in their entirety AND no part of the stormwater system adversely affects any septic system (see Environmental Health information below). If an alternative system is to be used a plan will need to be submitted to Public Works for approval. A design by a registered professional may be required for more complex sites. *These details are found in the document Managing Storm Drainage on Small Lots, The Small Parcel Stormwater Site Plan on the pages that begin with"Handout" PLEASE INITIAL BELOW TO INDICATE THE STORMWATER MANAGEMENT PLAN FOR THIS SITE A) The relevant details from Managing Storm Drainage on Small Lots, The Small Parcel Stormwater Site Plan will be installed in their entirety AND the system will be located as not to adversely affect any septic systems on this,or any other,parcel. B) An alternative plan and/or professional design will be submitted to the Department of Public Works for approval AND the system will be located as not to adversely affect any septic systems on this,or any other,parcel. If you have further questions pertaining to parcel drainage and stormwater management Mason County's Public Works Department can provide additional instructions,guidance and examples. (Section 14.48.130)contact Public works at: Phone: (360)-427-9670 EXT. 450 Mail: P 0 Box 1850, Shelton WA 98584 Physical: 415 N 6th_StrShelton WA 98584 If this development has, or will have, a septic/drainfield system you may need to contact Mason County Division of Environmental Health to ensure that the stormwater system will not adversely affect the septic system of this,or any other, parcel. You may also wish to consult with the septic design professional involved with the project. Mason County Division of Environmental Health can be reached at: Phone: (360)-427-9670 EXT. 352 Mail: P 0 Box 1666, Shelton WA 98584 Physical: 426 W Cedar St, Shelton WA 98584 A condition will be added to the building permit that states, in part, that all conditions the stormwater site plan will be met prior to a request for final inspection of the building permit. Owner/Builder/Agent Acknowledges that submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below. I declare that I am the owner, owner's legal representative, or the contractor. I further acknowledge that the information provided is accurate and employees of Mason County are granted access to the above- described property-for review and inspection as may be required. X Owner/Agent/Contractor(circle one)Date: Page 2 of 2 " MASON COUNTY DEPARTMENT OF HEALTH SERVICES Environmental Health - ` — Personal Health PO BOX 1666 SHELTON, WA 98584 LOCAL(360)427-9670 Application for Determination of Adequacy BEL AIR(360)FAX(360)427 4467 Instructions i. tli�ritptete Fart 1. No de#er�ijrli�4�an c;�rabe m�de.unfil�af( 1 is fully}COI`npleted. 2. Complete only the pmrtiorti;ofhP�rt`�applying tca the type of vVa#er systems utilized. 798 3_ �ubf�(#.eompleted a ,p�)�attdn .w��h af(i�chmerits#o th�..l�eal#h,departrii:en#for review._ PART 1: Applicant/ParcejJdQrntification Name of A licant l * c� MN �-- Date oZ_ l 1- d E) Mailing Address .n o�C �a Telephone��LcO. 8C I. 924-7 Assessor's Parcel Number 0a3A5 q44 — nicco T e of Water S stem Check One): "Reason for Application Check One): ❑ Public/Community Water System(2 or more Building permit onnections)— ❑ Land use application, if so.. Individual water source(one connection), ❑ Division of land: if so.. Well #of Parcels? SPL - Spring/surface water ❑ Boundary line adjustment ❑ Other(explain) ❑ Other(explain) *"If you have more than one residence ❑ Replacement(please indicate name of water system connected to this well,check the Public box. below if applicable—no signature required) PART 2: Water System Information Complete the section appropriate for the type of water system being evaluated: Public Water S stem Name of Water System Water Facility Inventory(WFI) Number: (write "none"for two party) ❑ I am the manager of this water system.The water system has been approved for services. There are presently connection(s)in use.This will be the connection. ❑ 1 am the manager of this system.This connection will be to upgrade or change the use of an existing connection on this system(ie:recreational to full time).Please indicate on the following line the nature of this change: This water system is able and willing to provide water to this(these)connection(s)without exceeding the limits of the water system or any limits set by state and local regulation. Signature of Water System Manager Date Update:April 2006 0011, ����� �p�a�nfsSITE at�a F/an rob, , t0 aA AI- ve 6'ipeerjng c,� o d A�aAs: COPY �tiGer o ff` er� Page Ac es �e'i"e i�\ 31 �,-I CHANGES �s SUBMIT CHANGES FOR APPROVAL PRIOR TO PERFORMING WORK THESE PLANS MUST BE ON THE JOB SITE FOR INSPECTION. MUST MEET ALL CURRENT WASHINGTON STATE- CODES VENT -AT 1 Sq Ft Per 150 Sq Ft rr�de. 02. eA A b o� lac IL �' w r-ev� -Abe, APPROVE® MASON BUILDING INSPECTOR CHAN EESS,SUBJECT TO PF70 AL __f-W DATE_2. s 1■■ ■I `mImm / M ■■. ' low Ime M lei 9■Il.wt■■■■■■■■trT'; cp ,. Ram I 11`III 1■ -: mom Nam MOEN M Memo 0 No son ■^•=■■■■■■ I; - mam f oolm■m"mlL1 1 - • ■E ro ® ■■■■I 1 ` �; ■■I - . ■ i I■■■■■I ■■I Mid rrr..l■ENE■I ■■ Elm■■■■■mom■I� MW ■�■■■■■ ■■■No NEI �■■■■■ ■■■I N■■■■■ Ix ■■■I �■■■■■■■c�■■■i ❑ }� iiiiiiiiiMI Q ilaai■k ■■i I■■■■■S Sc • ► Is IN l.rl■��_ 1■ ■■■■■ IN ■■i■■ • • ... 0 • �1 I -'Z 'lda 1d 088_ Ol 1�3f8fIS SMM dH� r, 80103dSNI JN1nne NOSdW (13AOdddV I_q bs +pLi.,ad Izi �N3n S7 ` 9 .'E ' yrr0.LDNIHSVM 'NO1103dSNI �JOJ 311S 80f' �IHl NO �k�G✓ 32 ism SNV-Id 3S3H1 )1b0M ONIW OJ83d Ol UOIUd IVAONddy HO.1 S30NVH0 lIUV8f s O S��ed' a o � s/LId Isij�J(Y� all, 0 0� ACCESS & GRADE INSPECTION R-D �nnR 19 ADDRESS INSPECTOR DATE:i9j-2-1 JOY DRIVEWAY ACCESS Length: DUO f— Width: Z Surface: Size of turn-around: Condition of shoulders: Vertical clearance: -� need ost at end of drivewa wit reflective address mbers. GRADE,OF DRIVEWAY ` — %, OF ROAD % ROAD ACCESS Length: Width: Surface: Condition of shoulders: Vertical clearance: ( ) BURN PERMIT REQUIRED FOR LAND CLEARING FIRE. ( ) LOT INSIDE SMZ, 4X4 FIRES ONLY. ( ) LOT INSIDE UGA, NO OUTDOOR BURNING PERMITTED. LOT TOO SMALL FOR: BURN PERMITS 4X4 FIRES 2x3 FIRES. PASSED ( ) FAILED ( ) ON HOLD ( ) REMARKS L&ck eizzL (continue remarks on back, ALKAI CONSULTANTS, LLC. Environmental Engineering • Geotechnical Engineering • Wetland Consulting TO BE KEPT IN THE �� Q May 9, 2008 PARCEL FILE Mason County Department of Community Development w �' P.O. Box 279 Shelton,WA 9858412 vb � Attn: Mr. Scholz _jnI- FLAN,tuNG Geotechnical Report Review Permit#BLD 2008-00181 Applicant: Polo Please find attached amendment letter as discussed in ALKAI's letter of approval dated May 5,2008. "There are minor house keeping issues with this report. Pages 3, 5, and 6 have three different statements regarding the soils samples taken or not taken at the site and their storage. ALKAI has contacted Mr. Staten directly to obtain an amendment to the report correcting this issue and will forward upon receipt." As stated ALKAI recommends that Mason County accept the geotechnical report. Should you have any questions or concerns, or if we may be of additional assistance, please call our office at (360)613-2407 or contact us by e-mail at Jim@alkai.net. Sincere , Jame Har mg,E.I.T Pro'" ct Engineer Attachments: Geo Tech Work Order Geotechnical Report: Envirotech Engineering Mason County Requirements Checklist 9465 Provost Road NW, Suite 202 • Silverdale,Washington 98383 • (360) 613-2407 • Fax: (360) 613-2408 I4� n YY+IY�Ltrl t � Envirotech Engineering 74 NE Hurd Road, Belfair, WA 98528 May 5, 2008 Michael Polo s r PO Box 3056 " Belfair, Washington 98528 ' p -` RE: Geotechnical Report Addendum#1 for Polo Single Family Residence, Located At 212 NE Steelhead Drive S., identified as parcel number 22325 44 01000, kz Mason County, Washington INTORDUCTION Envirotech Engineering (Envirotech) has completed this geotechnical report addendum for the above referenced single family residence. The original report, dated February 25, 2008,was prepared by Envirotech(Project#0828). This addendum was prepared in order to provide revised information concerning subsurface investigation. In summary, the subsurface investigation included field testing such as relative density and visual classification of the soils. Soil sampling or laboratory testing was not performed for this project. The following sections correspond to the sections in the original report. 3.0 SUBSURFACE INVESTIGATION Information on subsurface conditions pertaining to the Project was gathered on March 18, and March 22, 2008 by Michael Staten, geotechnical engineer with Envirotech. Specific information on field methods, sampling, field testing, subsurface conditions, and results from soil testing are presented in this section of the report. Appendix C of this report includes pertinent information on subsurface conditions for the Project, such as subsoil cross-sections, test pit log(s) representative of the bearing soils of the planned building, and water well report(s). Applicable test pit and well log locations are depicted on the Site Plan and Geologic Map provided in the appendix of this report. 3.1 Field Methods,Sampling and Field Testing Information on subsurface conditions for the Project was accomplished by examining soils within test pits extending to depths of up to 10 feet below the existing ground surface, and reviewing a recent well report on the property to a depth of 57 feet below the ground surface.No soil samples were collected for this Project. Envirotech measured the relative density of the near-surface in-situ soils by gauging the resistance of hand tools. Within testing locations, field testing results generally indicated loose to medium dense soils in the upper 12 inches, dense from 12 inches to 5.5 feet, and very dense soils from 5.5 feet to the depth of terminous. Envirotech Engineering 74 NE Hurd Road, Belfair, WA 98528 3.2 General Geologic Conditions In general, soils at the project are composed of materials from glacial advances. The geologic conditions as presented in the "Geologic Map of Washington," compiled by J. Eric Schuster, 2002 indicates Quaternary sediments, Qg. Quaternary sediments are generally unconsolidated deposits, and dominantly deposited from glacial drift, including alluvium deposits. This project is located within the Puget Lowland. Typically, "lower tertiary sedimentary rocks unconformably overlie the Crescent Formation." as revealed in the Geologic Map. Initial sedimentary rocks were,formed from shales, sandstones and coal deposits from rivers. During the Quaternary period, the Puget Lowland was covered by numerous ice sheets, with the most recent being the Fraser glacier with a peak of approximately 14,000 years ago. Upon the glacial retreat, the landscape was formed by glacial erosion glacial drift deposits. 3.3 Specific Subsurface Conditions The following subsurface conditions are estimated descriptions of the Project subgrade utilizing information from the depth of penetration at all testing, observed and investigated locations. Soils for this project were described utilizing the Unified Soil Classification System (USCS). Using the USCS in conjunction with estimated relative densities and other anticipated engineering properties of the soil, susceptibility for potential landslides, erosion and seismic hazards may be assessed. The Project is composed of native soils with no indications of borrowed fill. For engineering purposes, these native soils consist of distinguishable layers, as presented below. Soils within the upper 10 feet of natural ground were observed to be moist, brown poorly- graded gravel with silt and sand(GP-GM). The relative densities of this soil are provided in Section 3.1 of this report. Gravels are primarily coarse, and subrounded. Sand content was primarily medium and coarse. The fines content exhibited none to low plasticity. According to the well reports and knowledge of the general area, soils below the ,observed 10 feet in depth are dense to very dense soils consisting mostly of sand and gravel. 3.3.1 Groundwater From the water well report, permanent groundwater is approximately 26 feet directly below the property at the building pad location. Perched groundwater at shallow depths was not observed on-site, nor indicated on the well reports. 3.4 Soils Testing Envirotech Engineering 74 NE Hurd Road, Belfair, WA 98528 Visual classification of soils was performed in the field. The following soil tests were performed in accordance with the American Standards for Testing and Materials (ASTM): 3 Visual Classifications(ASTM D2488) 3.4.1 Visual Classification The results from the visual classification are presented above in the Subsurface Conditions Section at depths of up to 10 feet below the natural ground surface. Specifically, soils within the upper 10 feet consisted of approximately 60% gravel, 30% sand-sized soils, and less than 10% silt. Minor variations observed during the visual classification of particle size content (i.e. gravel, sand, fines), or isolated pockets within the soil stratification were insignificant in relation to the overall engineering properties of the soil. CONSLUSION Envirotech is pleased to submit this addendum for the Polo single family residence. This addendum provided corrections and/ or additional information concerning the project. Conclusions and/ or recommendations did not change from the original geotechnical report. Please contact Michael Staten at 360-275-9374 if you have any questions, comments, or require additional information. Best Regards, Envirotech Engineering Michael Staten,P.E. Project Manager RENAED AR Geotechnical Report for Polo Single Family Residence 212 NE Steelhead Drive S. Parcel 22325 44 01000 Mason County,Washington February 25, 2008 Project#0828 Prepared For: Michael Polo �,CLYD,e kv PO Box 3056 caF WASy� �`9j� Belfair, Washington 98528 �w Prepared By: Envirotech Engineering 4394� t, 74 NE Hurd Road �SSt ALE�G1 Belfair, Washington 98528 Phone: 360-275-9374 1 EXPIRES JAN 10,2009 Fax: 360-275-4789 ' TABLE OF CONTENTS 1.0 INTRODUCTION...........................................................................................................................1 1.1 PROJECT INFORMATION............................................................................................................... 1 1.2 PURPOSE OF INVESTIGATION........................................................................................................ 1 1.3 SCOPE OF WORK........................................................................................................................... 1 2.0 SURFACE CONDITIONS..............................................................................................................3 2.1 GENERAL OBSERVATIONS............................................................................................................3 2.2 TOPOGRAPHY...............................................................................................................................3 ZZIUpslope Geamorpholof'.......................................................................................................3 Z22 Downslope Geomorphology..................................................................................................3 2.3 SURFACE DRAINAGE.....................................................................................................................4 2.4 SLOPE AND EROSION OBSERVATIONS...........................................................................................4 3.0 SUBSURFACE INVESTIGATION....... . ................. . . .........................».........»....5 3.1 FIELD METHODS,SAMPLING AND FIELD TESTING........................................................................5 3.2 GENERAL GEOLOGIC CONDITIONS...............................................................................................5 3.3 SPECIFIC SUBSURFACE CONDITIONS.............................................................................................5 3.21 GrowuNWer.........................................................................................................................6 3.4 SOILS TESTING.............................................................................................................................6 14.1 Koval Classz/'ca on............................................................................................................. 6 4.0 ENGINEERING ANALYSIS,CONCLUSIONS AND RECOMMENDATIONS..........................7 4.1 BUILDING FOUNDATION RECOMMENDATIONS..............................................................................7 4.1.1 Bearing Capacity.................................................................................................................. 7 4.L2 Settle►nesd............................................................................................................................. 7 4.2 LATERAL EARTH PRESSURES........................................................................................................8 4.3 EARTHWORK CONSTRUCTION RECOMMENDATIONS....................................................................8 4 3.1 Excavation............................................................................................................................8 4.22 Placenient and Conic of Nadw Soils and Engineered Fill..........................................8 4.3.3 Retaining Wall Backfia........................................................................................................9 4.3.4 Wet Weather Considerations.................................................................................................9 4.4 SLOPE STABILITY AND EROSION CONTROL..................................................................................9 4.4.1 Septic Drainfidd Impacts...................................................................•................................ 12 4.4.2 Building and Footing Setbacks........................................................................................... 12 4.43 Temporary and Permanent Erosion Control....................................................................... 12 4.4.4 Surface and Subsurface Drainage...................................................................................... 13 4.45 Vegetation Consideradons...................•.............................................................................. 13 4.4.6 Off-site impacts................................................................................................................... 14 4.5 SEISMIC CONSIDERATIONS AND LIQUEFACTION......................................................................... 14 5.0 CLOSURE.....................................................................................................................................15 Appendix A-Site Plan Appendix B-Geologic Map Appendix C-Soil Information Soil Profile Soil Logs Well Reports Appendix D-Slope Stability Input&Output Appendix E-Erosion Control 1.0 INTRODUC HON Envirotech Engineering (Envirotech) has completed a geotechnical investigation for a property located at 212 NE Steelhead Drive S., identified as parcel number 22325 44 01000, Mason County,Washington(Project). As presented herein,this report includes information pertaining to the Project in this Introduction Section; observations of the property and surrounding terrain in the Surface Conditions Section; field methods and soil descriptions in the Subsurface Investigation Section; and, recommendations for foundation, settlement, earthwork construction, lateral earth pressures, slope stability, erosion control, drainage and vegetation considerations in the Engineering Analysis and Recommendations Section. An initial geotechnical evaluation of the Project was conducted by Envirotech with the property owner representative, Michael Polo, on March 18, 2008. It was determined that slopes in excess of 40% with a vertical relief of at least 10 feet were present within 300 feet of the planned development. Consequently, the proposed development will require a geotechnical report pursuant to Landslide Hazard Areas of Mason County Resource Ordinance 17.01.100. During the site visit by Envirotech,surface and subsurface conditions were assessed. After completion of the field work and applicable Project research,Envirotech prepared this geotechnical report. 1.1 Project Information Information pertaining to the Project was provided by the property owner's representative with general assumptions by Envirotech that are typical of this type of development. The Project is accessed from NE Steelhead Drive, linking Mission Creek Road. See the vicinity map on the following page of this report. The property is currently vacant land The planned development consists of a 1-story manufactured home. Foundation construction is expected to consist of isolated footings or strip type foundations typical for manufactured homes. Anticipated construction other than the residence will include an on-site septic system, and possible ancillary features typical of single family development.Approximate building footprint with relation to site features are illustrated in the Site Map in Appendix A. 1.2 Purpose of Investigation The purpose of this geotechnical investigation was to evaluate the Project in order to provide geotechnical recommendations relating to the development of the property. The investigation included characterizing the general Project surface and subsurface conditions, and evaluating the suitability of the soils to support the planned site activities. 1.3 Scope of Work In order to fulfill the purpose of investigation, the geotechnical program completed for the proposed improvements of the Project include: • Review project information provided by the Project owner and/ or owner's representative; • Conduct a site visit to document the site conditions that may influence the construction and performance of the proposed improvements; • Define the general subsurface conditions of the site by observing subsoils extending to a depth of up to 10 feet below the natural ground surface, review geological maps for the Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 page 1 Parcel 22325 44 01000 Fax: 360-275-4789 Mason County, Washington March 25, 2008 general area, research published references concerning slope stability, and review water well reports from an existing well on the property; • Perform soils testing to determine selected index properties of the soils that include 3 visual classifications; • Complete an engineering analysis supported by the planned site alterations, and the surface and subsurface conditions that were identified by the field investigation, soil testing,and applicable project research;and, • Establish conclusions based on findings, and make recommendations for foundations, drainage, slope stability, erosion control, earthwork construction requirements, and other considerations. l r O ( K \ i Larson Lake < rc 10 v NE SE(RZ DR Z a o G �r J Z t ?� z W a ` — 5 _ Project - I HOOD.CANA �c Vicinity Map from Mason County Website Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 page 2 Parcel 22325 44 01000 Fax: 360-275-4789 Mason County, Washington March 25,2008 2.0 SURFACE CONDITIONS Information pertaining to the existing surface conditions for the Project was gathered on March 18, 2008 by Michael Staten,geotechnical engineer with Envirotech. During the site visit,the type of geotechnical investigation was assessed, site features were documented that may influence construction and slope stability, soil samples were collected from selected locations, and near- surface soils were visually classified. This Surface Conditions Section provides information on general observations, vegetation, topography, drainage and slope/ erosion conditions for the Project and surrounding areas that may impact the Project. 2.1 General Observations The Project is currently undeveloped land as previously mentioned. An existing dirt driveway extends from Steelhead drive,through the property, and to the south. Beyond the property lines, rural residential development exists with moderate density. Mission Creek is located over 300 feet to the east of the planned building location. Mostly dense vegetation on and near the Project consists primarily of alders,maples,hemlocks, and other trees and shrubbery common to this area of the Pacific Northwest. An aerial photo of the project and immediate vicinity is provided on the following page. 2.2 Topography The Project is situated within and near moderate to steep sloping terrain. The planned building envelope location is on slightly sloping ground of less than 5%. The topographic information provided in this section was extrapolated from a public lidar source, and incorporated observations and field measurements. Slope verification included measuring slope lengths and inclinations with a cloth tape and clinometer. See the Site Map in Appendix A and the Geological Map in Appendix B in this report for an illustration of general topography with respect to the planned development. 2.2.1 Upslope Geomorphology Ascending grades consisting of two distinguishable hills are located to the northwest and southwest of the planned development. Both slopes have similar geology, and the northwest slope was used as the critical design slope due to slightly steeper grades. The northwest ascending slope has grades of primarily 45% with a vertical relief of 51 feet. The southwest ascending slope has a vertical relief of nearly 90 feet. However, slope grades consist of almost 43% on the lower portion of the hill, and 22% on the upper portion. There are no apparent water bodies or wetlands located upslope from the planned development. 2.2.2 Downslope Geomorphology Descending grades of approximately 10% exist to the east of the planned development with a vertical relief of approximately 38 feet. Mission Creek is located at the toe of the descending slope. En-irotech Engineering Geotedmical hnestigation Ph. ,60-2?i-)374 Page ; Parcel 22325 44 01000 P,ix. ,60-21';-4789 Mason CountN. W'Ishiriglon March 2�. 2008 2.3 Surface Drainage Stormwater runoff originating upslope from the anticipated development is expected to be ed minimal to moderate. Minimal sheet flow reeks Bxetween the two hillspected down the s,a conv gdes encesconsisting the of development on path towards Mission C buildings. Although some water a wide Swale may transport moderate flows near the proposed flow was apparent from the organic matter on the surface, excessive scour, erosion or other ot observed at the planned development. Excessive indication of past drainage problems were n Creek during December of 2007 was apparent scour and erosion due to the flooding of Mission within an area of 100 feet west of Mission Creek. 2.4 Slope and Erosion Observations The existing steep slopes near the Project signal a potential landslide or erosion hazard area. Some indicators that may suggest past slope movements include: • Outwash of sediments near the bottom of the slope, Fissures,tension cracks or naturally stepped land masses on the face or top of the slope, and parallel to the slope, Fine, saturated subsurface soils, Old landslide debris, Significant bowing or leaning trees,or, Slope sloughing or calving- Significant mass wasting on the esearchindicationsof general l vicinity current unstable slopes, observed or discovered during deep-seated slope problems,or surficial slope failures were not observed during the site visit. 8 w S Aerial Photo from Mason County Website Geotechnical Investigation Emirotech Engineering iec. 4 Parcel 22325 44 01000 Ph. 360-275-9374 �` Washington Mason County, gt Fax:360-275-4789 March 25, 2008 3.0 SUBSURFACE INVESTIGATION Information on subsurface conditions pertaining to the Project was gathered on March 18, and March 22, 2008 by Michael Staten, geotechnical engineer with Envirotech. Specific information on field methods, sampling, field testing, subsurface conditions, and results from soil testing are presented in this section of the report. Appendix C of this report includes pertinent information on subsurface conditions for the Project, such as subsoil cross-sections, test pit log(s) representative of the bearing soils of the planned building, and water well report(s). Applicable test pit and well log locations are depicted on the Site Plan and Geologic Map provided in the appendix of this report. 3.1 Field Methods,Sampling and Field Testing Information on subsurface conditions for the Project was accomplished by examining soils within test pits extending to depths of up to 10 feet below the existing ground surface, and reviewing a recent well report on the property to a depth of 57 feet below the ground surface. No soil sampling was collected for this Project. Envirotech measured the relative density of the near-surface in-situ soils by gauging the resistance of hand tools. Within testing locations, field testing results generally indicated loose to medium dense soils in the upper 12 inches, dense from 12 inches to 5.5 feet, and very dense soils from 5.5 feet to the depth of terminous. 3.2 General Geologic Conditions In general, soils at the project are composed of materials from glacial advances. The geologic conditions as presented in the "Geologic Map of Washington," compiled by J. Eric Schuster, 2002 indicates Quaternary sediments, Qg. Quaternary sediments are generally unconsolidated deposits,and dominantly deposited from glacial drift, including alluvium deposits. This project is located within the Puget Lowland. Typically, "lower tertiary sedimentary rocks unconformably overlie the Crescent Formation."as revealed in the Geologic Map. Initial sedimentary rocks were formed from shales, sandstones and coal deposits from rivers. During the Quaternary period, the Puget Lowland was covered by numerous ice sheets, with the most recent being the Fraser glacier with a peak of approximately 14,000 years ago. Upon the glacial retreat, the landscape was formed by glacial erosion glacial drift deposits. 3.3 Specific Subsurface Conditions The following subsurface conditions are estimated descriptions of the Project subgrade utilizing information from the depth of penetration at all testing, sampling, observed and investigated locations. Soils for this project were described utilizing the Unified Soil Classification System (USCS). Using the USCS in conjunction with estimated relative densities and other anticipated engineering properties of the soil, susceptibility for potential landslides, erosion and seismic hazards may be assessed. The Project is composed of native soils with no indications of borrowed fill. For engineering purposes,these native soils consist of distinguishable layers, as presented below. Soils within the upper 10 feet of natural ground were observed to be moist, brown poorly-graded EnN irotech Engineering Geotechnical 1m cstigation Ph. 360-275-9374 page i Parcel 2232i 44 01000 Fax: 360-275-4789 Mason countv_Washington March 15. 2008 gravel with silt and sand (GP-GM). The relative densities of this soil are provided in Section 3.1 of this report. Gravels are primarily coarse, and subrounded. Sand content was primarily medium and coarse.The fines content exhibited none to low plasticity. According to the well reports and knowledge of the general area, soils below the observed 10 feet in depth are dense to very dense soils consisting mostly of sand and gravel. 3.3.1 Groundwater From the water well report, permanent groundwater is approximately 26 feet directly below the property at the building pad location. Perched groundwater at shallow depths was not observed on-site,nor indicated on the well reports. 3.4 Soils Testing The soil samples obtained at the Project site during the field investigation were preserved and transported for possible laboratory testing. Visual classification of soils was performed in the field. The following soil tests were performed in accordance with the American Standards for Testing and Materials(ASTM): 3 Visual Classifications(ASTM D2488) 3.4.1 Visual Classification The results from the visual classification are presented above in the Subsurface Conditions Section at depths of up to 10 feet below the natural ground surface. Specifically, soils within the upper 10 feet consisted of approximately 60%gravel, 30% sand-sized soils, and less than 10% silt. Minor variations observed during the visual classification of particle size content (i.e. gravel, sand, fines), or isolated pockets within the soil stratification were insignificant in relation to the overall engineering properties of the soil. hiN irotech Engineering Geotechnical [m'estigation Ph. �60-275-9 74 poe 6 Parcel 22,2; 44 01000 Fax: ,60-275-4789 Mason coUnly. "Vashinglon March 25. 2008 4.0 ENGINEERING ANALYSIS,CONCLUSIONS AND RECOMMENDATIONS The following sections present engineering analysis and recommendations for the proposed improvements of the Project. These recommendations have been made available based on the planned improvements as outlined in the Introduction Section of this report; general observations including drainage and topography as recapitulated in the Surface Conditions Section; and, soil conditions that were identified from the geotechnical investigation that is summarized in the Subsurface Investigation Section. Engineering analysis and recommendations for the Project that is provided herein, includes pertinent information for building foundations, earthwork construction, slope stability/erosion control,drainage,vegetation and seismic considerations. 4.1 Building Foundation Recommendations Recommendations provided in this section account for the site development of a typical one- story, single family manufactured residential structure. Below the upper 12 inches of Project soils,there is apparently one distinguishable soil layer that will influence the bearing capacity and settlement of the structures. The recommended allowable bearing capacities and settlements as presented below, consider the probable type of construction as well as the field investigation results by implementing practical engineering judgment within published engineering standards. Evaluations include classifying site soils, and deriving probable relative densities, unit weights and angles of internal friction of the in-situ soils based on observed field conditions and soil testing for this Project. The frost penetration depth is not expected to extend beyond 6 inches below the ground surface for this Project under normal circumstances and anticipated design features. The soils on-site have low to moderate frost susceptible characteristics and should be used only to the extents provided in this report. 4.1.1 Bearing Capacity For the existing site conditions, bearing values should increase with depth. Existing in- situ soils for this Project indicates that the structure can be established on shallow, continuous or isolated footings. Foundations shall be established on relatively undisturbed native soil. Alternatively, foundations may be constructed on selective re- compacted native soil or compacted engineered fill as described in the Earthwork Construction Recommendations Section of this report. Footing width and depth recommendations shall be adhered to,and are based on 1500 pounds per square feet(psf) maximum structural bearing pressure. For a bearing capacity requirement of no more than 1500 psf, a minimum footing diameter (or width) of 15 inches shall be placed at a minimum of 18 inches below the existing ground surface. Foundation recommendations are made available based on adherence to the remaining recommendations that are provided in this report. 4.1.2 Settlement Total and differential settlement that a structure will undergo depends primarily on the subsurface conditions, type of structure, amount and duration of pressure exerted by the structure, reduction of pore water pressure, and in some instances, the infiltration of free HiN irotech Enginccrino Gcotcchnical hiN esti.g jimi Ph. ,60-27i-9374 pa!;e 7 Parcel 2232i 44 M 000 Faiv 360-27i-4789 tilason COMM. W� ]Shinzton March 2 i. 2008 moisture. Based on the expected native soil conditions, anticipated development, and construction abides by the recommendations in this report, the assumed foundation system may undergo a maximum of 1.0 inch total settlement,and a maximum differential settlement of 0.75 inch. 4.2 Lateral Earth Pressures Lateral earth pressures exerted through the backfill of a retaining wall are dependent upon several factors including height of retained soil behind the wall, type of soil that is retained, degree of backfill compaction, slope of backfill, surcharges, hydrostatic pressures, earthquake pressures, and the direction and distance that the top of the wall moves. Significant retaining structures are not anticipated for this Project. If retaining walls are later planned for this Project, prescriptive requirements from the County should be adhered to. For retaining structures with a height exceeding County prescriptive requirements, additional design parameters must be accounted for in the retaining wall analysis, and recommendations should only be provided by a qualified engineer after the type of backfill is acquired, inclination of backfill slope is estimated, and the final wall height is determined. 4.3 Earthwork Construction Recommendations Founding material for building foundations shall consist of undisturbed native soils. Compacted engineered fill, or selective re-compacted native soils may be used to the extents provided in this Earthwork Construction Recommendations Section. The following recommendations include excavations, subgrade preparation,type of fill, and placement of fill for building foundations. 4.3.1 Excavation Excavation is recommended to remove any excessive organic content or other deleterious material, if present, beneath foundations and to achieve appropriate foundation depth. Additional sub-excavation will be required for this Project if the soils below the required foundation depth are loose, saturated,or otherwise incompetent due to inappropriate land disturbing, or excessive water trapped within foundation excavations prior to foundation construction. All soils below the bottom of the excavation shall be competent, and relatively undisturbed or properly compacted fill. If these soils are disturbed or deemed incompetent, re-compaction of these soils below the anticipated footing depth is necessary. Excavations shall be completely dewatered, compacted, and suitable before placement of additional native soil, engineered fill or structural concrete. It is suggested that foundation excavations are inspected by a geotechnical engineer or qualified professional in order to assess the bearing material prior to the placement of structural footings. 4.3.2 Placement and Compaction of Native Soils and Engineered Fill For engineered fill or disturbed native soils that will be utilized as fill material directly beneath foundations, observation and/ or geotechnical testing is recommended prior to foundation construction. The following placement and compaction requirements are necessary. For disturbed native soils or engineered fill beneath foundations, limits of compacted or Eirirotccli Enginccring Gcotcchnical lmcstioalion Ph. 360-27i 937-4 pagc 8 Parcel 22',2� 44 01000 Fax: ',60-27i-4789 Mason C'0111m. Washin-toll March 25. 2u�18 re-compacted fill shall extend laterally from the bottom edge of the foundation at a rate of one foot for each foot of compacted or re-compacted fill beneath the foundation. See the illustration below. FOOTING COMPACTED NATIVE SOILS OR ENGINEERED i FILL 1 it UNDISTURBED SUBGRADE Both engineered fill and native soils used as compacted fill should be free of roots and other organics, rocks over 6 inches in size, or any other deleterious matter. Engineered fill should consist of 60%to 100%gravel-sized material(particles between 3/16-inch and 3 inches),and less than 10%fines(particles passing#200 standard sieve)by weight. Compaction shall be achieved in compacted lifts not to exceed 8 inches and 12 inches for native soils and engineered fill, respectively. Each lift should be uniformly compacted to at least 95%of the modified Proctor maximum dry density (ASTM D 1557) and within 3% of optimum moisture content. Each lift surface should be adequately maintained during construction in order to achieve acceptable compaction and inter-lift bonding. 4.3.3 Retaining Wall Backfill As previously mentioned, significant retaining structures are not anticipated for this Project. However, if used, native soils may be used as retaining wall backfill for this Project. Backfill may also consist of engineered fill or borrow materials approved by a geotechnical engineer. Placement, compaction and extents of retaining wall backfill should also be specified by a geotechnical engineer or qualified professional. 4.3.4 Wet Weather Considerations Although the subsoil characteristics do not pose a great risk in regards to saturation, additional provisions may be required during prolonged wet weather. Every precaution should be made in order to prevent free moisture from saturating and ponding within excavations. If the bottom of excavations used for footing placement changes from a moist and dense characteristic as presented in this report to loose, saturated conditions, then these soils become unsuitable for foundation bearing material. If this situation occurs, a geotechnical engineer should be notified, or these soils should be completely removed and replaced with suitable compacted material as presented above. 4.4 Slope Stability and Erosion Control Landslides are natural geologic processes, and structures near slopes possess an inherent risk of adverse settlement, sliding or structural damage due to these processes. Geotechnical engineering cannot eliminate these risks for any site with sloping grades because gravity is constantly inducing strain on the sloping soil mass. Excessive wet weather and/ or earthquakes will HiN irotech Engimemig Geotechnical Im estigati011 Ph. ,60-27T 9,7-4 page 9 Parcel 22,2� 44 01000 Fas: 360-275-41/89 Mason CountN_ Washing"ton March 2i. 2008 exacerbate these strains. Geotechnical engineering considers excessive wet weather and `design' earthquakes in order to provide an acceptable factor of safety for developing on or near sloping terrain. These factors of safeties are based on engineering standards such as defining engineering properties of the soil,topography, water conditions, seismic acceleration and surcharges. Surface sloughing or other types of surficial slope movements usually do not affect the deep- seated structural capability of the slope. However, excessive and/or repeated surficial slope movements, if not repaired, may represent a threat to the structural integrity of the slope. With appropriate drainage and erosion control provisions for this Project during and after construction, it is unlikely that this Project will experience excessive surficial movements. However, maintenance of the slope must be completed if the situation does arise in order to prevent the possibility of further surficial or deep seated slope movements that may be damaging to life and property. According to the Resource Map from the Washington State Department of Natural Resources (DNR), the Project is within terrain labeled `highly unstable' and `highly erodible' relating to soils. However, DNR did not indicated previous landslide activity near the Project. DNR also labeled portions of this project as medium and high slope instability with relation to slopes. This delineation is primarily dependent upon slopes and convergence. Secondly, lithology and precipitation are modeled within this delineation. In summary, this designation is based on mapping without field observations or knowledge of the specific site geology or soils. The highly unstable slopes as designated by DNR do not correlate with observed site conditions. The soils are unsaturated,coarse granular materials with increasing density with depth. These soil properties are beneficial to deep slope stability. The upper porous soils are mostly medium dense to dense, overlying denser soils. These conditions exhibit shallow landslide possibilities when excessive groundwater is within the upper soils. However, these soil conditions are extremely common in this area. Furthermore, excessive groundwater within the surface soils of the critical slopes is highly unlikely due to the insignificant upland drainage basin from the slopes, and the absence of runoff loading from development. If development occurs near the top of the steep slopes, runoff should be tightlined to an area beyond the toe of the critical slopes. The Simplified Bishop Method, utilizing `STABLE' software, was used to analyze the static stability of the site slopes. Various radii's and center points of the circle were automatically selected, and produced factor of safeties in a graphical and tabular format. Worst case scenario values were used in the slope stability analysis in regards to topography, surcharges, water content, and cohesion of the site soils. STABLE software has been repeatedly checked with manual calculations, and consistently proved to be a very conservative program. The following soil properties were used in the analysis, and are based on observed conditions, known geology, and/or published parameters: Top 5 feet of weathered soils • Soil unit weight: 132 pef • Angle of internal fiction: 35 degrees • Cohesion: 0 psf Ens irotech Engineering Geolechnical lmvestigatiori Ph. ',60-275-9,74 Page 10 Parcel 2232� 44))1000 Fax: ,60-27�4789 Mason Connti. W Ishington March 2;_ 2))))8 Soils below 5 feet • Soil unit weight: 138 pcf • Angle of internal friction: 38 degrees • Cohesion: 0 psf Soils below 50 feet • Soil unit weight: 128 pcf • Angle of internal friction: 20 degrees • Cohesion: 0 psf Seismic conditions were estimated utilizing worst case scenario values from the static analysis, a horizontal acceleration coefficient of at least 0.15, and applying the applicable values to slope stability charts. These stability charts were presented by the American Society of Civil Engineers (ASCE)in the"Journal of Geotechnical and Geoenvironmental Engineering,"April 2002. Anticipated building loads,building pad cuts, or impacts from septic drainfields are not expected to have any detrimental influence on the global stability of the critical slopes, provided that the setback requirements,drainage and all other recommendations in this report are adhered to. Based on the aforementioned Project criteria, observations, slope stability analysis, and the recommendations in this report,the Project has an acceptable factor of safety of over 1.5 relative to deep-seated, static slope failures. Furthermore, an acceptable factor of safety of over 1.1 for seismic conditions was also concluded for this Project. See the slope stability information in Appendix D for input parameters and example of outputs. For this project, minimum factor of safeties for static and dynamic conditions were estimated to be 1.6 and 1.3,respectively. ♦7096�017 17085" � ,l _ 0 R. 3D Project T Y ; 31 Map from Washington State Department of Natural Resources Website Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 page l l Parcel 22325 44 01000 Fax:360-275-4789 Mason County, Washington March 25,2008 4.4.1 Septic Drainfield Impacts The approximate location of the proposed septic drainfield is presented on the Site Plan in Appendix A of this report. Based on the septic drainfield location with relation to the existing and proposed topography,the drainfelds are not expected to adversely influence sloes or the structures near the critical sloes. 4.4.2 Building and Footing Setbacks Provided that assumptions relating to constriction occur and recommendations are followed as presented in this report,the factor of safety for slope stability is sufficient for a 50 feet building setback from the toe of the nearby ascending sloes exceeding 401/0. See the Geologic Map in Appendix B for an illustration of the setbacks. 4.4.3 Temporary and Permanent Erosion Control Based on the USCS description of the Project soils, the surface soils are considered slightly erodible. This is due to the lack of silts, clay and fine sands in the surface soils, which is estimated to be less than 10%of the soil. However,this Project was designated highly erodible by DNR,and temporary and/or permanent erosion control measures may be required for site development. Extents of temporary erosion control will mostly depend on the timeliness of construction, moisture content of the soil, and amount of rainfall during construction. Soil erosion typical to the existing site conditions and planned disturbance of the Project include wind-borne silts during dry weather, and sediment transport during prolonged wet weather. Sediment transport could be from stormwater runoff or tracking off-site with construction tion equipment. Erosion control measures may need to be employed if excessive erosion occurs or required by the County or other prevailing agencies. Erosion control during construction should include minimizing the removal of vegetation to the least extent possible. If necessary, erosion control measures during construction may include stockpiling cleared vegetation,silt fencing,intercepting swales,berms,straw bales, plastic cover or other standard controls. Silt fencing is presented in this report as the first choice for temporary erosion control. However, mulching or other appropriate temporary erosion control may be substituted. Any erosion control should be located down-slope and beyond the limits of construction and clearing of vegetation where surface water is expected to flow. If the loss of sediments appears to be greater than expected, or erosion control measures are not functioning as needed,additional measures must be implemented immediately. See Appendix E for sketches and general notes regarding selected erosion control measures. The Site Map in Appendix A depicts the recommended locations for erosion control facilities to be installed,if necessary. Permanent erosion control may also be necessary if substantial vegetation has not been established within disturbed areas upon completion of the Project Temporary erosion control should remain in place until permanent erosion control has been established. Permanent erosion control may include promoting the growth of vegetation within the exposed areas by mulching,seeding or an equivalent measure. Selected recommendations for permanent erosion control are provided in Appendix E. Additional erosion control Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 page 12 Parcel 22325 44 01000 Fax: 360-275-4789 Mason County,Washington March 25,2008 Now measures that should be performed include routine maintenance and replacement, when necessary,of permanent erosion control,vegetation,drainage structures and/or features. Sedimentation control should be adequate when utilizing the erosion control recommendations as presented herein together with implementing appropriate erosion controls with the degree of care as expected from a licensed contractor. Erosion control information and specifications in addition to what is provided in this report may be found in the current"Stormwater Management Manual for Western Washington,"prepared by the Washington State Department of Ecology Water Quality Program. 4.4.4 Surface and Subsurface Drainage Positive drainage should be provided in the final design for all planned residential include sloping the d driveways and sidewalks buildings. e shall me mg groan surface, ys drags. Drainage o away from the Project structures. All constructed surface and subsurface drains should be adequately maintained during the life of the structure. If drainage problems occur during or after construction, additional water mitigation will be required. This may include a combination of swales, berms, drain pipes, infiltration facilities, or outlet protection in order to divert water away from the structures. The anticipated building location is outside of the 1998 FEMA flood zone, and considerably away from the damaging path of the recent flooding that exceeded the current 100 year-24 hour event. Light grading is suggested between the building location and the northwest ascending slope in order to facilitate any runoff that may originate from the wide swale away from the planned residence.The aforementioned sloping of the ground surface from structures should be sufficient. This area should not require any tree removal due to the lack of vegetation. From a geotechnical perspective, both perimeter footing drains and roof drains are optional for the single family residence. If roof drains are not utilized, splash blocks should be placed at all downspouts. If footings are established at depths greater than 2 feet below final grade, then perimeter footing drains are recommended If utilized, subsurface water intercepted in the perimeter footing drains, and stormwater collected from roof drains shall be tight-lined to an appropriate infiltration area or outlet protection area located downslope and at least 10 feet from any structure. 4.4.5 Vegetation Considerations Vegetation is an excellent measure to minimize surficial slope movements and erosion on slope faces and exposed surfaces. By removing trees,the root strength is decreased over time, thereby lowering the `apparent' cohesion of the soil. Transpiration is decreased, which results in additional groundwater,increased pore water pressure and less cohesion/ friction of the soil particles. Stormwater runoff also increases, and, fewer plants will create less absorption of the force from raindrops, thereby creating the potential for erosion hazards. Vegetation shall not be removed on the face of the steep sloes or within 50 feet from the top or toe of these slopes. However, any tree deemed hazardous to life or property shall be removed If tree removal is necessary,then stumps and roots shall remain in place,and Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 page 13 Parcel 22325 44 01000 Fax: 360-275-4789 Mason County, Washington March 25. 2008 the underbrush and soil shall remain undisturbed as much as possible. Any disturbed soil shall be graded and re-compacted in order to restore the terrain similar to preexisting conditions and drainage patterns. See the Geologic Map in Appendix B of this report for a depiction of the vegetation buffer. 4.4.6 Off-site impacts From a geotechnical position,it is Envirotech's opinion that the adjacent properties to the proposed development should not be significantly impacted if all recommendations in this report are followed. This is based on the expected site development, existing topography, land cover, and that the recommendations presented in this report are implemented. 4.5 Seismic Considerations and Liquefaction Soils immediately below the expected foundation depth for this Project are generally Type D, files. According to the IBC the e C soil profiles.Building Cod ndin to the International rdmg corresponding S � ) P regional seismic zone is 3 for this Project. The estimated peak ground acceleration ranges from 0.50g to 0.60g.This estimation is based on the United States Geological Survey(USGS)National Seismic Hazard Project in which there is an estimated 2%probability of exceedance within the next 50 years. There are no known faults beneath this Project. The nearest Class `A' or Class `B' fault to this property is the Tacoma Fault Zone, in which is nearly 10 miles to the south of this Project. This information is based on the USGS Quaternary Fault and Fold Database for the United States. The potential for liquefaction and other earthquake induced hazards are believed to be low to moderate for this Project. This is based, in part, on the slope stability analysis utilizing seismic considerations. The potential for liquefaction is very low to moderate due to the permanent groundwater within the upper 50 feet of soils. However, subgrade characteristics such as coarse granular material and dense to very dense characteristics greatly reduce the potential for liquefaction. Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 page 14 Parcel 22325 44 01000 Fax: 360-275-4789 Mason County, Washington March 25,2008 5.0 CLOSURE Based on the project information and site conditions as presented in this report, it is Envirotech's opinion that additional geotechnical studies are not required to further evaluate this Project. Due to the inherent natural variations of the soil stratification and the nature of the geotechnical subsurface exploration, there is always a possibility that soil conditions encountered during construction are different than those described in this report. Therefore, it is recommended that a qualified engineer observes and documents the construction,or Envirotech is promptly notified if project and subsurface conditions found on-site are not as presented in this report so that we can re-evaluate our recommendations. This report presents geotechnical design guidelines, and is intended only for the owner, or owners' representative,and location of project described herein.This report should not be used to dictate construction procedures or relieve the contractor of his responsibility. Any and all content of this geote&mcal report is only valid in conjunction with the compliance of all recommendations provided in this report. Semantics throughout this report such as `shall,' `should' and `recommended' imply that the correlating design and/or specifications must be adhered to in order to protect life and property. Semantics such as `suggested' or `optional' refer that the associated design or specification may or may not be performed. The recommendations provided in this report are valid for the proposed development at the issuance date of this report. Changes to the site other than the expected development, changes to ordinances or regulatory codes, or broadening of accepted geotechnical standards may affect the conclusions and recommendations of this report. The services described in this report were prepared under the responsible charge of Michael Staten, a professional engineer with Envirotech. Michael Staten has appropriate education and experience in the field of geotechnical engineering in order to assess landslide hazards, earthquake hazards,and general soil mechanics. Please contact Michael Staten at 360-275-9374 if you have any questions, comments, or require additional information. Sincerely, Envirotech Engineering / ' lAti ) 9pk- Michael Staten,P.E. Geotechnical Engineer Envirotech Engineering Geotechnical Investigation Ph. 360-275-9374 page 15 Parcel 22325 44 01000 Fax: 360-275-4789 Mason County,Washington March 25.2008 APPENDIX A SITE PLAN SCALES I INCH 150 FEET 52OFT 3e ti r 4 fi /IPROPERTY LINE ti APPROXIMATE LOCATION OF MISSION CREEK TIt2 ELL LOG LOCA ION 41 g SED SILT FENCE L ERNATIVE EROSION TROL CIF NECESSAR > 10 <SY.t -�� MIS INGLE FAMIL Y IDENCE �3 k ROPOSED SEPT DRAINFIELD A A .L 4 Z�' rL� Zp0 ,0p ,bp �1� tiZp ti PROJECT/ OWNER/ LOCATIONS SINGLE FAMILY RESIDENCE GEOTECHNICAL REPORT MICHAEL POLO PARCEL 22M 44 01000 NOTES, LEGEND MASON COUNTY, WASHINGTON 1. EROSION CONTROL MAY BE REOiUIRED FOR THIS SITE GENERA. LOCATIONS, AND ALTERNATIVES TO SILT FENCES ENGINEER' MAY BE UTILIZED AS EXPLAINED IN THE GEOTECHNICAL SILT FENCE 74 ME HURD ROAD REPORT. SLOPE DIRECTION 74 NE HURD ROAD 8 CONTOURS WERE NOT PREPARED BY A LICENSED LAND BELFAIR, WASMNGTON 9652O SURVEYOR. CONTOURS WERE EXTRAPOLATED FROM A PUBLIC �� EXISTING CONTOUR 360-275-9374 LMARISOURCE, OU C 7 N GEOTECHNICAL MEASUREMENTS AS TP1 TEST PIT SITE PLAN APPENDIX B GEOLOGIC MAP i SCALE- 1 INCH - 150 FEET 73 520FT 3� SLOPE T P SOILS, MEDIUM ti DENSE GLACIAL TILL q OVERLYING DENSE TO VERY DENSE /MIROPERTY LINE TILL ti APPROXIMATE LOCATION OF ISSION CREEK T�2 ELL LOG LOCA ION gSLPE T n � 1 � 6gx INGLE FAMI IDENCE �3 \ TBACK L DING AND EGETATION BUFFER ROPOSED SEPT DRAINFIELD z T� SLOPE T PROJECT/ OWNER/ LOCATIONN SINGLE FAMILY RESIDENCE GEOTECHNICAL REPORT MICHAEL POLO PARCEL 22M 44 MOOD LEGEND MASON COUNTY, WASHINGTON ENGINEER, -� T BACK ENVIROTECH ENGINEERING NOTES 74 ME HURD ROAD L CONTOURS WERE NOT PREPAREIU BY A LICENSED LAND SLOPE DIRECTION BELFAIR, WASHINGTON 9652E SURVEYOR, CONTOURS WERE EXTRAPOLATED FROM A PUBLIC 360-275-9374 LIDAR SOURCE, AND INCORPORATED FIELD MEASUREMENTS AS - M EXISTING CONTOUR EXPLAINED IN THE GEOTECHNICAL REPORT. TPI 0TEST PIT1 GEOLOGIC MAP APPENDIX C SOIL INFORMATION i �mrm W U Z W a0 A a W �a W 0�¢ a� W W �n N J~O O c Q3a V W `JW WLI.�.N N V CL Z S W* O.E W W N Z W A a W J „J O~ F'J W.Q-+ 0 u Z Q W J � Al7 LJ Z •�.ec W-J A►J-J O~ �-.J W< V1 L) O Q O J J 0 W A E Q LO l7 JEg Z ac 0 x W W ° USA Iq F��W H Z LLI-W W IA i ^ �J iE a W a. z LA Q po- TEST PIT LOG TEST PIT NUMBER TP-1 PFMJECr. SFRC = • rmorlmlPteportOF • t 03MMAN • i 08M LOGGEDM: M r • • EXCAVATOR LOCATION: 01000 1 1 • • • • • INITIAL DEPTH • FINALDEPTH OF E_ Insole MEN . . , . . ■■■■■■ ■■■■■■ ■■■■■■ iiiiii ■■■■■■ • 'r ■■moms ■■■■■■ r " iiiiii �, • ■■■■■■ ■■moms r �r ■■■■■■ ■■■■■■ MEMNON MMMEME r ' MEMNON ■■■■■■ �► • ■■■■■■ IrOMMEM ■■■■■■ �• r �� MMOMME r r ■■■■■■ �, • ■■■■■■ momomm mmomm �► ■■■■■■ ■■■■■■ MMOMME WOMEN MOMMME ■■■■■■ ■■■■■■ MOMMME c : TEST PIT LOG PROJECT: TEST PIT NUMBER TP-2 C • i: r r Report DATE OF • C It UM ' • • OmLOGGED h: CLIENr. Michael • • - LOCATION: PwcW 01000 DRILL RIG: Now • County, i• ELEVATION: INITIAL DEPTH • E' D OF iiiiii ■■■■■■ ■■■■■■ • ■■■■■■ wommmm mmmmmm ■■■■■■ • '� ■■■■■■ . : . . ■■■■■■ mmmmmm mmmmmm 1 ., •� ■■■■■■ �* ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ wommmm ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ c : « TEST PIT LOG TEST Pff NUMBER TP-3 PROJECT NO: LOGGED BY. IWfiCS CLIENT: MlchsW Polo EXCAVATOR: NIA • • r. /eK Vr. 4401000 DRILL RIG: Norio Lima County, • • ELEVATION: INITIAL DEPTH OF E' FINAL DEPTH OF E' mommom 11 e c ■■■■■■ ■■■■■■ • ■■■■■■ ■■■■■■ ■■■■■■ �, • 11 ■■■■■■ n • ■■■■■■ ■■■■■■ • 'r ■■■■■■ ■■■■■■ . ■■■■■■ mmmmmm w� ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ■■■■■■ ------------------ --------------- c - WATER WELL REPORT CURRENT Original&14 copy—Ecology,Y°copy—owner,3r°copy—driller Notice of Intent No. W 249616 E'C`OLO COY Construction/Decommission("x"in circle) Unique Ecology Well ID Tag No..rrd2Bt,�,rl./�/T_g,� 1 Qa Water Right Permit No. D Construction O Decommission ORIGINAL INSTALLATION Notice Property Owner Name AChael Palo oflntent Number Well Street Address Steelhead Dr. PROPOSED USE: CkDomestie ❑ Industrial ❑ Municipal City Belfa it County Masm ❑ DeWater ❑ Irrigation ❑Test Well ❑ Other Location ba/41/4 SE1/4 Sec 25 Twn 23R ZW E`er"' drde TYPE OF WORK: Owner's number of well(if more than one) VAW one e well ❑ Reconditioned Method:❑ Dug 0 Bored 0 Driven 0 Deepened �i dyable ❑ Rotary ❑Jetted Lat/Long(S,t,r Lat Deg Lat Min/Sec D DIMENSIONS: Diamderofwell o inches,drilled r.7 ft. Still REQUIRED) Long Deg Long Min/See Depth of oompleted well 57 ft. CONSTRUCTION DETAILS Tax Parcel No. Casing Ck Welded Diam.from ft.to ft. Installed: ❑ Liner installed Diam.from ft.to tt CONSTRUCTION OR DECONUWMION PROCEDURE ❑Threaded Diem from ft to R Formation: Describe by color,character,size of rnaletial and structure.and the kind and Perforations: ❑ Yes j@ No name ofthe material in each stratum penetrated,with at least one entry for each change of Type of perforator used information. SE ADDITIONAL SHEETS IF NECESSARY. SIZE of perf's in,by in.and no.of pertk_from R to ft. MATERIAL FROM TO Screens: IRYes ❑ No lj K-Par Location 55 Manufacturer's Name Trtartsm gravel 0 3 Tye Model No. Diam_5 Slot size 20 from�ft.to�_R. Diem. Slot size ? —from R ro R BZOWJl till 3 19 Gravel/Filter packed: ❑ Yes ❑No ❑ Size of gravel/sand Materials placed from ft.to ft• Brown Si9I'Id & cmayel Surface Seal: R Yes ❑No To what depth? 18 __ft. Material used in seal set oni t-a Sand & avel With Did any strata contain unusable water? ❑ Yes R No Type of water? Depth of strata Method of sealing strata off PUMP: Manufacturer's Name Type: H.P. WATER LEVELS: Lam!-surface elevation above meant sea level ft Static level 26 ft.below top of well Date Artesian pressure lbs.per square inch Date Artesian water is controlled by (cap,valve etc. WELL TESTS: Drawdown is amount water level is lowered below static level Was a pump test made? ❑ Yes M No Ifyes,by whom? Yield: teal./min with_&drawdown after hrs. Yield: gWJrrdm with ft.drawdown after hrs. Yield: ttal./min,with ft.drawdown after hrs. Recovery data(time taken as zero when pump turned offl(water level measured from well top to water level) Time Water Level Time Water Level Time Water Level Date of test Bailer(est____aQal.hnin.with 't R.drawdown after_1___hm Airtest gal./min.with stem set at &for hrs. Artesian Row Lp•m Date Temperature of water Was a chemical analysis made? ❑ Yes M No start Date 1 f 12/08 Completed Date 1/18f Q$ WELL CONSTRUCTION CERTIFICATION: I constructed and/or accept responsibility for construction of this well,and its compliance with all Washington well construction standards. Materials used and the information reported above are true to my best knowledge and belief. ❑)Vriller❑Engineer ❑Trainee Name rint) r)wAniz XnAnn Drilling company Davi-q Ipri l 1 i nQ Driller/Engineedrrainee Signature 1 6.6 6, 6 Address 340 NE Davis Farm Rd. Driller or trainee License No., 1706 City,State,Zip Belfai.r• WA 98528 If TRAINEE, Contractor's Driller's Licensed No. Regishation No. DAVISDI1 100A Date Jan. 08 Drifter's Signature Ecology is an Equal Opportunity Employer. APPENDIX D SLOPE STABILITY STABLE Slope Stability Analysis System New User Project : Polo Datafile: Static Bishop 10 11 3 11 12 3 ********************************************************** SOILS SOIL NAME LINETYPE-PEN COHESION FRICTION UNIT WT. 1 upper CONTINUOUS-BLACK 0.00 35.0 132.000 2 lower CONTINUOUS-BLUE 0.00 38.0 138.000 3 Soil—3 CONTINUOUS-BROWN 0.00 20.0 128.000 ********************************************************** PORE PRESSURE SPECIFICATION SOIL PIEZO RU EXCESS Y/N/P Value Value 1 N 0.000 0.000 2 N 0.000 0.000 3 N 0.000 0.000 PIEZOMETRIC SURFACE POINT POINT PORE PRESSURES POINT PRESSURE ********************************************************** SLIP DIRECTION (+/- X) SLIP-CIRCLES AUTOMATIC Circle Centre Grid Extremities 262.200 * * 26.400 * * 237.600 * * *************** 51.000 s X spacing -- no. of cols (max 10)= 10 Y spacing -- no. of rows (max 20)= 20 Grid 1 Circles through point 13 Grid 2 Circles through point 14 Grid 3 Circles through point 15 Grid 4 Circles through point 16 0 0 0 0 0 0 0 0 0 0 0 C) V- (D f - 00 Q) 0 N 0 a 000� {� -C (n 000 ! 0 r+n- W 0 VI 0 N Q _ N U 4- V o 0 — N 0 +' DW L 0 Cm Q d � QV I (810 (c10 4e)10 8 a 8 _D-2 8--D— i 45 � B � y 1 0 V � 6 is 30 s 45 • f �t wN 30 4 4 4 15 Rot K0. ki=0.1 2 k�=0.2 2 k =0.3 F_1,6�3 F 1.12 o0 05 1 is 2 2.5 O o.5 1 is 2 za O as 7 1S 2 2.5 (b)4 (d) 4 f4w 4:0.1 TZ: 010 3 t 1.47 77 ne, F 22 2 -fir Ka=Q� �� �•3D kg=0.1 kb—0.2 kb=0.3 ° at 02 a3 a4 0.5 0.1 a2 0.3 0.4 Q5 °a 0.1 02 a3 a4 0.5 Fig.4. Safety factor for slopes subjected to quasi-static horizontal force sidered to be fully drained where dilation of the soil skeleton does make it possible to make an"educated guess"of the influence of not cause any change in the magnitude of the pore water pressure. pore water pressure an the stability of slopes. For the purpose of presenting the influence of the pore water on the stability of slopes,the distribution of the pore water pres- Quasi-Staff Salam jc Effect F= lid sure is described by coefficient r. defined by Bishop and Mor- genstern(1960)as Seismic loads on dopes are often considered in design by mclud- u rang quasi-static forces due to seismic acceleration.While such an (8) analysis ignores the seismic process (acceleration history) and tih does not give any insight into the behavior of the structure,it is where u=magnitude of the pore water pressure, y=soil unit routinely used in design.The kinematic approach of limit analysis weight,and h—depth of the point on the failure surface below the was used here to arrive at the data used to produce the charts in slope surface. Stability charts for slopes with r„equal to 0,0.25, Fig.4.Coefficient kh represents the intensity of horizontal accel- and 0.50 are presented in Fig.3.The data in the charts in Fig. 3 eration as a fraction of the gravity acceleration. The effect of was created using a computer program written earlier (Micha- quasi-static forces was included in the analysis as an additional lowski 1995). work term in the energy balance equation(Micbabwski 1998). Coefficient ra is a rather crude manner of accounting for the No pore water pressure was considered in calculations with a pore water pressure in a slope. If a well-defined flow net in a quasi-static seismic force. The quasi-static approach is a crude sloe is known,the corresponding pore pressure distribution can approximation of seismic effects, and charts involving another be calculated and included explicitly in computations of the sta- simplified concept(r„)to describe the pore water pressure distri- bility number(or the safety factor). While such calculations are bution,in addition to kb,may not be indicative of the true safety more accurate,presentation of the results in charts would be dif- margin of slopes.Such charts would be an inappropriate tool for fieilt because of the large number of variables needed to describe analyzing the safety of slopes,particularly for liquefiable soils. realistic now nets. While the nature of calculations with pore Safety factor F, represented in the charts as F/tan q), is an pressures described in Eq. (8) is rather approximate,the results increasing function of N* (or c/yH tan cp)up to some threshold 354/JOURNAL OF GEOTECHNICAL.AND GEODWRONMENTAL ENGINE/APRIL 2002 APPENDIX E EROSION CONTROL i i GEO GEOTEXTILE FABRIC 2'x2' WOOD POST (TYP) AND WIRE FABRIC WRAP AROUND TRENCH OR EQUIVALENT OR BETTER AND WIRE MESH TO AT LEAST ENTIRE ! 6 FT MAX. O.C. 0.5 FT BEFORE PLACING GRAVEL 2'x2'x5' WOOD POST OR 6 FT 12' DEEP, 8' WIDE TRENCH EQUIVALENT OR BETTER EXISTING FILED WITH 3/4' TO 1 I/2' GROUND SURFACE 2 WASHED GRAVEL es.FTL" DEEP, Ir WIDE DIRECTION OF�-P EXISTING 1TRENCH FILLED WITH 1 WATER FLOW GROUND SURFACE 3/4' TO 1 1/2' j&5FrT P..S FT WASHED GRAVEL BOTTOM EXTENTS OF $L T FENCE - DETATL GEOTEXTILE FABRIC V1 T FEMCCE :CRl== N T.S. N.T.S. PERMANENT EROSION CONTROL NOTESi GENERAL NOTESs SOD PLACEMENT L SHOULD THE TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHOWN ON L SOD FOR GRASS STALES SHALL BE MACHINE CUT AT A THESE PLANS PROVE TO BE INADEQUATE DURING COMSTRUCTMK THE CONTRACTOR 3/4-INCH UNIFORM THICI(NESS AT THE TIME OF CURING. SHALL INSTALL ADDITIONAL EROSION AND SEDIMENT CONTROL FACILITIES. IEASUREMMTS FOIL THICKNESS SHALL EXCLUDE TOP GROWTH AND 2. ALL EROSION AND SEDIMENT CONTROL FACILITIES AND DEVICES SHALL BE THATCH. INSPECTED DAILY AND IMMEDIATELY MAINTAINED, IF NECESSARY. 2. STANDARD SIZE SECTIONS ff SOD FOR GRASS SWALES SHALL 3. ALL EROSION AND SEDIMENT CONTROL FACILITIES AND DEVICES SHALL BE LEFT IN BE STRONG ENOUGH TO SUPPORT THEIR OWN WEIGHT AND RETAIN PLACE UNTIL THE UPSLOPE AREAS HAVE BEEN PERMANENTLY STABILIZED. THEIR SIZE AND SHAPE WHEN SUSPENDED BY THE END OF A 3 FOOT SECTION. TEMPORARY EROSION CONTROL NOTES, 3. SOD FOR GRASS STALES SWILL NOT BE HARVESTED OR TRANSPLANTED WHEN EXCESSIVELY DRY OR WET MOISTURE FOR ALL AREAS WHICH HAVE BEEN STRIPPED OF VEGETATION OR EXPERIENCED LAND CONTENT MAY ADVERSELY AFFECT ITS SURVIVAL. DISTURBING ACTIVITIES, AND WHERE NO FURTHER WORK IS ANTICIPATED FOR A 4. SOD FOR GRASS SWALES SHALL BE HARVESTED, DELIVERED PERIOD EXCEEDING THE LISTED CRITERIA BELOW, ALL DISTURBED AREAS MUST BE AND PLACED WITHIN A PERIOD OF 36 HOURS- IMMEDIATELY STABILIZED WITH MULCHING, GRASS PLANTING OR OTHER APPROVED EROSION CONTROL TREATMENT APPLICABLE TO THE TIME OF YEAR. GRASS SEEDING SEEDING FOR RAW SLOPES ALONE WILL ONLY BE ACCEPTABLE DURING THE MONTHS OF APRIL THROUGH SEPTEMBER. HOWEVER, SEEDING MAY PROCEED WHENEVER IT IS IN THE INTEREST OF L BEFORE SEEDING, INSTALL NEEDED SURFACE RUNOFF CONTROL THE OWNER/CONTRACTOR, DO MUST ALSO BE AUGMENTED WITH MULCHING, NETTING MEASURES SUCH AS GRADIENT TERRACES, INTERCEPTOR DD(ES, OR OTHER APPROVED TREATMENT. STALES, LEVEL SPREADERS AND SEDIMENT BASINS. 2. THE SEED BED SWILL BE FIRM WITH FAIRLY FINE SURFACE, DRY SEASON (MAY 1 THRU SEPTEMBER 30) -- THE CLEARING OF LAND, INCLUDING THE FOLLOWING SURFACE ROlGfHENVa PERFORM ILL OPERATIONS REMOVAL OF EXISTING VEGETATION OR OTHER GROUND COVER, MMUST BE LIMITED TO ACCROSS OR PERPENDICULAR TO THE SLOPE. ONLY AS MUCH LAND AS CAN RECEIVE APPROPRIATE PROTECTIVE COVER OR BE 3. SEEDING RECOMMENDATIONS, AS SHOWN BELOW, AND SHOULD BE OTHERWISE STABILIZED, AFTER HAVING BEEN CLEARED OR OTHERWISE DISTURBED , APPLIED AT THE RATE OF 120 POUNDS PER ACRE. BY NO LATER THAN SEPTEMBER 30 OF A GIVEN YEAR. UNLESS IMMEDIATE 4. SEED BEDS PLANTED BETWEEN MAY 1 AND OCTODM 31 WILL STABILIZATION IS SPECIFIED IN THE EROSION AND SEDIMENT CONTROL PLAN, ALL REQUIRE IRRIGATION AND OTHER MAINTENANCE AS NECESSARY TO AREAS CLEARED OR OTHERWISE DISTURBED MUST BE APPROPRIATELY STABILIZED FOSTER AND PROTECT THE ROOT STRUCTURE. THROUGH THE USE OF MULCHING, NETTING, PLASTIC SHEETING, EROSION BLANKETS, 5. SEED BEDS PLANTED BETWEEN NOVEMBER I AND APRIL 30, FREE BRAD" MATERIAL, ETC., BY SEPTEMBER 30 OR SOONER PER THE APPROVED ARMORING OF THE SEED BED WILL BE NECESSARY, (co, PLAN OF ACTION UNLESS OTHERWISE APPROVED BY THE COUNTY, SEEDING, GEOTEXTILES, JUTE MAT, CLEAR PLASTIC COVERING). FERTILIZING AND MULCHING OF CLEARED OR OTHERWISE DISTURBED AREAS SHALL BE 6. FERTILIZERS ARE TO BE USED ACCORDING TO SUPPLIERS' PERFORMED DURING THE FOLLOWING PERIODSi MARCH 1 TO MAY 15, AND AUGUST 15 TO RECOMMENDATIONS. AMOUNTS SHOULD BE MINIMIZED, ESPECIALLY OCTOBER L SEEDING AFTER OCTOBER 1 WILL BE DOE WHEN PHYSICAL COMPLETION ADJACENT TO WATER BODIES AND WETLANDS. OF THE PROJECT IS IMMINENT AND THE ENVIRONENTAL CONDITIONS ARE CONDUCIVE TO SATISFACTORY GROWTH. IN THE EVENT THAT PERAENT STABILIZATION IS NOT USE THE FOLLOWING RECOMMENDED SEED MIXTURE FOR EROSION POSSIBLE, AN ALTERNATIVE METHOD OF GROUND COVER, SUCH AS MULCHING, NETTING, CONTROL, OR A COUNTY APPROVED ALTERNATE SEED MIXTURE. PLASTIC SHEETING, EROSION BLANKETS, ETC., MUST BE INSTATED BY NO LATER THAN SEPTEMBER 30. GERMINATION PROPORTIONS PURITY IN THE EVENT THAT CONSTRUCTION ACTIVITIES OR OTHER SITE DEVELOPMENT NAME BY WEIGHT (X) OO ACTIVITIES ARE DISCONTINUED FOR AT LEAST 4 CONSECUTIVE DAYS, THE (X) OWNER/CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSPECTION OF ALL EROSION AND SEDIMENT CONTROL FACILITIES IMMEDIATELY AFTER STORM EVENTS, AND AT REDTOP (AGROSTIS ALM 10 92 LEAST ONCE EVERY WEEK. THE OWNER/ CONTRACTOR SHALL BE RESPONSIBLE FOR 90 THE MAINTENANCE AND REPAIR (IF ALL EROSION AN SEDDENT CONTROL FACILITIES. ANNUAL RYE (LOLIUM MULTIFLORUM> 40 98 WET SEASON (OCTOBER 1 THRU APRIL 30) -- W 90 SITES WHERE UMINTERUPTED CHEWING FESUE 40 97 CONSTRUCTION ACTIVITY IS IN PROGRESS, THE CLEARING OF LAND, INOUIDING THE 00 REMOVAL OF EXISTING VEGETATION AND OTHER GROUND COVER, SHALL BE LIMITED (FESTUCA RUBRA COMMUTATA) TO AS MUCH LAND AREA AS CAN BE COVERED OR STABILIZED WITHIN 24 HOURS IN (JAMESTOWN, BANNER, SHADOW, KO(ET) THE EVENT A MAJOR STORM IS PREDICTED AND/ OR EROSION AND SEDIMENT WHITE DUTCH CLOVER 10 96 TRANSPORT OFF-SITE IS OBSERVED. 90 (TRIFOLIUM REPENS) ALL CLEARED OR DISTURBED AREAS SHALL RECEIVE APPROPRIATE PROTECTIVE COVER OR BE OTHERWISE STABILIZED, SUCH AS MULCHING, NETTING, PLASTIC MULCHING SHEETING, EROSION BLANKETS, FREE DRAINING MATERIAL, ETC., WITHIN 5 DAYS AFTER WAVING BEEN CLEARED OR OTHERWISE DISTURBED IF NOT BEING ACTIVELY WORKED- L MATERIALS USED FOR MLCHING ARE RECOMMENDED TO BE VOOD SILT FENCING, SEDIMENT TRAPS, SEDIMENT PONDS, ETC- WILL NOT BE VIEWED AS FIBER CELLULOSE, AND SHOULD BE APPLIED AT A RATE OF 1000 ADEQUATE COVER IN AND OF THEMSELVES. IN THE EVEN THAT ANY LAND AREA NOT POUNDS PER ACRE. BEING ACTIVELY WORKED REMAINS UNPROTECTED OR HAS NOT BEEN APPROPRIATELY 2. MULCH SHOULD BE APPLIED IN ALL AREAS WITH EXPOSED STABILIZED 5 DAYS AFTER WAVING BEEN CLEARED, ALL CONSTRUCTION ACTIVITY ON SLOPES GREATER THAN 2'1 00RIZONTAUVERTICAL). THE SITE, EXCEPT FOR APPROVED EROSION AND SEDIMENT CONTROL ACTIVITY, SHALL 3. MULCHING SHOULD BE USED IMMEDIATELY AFTER SEEDING OR IN IMMEDIATELY CEASE UNTIL SUCH A TIME AS AFOREMENTIONED LAND AREA HAS BEEN AREAS WHICH CANNOT BE SEEDED BECAUSE OF THE SEASON. ALL APPROPRIATELY PROTECTED OR STABILIZED. AREAS REQUIRING MULCH SHALL BE COVERED BY NOVEMBER I. SILT FENCE PROJECT/ OWNER/ LOCATD>H' L GEOTEXTILE FILTER FABRIC TYPE SHALL BE PER SPECIFIED IN THE 'STORMWATER MANAGEMENT MANUAL SINGLE FAMILY RESIDENCE FOR THE PUGET SOUND BASIN; OR APPLICABLE COUNTY STANDARDS 2. GEOTEXTILE FILTER FABRIC SHALL BE PURCHASED IN A CONTDMX ROLL CUT TO THE LENGTH OF GEOTECHNICAL REPORT EACH BARRIER TO AVOID USE [IF JOINTS. IF JOINTS ARE NECESSARY, FILTER FABRIC SHALL BE SPLICED MICHAEL POLO TOGETHER ONLY AT A SUPPORT POST WITH A MINIMUM 6-INCH OVERLAP AND SECURELY FASTENED AT PARCEL 22325 44 01000 BOTH ENDS TO THE POST. MASON COUNTY, WASHINGTON 3. STANDARD FILTER FABRIC SHALL BE FASTENED USING I' STAPLES 132 TIE WIRES (HOG RINGS) 8 4 IN SPACING. 4. POSTS SHALL BE SPACED AND PLACED AT DEPTHS INDICATED IN THE DETAILS OV THIS SHEET, AND ENGINEER' DRIVEN SECURELY INTO THE GROUND. ENVIROTECH ENGINEERING 5. WIRE MESH SHALL BE 2'X2'X14 GAUGE OR EQUIVALENT. THE WIRE MESH MAY BE ELIMINATED IF 74 ME HURD ROAD EXTRA-STRENGTH FILTER FABRIC (MOOFILAMENT), AND CLOSER POST SPACING IS USED. BELFAIR, WASHINGTON 98526 6. A TRENCH SHALL BE EXCAVATED ACCORDING TO THE DETAILS ON THIS SHEET ALONG THE LINE [IF THE 360-275-9374 POSTS AND UPSLOPE FROM THE SILT FENCE. 7. SILT FENCES SHALL BE LOCATED DOWNSLOPE FROM THE CLEARING LDMITS OF THE PROJECT. EROSION CONTROL ALKAI CONSULTANTS, LLC. Environmental Engineering • Geotechnical Engineering • Wetland Consulting May 5,2008 Job# 10148 Mason County Department of Community Development P.O. BOX 279 Shelton,WA 98584 Attn: Mr. Scholz Geotechnical Report Review Permit#BLD 2008-00181 Applicant: Polo At your request, we have reviewed a Geotechnical Report for the above referenced permit. The report was prepared by Envirotech Engineering dated Februal 25, 2008. The report was signed and stamped by Michael Clyde Staten,PE(License#43045). The report contains the information required in the Mason County Code, Landslide Hazardous Areas 8.52.140.E. Further, it is ALKAI's opinion that the report was prepared to at least the typical standard of practice for geotechnical engineering in this area. There are minor house keeping issues with this report. Pages 3, 5, and 6 have three different statements regarding the soils samples taken or not taken at the site and their storage. ALKAI has contacted Mr. Staten directly to obtain an amendment to the report correcting this issue and will forward upon receipt. We therefore recommend that Mason County accept the geotechnical report. Should you have any questions or concerns, or if we may be of additional assistance, please call our office at (360)613-2407 or contact us by e-mail at Jim@alkai.net. Sincerely, Donald Balmer,L.G. iw J es ar mg,EIT Senior Hydrogeologist aY roject Engineer K, 544MO .' Attachments: Geo Tech Work Order Geotechnical Report: Envirotech Engineering Mason County Requirements Checklist 9465 Provost Road NW, Suite 202 • Silverdale,Washington 98383 • (360) 613-2407• Fax: (360) 613-2408 Project If£^j� U `Y 2D ALKAI CONSULTANTS 5/2/2008 Mason County Requirements For Geotechnical Reports Mason county code 8.52.140 section 5(E) X❑ 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 X❑ 2) A site plan which identifies the important development and geologic features. X❑ 3) Locations and logs of exploratory holes or probes. X❑ 4) The area of the proposed development,the boundaries of the hazard,and associate# buffers and setbacks shall be delineated(top, both sides, and toe)on a geologic map of the site. XD 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. X❑ 6) A description and results of slope stability analyses performed for both static and seismic loading conditions. Analysis should examine worst case failures. The analysis should include the Simplified Bishop's Method of Circles. The minimum static safety factor is 1.5,the minimum seismic safety factor is 1.1 and the quasi-static analysis coefficients should be a value of 0.15. X❑ 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. X❑ 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. X❑ 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. X❑ 10) An analysis of both on-site and off-site impacts of the proposed development. X❑ 11) Specifications of final development conditions such as,vegetative management, drainage,erosion control,and buffer widths. X❑ 12) Recommendations for the preparation of structural mitigation or details of other proposed mitigation. XD 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.