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BLD2007-01515 Final Garage and GeoTech Report - BLD Permit / Conditions - 8/21/2007
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CD cn ( (D O v i :3 � p' .« � XN CD 4 5 0 N � 0 Do 3 0 3 cc -, c CD CD a N N8Dc �Cpm6OS - o 21 0 a O cn o � Z) 0 W =3 cn _ (D CD p W n (_D CD n N - 9O N S o a Q-< ` CD Q 0 o . -p O (D — : N . CD a s D =lD n W NCDN CD v ? CD o N D CD n :3 CD CD w a (n c a OaD a N oo c w N N -(D — 0- O N 0- 0 • D N6 E " 7 S W Wp m o N — D CD < c W CD Q- 0 S " (n o 0 - gyma D m cDwo _0CD c • a Tc CL " Oa - E (n -S CD W C (D n (DDo- ao — CD :3 O -h : W O O O w N D O N� Cn fn o CDCD � mc; 5g � S0 '0 � . a n p Q: a (n o c - CD (D � (D CD a N v M :3(Q � a- W0 00 p :3 CCD (p (D o � � ",< 8 � D m ° C - ( c W n O W o 0 O 0 0 < CD (D W c Z W CD c W < 0 n (D cn 3 W. CT(a W Ul :3W o ° `< a- O �< Q (D a o (D N O N < a CS W a O ,< o o ; -' 7l o N CD CD Q in O C c W o cn N a n c 0p _v 0 3 7 cn _- CD < c 0 0 CD Y'n n n O a CD O Vi' S - a 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 INFORMATION CONTRACTOR INFORMATION Owner %c",, � ,l"ller Company Name o9 Mailin Address �� ,C �,.� ��ec,k Mailing Address /-�., City z I/ State t °? Zip Code 8•5-r City State Zip Code Phone `.32 f Other Ph. Phone Other Ph. Contractor Re #.f1 l at'I 4t2 Exp. Lien/Title Holder g• E mail address E Mail Address Drivers Lic.# DOB Drivers Lic.# DOB SEPTIC/WATER SYSTEM INFORMATION -Connect to New Septic_ Existing Septic Connect to Water System Name of Water System Well Water System Name of Water System PARCEL INFORMATION-12 Digit Parcel No 7= Fire District Legal Description _ Site Address(Please include street name,street nun er and city) " / ; Directions to site n 1. sG k /? t? Lcl fm J2 r r, k. l Will timber be cut and sold in parcel preparation?Yes 0101 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?Yes/No TYPE OF JOB -New Add Alt Repair Other PRIMARY RESIDENCE'S SEASONAL ❑ Use of Building Describe Work 7kT, t` No. of Bedrooms No.of Bathrooms S u .e Foo a-1st Floor 2nd Floor 3rd Floor Basement Deck Covered Deck Other Sq.ft. Garage. Attached Detached Carport Attached Detached MANUFACTURED HOME INFORMATION -Make Model Year Length Width Serial No. No.of Bedrooms No. of Bathrooms Type of Heat Purchase Price$ Replacement Unit? Yes/No Installer Name Certification No. OVOE R/BUaDER Admowledges 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 at 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 information provided is accurate and grants employees of Mason County access to the above described property and structure for review and inspection. PROOF OF,C,O�NNTIN/UAMON OF WORK IS BY MEANS OF A PROGRESS INSPE ON. X/��' C✓t . ^ Date- Owner/Owners Representative/Contractor indicate which one e FOR OFFICIAL USE BEYOND THIS POINT Accepted by: Date DEPARTMENTAL REVIEW APPROVED DENIED NOTES Building Department Planning Department Environmental Health Department Public Works Department Fire Marshal FEES Building Permit Fee Site Ins ection Plan Review Fee EH Review Fee Plumbing&Base Fee Planning Review Fee Mechanical&Base fee Other Wood/Gas/Pellet Stove Fee I State Fee Violation Fee Pre-Paid at Submittal Valuation$ 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 INFORMATION CONTRACTOR INFORMATION Owner %gin "t 1l"ller Company Name A Ma rn e .'o s Mailin Address -I, t 1,A„r>- ,i cc_/c Mailing Address_ c, City= l z L State "0 Zip Code 25�� City ,� Z/t State Zip Code Phone C Other Ph. Phoneme WI,,Y Other Ph. Lien/Title Holder Contractor Reg.# A -1,.r 4tG� Exp. E mail address E Mail Address Drivers Lic.# DOB Drivers Lic.# DOB SEPTIC/WATER SYSTEM INFORMATION -Connect to New Septic_ Existing Septic Connect to Water System Name of Water System Well Water System Name of Water System PARCEL INFORMATION-12 Digit Parcel N t e-e, / Fire District Legal Description Site Address(Please include street na � e,street num er and city) / +` Directions to site 111,13,•, k i? ? Lc{ � .n !? F, /r. Will timber be cut and sold in parcel preparation?Yes No 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?Yes/No TYPE OF JOB -New Add Alt Repair Other PRIMARY RESIDENCE SEASONAL ❑ Use of Building Describe Work No.of Bedrooms No.of Bathrooms S u e Foo -1st Floor 2nd Floor 3rd Floor Basement Deck Covered Deck Other Sq.ft. Garage Attached Detached Carport Attached Detached MANUFACTURED HOME INFORMATION -Make Model Year Length Width Serial No. No. of Bedrooms No. of Bathrooms Type of Heat Purchase Price$ Replacement Unit? Yes/No Installer Name Certification No. OWVEA/BUq.DER Acknowledges submission of inaccurate intonation 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 1 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 infommation provided is accurate and grants employees of Mason County access to the above described property and structure for review and inspection. PROOF OF COMM ON OF WORK IS BY MEANS OF A PROGRESS INSPE ON. Date- owner/Owners Representative/Contractor indicate which one F FOR OFFICIAL USE BEYOND THIS POINT Accepted by: Date DEPARTMENTAL REVIEW APPROVED DENIED NOTES Building Department Planning Department ,-- Environmental Health Departmen to Public Works Department Fire Marshal FEES Building Permit Fee Site Ins ection Plan Review Fee EH Review Fee Plumbing&Base Fee Planning Review Fee Mechanical&Base fee Other Wood/Gas/Pellet Stove Fee State Fee Violation Fee Pre-Paid at Submittal Valuation$ TOTAL FEES MASON COUNTY PERMrr 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 INFORMATION CONTRACTOR INFORMATION Owner ,-t .t��� �` Company Name A 1144., -. /-'-"v s Mailin Address "' -*t r ��ec_/c Mailing Address. v /�<y x 7c?r) City- s-t State "0 Zip Code � �' City-2�L - State Zip Code Phone C Other Ph. Phone �126, ,,4 Other Ph. Lien/Title Holder Contractor Reg.# A� l�4tU Exp. E mail address E Mail Address Drivers Lie.# DOB Drivers Lie.# DOB SEPTIC/WATER SYSTEM INFORMATION -Connect to New Septic Existing Septic Connect to Water System Name of Water System Well Water System Name of Water System PARCEL INFORMATION-12 Digit Parcel No /. cP Fire District - Legal Description Site Address(Please include street name,street num er and city) Directions to site r7 , s� �k r rff �7- �'m ��dn� I2 � a.., LL� ac e r, .t4-..rf 0"�;' .c' rF Will timber be cut and sold in parcel preparation?Yes No 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?Yes/No TYPE OF JOB -New Add Alt Repair Other PRIMARY RESIDENCE Q SEASONAL ❑ Use of Building Describe Work No. of Bedrooms No.of Bathrooms S u e Foo -1st Floor 2nd Floor 3rd Floor Basement Deck Covered Deck Other Sq.ft. Garage / G Attached Detached Carport Attached Detached MANUFACTURED HOME INFORMATION -Make Model Year Length Width Serial No. No.of Bedrooms No.of Bathrooms Type of Heat Purchase Price$ Replacement Unit? Yes/No Installer Name Certification No. OWNER/BUILDER Acknowledges submission of inaccurate information may result in a stop work order or permit revocation.Acfviowledgement 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 1 have obtained the permission from all the necessary parties.If permission is required from any easement holder or any other party in interest regarding fhisapplication orthe work proposed in the application,I have obtained percussion from them to apply for this permit and conduct the work proposed. The owner or agent on owners behalf,represents that the information provided is accurate and grams employees of Mason County access to the above described property and structure for review and inspection. PROOF OF CON71NU ON OF WORK IS BY MEANS OF A PROGRESS INSPE ON. xl ��, Date_ Owner/Owners Representative/Contractor indicate which one FOR OFFICIAL USE BEYOND THIS POINT Accepted by:__c Date —7 DEPARTMENTAL REVIEW AP PRO D DENIED NOTES Building Department Planning Department Environmental Health Department Public Works Department Fire Marshal FEES Buildina Permit Fee Site Inspection Plan Review Fee �j EH Review Fee Plumbing&Base Fee Planninq Review Fee Mechanical&Base fee Other Wood/Gas/Pellet Stove Fee State Fee r Violation Fee Pre-Paid at Submittal 5-7ZEd- lValuation$ Lu— TOTAL FEES MASON COUNTY PERMIT NO. I BUILDING PERMIT APPLICATION �_ I 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 INFORMATION CONTRACTOR INFORMATION Owner c-? Company Name Mailin ddress -Is ,L•,, Mailing Address City L 14 - � State 1"10 Zip Code �� City c L State Zip Code Phone_ G Other Ph. Phone `126 her Ph. Lien/Title Holder Contractor Reg.# A Exp. E mail address E Mail Address Drivers Lic.# DOB Drivers Lic.# DOB SEPTIC/WATER SYSTEM INFORMATION -Connect to New Septic Existing Septic Connect to Water System Name of Water System Well Water System Name of Water System PARCEL INFORMATION-12 Digit Parcel No L �� Fire District — Legal Description Site Address(Please include street narpe,street num er and city) C. Directions to site rl l ts� k /1> i1 �"^Ld Ll C- /2 G- 4 777 Will timber be cut and sold in parcel preparation?Yes No 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?Yeemo TYPE OF JOB -New Add Alt Repair Other PRIMARY RESIDENCE Q SEASONAL ❑ Use of Building Describe Work No.of Bedrooms No.of Bathrooms S u e Foo -1st Floor 2nd Floor 3rd Floor Basement Deck Covered Deck Other Sq. ft. Garage Attached Detached Carport Attached Detached MANUFACTURED HOME INFORMATION -Make Model Year Length Width Serial No. No.of Bedrooms No. of Bathrooms Type of Heat Purchase Price$ Replacement Unit? Yes/No Installer Name Certification No. OVW4ER/BU LDER Admowledges submission of inaccurate inIorrnation may result in a stop work order or permit revocation.Advrowiedgement of such is by signature below.I declare that 1 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 behatf,represents that the information provided is accurate and grants employees of Mason County access to the above described property and structure for review and inspection. PROOF OF COITWUA71ON OF WORK IS BY MEANS OF A PROGRESS INSPE ON. X _- Dates Owner/Owners Re resea=e/Contractor indicate which one FOR OFFICIAL USE BEYOND THIS POINT Accepted by: Date DEPARTMENTAL REVIEW APPROVED DENIED NOTES Building Department Planning Department Environmental Health Department Public Works Department Fire Marshal FEES Building Permit Fee Site Ins action Plan Review Fee EH Review Fee Plumbing&Base Fee Planninq Review Fee Mechanical&Base fee Other Wood/Gas/Pellet Stove Fee State Fee Violation Fee Pre-Paid at Submittal Valuation$ TOTAL FEES 1 E CROM RT CT ,/f 811 E O�DE LYME R r✓/ • 1 E P BLES CT :00 E P BLES CT 211 E OLD LYME RD • 231 E ILMARNOCK R 231 E OLD L RD • • G� 0 E P LES CT O E PE LES C 2:0 E KILMARt OC K RD O 0 81 EEO E LYME RD 201 E KIL NOCK Off' Q 10 E KILMARN C RD •270 E L LY RD s' 4U 291 E OLD LYME RD &`, 200 E KIL 0 731 E OLDE LY E R e1V0 E KILM NOCK RD i' 331 E OLD LY BTZ�N 10 E OLDE LYME RD • 711 E OLDE LYME R e 51 E KIL AR OC RD • w Cv J W 350 E OLDE ME D 681 E ODE LYME R JO O a 120 E KIL RNOCK RD W 61 E KIL AR OC RD • • 371 LD YME 100E KIL RNOCK RD I • III •40 E KIL RNO RD 641 E OLD LY AE R • 60 E KIL ARNOCK RD 90 E KILMA • 80 E KILMAR CK Rd • 410EOLD LY R 21 EOLD LY AER s �Q 51 E LDE LY RD 471 E LDE LYM RD • •491 E LDE LYME D 531 E LDE LYME RD 0422 E O YME 0511 OLDE ZYME R 0551 E LDE LYJAE RD 424 E LDE LYME RD •440 LDE LYM e 0 y �ro OyC �O �- ^C�iroOp4 n m Z ,,- O� D O y o m Zl— _— ---------` x m m X v, V/ O <Ky ()CQ O,v O Q --1 <y ooa m z myxzml4�z i w z UJ o0 �zo yy3 n m 16 NOdy C7 G) x po az oaf.j (n m Chi sr 9 O ^ / UJ z �/ /� ------- oor� ;/ m G) - o -002 ; ,'' m z .p ; 04 / // M / bJ 4X1 W / g� >a N D o / botio z - / CA xtv i 1 m O -----------m 06 m �' 2 c� rni\z X ; D D z m (No BUF O O G) r 1 cn m W 0 � � O � r D _I � X m /'M � z nl c) mx imp � � O cn NZ It 1 _ ---------------- 0 -_-I (77// D , C1 cn , z �� U7 n O , of I -< N cn m C� r w / �` y� cn O O / -, � -0 P v�, < ' k m m X O� cn M f cn ^ fn m z o m d I Uz - X 0 , cn m , 110, KILMARNOCK ROAD ovoiY ZZ �oF o5y'm min 'mo mm�y > pp nn yy yy o 0p AA F D� F�p T A % p� mOF 5A5��SC AOmOO�i �O� 2m m J � � � > o u t u %r.' � f mDOm vs F$ o �ggi " AAa pm m = rz gio�y15o _�`_'>� ow�o& oze� S'� yuio° omT= �> R >»a�." mzdgo § _ mA vRl '" '+o �'o o' mo aFe R SrGr- orio cm < oz m im =z �'z 2 `X cm ly, A oms ai ocmv o T m mfA m- -� No- zr m�1 o 7F� mb Tc sin '7' as z m� S �mg m 5"$ z z r A minim �m mi m� '7'v'mrp s m �" m3 P^7 b pq ZvZ >Ty� MRR z v 3m�sym �2m2<g��Z�� "o�pyoysv n��� $ vDs win �Y" �S w@amTz> >�mp�ay mi mo�i m Yo A T T N yygg O O A S r2 O �m N Y� DO Z22 O z<� aS �i4 m<AP yinCC�� �o �rp y ymy T �O_ �Q � �00 IrID � m A ,T�- 2NOOr '"r Dw�Omp QO ytim A Oy�> y� CM1IA �F O O T Rm ==y m y r- y '� m c I�r y O F€ O" >55 ODm v fly OD AA�vZ �' m Oym QpQpQp @O� � �T= �y�m pOp�=N ZD riSw � y O r p q m< Dy �Dq �OL y � o i T �Imn �v 1y D myi - m H>y jf zZ1� <"<a go g -pgpg«p[�g"n€i Hill! �� E >myI m$m- =21n AZ = m O( m A O£P_Z A�F y p O Y C A y A 9 n U D D m O D O 9 D A A m T O Z T F F_^ SSA y zq Fom �Tn 4��=m m maim r �c F m� L"$16 D R �S giro. qr� SFr Ao_ �mmwiz�mir-' � m �F P $W � < qy�A yrA cW bum z� v� osoa� rain <r fey m F yg z ZZ 5 o myFyi_� myD v pcp� �<<wpp�1rnly Z m,pyyp Pa pm.'2 °' mcm y° osrm 21j$g .!v"_�yry Po �_ m�yoZZ a $ /gym„ >� m� O O m mWmyti ��mCm 9Fj ADm�r 9mNm _ y $- m D �T � m > r $ g � min o :A�m y�4m _� �grmm ��"_ :A :i ; �"mo ocs �m oQiF a z 'E+A 'm r11nc y7� -IAm �w �O.yam vPnm 1m. 'oo ` 9'r�v_ i > q i rg gym mnyo$ Q£'"o^A'�ma MS.- or> � piny PvmcAT mmczd�� FmvD yAo so yzr oz Tm I�nB QQ npy� oorr m Z p > < �Tv yin yp ma > o yin x s �P DZOT�QNm�m OCO�� Qy�V >r0 Og O O 9 2 A�T-mlCff s�� Om�PiiO a ��^m m <m<!� [> y-f yy Cr"Xn Dry 52 00 p p y p 02 C.A >p Iy min ��pQgp i <m py 2� C $ m�in0 D o RZr Oti3 m2(m�m <S yZO0�y0 Z_2ms mp23 p IX'UTr m�m� mO�m�w CT �y mr'F 4 In�f1 $�'O" -1 >sC Do mOsp �O�C9T yin m ADgmO a <To2 & _ 121mm <` < > 90 c m; °m i; r s F 5 o $mA rTi „v �~„rm�o fi min F. $ a myy"m-$ "� '� yi > A� o �sz zm'" < ma D-a os o50' <M z mcoo� " Sm"� o F, Am 'aolT P R r-�s x" "1T > �� "� g M. t$ `> �y w5 r*e � 2 s oPw� E� �� i. �� 9� Am�"> a�r� � H n am SIR `s' P yy yFiy4 < ac - m� a z� m 'HRm`;' 5 o �i r<o-' zap ;_yams o vs $ a� �n wino :1 ��" m =g `AR�g g € g 8 � m Sin y c mSm z m �o >�o mi m<m� 0 �p BE y r m iA 2� 2 _ > : � 0x ��o� r y _ � � � � m � c �;0 0 r��� N � � o�zo �A �Gp� m� v' r O fn Ri C� (p CL �W p' o �p T T 4CD Dmmm 0 Z�, LA�� A. 0► 1hOi�a, /yM/��• `� V TN = D> m `�4 co fp v�i crp 1'T'1 C) G) O N N n N o x �• z Z 0 D v T O RE PA RcE� tr � Public Notice of Application to Reduce Landslide Hazard Area Buffer Notice is hereby given that Gene Currier has filed an application (BLD2007- 01515) to reduce the required 50-foot buffer around a landslide hazard area to 20 feet. This notice is required because of the requirements of the Mason County Resource Ordinance 17.01.100, Section D(6)(a) for buffer reductions. Notice of application for the reduction of the buffer shall be made as provided in Section 15.07.010 of the Mason County Development Code (which specifies how notice is sent to adjacent property owners and posted on site). A Geotechnical Report was submitted to support the buffer reduction request. The report met the requirements of the Mason County Resource Ordinance 17.01.100 Landslide Hazard Areas. Site Address and Project Location: 151 E Kilmarnock Rd. Parcel Number: 321275400081 Date of Application: August 21, 2007 A determination of completeness was made on November 29, 2007. Any person desiring to express their views or to be notified of the action taken on the application should mail comments to Ryan Crater, Mason County Dept. of Community Development, PO Box 279, Shelton, WA 98584 or call (360) 427- 9670 ext. 577 with questions regarding this permit application by December 18, 2007. A decision on the application will be made within 120 days of the date of completeness. The proposal is SEPA exempt per WAC 197-11-800 (1)(a)(i). To13E KEPT INT PARCEL HE FILE MASON COUNTY DEPT. OF COMMUNITY DEVELOPMENT PLANNING DIVISION —20 -07 ATTN: Mr. Ryan Crater RE; Case No. BLD2007-01515 � Parcel No. 321275400081 Nov 200I Garage , Dear Sir, This is to request permission to take exception to the 50 foot buffer per the MCRO 17.01.100 . The garage will be a minimum of 20 feet from the steep slope. I request this because the GEOTECHNICAL REPORT states that it is safe and to locate the building farther away from the slope would not allow room to enter the right hand garage door. The front of the house would block. The garage is for my motor home and two cars and is about the minimum size for that purpose. ene Currier Property Owner STgT MASON COUNTY o n u �, DEPARTMENT OF COMMUNITY DEVELOPMENT Y S N Planning Division N Y ti P O Box 279, Shelton,WA 98584 (360)427-9670 1864 NOTIFICATION OF INCOMPLETE APPLICATION September 04, 2007 GENE CURRIER 151 E KILMARNOCK RD SHELTON WA 98584 Parcel No.: 321275400081 Project Description: Garage Dear Applicant: You have submitted a permit application (case no. BLD2007-01515) for proposed construction or development in the county. Upon review of your application, I have determined that the contents of the application are incomplete or do not provide enough detail for review. 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. 577 if you have questions. Sincerely, Ryan Crater Land Use Planner Mason County Planning Department 9/4/2007 Page 1 of 2 BLD2007-01515 NOTIFICATION OF INCOMPLETE APPLICATION 9/4/2007 Case No.: BLD2007-01515 Comments: Our reviewing consultant (ALKAI Consultants, LLC.) reviewed your geo-assessment prepared by Geotechnical Testing Laboratory and found that a geo-report needs to be completed due to slopes greater than 100 % within 300 feet of your proposed development. Attached is the reviewing consultant's letter. Once you submit a geo-report for review we will continue to process your building permit upon the report being accepted. Please be advised that all criteria outlined in 17.01.100 (5) (1 - 13) must be addressed. Not properly addressing items 1 through 13 will result in rejection of your report and time delays in your permit processing. 9/4/2007 Page 2 of 2 BLD2007-01515 ' STA MASON COUNTY �P�oN DEPARTMENT OF COMMUNITY DEVELOPMENT O A O �N S U Planning Division N N Y ti P O Box 279, Shelton,WA 98584 (360)427-9670 1864 NOTIFICATION OF INCOMPLETE APPLICATION November 13, 2007 GENE CURRIER 151 E KILMARNOCK RD SHELTON WA 98584 Parcel No.: 321275400081 Project Description: Garage Dear Applicant: You have submitted a permit application (case no. BLD2007-01515) for proposed construction or development in the county. Upon review of your application, I have determined that the contents of the application are incomplete or do not provide enough detail for review. 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. 577 if you have questions. Sincerely, Ryan Crater Land Use Planner Mason County Planning Department 11/13/2007 Page 1 of 2 BLD2007-01515 s„ NOTIFICATION OF INCOMPLETE APPLICATION 11/13/2007 Case No.: BLD2007-01515 Comments: You geo-report has been accepted for permit# BLD2007-01515. The following items are needed to further process your permit: 1) Per the MCRO 17.01.100, there is a 50-foot buffer required around the Landslide Hazard Area. To reduce the 50-foot buffer you will need to request a reduction in the 50-foot buffer. Please send a written request along with the reasons for the request or why the proposed residence cannot meet the required 50-foot buffer. As part of the request to reduce the buffer an application for reduction of the buffer shall be made as provided in Section 15.07.010 of the Mason County Development Code (enclosed). 2) Submit a new site plan showing the landslide hazard area buffer or its proposed reduction (I have included your site plan from your geo assessment. Submit it as your site plan). Once the above items are submitted the Planning Department can further process your permit. Reducing a Landslide Hazard Area buffer requires your application process to follow guidelines outlined in Title 15.07.010 Notice Of Development Application (Included for your review). The public comment period will last no less than 14 days and no longer than 30 days. Please send the required information to permit assistance center in Building 3 or at the Belfair office location. 11/13/2007 Page 2 of 2 BLD2007-01515 STgT� MASON COUNTY o A U N DEPARTMENT OF COMMUNITY DEVELOPMENT S N Planning Division N Y y P O Box 279, Shelton,WA 98584 °� (360)427-9670 1864 REQUEST FOR ADDITIONAL INFORMATION November 26, 2007 GENE CURRIER TO B 151 E KILMARNOCK RD SHELTON WA 98584r�� , Parcel No.: 321275400081 `'` Project Description: Garage E � Dear Applicant: You have submitted a permit application (case no. BLD2007-01515) 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. 577 if you have questions. Sincerel , Ryan Crater Land Use Planner Mason County Planning Department 11/26/2007 Page 1 of 2 BLD2007-01515 REQUEST FOR ADDITIONAL INFORMATION 11/26/2007 Case No.: BLD2007-01515 Comments: You geo-report has been accepted for permit # BLD2007-01515. The following items are needed to further process your permit: 1) Per the MCRO 17.01.100, there is a 50-foot buffer required around the Landslide Hazard Area. To reduce the 50-foot buffer you will need to request a reduction in the 50-foot buffer. Please send a written request along with the reasons for the request or why the proposed structure cannot meet the required 50-foot buffer. As part of the request to reduce the buffer an application for reduction of the buffer shall be made as provided in Section 15.07.010 of the Mason County Development Code (enclosed). The written request is considered your application. 2) Submit a new site plan showing the landslide hazard area buffer or its proposed reduction. (Your site plan in the geo-report would be fine if you wanted to submit it.) Once the above items are submitted the Planning Department can further process your permit. Reducing a Landslide Hazard Area buffer requires your application process to follow guidelines outlined in Title 15.07.010 Notice of Development Application (Included for your review). The public comment period will last no less than 14 days and no longer than 30 days. Please send the required information to permit assistance center located in Building 3. 11/26/2007 Page 2 of 2 BLD2007-01515 rl C,4 AL uW A L, t-,z 2 3 53 t ad L ���I �,,,, , �v A- c1 U S�'`1 OOA ct 61 CA/1- 'ck/ P6 SOX 2703 LZ Clt��I L= Dt c�� L y� � ���, oqck." C u�rl 015/5 /I `L�l'Sr 310 E GAS L ci 7 Sb 371 ICl Po �K izsrci Por � OfCtulveJ w/1 11� I)�6 (7t, Ile Ad, Li"Al) W14 66 FE /;dAIC41-,IOCk /�J _7j-el 1-0,1 qD 15 �,Ao,,Acx gJ <�AAeA�O/l I WA u e KEN -W A cSt) w(Nr6r, oe-�rcx yu'�O1P"cz- Z3 i 6 te-AA S� SW 1160 MJZ'� ao 1' kd'q44v1? C)&�' 4_ IWA k4 I w A %�914 N4)k"d f~* IIS55kr f 0 6 " A--"/'mev"loc-/< XcG� AA�Jk(l Vu4 gb5yN Adele Smith 331 E Olde Lyme Rd Shelton, WA 98584 Re: Gene Currier(New detached garage) Adele, I have included the approved geo-report for Gene Curriers new garage. If you have any questions please give me a call. Regards, Ryan Crater Land Use Planner/Code Enforcement Mason County 360-427-9670 ext. 577 November 29, 2007 Gene Currier 151 E Kilmarnock Rd Shelton, WA 98584 Re: 50 foot buffer reduction (Landslide Hazard Area) Mr. Currier, I am in receipt of your request for reducing the 50-foot Landslide Hazard Area buffer down to 20 feet as stated in your Geotechnical Report approved by the County. Your request is approved. I will be doing a public notice in accordance with Title 15.07.010 for the buffer reduction and posting the site. The comment period will last for 14 days. I have included a copy of the Landslide Hazard Covenant that will need to be filled out because of the reduction in the buffer. If you have any question please give me a call at ext. 577. Regards, Ryan Crater Land Use Planner/Code Enforcement Mason County ALKAI CONSULTANTS, LLC. Environmental Engineering • Geotechnical Engineering • Wetland Consulting November 9, 2007 A P P R O V E[ACL07-06-G 179.022 MASON COUNT`( DCD PLANNING Mason CountyDe f CommunityDevelopment SITE LAN REQUIRED TO BE ON SITE Department oevepCT TO APPROV L- P.O. BOX 279 Shelton, WA 98584 B -- — Date 12,11 Attn: Ryan Crater Q Geotechnical Report Review I I Bc Permit#BLD 2007-01515 © ` KEp r / Applicant: Currier / A R/1 N EL FI Dear Mr. Crater: It your request, we have reviewed a Geotechnical Report for the above referenced permit. The report was ,prepared by Geotechnical Testing Laboratory (GTL) dated October 2, 2007. The report was signed and stamped b' Harold Parks, L.E.G. (License # 827). Previously a geological assessment report was prepared by GTL for this site. In our opinion, the Geotechnical Report contains all the elements required for a Geotechnical Report in the Mason County Resource Ordinance Section 17.01.100.E.5. Further, it is our opinion that the report was prepared to at least the typical standard of practice for geotechnical engineering in this area. 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 Todd@alkai.net. Sincerely, MLMLM G�J' ' / , q S•� WAS l � o Todd S.Parkington Senior Geotechnical Engineer Attachments: Geotechnical Report by GTL R 3607� �IDNAL EXPIIRREES 5/01� / 9465 Provost Road NW, Suite 202 9 Silverdale,Washington 98383 • (360) 613-2407 • Fax: (360) 613-2408 ALKAI CONSULTANTS, LLC. ., Environmental Engineering • Geotechnical Engineering • Wetland Consulting September 4, 2007 ACL07-06-G 179.022 IVEMason County Department of Community Development C C P.O. Box 279 r, Shelton, WA 98584 Attn: Ryan Crater Geological Assessment Review Permit#BLD 2007-01515 Applicant: Currier Dear Mr. Crater: At your request, we have reviewed a Geological Assessment for the above referenced permit. The report was prepared by Geotechnical Testing Laboratory (GTL) dated April 17, 2006. The report was signed and stamped by Harold Parks, L.E.G. (License# 827). In the assessment, reference is made to an old barrow pit slope off the site to the west that has a slope of approximately 100 percent and is within 50 feet of the proposed construction. The Mason County Resource Ordinance, Geologically Hazardous Areas 17.01.100.E.1 divides proposed development within 300 feet of Landslide Hazard Area into 4 categories (a through d). Category a indicates that Development proposed within 300 feet of areas with slopes greater than 40 percent(21.8 degrees)will require a Geotechnical Report. We therefore recommend that Mason County request that the applicant provide a Geotechnical Report for the referenced permit. 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 Todd@alkai.net. Sincerely, SoY WASFf. .. 4 y Todd S. Parkington,P.E Senior Geotechnical Engineer 3S'OCF73Ia� Attachments: Geo Tech Work Order Geological Assessment by GTL NFL EXPIRES 5/01/tJDO , 9465 Provost Road NW, Suite 202 • Silverdale,Washington 98383 9 (360) 613-2407 • Fax: (360) 613-2408 { GEOTECHNICAL REPORT 151 EAST KILMARNOCK ROAD SHELTON, WASHINGTON PREPARED FOR GENE CURRIER BY GEOTECHNICAL TESTING LABORATORY OLYMPIA, WASHINGTON OCTOBER 2, 2007 RECEIVED OCT 0- 52007 MASON COUNTY Cam-EOTECIINICAL "TESTING LABORATORY CONTACT INFORMATION PREPARER INFORMATION GTL PROJECT NUMBER: 07-0559 CONTACT: LANCE LEVINE OR HAL PARKS ADDRESS: 10011 BLOMBERG STREET SOUTHWEST OLYMPIA,WASHINGTON 98512 TELEPHONE: (360)754-4612 FACSIMILE: (360)754-4848 EMAIL ADDRESS: GEOTESTLAB@COMCAST.NET CLIENT INFORMATION CLIENT: GENE CURRIER TELEPHONE: (360)427-3261 MAILING ADDRESS: 151 EAST KILMARNOCK ROAD SHELTON,WASHINGTON 98584 SITE ADDRESS: 151 EAST KILMARNOCK ROAD SHELTON,WASHINGTON 98584 PARCEL NUMBER: 321275400081 GPS LOCATION: N47°16.510' W123°02.483' #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 2 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY SCOPE OF UNDERSTANDING GENE CURRIER 151 EAST KILMARNOCK ROAD SHELTON,WASHINGTON 98584 RE: GEOTECHNICAL REPORT 151 EAST KILMARNOCK ROAD SHELTON,WASHINGTON 98584 PARCEL 321275400081 N47°16.510' W123°02.483' Mr. Currier: As per your request, we have conducted a soils exploration, foundation evaluation, and slope stability analysis for the above-referenced parcel. The results of this investigation, together with our recommendations, are to be found in the following report. We have provided three copies for your review and distribution. Several representative soil samples were submitted for laboratory testing from the project site. The data has been carefully analyzed to determine soils bearing capacities, footing embedment depths and building setback distances. The results of the exploration and analysis indicate that conventional spread and continuous wall footings appear to be the most suitable type of foundation for the support of the proposed structure. Net allowable soil pressures, embedment depth, and total expected settlements have been presented for the site later in the report. We are also a full service laboratory that can meet all your building, testing (compaction, asphalt, concrete), and special inspection needs. We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have any questions concerning the above items,the procedures used, or if we can be of any further assistance please call us at the phone number listed below. �0 0{ Wash/ham Respectfully Submitted, �0� GEOTECHNICAL TESTING LABORATORY Harold Parks, L.G., L.E.G. Engineering Osologtst Senior Engineering Geologist ,` 1 827 0`0 ��' 15 I�,U ad Ge �o HAROLD PARKS C-xyt12¢S 7-31 -D$ #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 3 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY TABLE OF CONTENTS CONTACTINFORMATION.....................................................................................................................................2 SCOPEOF UNDERSTANDING ...............................................................................................................................3 TABLEOF CONTENTS............................................................................................................................................4 INTRODUCTION.......................................................................................................................................................5 SITECONDITIONS...................................................................................................................................................6 SurfaceConditions..................................................................................................................................................6 GEOLOGICALLY HAZARDOUS AREAS...............................................................................................................8 LandslideHazard Classification.............................................................................................................................8 SeismicHazard Classification ................................................................................................................................8 ErosionHazard Classification ................................................................................................................................9 SiteGeology............................................................................................................................................................9 SiteSoils............................................................................................................................................................... 1 1 SubsurfaceExplorations....................................................................................................................................... 1 1 SubsurfaceConditions.......................................................................................................................................... 12 SoilLog................................................................................................................................................................. 12 Recommendations for Suitability of Onsite Soils as Fill...................................................................................... 13 ShearMethod........................................................................................................................................................ 13 SlopeStability and Analysis................................................................................................................................. 14 Recommendations for Building Setback............................................................................................................... 16 LiquefactionHazard.............................................................................................................................................. 16 SeismicHazard ..................................................................................................................................................... 16 Recommendations for Erosion Control ................................................................................................................ 17 EARTHWORK......................................................................................................................................................... 17 Recommendations for Site Preparation ................................................................................................................ 17 Recommendationsfor Structural Fill.................................................................................................................... 18 Recommendations for Cut and Fill Slopes........................................................................................................... 18 Recommendations for Foundation Support.......................................................................................................... 18 Recommendations for Floor Slab Support............................................................................................................ 19 Recommendationsfor Retaining Walls................................................................................................................ 19 MasonCounty Prescribed Wall Design................................................................................................................21 Recommendations for Retaining Wall Alternatives.............................................................................................23 Recommendations for Site Drainage....................................................................................................................23 SepticImpact.........................................................................................................................................................23 CONCLUSIONS AND RECOMMENDATIONS....................................................................................................23 General..................................................................................................................................................................23 REPORT LIMITATIONS AND GUIDELINES FOR USE....................................................................................................24 References.............................................................................................................................................................2 5 APPENDIX..................................................................................................................................................................27 AdditionalSite Photos..........................................................................................................................................28 LaboratoryResults................................................................................................................................................29 ShearResults.........................................................................................................................................................31 Figure1 Vicinity Map...........................................................................................................................................32 Figure2 Site Plan.................................................................................................................33 Figure 3 Erosion Control Notes................................................................................................34 Figure4 Cross-section..........................................................................................................35 407-0559 10011 Blomberg Street SW, Olympia, WA 98512 4 Phone#: (360)754-4612 Fax#: (360) 754-4848 1 GEOTECHNIC L TESTING LA$ORAT®lZY 1 INTRODUCTION ' This report summarizes the results of our geotechnical consulting services for a proposed garage (30 feet by 40 feet). The garage will be located in the southwestern portion of the site. The report has been commissioned by Gene Currier. The site (0.35 acres) is located along a south-facing hillside (see site photo below). The site is ' approximately 5 miles northeast of Shelton, Washington. The site is accessed from the existing driveway off East Kilmarnock Road. The GPS location of the site is shown relative to the surrounding area on the Vicinity Map, Figure 1. Proposed Garage Location Our understanding of the project is based on our discussions with you and our explorations and review of the site. ' We understand that the parcel is to be developed with a garage. In general, grading will consist of the excavation of the foundation and footings. The approximate layout of the site is shown on the Site Plan, Figure 2. ' The purpose of our services is to evaluate the surface and subsurface conditions at the site as a basis for providing geotechnical recommendations and design criteria for the project and to satisfy the requirements of the Mason County Critical Areas Ordinance. Geotechnical Testing Laboratory is therefore providing geologic and ' hydrogeologic services for the project. Specifically,our scope of services for this project includes the following: 1. A review of the available geologic,hydrogeologic, and geotechnical data for the site area. 2. A geologic reconnaissance of the site area and surrounding vicinity. 3. Investigation and identification of shallow subsurface conditions at the site by characterizing the exposed soil and by reviewing published well logs. 4. Comparison of site to published geologic maps, previous field investigations, and open file reports. ' Inspection of aerial photographs to determine the geomorphology of the site. 5. Laboratory grain size and shear angle analysis for the soil samples collected from the site. 6. Evaluation of the landslide, erosion, and seismic hazards at the site per the Mason County Critical Areas Ordinance regulations(December 27, 2006). 7. Building setbacks determined from dynamic slope stability modeling. 8. Geotechnical recommendations for site grading including site preparation, subgrade preparation, fill ' placement criteria(including hillside grading), temporary and permanent cut and fill slopes, drainage and li typical erosion control measures(Figure 3). ' #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 Phone#: (360) 7544612 Fax#: (360) 754-4848 5 1 GEOTECKNICAL TESTING LABORATORY ' The steepest slope measured onsite was approximately 5 percent feet the proposed building location, the slope approaches 86 percent. Therefo ee Mason County�t ehin qui es that of geotechnical report be prepared in accordance with the Critical Areas Ordinance. x ' SITE CONDITIONS ' SURFACE CONDITIONS The proposed building site is located in an area of moderate residential development in the Puget Sound glacial upland in the central portion of Mason County (see aerial photo right). The site has been ' previously developed with a residence and septic drainfield in 2001 without a geotechnical report. The parcel to the south contains a single- " family residence that was constructed in -. ' 2006 without a valid geotechnical report. t The Mason County website records indicate that a geological assessment was ' not even required, even though SWG2006- 00373 states the site contains slopes of 45 degrees. See photo next page. ' The subject site is relatively flat. The offsite slopes are well vegetated. The area { generally has a southern exposure. Site elevations range from approximately 242 to 250 feet. ' We cond ucted a reconnaissance of the site area on April 19 and September 13, 2007 by Lance Levine under the direction of Harold Parks. The purpose of the site reconnaissance is to physically observe the property and adjacent properties to identify any recognized documented. Site-specific features were mapped; soil logs were recorded. No grading hastographs and �o occurrsual ed tly were $ ed recently. ' #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 Phone#: (360) 754-4612 Fax#: (360) 754-4848 6 I 1 G ''OT " CHNICAL TESTING LABORATORY 1 ~. f Offsite New Cut Slope Awroximately 86 percent The general topography of the site area indicates that drainage flows toward the south and southeastern slopes from the proposed building location. Minor fill material was observed along the southern edge of the existing driveway. The site plan is included as Figure 2. No evidence of active surface erosion was observed. No surface water flow was observed onsite. No pondtng of water was observed throughout the site. Slumping and sloughing were not observed along the offsite surrounding ' slopes. No evidence of deep-seated slope instability was observed onsite. No seeps or springs were observed onsite. Onsite trees were observed to be straight and vertical. tThe topographic high area is located approximately 800 feet to the northeast. No upland water bodies or wetland features were observed during the site reconnaissance or through the inspection of aerial photographs. ' The maximum slope encountered onsite was approximately 5 percent along the eastern driveway. The southern (offsite) slope is approximately 86 percent near the toe. The selected building location has a slope of approximately 5 percent. The existing septic drainfield has a slope of approximately 2 percent. All slope angles were measured using a Brunton inclinometer. 1 � - � r Proposed Garage Location The site is protected with vegetation common to the Northwest. The vegetation includes fir and cedar trees as well as' salal,Oregon grape, huckleberry,manzanita, blackberry,and grasses. #07-0559 10011 Blomberg Street SW,Olympia, WA 98512 Phone#: (360) 754-4612 Fax#: (360) 754-4848 7 GEOTECHNICAL TESTING LABORATORY GEOLOGICALLY HAZARDOUS AREAS LANDSLIDE HAZARD CLASSIFICATION The Mason County Critical Areas Ordinance (17.01.100A 1)defines a landslide hazard area as: The following shall be classified as Landslide Hazard Areas: a. Areas with any indications of earth movement such as debris slides, eartli lows, slumps and rockfalls (see figure F.100). b. Areas with artificial oversteepened or unengineered slopes, i.e. cuts or fills. c. Areas with slopes containing soft or potentially liquefiable soils. d. Areas oversteepened or otherwise unstable as a result of stream incision, stream bank erosion, and undercutting by wave action. e. Slopes greater than 15% (8.5 degrees) and having the following: i. Hillsides intersecting geologic contacts with a relatively permeable sediment overlying a relatively impermeable sediment or bedrock(e.g. sand overlying clay); and ii. Springs or groundwater seepage. f. Any area with a slope of forty percent or steeper and with a vertical relief of ten or more feet except areas composed of consolidated rock. A slope is delineated by establishing its toe and top and measured by averaging the inclination over at least ten feet of vertical relief. The subject site meets the qualification of a landslide hazard area due to the adjacent slopes (southwestern) that are greater than 40 percent and more than 10 feet in vertical height (17.01.1OOAIf). This slope will be over 35 feet from the proposed building location. SEISMIC HAZARD CLASSIFICATION The Mason County Critical Areas Ordinance(17.01.102A)defines a seismic hazard area as: 1. Areas susceptible to ground failure including the following: a. Areas with mapped geologic faults until proven inactive; b. Deep road fills and areas of poorly compacted artificial fill; c. Areas with artificially steepened slopes (i.e. old gravel pits); d. Postglacial stream, lake or beach sediments; e. River deltas; f. Areas designated as potential Landslide Hazard Areas; g. Bluff areas; and h. Areas underlain by potentially liquefiable soils 2. The following criteria may be used as a guide by the Counry to indicate areas that have a higher likelihood of' meeting the classification criteria above: a. Areas identified on the Coastal Zone Atlas of Washington, Volume 9, Mason County as Af, Qal, Qa2, Qvc, Qls, Qos and Qp. b. Areas identified on the Mason County Soil Survey Map as having slopes greater than 15 percent. c. Faults identified on "Map Showing Known or Suspected Faults With Quaternary Displacement in the Pacific Northwest", A.M. Rogers, T.J. Walsh, W.J. Kockelman and G.R. Priest, US Geologic Survey, 1996; or described in "Active Faulting Investigations on the Canyon River Fault, Southern Olympic Range, Washington", T.J. Walsh and KG. Neal, U.S. Geologic Survey, 1997. d. Areas underlain by potentially liquefiable soils as shown "Liquefaction Susceptibility Map of Mason Counry, Washington" by Stephen P. Palmer, Sammantha L. Magsino, James L. Poelstra, Eric L. Bilderback, Derek S. Folger, and Rebecca A. Niggemann, September 2004 #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 8 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY 1 This site does qualify as a seismic hazard area because the site is categorized as, "l.f. Areas designated as potential Landslide Hazard Areas." EROSION HAZARD CLASSIFICATION The purpose of the Erosion Hazard Section (17.01.104A) is to identify areas that present potential dangers to public health and safety, and to prevent the acceleration of natural geological hazards,and to neutralize the risk to ' the property owner from development activities. Areas in Mason County underlain by soils which are subject to severe erosion when disturbed.. Such soils include, but are not limited to, those for which potential for erosion is identified in the Soil Survey of Mason County,USDA Soil Conservation Service, 1960, ' or any subsequent revisions or additions to this source. These soils include, but are not limited to, any occurrence of River Wash ("Ra') or Coastal Beaches ("Cg') and the following when they occur on slopes 15%or steeper: a.Alderwood gravelly sandy loam ("Ac"and"Ad') b. Cloquallum silt loam("Cd') c. Harstine gravelly sandy loam ("Hb') ' d. Kitsap silt loam ("Kc') The soils at the site are mapped as Alderwood gravelly sandy loam (Ab). This site does not meet the technical IR criteria of an erosion hazard area. SITE GEOLOGY The site is generally situated within the ' WX/ ,- Puget Sound glacial upland. Multiple e glacial advances deposited the onsite r J. material. The near surface material was deposited during the most recent Vashon stade (stage) of the Fraser glaciation that 1 , occurred between about 9,000 and 11,000 years ago. Weathering and erosion has occurred since. The figure (right) is a LiDAR image at a 12-ft. resolution. In the local vicinity, ridgelines trend northeast to southwest. ` ' ' In general, the soils are composed of sandy gravel with silt underlain by well f cemented glacial till material (gravelly 1 sand). A description of the onsite soils is included in the "Soil Log" section of this t ,�~ " report. 1 Puget.Sound LiDAR Consortium 1 t #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 9 Phone#: (360)754-4612 Fax#: (360) 754-4848 1 CEOTECHNICAL TESUNC LABORATORY ' The following geologic excerpts are for the educational purposes of the client and not necessarily for the review staff at Mason County. The following photos portray the onsite material. ' The Geologic Map of Washington — Northwest Quadrant (2002) has mapped the site geology as glacial till deposits(Qgt)of continental glacial origin. The report reads: Till— Unsorted, unstratified, highly compacted mixture of clay, silt, sand, gravel, and boulders ' deposited by glacial ice; may contain interbedded stratified sand, silt, and gravel. Includes part of the Vashon Drift undivided. ' The Geologic Map of the Shelton 1:100,000 Quadrangle, Washington, by Logan (2003) describes the site as late Wisconsinan(Pleistocene)glacial deposits. The glacial till(Qgt) is described as: Unsorted, unstratified, highly compacted mixture of clay, silt, sand, gravel, and boulders ' deposited by glacial ice of the Puget lobe; gray; may contain interbedded stratified sand, silt, and gravel; sand-size fraction is very angular and contains abundant polycrystalline quartz, which distinguishes this unit from alpine till; cobbles and boulders are commonly striated and (or)faceted, although unweathered almost everywhere, may contain cobbles or small boulders of deeply weathered granitic rock. ' The Geologic Map of Southeastern Mason County, Washington, USGS Water-Supply Bulletin 29 by Noble and Molenaar(1970)describes the site as Till. The Till(Qvt) is described as follows: Till: cobbles and course gravel in matrix of mine sand, silt, and clay. Generally a compact, ' unsorted mixture. Extensively underlies drift plains in thicknesses of a few feet to more than 50 feet. Poorly pervious, but has sand and gravel streaks that may yield small quantities of perched groundwater. Serves as confining aquiclude to artesian groundwater at some localities near sea ' level. iM-�; 'fit•�., Glacial Till Material ' 907-0559 10011 Blomberg Street SW,Olympia,WA 98512 10 Phone#: (360)754-4612 Fax#:(360)754-4848 1 GEOTECIINICAL TESTING LABORATORY ' SITE SOILS ' The Soil Survey of Mason County, Washington, USDA Soil Conservation Service(1960)has mapped the site soils as Alderwood gravelly sandy loam, 5 to 15 percent slopes(Ab). The survey reads, The Alderwood soils typically formed from mixed gravelly glacial till dominated by acid igneous ' rock. It occupies undulating to rolling moraines. In undisturbed areas a 1-to 2-inch mat of very dark brown, acid organic matter is on the surface. This grades to a thin, dark grayish-brown, highly organic mineral soil. The surface soil consists of a friable, brown, medium acid gravelly sandy loam 8 to 13 inches deep. It has a weak granular structure and contains numerous ' rounded shot. Below the surface soil, to depths ranging from 18 to 24 inches, is a pale-brown gravelly sandy loam that is very friable, is single grained, and contains small to moderate amounts of shot. Between this layer and the cemented till is a 3- to 10-inch layer of very pale ' brown gravelly sandy loam. It contains no shot and is firmer but has the same texture as the layer above. However, it is faintly to distinctly spotted and horizontally streaked with brown and yellow. The cemented till consists of light-gray, gravelly sandy loam, and it normally occurs at ' depths ranging from 24 to 32 inches. It is impermeable to roots and very slowly permeable to water. The first few inches is usually laminated and streaked with reddish brown and yellow. Below this, to a depth of many feet, the till is uniformly cemented,fairly uniform light gray, and ' medium to strongly acid A thin mat of roots often lies over the till. The cemented substratum tends to restrict the rapid downward movement of moisture. 1 ' Aldenvood Soil ' SUBSURFACE EXPLORATIONS Subsurface conditions at the site were evaluated by observing and logging the exposed building site soil, probing, and reviewing available well logs (none located). No seeps, seepage, or springs were observed along the ' surrounding offsite slopes. Groundwater was not encountered at the proposed building location. ' Soil logs were field logged (visually) using the Unified Soil Classification System (USCS). The soil log was recorded by Lance Levine on September 13, 2007. Soil colors were visually determined using the Munsell Soil Color Charts, revised 1992. Grab samples were collected by means of shovel and pick from test pits and exposed slope faces. The samples were sealed in Ziploc bags, labeled, and transported to our soils laboratory. Soil gradations were determined by laboratory test method ASTM D-2487 that utilizes the Unified Soil Classification System. The soils laboratory ' has the following certifications, accreditations,or qualifications: AASHTO American Association of State highway and Transportation Officials AMRL AASHTO Materials Reference Laboratory ' CCRL Cement and Concrete Reference Laboratory A2LA American Association for Laboratory Accreditation ICC International Code Council 407-0559 10011 Blomberg Street SW,Olympia, WA 98512 11 Phone#: (360)754-4612 Fax#: (360)754-4848 CE®TECHNICAL TESTING LABORATORY Mi SUBSURFACE CONDITIONS In general, stiff to dense Alderwood gravelly sandy loam(silty sand with gravel)was observed throughout the site. Vashon Stade glacial till material (gravelly sand with silt)was observed below the Alderwood material. Specific soils information is contained in the following "Soil Log" section of the report. Depth to competent soil is approximately 6 to 18 inches throughout the proposed building location. Up to 12 inches of crushed fill material covers the southern edge of the access driveway. No structural elements will be founded on the crushed fill material without proper compaction. Groundwater was not observed or encountered in test pits or along slope faces. Groundwater seepage or springs were not observed along the offsite slopes, see photo below. Proposed Garage Location ' SOIL LOG ' Soil Log 1 (SL-1)—Western Slope Surface Well vegetated 1 0"—2" Leaves and needles 2"- 16" Dark reddish brown (5YR3/4), silty sandy gravel, dry, roots, well graded, firm to dense, massive, ' sub-round to round gravels up to 6 inches,minor iron stains 16 —32" Reddish brown (2.5YR5/4),gravelly sand with silt, dry,roots,well graded, dense, massive, round ' gravels up to 10 inches 32"—72" Gray (5YR5/1), gravelly sand with silt, dry, well graded. very dense, well cemented, massive, ' sub-round to round gravels up to 8 inches ' 407-0559 10011 Blomberg Street SW,Olympia,WA 98512 12 Phone#: (360) 754-4612 Fax#: (360)754-4848 1 CE®TECH NICAL TESTING LABORATORY RECOMMENDATIONS FOR SUITABILITY OF ONSITE SOILS AS FILL ' Onsite soils may be considered for use as structural fill if industry standards are satisfied. Fill material requirements are found on page 9-31 of the WSDOT Standard Specifications 2006. In general, the native soils (sand, silt, and gravel) encountered on the site must have less than 10 percent fines(material passing the US No. ' 200 sieve) to be suitable for use as structural fill. Laboratory analysis of the onsite material indicates that the onsite material (see photos below) sampled may be used as structural fill (gravel base). See the laboratory results in the Appendix. 1. IX t Onsite Material 1' SHEAR METHOD ' A collected grab sample was tested to determine shear angle and cohesion. Results of the shear test are listed below. The standard method of test was method AASHTO T 236-92, Direct Shear Test of Soils Under ' Consolidated Drained Conditions. Specifically,the disturbed sample is remolded into the shear box. A computer records the test readings. The data file is imported into Excel. The three peak strengths were hand picked by choosing, from the individual trials, the break point of the curve. Utilizing the concepts of the Mohr circle ' analysis,the maximum shear stress is plotted against the normal stress. A line is drawn to"best fit"the peak data points. The shear angle is the measured angle of the "best fit" line relative to the abscissa. The cohesion is determined by the intersection of the "best fit" line and the ordinate. See the shear related figures in the Appendix. Native soil density was determined by the Bulk Density test method (ASTM C-29/C-29M-97 (2003)). The upper soil material was determined to have a dry density of 129 pcf. The sample was determined to have the following characteristics: Unit weight 129 pcf Cohesion 200 psf Shear angle 380 ' Terza hg i Equation Based on our laboratory testing conducted on the sample of material collected from subject site, we have ' calculated the theoretical ultimate bearing capacity. The following Terzaghi formula calculates the ultimate bearing capacity. Using the Figure 6.3, page 173 by Prakash,the bearing capacity factors are determined from the shear angle. Using a factor of safety of three (3), the theoretical maximum bearing capacity is equal to 3700 psf ' using a shear angle of 38°. See the following spreadsheet calculation. The IBC (Table 1804.2)lists the allowable foundation pressure as 2,000 psf for a gravel with sand and silt(GM-GC). ' 407-0559 10011 Blomberg Street SW,Olympia, WA 98512 13 Phone#: (360) 754-4612 Fax#: (360) 754-4848 1 Terzaghi Equation is given by the following formula: Qd= B (cN,+yDfNq+ '/2 yBNI) c Nc Y Df Nq 0.5 Y B Ny 1 56 127 1 40 0.5 127 2 48 Ultimate Bearing Capacity is: 11232 Using a Factor of Safety of 3 3744 c=unit cohesion 1 Y=soil density 127 B=footing width 2 D(f)=depth of footing 1 N(c)=bearing capacity factor 56 N(q)=bearing capacity factor 40 N(Y)=bearing capacity factor 48 SLOPE STABILITY AND ANALYSIS In general,the undisturbed native soils of the site consist of a mixture of variable amounts of sand, silt, and gravel. These soil materials are in a dense and cemented condition except where they have been disturbed by weathering activity. No evidence of active erosion was observed onsite at the time of our investigation. Instability of this nature is typically confined to the upper weathered or disturbed zone, which has been disturbed and has a lower strength. Raveling and sloughing were not observed onsite or along the surrounding offsite slopes. As previously discussed, weathering, erosion, and the resultant surficial sloughing and landsliding are natural processes that affect slope areas. Significant weathering typically occurs in the upper 2 to 3 feet and is the result of oxidation, root penetration,wet/dry cycles and freeze/thaw cycles. Over excavation may be necessary to ensure the removal of deleterious material. These processes can be managed and the risk reduced through proper construction of the residence. Erosion control recommendations in the slope and buffer areas are provided in the "Building Setback" and "Erosion Control" sections of this report. Excavation and back-filling will occur based on appropriate engineering and earthwork recommendations found in the following"Earthwork" section. Grading in the building portion of the site should be conducted in accordance with geotechnical recommendations provided herein. Resources by Rogers and Walsh detailing faults in the Puget Sound were reviewed. No known faults are mapped in the vicinity of the subject site. Slope stability was modeled using the GeoStudio 2004 program (version 6.20) in both static and dynamic conditions (ca = 0.15). Factors of safety were determined using Bishop's, Janbu, and the Morgenstern-Price methods. The site was modeled using a layer of sandy gravel with silt over cemented glacial till (see Figure 4 Cross-section). The upper material was determined to have a unit weight of 127 pcf, cohesion of 200 psf, and a shear angle (�) of 38' (see Appendix for shear test results). The cemented material was assumed to have a unit weight of 132 pcf, cohesion of 200 psf, and a shear angle (�) of 42°. Since groundwater seepage was not observed, the site was modeled using "dry" or unsaturated conditions. The footings will be founded on undisturbed and unyielding native material; hence,the surficial material was not used in the slope models. 407-0559 10011 Blomberg Street SW, Olympia, WA 98512 14 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY Under static conditions, the slopes remained stable to deep-seated and shallow failure. See Figure 4 for the cross- ual to 2.55 for section "A." Under dvnamic loading, the 3328 section. The static factor of safety is eq computations demonstrated that the slopes are not susceptible to surficial raveling or large deep-seated failure. The following figure illustrates the moment factor of safety for section "A" under the existing conditions. The critical slip surface factor of safety is equal to 1.89 for section "A." Mason County code requires a dynamic ' factor of safety to be at least 1.1 at the proposed building location. The following figure exhibits the need for a building setback of 20-feet from the crest of the steep slopes. All foundation elements shall be constructed on native material or engineered fill material. The proposed building location meets the previous requirements. r Site -- Section A --� • . Curve . •., , 1.89 .. Imi • `'• • ` 260 Proposed •. • Building 00 ' 250 Locatlo Setback ♦ `•+ 1 w —n • Description:Sandy Grave 240 wt:129 Cohesion 200 O Phi:38 230 Description:Glacial Till VW 132 v 220 Cohesion.300 _ Phi:42 W _ 210 r" 200 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Distance (ft} #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 15 Phone#: (360) 754-4612 Fax#: (360) 754-4848 1 GEO"TECHNICAL ''TESTING LABORATORY RECOMMENDATIONS FOR BUILDING SETBACK The building setback may be measured from the bottom of the footing to the face of the steep slope in accordance with the International Building Code (1805.3.1), see figure to right. As previously discussed, weathering, erosion and the resultant surficial sloughing and shallow landsliding are natural processes that affect slope areas. Slumping, sloughing, and raveling were not Setback observed onsite or offsite. To manage and reduce the potential for these natural processes, we recommend the following: ➢ No drainage of concentrated surface water or significant sheet flow onto the sloped areas. ➢ No filling within the setback zone. LIQUEFACTION HAZARD The surrounding undisturbed slopes are well vegetated. Springs and seeps were not observed along the adjacent slope faces. The local well logs were unavailable for the surrounding area; we conclude the groundwater is greater than 40 feet below the ground surface. Shaking of the already dense glacial till is not apt to produce a denser configuration and subsequently excess pore water pressures are not likely to be produced. Lacking shallow groundwater, the mixed material (gravels, sands, and silts) is well graded and cemented and is not a likely candidate for liquefaction concerns. Grain-size analyses are found in the Appendix. Based on our review of the subsurface conditions, we conclude that the site soils are only mildly susceptible to liquefaction. The following geologic excerpts are for the educational purposes of the client and not necessarily for the review staff at Mason County. The Liquefaction Susceptibility Map of Mason County, Washington by Palmer, Magsino, Poelstra, Bilderback. Folger, and Niggemann (September 2004)maps the site area as having a very low liquefaction potential. The Site Class Map of Mason County, Washington by Palmer, Magsino, Bilderback, Poelstra, Folger, and Niggemann (September 2004) maps the site area as site class C. Site class C is a very stiff soil or soft rock. SEISMIC HAZARD According to the Seismic Zone Map of the United States contained in the 2006 International Building Code (IBC), the project site is located where the maximum spectral response acceleration is 45 percent of gravity(g). Based on the subsurface conditions observed at the site, we interpret the site conditions to correspond to a seismic Soil Profile Type D, for Stiff Soil, as defined by Table 1613.5.2 (IBC). This is based on probing with a '/2-inch diameter steel probe rod. The shallow soil conditions were assumed to be representative for the site conditions beyond the depths explored. #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 16 Phone#: (360) 754-4612 Fax#: (360) 754-4848 G-EOTEMUCAL 'T'ESUNG LABORATORY RECOMMENDATIONS FOR EROSION CONTROL Active surface erosion was not observed on or surrounding the subject site. Evidence of ponding was not observed onsite. It is our opinion that the potential erosion hazard of the site is not a limiting factor for the proposed development. Removal of natural vegetation should be minimized and limited to the active construction areas. Yard landscaping around the garage is permissible, but understory growth on the slopes should be encouraged as much as possible as a deterrent to erosion. Hazard trees located on steep slopes may be removed only if the stumps remain to deter erosion. We recommend a 5-foot buffer of undisturbed vegetation surrounding the landslide hazard area. This buffer is not in addition to the building setback. Temporary and permanent erosion control measures should be implemented and maintained during construction and/or as soon as practical thereafter to limit the additional influx of water to exposed areas and protect potential receiving waters. Erosion control measures should include, but not be limited to, silt fences, berms, and swales with ground cover/protection in exposed areas. Typical erosion control notes and a silt fence detail are included on Figure 2 Site Plan. Any re-contouring of the site will create a need for erosion control measures as recommended above. EARTHWORK RECOMMENDATIONS FOR SITE PREPARATION All areas to be excavated should be cleared of deleterious matter including any existing structures, debris, duff, and vegetation. Based on our observations, we estimate that stripping on the order of 6 to 18 inches will be necessary to remove the root zone and surficial soils containing organics. Areas with deeper, unsuitable organics should be expected in the vicinity of depressions or heavy vegetation. Stripping depths of up to 3 feet may occur in these areas. These materials may be stockpiled and later used for erosion control and landscaping. Surficial material that cannot be used for landscaping or erosion control should be removed from the project site. No foundation elements shall be constructed on "untested" fill material. Where placement of fill material is required, the exposed subgrade areas should be proof-rolled to a firm and unyielding surface prior to placement of any fill. We recommend that trees be removed with the roots, unless located on a slope. Excavations for tree stump removal in any building area should be backfilled with structural fill, compacted to the density requirements described in the "Structural Fill" section of this report. If structural fill is needed, we recommend that a member of our staff evaluate the exposed subgrade conditions after removal of vegetation and topsoil stripping is completed. Any soft, loose or otherwise unsuitable areas delineated during foundation preparation or probing should be compacted, if practical, or over-excavated and replaced with structural fill, based on the recommendations of our report. 407-0559 10011 Blomberg Street SW, Olympia, WA 98512 17 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY RECOMMENDATIONS FOR STRUCTURAL FILL All fill material should be placed as structural fill. The structural fill should be placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of each lift. Fill should be compacted to at least 90 percent of MDD (maximum dry density as determined in accordance with ASTM D-1557) to within 2 feet of subgrade and 95 percent MDD in the upper 2 feet. The appropriate lift thickness will depend on the fill characteristics and compaction equipment used. We recommend that the appropriate lift thickness be evaluated by our field representative during construction. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. During wet weather, we recommend the use of well-graded sand and gravel with less than 9 percent (by weight) passing the No. 200 sieve based on that fraction passing the 3/4-inch sieve. Material placed for structural fill should be free of debris, organic matter, trash, and cobbles greater than 6 inches in diameter. The moisture content of the fill material should be adjusted as necessary for proper compaction. RECOMMENDATIONS FOR CUT AND FILL SLOPES All job site safety issues and precautions are the responsibility of the contractor providing services and/or work. The following cut/fill slope guidelines are provided for planning purposes. Temporary cut slopes will likely be necessary during grading operations. As a general guide, temporary slopes of 1.5 to 1 (horizontal to vertical) or flatter may be used for temporary cuts in the upper 3 to 4 feet of the glacially consolidated soils that are weathered to a loose/medium-dense condition. Temporary slopes of 1 to 1 or flatter may be used in the unweathered dense to very dense sands and gravel. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the slope and that significant seepage is not present on the slope face (due to recent rain events). Flatter cut slopes will be necessary where significant raveling or seepage occurs. Surface drainage should be directed away from all slope faces. Straw, hay, or jute matting shall be used to cover the exposed soils until permanent vegetation is established. All slopes should be seeded as soon as practical to facilitate the development of a protective vegetative cover or otherwise protected. RECOMMENDATIONS FOR FOUNDATION SUPPORT Where foundation elements are located near slopes between 5 and 30 percent, the footings should be located a minimum of 2 times the footing width from the slope face (horizontally), and founded in medium dense or denser native soils or properly prepared structural fill. We recommend a minimum width for isolated and continuous wall footings to meet IBC 2006. Footings founded as described above can be designed using an allowable soil bearing capacity of 2,000 psf(pounds per square foot) for combined dead and long-term live loads in areas of medium dense to dense soils. The weight of the footing and any overlying backfill may be neglected. The allowable bearing value may be increased by one-third for transient loads such as those induced by seismic events or wind loads. #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 18 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY Lateral loads may be resisted by friction on the bases of footings and floor slabs and as passive pressure on the sides of footings. We recommend that an allowable coefficient of friction of 0.40 be used to calculate friction between the concrete and the underlying soil. Active pressure may be determined using an allowable equivalent fluid density of 150 pcf(pounds per cubic foot). We estimate that settlements of footings designed and constructed as recommended will be less than 1 inch, for the anticipated load conditions, with differential settlements between comparably loaded footings of '/ inch or less. Most of the settlements should occur essentially as loads are being applied. However, disturbance of the foundation subgrade during construction could result in larger settlements than predicted. RECOMMENDATIONS FOR FLOOR SLAB SUPPORT Slabs-on-grade should be supported on medium dense or dense native soils or on structural fill prepared as described in the "Structural Fill" section of this report. We recommend that floor slabs be directly underlain by a synthetic vapor barrier. Below the synthetic vapor barrier, we recommend a minimum 6-inch thickness of coarse sand and/or gravel containing less than 5 percent fines (by weight). The drainage material should be placed and compacted to an unyielding condition. A synthetic vapor barrier must be used for the control of moisture migration through the slab, particularly where adhesives are used to anchor carpet or tile to the slab. A thin layer of sand may be placed over the vapor barrier and immediately below the slab to protect the liner during steel and/or concrete placement. The lack of a vapor barrier could result in wet spots on the slab, particularly in storage areas. RECOMMENDATIONS FOR RETAINING WALLS Retaining walls may be utilized on the sloping portion of the site to retain fill material. The lateral pressures acting on the subgrade and retaining walls will depend upon the nature and density of the soil behind the wall. It is also dependent upon the presence or absence of hydrostatic pressure. If the adjacent exterior wall space is backfilled with clean granular, well-drained soil (washed rock), the design active pressure may be determined using an active pressure coefficient equal to 0.25 (Ka = 0.25). This design value assumes a level backslope and drained conditions as described below. Retaining walls located on or near the toe of a slope that extends up behind the wall should be designed for a lateral pressure, which includes the surcharge effects of the steep slope in proximity to the wall. Although not expected at this site, the following data is provided for planning purposes. For an irregular or composite slope, the equivalent slope angle may be determined by extending a line upward from the toe of the wall at an angle of 1 to 1 (Horizontal to Vertical)to a point where the line intersects the ground surface. The surcharge effects may be modeled by increasing the equivalent fluid pressure for flat ground by the percentage given in the following table: SLOPE INCLINATION: EQUIVALENT FLUID PRESSURE Slope Angle Percent Increase Equivalent Fluid Pressure Horizontal 0% 35 pcf 3H:1V 25% 44 pcf 2H:1 V 50% 53 pcf 1 H:1 V 75% 61 pcf #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 19 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY If the walls are greater than 4 feet in height, exclusive of the footing, additional design considerations should be applied. Walls greater than 4 feet in height must be designed by a Professional Engineer. Positive drainage, which controls the development of hydrostatic pressure, can be accomplished by placing a zone of coarse sand and gravel behind the walls. The granular drainage material should contain less than 5 percent fines. The drainage zone should extend horizontally at least 18 inches from the back of the wall. The drainage zone should also extend from the base of the wall to within 1 foot of the top of the wall. The drainage zone should be compacted to approximately 90 percent of the MDD. Over compaction should be avoided as this can lead to excessive lateral pressures. A perforated PVC pipe with a minimum diameter of 4 inches should be placed in the drainage zone along the base of the wall to direct accumulated water to an appropriate discharge location. We recommend that a non-woven geotextile filter fabric be placed between the drainage material and the remaining wall backfill to reduce silt migration into the drainage zone. The infiltration of silt into the drainage zone can, with time, reduce the permeability of the granular material. The filter fabric should be placed in such a way that it fully separates the drainage material and the backfill, and should be extended over the top of the drainage zone. Lateral loads may be resisted by friction on the bases of footings and as passive pressure on the sides of footings and the buried portions of the wall. We recommend that an allowable coefficient of friction of 0.40 be used to calculate friction between the concrete and the underlying soil. Mason County has provided a prescribed retaining wall design that may be used for non-bulkhead retaining walls less than 4 feet in height. #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 20 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESUNG LABORATORY MASON COUNTY PRESCRIBED WALL DESIGN MASON COUNTY DEPARTMM OF COMMUNITY DEVELOPMENT 111esw Cmw*MD.11L 420 West Cedar Shoes PO Sam t80,SMNon.WA 9W84 ,I�w1�co tlleion tne.us OW)4274M eebw 04WWs407 Ebm(380)4ez UPLAND CONCRETE • • OESM STANDARDS DO NOT APPLY TO SHORE NE EROSION COMMOI BULKHEAOS ,. , Sbpe less than or equal tb l l Y-8di'S � 1 1 I i I 1 i i j I i 1 I Ff2':N1DE FLQCC' I 1 I 1 F'R-YY ^_t GTtNG j i 1 1 j• t——r ulowrods t 1 +}e � Zi 1 1 I 1 1 �•-q ��- 1' AT ia'O.C. I- I # _.t. _I- t I. t WO ND SIRFAC dpifl0f»0�! 1 1 t 1 1 1 1 I �ywe mat 1 1 12'ein '— bCrMtln. 11 1 1 1 1 1 1 1 1 areto4 6 d1eaAlltt ( Lt---t--t t -t t ! — r i • ; , ills I-A -SHEAR KF'v N_ ply 011 phu Ii ! K 1jp Kt+J t f'7A"tO. %OrE SECTION S'ACtNIi"r S-Wea IS erYF -rl--':, ti• 7ARiLSR N.►-tffP'-F V-C' i A-:F Cyt rLY wr C Ct+EP s b3 tq am ur ur %r 3"7 n 3A' it ,3.I 7 iF0 m 0.3i ur r sw — ur r 4'r U 3A' Ir +sA t i6 I2 O Q sw r lFi' lP-D se' r r-ir Is art' tr 24s #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 21 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTETHNICAL TESTING LABORATORY Prescriptive Concrete Retaining Wall hWgft Mauwrrrmr Elght Feet Upland concrete retaining walls installed in accordance with the prescriptive design shown on the reverse side need runt be designed by an engineer unless the Mason County Wilding Dept.determines special c orrditiom exist. Any retching mil exceeding eight feet in height or varying from the prescriptive design requires an engkmxwed design. Location ofRetafefng Wald Retaining walls must only be pieced against stable slopes,consisting of firm,undisturbed soil. Drainage must be provided as shown with a 4'perforated drain pipe or 2'weep holm spaced not less than 12 feet on center. No surcharge bad,such as a btAding or driveway,may be pieced on the retaining wall or wrThiru' a distance equal to the vertical heist of the retaining wall unless an engineered design is prepared for the addiihonal load. Ground Surface Above Raining WWH The ground surface above the retaining well stall be less than or equal to 1:1 (i.e_ 1-foot vertical to 1-foot horizontal). Rely hIng Warr Plaeernent The top of the footing for the retaining wall must be set a rnininiurn of 12 inches below grade_ The footing and wall diimensions shall not be less than outlined in the retaining wall chart. The footing shall be placed on faun,undisturbed earth. Drwmge A minimum of 12 inches of washed granular drainage material shall be placed between the undisturbed soil and the retaining wall. The dmkl ge materiels must be composed of gavel with 1-inch particle sizes. Two-inch weep holes shall be located approximately 64r►ches above grade,below the granular drainage materiel,spaced not less Urn 12-feet on center. At the base of the wall,a perforated drain pipe,with at least a four4nch dkvrmAff,shall be installed within the drainage materials. The drain pipe must drain to a point of dbctmrge,approved by Mason County. Inspections Prior to the placement of aantcrete,the builder must schedule an inspection of the formwork and reinforcement placement for the retaining wall footing_ During the first inspection,the eespector will vent fy the soil condition,footing diimensions,footing reinforcement and footing;placement as well as the provisions for drainage. At the next inspection,the inspector small verify the wall dimensions and reinforcement prior to the wall pour. A final inspection must be performed once all work is complete. To schedule an rmpection call the Masan County 24-hour recorded inspection request line at(360)427- 7262. inspections can also be requested online at:www.co.numorima.us or by fax at(360)427-7798_ Mien requesting an kispectiorr~pr'omtee flue W10IN ng brfmmaffan. 1)Name an permit 2)type of inspection► 3)Permit number 4)Site Address 5)Type of permit 6) Date inspection requested and 7)Name and phone ruurnber of caller_ #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 22 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESUNG LABORATORY RECOMMENDATIONS FOR RETAINING WALL ALTERNATIVES Typically, block wall systems are more cost effective for long-term walls than the other options. Specific design criteria for these options can be provided at your request by the block manufacturers. RECOMMENDATIONS FOR SITE DRAINAGE All ground surfaces, pavements and sidewalks should be sloped away from the residence and associated structures. Surface water runoff should be controlled by a system of curbs, berms, drainage swales, and/or catch basins and tight-lined into the appropriate drainage facilities. We recommend that conventional roof drains be installed. Due to the proposed foundation design, footing drains shall be installed for the proposed structure. Tile roof drain should not be connected to the footing drain. For footing drains, the drain invert should be below the bottom of the footing. Typical drainage control measures are included on Figure 3. Onsite irrigation to lawn areas shall be closely monitored. We recommend additional testing occur at the proposed infiltration location. Either a double ring infiltrometer or a grain-size calculation will determine the permeability of the onsite material. SEPTIC IMPACT The existing septic drainfield is located in the central portion of the site. Chapter 246-272-09501 of the Washington Administrative Code requires a minimal horizontal separation between septic drainfields and various facilities. The existing drainfield is located over 50 feet from the landslide hazards area and on the opposite site of the proposed building location. We conclude the slope stability of the site will not be adversely impacted by the proposed structure and the existing septic drainfield will not adversely impact the proposed structure. CONCLUSIONS AND RECOMMENDATIONS GENERAL Based on the results of our site reconnaissance, subsurface observations, geological assessment, and our experience in the area, it is our opinion that the site is suitable for the proposed garage. The proposed building location is stable relative to deep-seated instability and will not be affected by the proposed structure. The proposed structure will not undermine offsite slopes. Proper drainage control measures will reduce or eliminate the potential for erosion in this area and improve slope stability. 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 the project will cause no significant environmental impact for the life of the project. If tested and confirmed, the onsite soils may be suitable for use as structural fill material. Saturated soil conditions may be associated with these soils during or following extended periods of rainfall. However, to reduce grading time and construction costs, we recommend that earthwork be undertaken during favorable weather conditions. Conventional construction equipment may be utilized for work at the site. Conventional spread footings may be utilized at the site for support of the structure. We do recommend that roof and footing drains be installed for the structure with conventional spread footings. A vapor barrier is recommended for all slab-on-grades. #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 23 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOT ECHNICAL TESTING LABORATORY Conventional spread and continuous wall footings appear to be the most suitable type of foundation for the support of the proposed structure. REPORT LIMITATIONS AND GUIDELINES FOR USE We have prepared this report for the exclusive use of Gene Currier and his authorized agents for the proposed garage in Mason County, Washington. Site inspections, research, and mapping have culminated in this report. This report is intended to meet the requirements of the Mason County Critical Areas Ordinance. This report does not specify setbacks for: line-of-sight setbacks, FWHCA setbacks, eagle tree setbacks, wetland setbacks, or property line setbacks. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, expressed or implied, should be understood. CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION PROJECTS Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to onsite personnel and to adjacent properties. READ THESE PROVISIONS CLOSELY Some clients, design professionals, and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. Geotechnical Testing Laboratory includes these explanatory "limitations" provisions in our reports to help reduce such risks. Please confer with Geotechnical Testing Laboratory if you are unclear how these "Report Limitations and Guidelines for Use"apply to your project or site. GEOTECHNICAL,GEOLOGIC,AND ENVIRONMENTAL REPORTS SHOULD NOT BE INTERCHANGED The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, geotechnical engineering or geologic reporting does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding a specific project. #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 24 Phone#: (360) 754-4612 Fax#: (360) 754-4848 G 'I OT 'I CHNICAL "TESTING LABORATORY REFERENCES MAPS DeLorme 3-D TopoQuads(2002), Source Data USGS,Yarmouth, Maine. Dragovich, Logan, Walsh, and Schasse (2002), Geological Map of Washington—Northwest Quadrant(Geological Map GM- 50),published by Washington State Department of Natural Resources. Logan (2003), Geologic Map of the Shelton 1:100,000 Quadrangle, Washington, (Open file report 2003-15), by published by Washington State Department of Natural Resources. Noble and Molenaar (1970), Geologic Map of Southeastern Mason County, Washington, Water Supply Bulletin 29, Plate 1, Published by Washington State Department of Water Resources Palmer, Magsino, Poelstra, Bilderback, Folger, and Niggemann (September 2004), The Liquefaction Susceptibility Map of' Mason County. Washington, published by Washington State Department of Natural Resources. Palmer, Magsino, Bilderback, Poelstra, Folger, and Niggemann (September 2004), The Site Class Map of Mason County, Washington, published by Washington State Department of Natural Resources. Rogers, A. M., Walsh, T. J., Kockelman, W. J., and Priest, G. R. (1996), Map showing known or suspected faults with quaternary displacement in the Pacific Northwest, published by U.S. Geological Survey OFR 91-441-0, Plate 1. scale 1:2,000,000. Smith, Carson (1977), Relative Slope Stability of the Southern Hood Canal Area, Washington, prepared in cooperation with the Washington Department of Natural Resources Division of Geology and Earth Resources; and, Department of the Interior United States Geological Survey. Dragovich, Logan, Walsh, and Schasse (2002), Geological Map of Washington—Northwest Quadrant(Geological Map GM- 50),published by Washington State Department of Natural Resources. Walsh (1997), The Canyon River fault, an active fault in the southern Olympic Range, Washington: Washington Geologv, v. 25, no.4,p. 21-24,published by U.S. Geological Survey. Washington State Department of Ecology (1979), Coastal Zone Atlas of Washington, Volume 9, published by Washington State Department of Ecology. PUBLICATIONS Ambrose(1981),Simplified Design of Building Foundations, Table 2.5,pages 48-57,published by John Wiley& Sons, Inc. ASTM International (2005),Annual Book of Standards 2005, Section 4, Volume 4.08, published by ASTM International, West Conshohocken, Pennsylvania. Bloom(1991), Geomorphology,published by Prentice-Hall, Inc., Upper Saddle River,New Jersey. Gallagher, Patricia M. (October 27, 2000), Passive Site Remediation for Mitigation of Liquefaction Risk, Dissertation submitted to the Faculty of the Virginia Polytechnic Institute and State University,Virginia. International Code Council, Inc. (2004),2003 International Building Code, published by International Code Council, Inc. #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 25 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNtCAL TESTING LABORATORY International Code Council, Inc. (2006),2006 International Building Code, published by International Code Council, Inc. Kollmorgen Instruments Corporation (1994), Munsell Soil Color Charts (1994 Revised Edition), published by Macbeth Division of Kollmorgen Instruments Corporation,New Windsor,New York. McCarthy (1993), Essentials of Soil Mechanics and Foundations, published by Prentice-Hall, Inc.. Upper Saddle River, New Jersey. Moffit(1992),Surveying 9`"Edition,published by Harper Collins,New York,New York. Ness, Fowler, Parvin (1960), The Soil Survey of Mason County, Washington, USDA Soil Conservation Service, in cooperation with the United States Department of Agriculture, and Washington Agricultural Experimental Station, and the Soils Conservation Service. Parks, Neal, Koloski, Laprade, Molinari, Butler, and Lorentson (November 2006), Guidelines.for Preparing Engineering Geology Reports in Washington, published by Washington State Geologist Licensing Board, Olympia, Washington. Prakash(1981),Soil Dynamics, Figure 6.3, page 173,published by McGraw-Hill, Inc. Sowers(1979), Introductory Soil Mechanics and Foundations: Geotechnical Engineering, Table 10:4, page 472, published by Macmillan Publishing Co., Inc. Washington State Department of Transportation (WSDOT) (2005), Standard Specifications for Road, Bridge, and Municipal Construction 2006 M41-10,prepared by WSDOT Engineering Publications, P.O. Box 47408, Olympia, Washington. WEBSITES Mason County Government Information Services (http://www.co.mason.wa.us) Mason County Codes,Ordinances,and Regulations (http://www.co.mason.wa.us/code) Puget Sound Lidar Consortium (http://pugetsoundlidar.ess.washington.edu/iidardata/index.htm1) Slope Stabilization Erosion Control Using Vegetation A Manual of Practice for Coastal Bluff (http://www.ecy.wa.gov/biblio/9330.html) Vegetation Management Guide for Puget Sound Bluff Property Owners (http://www.ecy.wa.gov/biblio/9331.html) United States Department of Agriculture Natural Resource Conservation Service (http://soildatamart.nres.usda.gov) Washington Administrative Code (http://app s.I eg.wa.gov/wac/) Washington Department of Ecology (http://apps.ecy.wa.(Tov/welllog) (https://fortress.wa.gov/ecy/coastalatias/viewer.htm) 407-0559 10011 Blomberg Street SW, Olympia, WA 98512 26 Phone 4: (360) 754-4612 Fax 4: (360) 754-4848 GEE TECHNICAL TESTING LABORATORY APPENDIX #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 27 Phone#: (360) 754-4612 Fax#: (360) 754-4848 ' GEOTECHNICAL TESTING LABORATORY ADDITIONAL SITE PHOTOS Offsite to West of Old Borrow Pit,Note the Garage Near the Toe _ a r _ - Proposed Garage Location 1 r Offsite Southern Slope #07-0559 10011 Blomberg Street SW,Olympia, WA 98512 28 Phone#: (360)754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY LABORATORY RESULTS U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 6 4 3 t i r ? #4 10 16 20 30 40 50 100 200 0% 90% 10% 80% 20% t 70% ` 30% 60% `` 40% 50% 50% c ` � m 40% X ` 60% ca @ 30% ` 70% 20% �' 80% 10% 90% 0% 100% 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Gravels Sands Cobbles Silts Clays Coarse IFine Coarse Medium 7Fine Date: 09/13/07 D1()= 0.12 Classification %Gravel Sample#: 1317 D30=0.99 GP-GM,Poorly graded Gravel with Silt and Sand 51.82% Sample ID: Gravel with Silt and Sand D,i= 8.65 Specifications %Sand Source: SI 2 Cc=0.96 WSDOT 9-03.10 Gravel Base 40.880. Project: Currier,Gene C,,= 73.30 %Moisture: 16.7% %Silt&Clay Client: Currier,Gene Liquid Limit=0.00 Dust Ratio= 7.30% ASTM: C-33 Plastic Limit=0.00 Fineness Modulus Sample Meets Specs Depth: 20" Plasticity Index-- 0.00 4.91 Yes oarse Actual Interpolatedroes Actual Interpolated Section Cumulative Cumulative Section Cumulative Cumulative Sieve Size Percent Percent Specs Specs Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min US Metric Passing Passing Max Min 6.00" 150.00 100.0% #4 4.750 48.2% 48.2% 100.0% 22.0% 4.00" 100.00 100.0% 98 2.360 38.5% 38.5% 3.00" 75.00 100.0% 100.0% #10 2.000 36.5% 2.50" 63.00 96.6% #16 1.180 31.8% 31.8% 2.00" 50.00 92.9% 92.9% 100.0% 75.0% #20 0.850 28.6% 1.75" 45.00 92.0% #30 0.600 26.2% 262% 1.50" 37.50 90.7% #40 0.425 21.8% 1.25" 31.50 89.7% #50 0.300 19.7% 18.7% 1.00" 25.00 88.6% 88.6% 460 0.250 16.5% 7/8" 22.40 85.0% #80 0.180 13.3% 3/4" 19.00 80.3% 80.3% 4100 0.150 12.0% 12.0% 5/8" 16.00 75.3% 4140 0.106 9.2% 1/2" 12.50 69.5% 69.5% #170 0.090 8.2% 3/8" 9.50 62.6% 62.6% 9200 0.075 7.3% 7.3% 10.0% 0.0% 1/4" 6.30 52.9% #270 0.053 Copyright Spears Engineering&Technical Services PS.1996-2004 #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 29 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 20 6 4 3 11/2 3/4 % ? #4 10 16 20 30 40 50 100 200 0 100% 0/o 90% 10% 80% 20% V r 70% ` ` 30% � L 60% `` ` 40% T � 50% 50% c m 40% 60% c d ` m 0 30% ` 70% 20% � � � 80% 0 10% 90% 0% ` 100% 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Gravels Sands Cobbles Silts E Coarse Fine Coarse Medium Fine � : Date: 09/13/07 D1°=0.13 Classification %Gravel Sample#: 1318 D3()=4.02 GW-GC,Well-graded Gravel with Silty Clay and Sa 68.05% Sample ID: Gravel with Silt and Sand D,,= 63.27 Specifications %Sand Source: SI 1 C,= 1.91 WSDOT 9-03.10 Gravel Base 25.01% Project: Currier,Gene Ctl_474.80 %Moisture: 0.9% %Silt R Clac Client: Currier,Gene Liquid Limit=0.00 Dust Ratio= 6.94% ASTM: C-33 Plastic Limit=0.00 Fineness Modulus Sample Meets Specs Depth: 36" Plasticity Index= 0.00 6.58 No Coarse Actual Interpolatedroes Actual Interpolated Section Cumulative Cumulative Section Cumulative Cumulative Sieve Size Percent Percent Specs Specs Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min US Metric Passing Passing Max Min 6.00" 150.00 100.0% 44 4.750 32.0% 32.0% 100.0% 22.0% 4.00" 100.00 100.0% #8 2.360 25.6% 25.6% 3.00" 75.00 79.9% 79.9% 1110 2.000 24.20//o 2.50" 63.00 59.5% 59.5% #16 1.180 20.9% 20.9% 2.00" 50.00 56.7% 100.0% 75.0% #20 0.850 19.1% 1.75" 45.00 55.6% 430 0.600 17.8% 17.8% 1.50" 3T50 54.0% 440 0.425 15.9% 1.25" 31.50 52.6% #50 0.300 14.6% 14.6% 1.00" 25.00 512% 51.2% #60 0.250 13.40//o 7/8" 22.40 49.3% #80 0.180 11.6% 3/4" 19.00 46.7% 46.7% 4100 0.150 10.9% 10.9% 5/8" 16.00 44.8% #140 0.106 8.6% 1/2" 12.50 42.7% 42.7% #170 0.090 7.7% 3/8" 9.50 39.7% 39.7% 4200 0.075 6.9% 6.9% 10.0% 0.04'0 1/4" 6.30 34.5% 4270 0.053 Copyright Spears Engineering&Technical Services PS.1996-2004 #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 30 Phone#: (360) 754-4612 Fax#: (360) 754-4848 SHEAR RESULTS Peak Shear Stress vs. Normal Stress 3000 Shear = 38 ° 2500 w 2000 _a U) 2! M 1500 d L W 1 a l000 ' f 1/4 ton 1/2 ton Cohesion 1 ton ' 200 psf 0 0 500 1000 1500 2000 2500 3000 ' Normal Stress(psf) 1 1 1 1 ' 407-0559 10011 Blomberg Street SW, Olympia, WA 98512 31 Phone#: (360) 754-4612 Fax#: (360) 754-4848 1 GE®TECHNICAL TESTING LABORATORY FIGURE 1 VICINITY MAP I J,,, - I i wt 231t (!!-` Goat tzar — ,� n, ' �, ,�, _� �a��" _ 7 A•No - F1 _ 1•� �� zcir"11 n�` I I --" Mason Lake Road Kilmarnock Road sr Mud d r / G: / - srarea Olde Lyme Road Rrt r w. gshoip #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 Phone#: (360)754-4612 Fax#: (360) 754-4848 C �H >xacHry _ cxztnrh>A> 0 V)U7 C-- o Z ;y 7�. 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'a' :.wtv�'R�:.r ;n.ti.i:,ara', n...'S',-��`::. `F,. -.GT.0 J.,u.�'.'i!,'� r..•::y':'t:., '^.: �,.::.�,.at'\•"Fr ti.z�t,,*: .%v".Y K•-t�h�'� is r: , y'-.:`a�i�'�:=�Y:tY�.:.;�I � �).�♦.':^ w':.a:t,i 'fir •��i. `� yam^h. _ :4'i:'a�i i�'t n•• n�'v' �•..+t ;�;���y,`.V+ _^��: .:��vra rt.'Za. y"4i�'i�°'�'Y''a'~•lfa:�:.'\'•. .:�i i?•\�•s*"t'�:�::.. .y ttiw yf.',+..h• ,�C.. �.^:;'•``\.•PY,•:•`"1 iF.•y is > n. • "•'�� •+:+�«:,fit air.-: _� TIGHTLINE ANCHORED WITH TWO, 3 FOOT REBAR LENGTHS OR BOLTS. FLARE END SECTION QUARRY SPALL gipu OR ENERGY :r.<`:•�;, ,::: ';.:.•: A r;`G... ^..: DISPERSION DEVICE GRASS-LINED SWALE SHOULD BE A MINIMUM ONE FOOT WIDE AT THE BOTTOM AND ONE FOOT DEEP WITH A MAXIMUM SLOPE OF 5 PERCENT. MINIMUM 4 FEET LEVEL SECTION GEOTEXTILE FABRIC Geotechnical Testing Laboratory Geotechnical Services 10011 SIOMbarg Sc.SW QA/QC Services Olympia,WA 98512 FIGURE 3 Testing Services Fax:(3W)7'5'�72 Not to scale DRAINAGE DETAILS II CROSS-SECTION A (NORTH-SOUTH) BUILDING 260 5% SLOPE SETBACK PROPOSED >20 FEET. , 250 BUILDING....... _.... ......... ... .. .. .. '.... _.... ...... ... LOCATION LANDSLIDE 240 Sk4DY GRAVEL 17 HAZARD. . W/SILT z SAND T RAVEL AREA 230 - 0 86% SLOPE 220 GLA TILL 210 0 50 � 100 150 Geotechnical Testing Laboratory Geotechnicai Services 10011 Blomberg St.SW FIGURE 4 Olympia,WA 98512 QA/QC Services phone:(360)754-4612 SCALE Testing Services Fax:(360)754-4848 1„=30' CROSS-SECTION Z _ 19 . CONSULTANTS , I Environmental Engineering - Geotechnical Engineering Wetland Consulting September 4, 2007 ACL07-06-G 179.022 Mason County Department of Community Development P.O. Box 279 Shelton,WA 98584 Attn: Ryan Crater Geological Assessment Review Permit#BLD 2007-01515 Applicant: Currier Dear Mr. Crater: At your request, we have reviewed a Geological Assessment for the above referenced permit. The report was prepared by Geotechnical Testing Laboratory (GTL)dated April 17, 2006. The report was signed and stamped by Harold Parks,L.E.G.(License#827). In the assessment, reference is made to an old barrow pit slope off the site to the west that has a slope of approximately 100 percent and is within 50 feet of the proposed construction. The Mason County Resource Ordinance, Geologically Hazardous Areas 17.01.100.E.1 divides proposed development within 300 feet of Landslide Hazard Area into 4 categories (a through d). Category a indicates that Development proposed within 300 feet of areas with slopes greater than 40 percent(21.8 degrees)will require a Geotechnical Report. We therefore recommend that Mason County request that the applicant provide a Geotechnical Report for the referenced permit. 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 Todd@atkai.net. Sincerely, ca PA lZ_ 0,e WASF/ Todd S.Parkington4P.E Senior Geotechnical Engineer - Attachments: Geo Tech Work Order Geological Assessment by GTL EXPIREr, 5q 7 9465 Provost Road NW. Suite 202 •Silverdale,Washington 98383 • (360) 613-2407• Fax: (360) 613-2408 GEOTECHNICAL REPORT ' 151 EAST KILMARNOCK ROAD ' SHELTON, WASHINGTON 1 ' PREPARED FOR ' GENE CURRIER 1 1 BY ' GEOTECHNICAL TESTING LABORATORY OLYMPIA, WASHINGTON 1 1 1 ' OCTOBER 2, 2007 GEOTECHNICAL TESTING LABORATORY CONTACT INFORMATION PREPARER INFORMATION GTL PROJECT NUMBER: 07-0559 ' CONTACT: LANCE LEVINE OR HAL PARKS ' ADDRESS: 10011 BLOMBERG STREET SOUTHWEST OLYMPIA,WASHINGTON 98512 ' TELEPHONE: (360)754-4612 ' FACSIMILE: (360)754-4848 ' EMAIL ADDRESS: GEOTESTLAB@COMCAST.NET CLIENT INFORINIATION CLIENT: GENE CURRIER ' TELEPHONE: (360)427-3261 ' MAILING ADDRESS: 151 EAST KILMARNOCK ROAD SHELTON,WASHINGTON 98584 ' SITE ADDRESS: 151 EAST KILMARNOCK ROAD SHELTON,WASHINGTON 98584 ' PARCEL NUMBER: 321275400081 ' GPS LOCATION: N47° 16.510' W 123°02.483' 1 1 ' 407-0559 10011 Blomberg Street SW, Olympia,WA 98512 2 Phone#: (360) 754-4612 Fax#: (360)754-4848 1 GEOTECHNICAL TENTING LABORATORY SCOPE OF UNDERSTANDING GENE CURRIER 151 EAST KILMARNOCK ROAD SHELTON,WASHINGTON 98584 RE: GEOTECHNICAL REPORT 151 EAST KILMARNOCK ROAD SHELTON,WASHINGTON 98584 PARCEL 321275400081 N470 16.510' W 123°02.483' ' Mr. Currier: As per your request,we have conducted a soils exploration, foundation evaluation,and slope stability analysis for the above-referenced parcel. The results of this investigation,together with our recommendations, are to be found ' in the following report. We have provided three copies for your review and distribution. Several representative soil samples were submitted for laboratory testing from the project site. The data has been ' carefully analyzed to determine soils bearing capacities, footing embedment depths and building setback distances. The results of the exploration and analysis indicate that conventional spread and continuous wall footings appear to be the most suitable type of foundation for the support of the proposed structure. Net allowable ' soil pressures, embedment depth, and total expected settlements have been presented for the site later in the report. We are also a full service laboratory that can meet all your building, testing(compaction, asphalt, concrete), and special inspection needs. We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have any questions concerning the above items,the procedures used, or if we can be ' of any further assistance please call us at the phone number listed below. I ' D{ Wash Respectfully Submitted, GEOTECHNICAL TESTING LABORATORY O ' Harold Parks,L.G.,L.E.G. Senior Engineering Geologist f nglneering Geologist ' fp 827 0�s e d G e oho �0 ' I-IF,ROLD PARK� 407-0559 10011 Blomberg Street SW,Olympia, WA 98512 3 Phone#: (360) 754-4612 Fax#: (360)754-4848 1 GEOTECHWAL TESTING LABORATORY TABLE OF CONTENTS CONTACTINFORMATION.....................................................................................................................................2 SCOPE OF UNDERSTANDING...............................................................................................................................3 1 TABLE OF CONTENTS............................................................................................................................................4 INTRODUCTION.......................................................................................................................................................5 SITECONDITIONS...................................................................................................................................................6 ' Surface Conditions.......................... ................................................ ........ .. ......... ................ ..................6 GEOLOGICALLY HAZARDOUS AREAS. .. 8 Landslide Hazard Classification.............................................................................................................................8 SeismicHazard Classification................................................................................................................................8 Erosion Hazard Classification ................................................................................................................................9 SiteGeology............................................................................................................................................................9 SiteSoils............................................................................................................................................................... I 1 SubsurfaceExplorations....................................................................................................................................... 11 SubsurfaceConditions.......................................................................................................................................... 12 SoilLog................................................................................................................................................................. 12 C Recommendations for Suitability of Onsite Soils as Fill...................................................................................... 13 ShearMethod........................................................................................................................................................ 13 SlopeStability and Analysis................................................................................................................................. 14 Recommendations for Building Setback............................................................................................................... 16 iLiquefaction Hazard.............................................................................................................................................. 16 SeismicHazard ..................................................................................................................................................... 16 Recommendations for Erosion Control ................................................................................................................ 17 EARTHWORK......................................................................................................................................................... 17 Recommendations for Site Preparation ................................................................................................................ 17 Recommendations for Structural Fill.................................................................................................................... 18 Recommendations for Cut and Fill Slopes........................................................................................................... 18 Recommendations for Foundation Support.......................................................................................................... 18 Recommendations for Floor Slab Support............................................................................................................ 19 Recommendations for Retaining Walls................................................................................................................ 19 Mason County Prescribed Wall Design................................................................................................................21 1 Recommendations for Retaining Wall Alternatives.............................................................................................23 Recommendations for Site Drainage....................................................................................................................23 SepticImpact.........................................................................................................................................................23 ' CONCLUSIONS AND RECOMMENDATIONS....................................................................................................23 General..................................................................................................................................................................23 REPORT LIMITATIONS AND GUIDELINES FOR USE....................................................................................................24 References..................................................................................... ....................... .........................................25 t APPENDIX..................................................................................................................................................................27 AdditionalSite Photos..........................................................................................................................................28 LaboratoryResults................................................................................................................................................29 ' Shear Results.........................................................................................................................................................31 FigureI Vicinity Map...........................................................................................................................................32 Figure2 Site Plan.................................................................................................... . .....33 ' Figure 3 Erosion Control Notes............................................................................... ..............34 Figure4 Cross-section..........................................................................................................35 ' #07-0559 10011 Blomberg Street SW,Olympia, WA 98512 4 Phone#: (360) 754-4612 Fax#: (360)754-4848 1 GEOTEcHNicAL TESTING ]LABORATORY INTRODUCTION This report summarizes the results of our geotechnical consulting services for a proposed garage (30 feet by 40 feet). The garage will be located in the southwestern portion of the site. The report has been commissioned by Gene Currier. The site (0.35 acres) is located along a south-facing hillside (see site photo below). The site is approximately 5 miles northeast of Shelton, Washington. The site is accessed from the existing driveway off East Kilmarnock Road. The GPS location of the site is shown relative to the surrounding area on the Vicinity Map, Figure 1. Proposed Garage Location Our understanding of the project is based on our discussions with you and our explorations and review of the site. ' We understand that the parcel is to be developed with a garage. In general, grading will consist of the excavation of the foundation and footings. The approximate layout of the site is shown on the Site Plan, Figure 2. The purpose of our services is to evaluate the surface and subsurface conditions at the site as a basis for providing geotechnical recommendations and design criteria for the project and to satisfy the requirements of the Mason County Critical Areas Ordinance. Geotechnical Testing Laboratory is therefore providing geologic and hydrogeologic services for the project. Specifically,our scope of services for this project includes the following: 1. A review of the available geologic,hydrogeologic,and geotechnical data for the site area. 2. A geologic reconnaissance of the site area and surrounding vicinity. 3. Investigation and identification of shallow subsurface conditions at the site by characterizing the exposed ' soil and by reviewing published well logs. 4. Comparison of site to published geologic maps, previous field investigations, and open file reports. Inspection of aerial photographs to determine the geomorphology of the site. 5. Laboratory grain size and shear angle analysis for the soil samples collected from the site. 6. Evaluation of the landslide, erosion, and seismic hazards at the site per the Mason County Critical Areas Ordinance regulations(December 27,2006). ' 7. Building setbacks determined from dynamic slope stability modeling. 8. Geotechnical recommendations for site grading including site preparation, subgrade preparation, fill placement criteria(including hillside grading),temporary and permanent cut and fill slopes, drainage and ' typical erosion control measures(Figure 3). #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 5 Phone#: (360) 754-4612 Fax#: (360)754-4848 ' GEOTECHNicAL TESTING ]LABORATORY ' The steepest slope measured onsite was approximately 5 percent along the eastern driveway. Within 100 feet of the proposed building location, the slope approaches 86 percent. Therefore, Mason County requires that a geotechnical report be prepared in accordance with the Critical Areas Ordinance. y Southem Slope ' SITE CONDITIONS SURFACE CONDITIONS ' The proposed building site is located in an area of moderate residential development FE in the Puget Sound glacial upland in the central portion of Mason County (see aerial photo right). The site has been ' previously developed with a residence and septic drainfield in 2001 without a geotechnical report. ' The parcel to the south contains a single- family residence that was constructed in 2006 without a valid geotechnical report. ' The Mason County website records indicate that a geological assessment was ' not even required, even though SWG2006- , 00373 states the site contains slopes of 45 degrees. See photo next page. ' The subject site is relatively flat. The t, offsite slopes are well vegetated. The area generally has a southern exposure. Site elevations range from approximately 242 to 250 feet. ' We conducted a reconnaissance of the site area on April 19 and September 13, 2007 by Lance Levine under the direction of Harold Parks. The purpose of the site reconnaissance is to physically observe the property and ' adjacent properties to identify any recognized geologic conditions. Photographs and visual observations were documented. Site-specific features were mapped; soil logs were recorded. No grading has occurred recently. ' #07-0559 10011 Blomberg Street SW,Olympia, WA 98512 6 Phone#: (360) 754-4612 Fax#: (360) 754-4848 1 GEOTEcHNicAL TESTING LABORATORY � r Offsite New Cut Slone Approximately 86 aercent The general topography of the site area indicates that drainage flows toward the south and southeastern slopes 0 from the proposed building location. Minor fill material was observed along the southern edge of the existing driveway. The site plan is included as Figure 2. 1 No evidence of active surface erosion was observed. No surface water flow was observed onsite. No ponding of water was observed throughout the site. Slumping and sloughing were not observed along the offsite surrounding ' slopes. No evidence of deep-seated slope instability was observed onsite. No seeps or springs were observed onsite. Onsite trees were observed to be straight and vertical. ' The topographic high area is located approximately 800 feet to the northeast. No upland water bodies or wetland features were observed during the site reconnaissance or through the inspection of aerial photographs. ' The maximum slope encountered onsite was approximately 5 percent along the eastern driveway. The southern (offsite) slope is approximately 86 percent near the toe. The selected building location has a slope of approximately 5 percent. The existing septic drainfield has a slope of approximately 2 percent. All slope angles were measured using a Brunton inclinometer. 1 , f Proposed Garage Location The site is protected with vegetation common to the Northwest. The vegetation includes fir and cedar trees as well as salal,Oregon grape, huckleberry,manzanita,blackberry,and grasses. ' #07-0559 10011 Blomberg Street SW,Olympia, WA 98512 7 Phone#: (360)754-4612 Fax#: (360)754-4848 1 GEOTECHNiCAL TESTING LABORATORY GEOLOGICALLY HAZARDOUS AREAS LANDSLIDE HAZARD CLASSIFICATION The Mason County Critical Areas Ordinance(17.01.100A1)defines a landslide hazard area as: ' The following shall be classified as Landslide Hazard Areas: a. Areas with any indications of earth movement such as debris slides, earthflows, slumps and rockfalls (see figure F.100). b.Areas with artificial oversteepened or unengineered slopes, i.e. cuts or fills. c.Areas with slopes containing soft or potentially liquefiable soils. d. Areas oversteepened or otherwise unstable as a result of stream incision, stream bank erosion, and ' undercutting by wave action. e. Slopes greater than 15% (8.5 degrees)and having the following: i. Hillsides intersecting geologic contacts with a relatively permeable sediment overlying a relatively ' impermeable sediment or bedrock(e.g. sand overlying clay);and ii. Springs or groundwater seepage. f Any area with a slope of forty percent or steeper and with a vertical relief of ten or more feet except areas composed of consolidated rock A slope is delineated by establishing its toe and top and measured by averaging the inclination over at least ten feet of vertical relief. The subject site meets the qualification of a landslide hazard area due to the adjacent slopes (southwestern) that ' are greater than 40 percent and more than 10 feet in vertical height (17.01.100A1f). This slope will be over 35 feet from the proposed building location. ' SEISMIC HAZARD CLASSIFICATION The Mason County Critical Areas Ordinance(17.01.102A)defines a seismic hazard area as: t 1.Areas susceptible to ground failure including the following: a.Areas with mapped geologic faults until proven inactive; b. Deep road fills and areas of poorly compacted artificial fill; ' c.Areas with artificially steepened slopes (i.e. old gravel pits); d. Postglacial stream, lake or beach sediments; e. River deltas; ' f.Areas designated as potential Landslide Hazard Areas; g. Bluff areas; and h.Areas underlain by potentially liquefiable soils ' 2. The following criteria may be used as a guide by the County to indicate areas that have a higher likelihood of meeting the classification criteria above: a. Areas identified on the Coastal Zone Atlas of Washington, volume 9, Mason County as Af, Qal, Qa2, Qvc, Qls, Qos and Qp. ' b.Areas identified on the Mason County Soil Survey Map as hawing slopes greater than 15 percent. c. Faults identified on "Map Showing Known or Suspected Faults With Quaternary Displacement in the Pacific Northwest", A.M. Rogers, T.J. Walsh, W.J. Kockelman and G.R Priest, US Geologic Survey, 1996, ' or described in "Active Faulting Investigations on the Canyon River Fault, Southern Olympic Range, Washington", T.J. Walsh and K G.Neal, U.S. Geologic Survey, 1997. d. Areas underlain by potentially liquefiable soils as shown "Liquefaction Susceptibility Map of Mason ' County, Washington" by Stephen P. Palmer, Sammantha L. Magsino, James L. Poelstra, Eric L. Bilderback, Derek S. Folger, and Rebecca A. Niggemann, September 2004 ' #07-0559 10011 Blomberg Street SW,Olympia,WA 98512 8 Phone#: (360)754-4612 Fax#: (360)7544848 1 GEOTECHNicAL TESTING LAooRAT®RY I This site does qualify as a seismic hazard area because the site is categorized as, "Lf. Areas designated as ' potential Landslide Hazard Areas." EROSION HAZARD CLASSIFICATION ' The purpose of the Erosion Hazard Section (I 7.01.104A) is to identify areas that present potential dangers to public health and safety,and to prevent the acceleration of natural geological hazards, and to neutralize the risk to ' the property owner from development activities. Areas in Mason County underlain by soils which are subject to severe erosion when disturbed. Such soils include, but are not limited to, those for which potential for erosion is identified in the Soil Survey of Mason County,USDA Soil Conservation Service, 1960, ' or any subsequent revisions or additions to this source. These soils include, but are not limited to, any occurrence of River Wash ("Ra') or Coastal Beaches ("Cg') and the following when they occur on slopes 1 S%or steeper: a. Alderwood gravelly sandy loam ("Ac"and"Ad') b. Cloquallum silt loam ("Cd') c. Harstine gravelly sandy loam ("Hb') d. Kitsap silt loam (Xc') The soils at the site are mapped as Alderwood gravelly sandy loam (Ab). This site does not meet the technical ' criteria of an erosion hazard area. SITE GEOLOGY 1 The site is generally situated within the , Puget Sound glacial upland. Multiple ' glacial advances deposited the onsite ' - material. The near surface material was deposited during the most recent Vashon stade (stage) of the Fraser glaciation that ' occurred between about 9,000 and 11,000 years ago. Weathering and erosion has occurred since. The figure ' (right) is a LiDAR image at a 12-ft. resolution. In the local vicinity, _ 40 f ridgelines trend northeast to southwest. ' In general, the soils are composed of sandy gravel with silt underlain by well = `- cemented glacial till material (gravelly ' sand). A description of the onsite soils is included in the"Soil Log" section of this report. NE4et Suund LiDAR Consortium 1 ' #07-0559 10011 Blomberg Street SW,Olympia,WA 98512 9 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY The following geologic excerpts are for the educational purposes of the client and not necessarily for the review staff at Mason County. The following photos portray the onsite material. The Geologic Map of Washington — Northwest Quadrant (2002) has mapped the site geology as glacial till deposits(Qgt)of continental glacial origin. The report reads: ' Till— Unsorted, unstratifted, highly compacted mixture of clay, silt, sand, gravel, and boulders deposited by glacial ice; may contain interbedded stratified sand, silt, and gravel. Includes part of the Vashon Drift undivided. ' The Geologic Map of the Shelton 1:100,000 Quadrangle, Washington, by Logan (2003) describes the site as late Wisconsinan(Pleistocene)glacial deposits. The glacial till(Qgt)is described as: Unsorted, unstrat f ed, highly compacted mixture of clay, silt, sand, gravel, and boulders ' deposited by glacial ice of the Puget lobe; gray; may contain interbedded stratified sand, silt, and gravel; sand-size fraction is very angular and contains abundant polycrystalline quartz, which distinguishes this unit from alpine till; cobbles and boulders are commonly striated and ' (or)faceted; although unweathered almost everywhere, may contain cobbles or small boulders of deeply weathered granitic rock. ' The Geologic Map of Southeastern Mason County, Washington, USGS Water-Supply Bulletin 29 by Noble and Molenaar(1970)describes the site as Till. The Till(Qvt) is described as follows: Till. cobbles and course gravel in matrix of mine sand, silt, and clay. Generally a compact, unsorted mixture. Extensively underlies drift plains in thicknesses of a few feet to more than SO feet. Poorly pervious, but has sand and gravel streaks that may yield small quantities of perched groundwater. Serves as confining aquiclude to artesian groundwater at some localities near sea ' level. Glacial Till Material �' WN #07-0559 1001 1 Blomberg Street SW, Olympia, WA 98512 10 Phone#: (360)754-4612 Fax#: (360)754-4848 C 'l OT 'I CHNICAL TESTING LABORATORY SITE SOILS ' The Soil Survey of Mason County, Washington, USDA Soil Conservation Service (1960) has mapped the site soils as Alderwood gravelly sandy loam, 5 to 15 percent slopes(Ab). The survey reads, The Alderwood soils typically formed from mixed gravelly glacial till dominated by acid igneous ' rock. It occupies undulating to rolling moraines. In undisturbed areas a 1-to 2-inch mat of very dark brown, acid organic matter is on the surface. This grades to a thin, dark grayish-brown, highly organic mineral soil. The surface soil consists of a friable, brown, medium acid gravelly ' sandy loam 8 to 13 inches deep. It has a weak granular structure and contains numerous rounded shot. Below the surface soil, to depths ranging from 18 to 24 inches, is a pale-brown gravelly sandy loam that is very friable, is single grained, and contains small to moderate ' amounts of shot. Between this layer and the cemented till is a 3- to 10-inch layer of very pale brown gravelly sandy loam. It contains no shot and is firmer but has the same texture as the layer above. However, it is faintly to distinctly spotted and horizontally streaked with brown and yellow. The cemented till consists of light-gray, gravelly sandy loam, and it normally occurs at ' depths ranging from 24 to 32 inches. It is impermeable to roots and very slowly permeable to water. The first few inches is usually laminated and streaked with reddish brown and yellow. Below this, to a depth of many feet, the till is uniformly cemented,fairly uniform light gray, and ' medium to strongly acid. A thin mat of roots often lies over the till. The cemented substratum tends to restrict the rapid downward movement of moisture. 4W ' Alderwood Soil ' SUBSURFACE EXPLORATIONS Subsurface conditions at the site were evaluated by observing and logging the exposed building site soil, probing, and reviewing available well logs (none located). No seeps, seepage, or springs were observed along the ' surrounding offsite slopes. Groundwater was not encountered at the proposed building location. ' Soil logs were field logged (visually) using the Unified Soil Classification System (USCS). The soil log was recorded by Lance Levine on September 13, 2007. Soil colors were visually determined using the Munsell Soil Color Charts,revised 1992. ' Grab samples were collected by means of shovel and pick from test pits and exposed slope faces. The samples were sealed in Ziploc bags, labeled, and transported to our soils laboratory. Soil gradations were determined by laboratory test method ASTM D-2487 that utilizes the Unified Soil Classification System. The soils laboratory ' has the following certifications,accreditations,or qualifications: AASHTO American Association of State highway and Transportation Officials AMRL AASHTO Materials Reference Laboratory ' CCRL Cement and Concrete Reference Laboratory A2LA American Association for Laboratory Accreditation ICC International Code Council 407-0559 10011 Blomberg Street SW,Olympia, WA 98512 11 Phone#: (360) 754-4612 Fax#: (360) 7544848 ' GEOTECHNICAL TESTING LABORATORY SUBSURFACE CONDITIONS ' In general, stiff to dense Alderwood gravelly sandy loam(silty sand with gravel)was observed throughout the site. Vashon Stade glacial till material (gravelly sand with silt) was observed below the Alderwood material. Specific ' soils information is contained in the following "Soil Log" section of the report. Depth to competent soil is approximately 6 to 18 inches throughout the proposed building location. Up to 12 inches of crushed fill material covers the southern edge of the access driveway. No structural elements will be founded on the crushed fill material without proper compaction. Groundwater was not observed or encountered in test pits or along slope faces. Groundwater seepage or springs were not observed along the offsite slopes,see photo below. Proposed Garage Location ' SOIL LOG Soil Log 1 (SL-1)—Western Slope Surface Well vegetated ' 0"—2" Leaves and needles ' 2"— 16" Dark reddish brown (5YR3/4), silty sandy gravel, dry, roots, well graded, firm to dense, massive, sub-round to round gravels up to 6 inches,minor iron stains 16"—32" Reddish brown (2.5YR5/4), gravelly sand with silt, dry, roots,well graded, dense, massive,round gravels up to 10 inches 32"-72" Gray (5YR5/1), gravelly sand with silt, dry, well graded, very dense, well cemented, massive, sub-round to round gravels up to 8 inches 407-0559 10011 Blomberg Street SW,Olympia,WA 98512 12 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEoTEcHNicAL TESTING LABORATORY RECOMMENDATIONS FOR SUITABILITY OF ONSITE SOILS AS FILL ' Onsite soils may be considered for use as structural fill if industry standards are satisfied. Fill material requirements are found on page 9-31 of the WSDOT Standard Specifications 2006. In general, the native soils (sand, silt, and gravel) encountered on the site must have less than 10 percent fines (material passing the US No. ' 200 sieve) to be suitable for use as structural fill. Laboratory analysis of the onsite material indicates that the onsite material (see photos below) sampled may be used as structural fill (gravel base). See the laboratory results in the Appendix. & Onsite Material SHEAR METHOD A collected grab sample was tested to determine shear angle and cohesion. Results of the shear test are listed below. The standard method of test was method AASHTO T 236-92, Direct Shear Test of Soils Under t Consolidated Drained Conditions. Specifically,the disturbed sample is remolded into the shear box. A computer records the test readings. The data file is imported into Excel. The three peak strengths were hand picked by choosing, from the individual trials, the break point of the curve. Utilizing the concepts of the Mohr circle ' analysis,the maximum shear stress is plotted against the normal stress. A line is drawn to"best fit"the peak data points. The shear angle is the measured angle of the "best fit" line relative to the abscissa. The cohesion is determined by the intersection of the "best fit" line and the ordinate. See the shear related figures in the ' Appendix. Native soil density was determined by the Bulk Density test method (ASTM C-29/C-29M-97 (2003)). The upper soil material was detennined to have a dry density of 129 pcf. ' The sample was determined to have the following characteristics: Unit weight 129 pcf ' Cohesion 200 psf Shear angle 38° ' Terza hg i Equation Based on our laboratory testing conducted on the sample of material collected from subject site, we have ' calculated the theoretical ultimate bearing capacity. The following Terzaghi formula calculates the ultimate bearing capacity. Using the Figure 6.3,page 173 by Prakash,the bearing capacity factors are determined from the shear angle. Using a factor of safety of three (3), the theoretical maximum bearing capacity is equal to 3700 psf ' using a shear angle of 38°. See the following spreadsheet calculation. The IBC (Table 1804.2) lists the allowable foundation pressure as 2,000 psf for a gravel with sand and silt(GM-GC). 407-0559 10011 Blomberg Street SW,Olympia, WA 98512 13 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY ' Terzaghi Equation is given by the following formula: ' Qd=B(cN,+yDfNq+ %z yBNy) ' c Nc Y Df Nq 0.5 Y B Ny 1 56 127 1 40 0.5 127 2 48 Ultimate Bearing Capacity is: 11232 Using a Factor of Safety of 3 3744 c=unit cohesion 1 Y=soil density 127 B=footing width 2 D(f)=depth of footing 1 N(c) =bearing capacity factor 56 N(q)=bearing capacity factor 40 N(Y)=bearing capacity factor 48 ' SLOPE STABILITY AND ANALYSIS ' In general,the undisturbed native soils of the site consist of a mixture of variable amounts of sand, silt, and gravel. These soil materials are in a dense and cemented condition except where they have been disturbed by weathering activity. No evidence of active erosion was observed onsite at the time of our investigation. Instability of this ' nature is typically confined to the upper weathered or disturbed zone, which has been disturbed and has a lower strength. Raveling and sloughing were not observed onsite or along the surrounding offsite slopes. ' As previously discussed, weathering, erosion, and the resultant surficial sloughing and landsliding are natural processes that affect slope areas. Significant weathering typically occurs in the upper 2 to 3 feet and is the result of oxidation, root penetration,wet/dry cycles and freeze/thaw cycles. Over excavation may be necessary to ensure the removal of deleterious material. These processes can be managed and the risk reduced through proper construction of the residence. Erosion control recommendations in the slope and buffer areas are provided in the "Building Setback"and"Erosion Control"sections of this report. ' Excavation and back-filling will occur based on appropriate engineering and earthwork recommendations found in the following"Earthwork" section. Grading in the building portion of the site should be conducted in accordance with geotechnical recommendations provided herein. ' Resources b Rogers and Walsh detailing faults in the Puget Sound were reviewed. No known faults are mapped Y g g g PP ' in the vicinity of the subject site. Slope stability was modeled using the GeoStudio 2004 program (version 6.20) in both static and dynamic conditions (ca = 0.15). Factors of safety were determined using Bishop's, Janbu, and the Morgenstern-Price ' methods. The site was modeled using a layer of sandy gravel with silt over cemented glacial till (see Figure 4 Cross-section). The upper material was determined to have a unit weight of 127 pcf, cohesion of 200 psf, and a shear angle (�) of 38' (see Appendix for shear test results). The cemented material was assumed to have a unit ' weight of 132 pcf, cohesion of 200 psf, and a shear angle (0) of 42°. Since groundwater seepage was not observed, the site was modeled using "dry" or unsaturated conditions. The footings will be founded on undisturbed and unyielding native material;hence,the surficial material was not used in the slope models. #07-0559 10011 Blomberg Street SW,Olympia, WA 98512 14 Phone#: (360) 754-4612 Fax#: (360) 754-4848 1 GEOTECHNICAL TESTING LABORATORY Under static conditions, the slopes remained stable to deep-seated and shallow failure. See Figure 4 for the cross- section. The static factor of safety is equal to 2.55 for section "A." Under dynamic loading, the 3328 computations demonstrated that the slopes are not susceptible to surficial raveling or large deep-seated failure. The following figure illustrates the moment factor of safety for section -A" under the existing conditions. The critical slip surface factor of safety is equal to 1.89 for section "A." Mason County code requires a dynamic factor of safety to be at least 1.1 at the proposed building location. The following figure exhibits the need for a building setback of 20-feet from the crest of the steep slopes. All foundation elements shall be constructed on native material or engineered fill material. The proposed building location meets the previous requirements. • • Currier Site -- Section A ' ' +.' • 1.89 .. • :• p♦ • • 1 • 260 Proposed Building •a �o • t � Lacatia Setback ` ••. ��� • 240 Description:Sandy Grave • Wt129 Cohesion,200 o Phi:38 +-• 230 M Description:Glacial Till UVt'I 32 ' (D 220 Cohesion 300 W 'Phi:42 210 200 ' 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Distance (ft) . #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 15 Phone#: (360) 754-4612 Fax#: (360) 754-4848 1 ' GEorEcHNicAL TESTING LABORATORY ' RECOMMENDATIONS FOR BUILDING SETBACK ' The building setback may be measured from the bottom of the footing to the face of the steep slope in accordance with the International Building Code ' (1805.3.1), see figure to right. As previously discussed, weathering, erosion and the resultant surficial sloughing and shallow ' landsliding are natural processes that affect slope areas. Slumping, sloughing, and raveling were not s``�'`"� ' observed onsite or offsite. To manage and reduce the potential for these natural processes, we recommend the following: ' ➢ No drainage of concentrated surface water or significant sheet flow onto the sloped areas. ➢ No filling within the setback zone. ' LIQUEFACTION HAZARD The surrounding undisturbed slopes are well vegetated. Springs and seeps were not observed along the adjacent t slope faces. The local well logs were unavailable for the surrounding area; we conclude the groundwater is greater than 40 feet below the ground surface. Shaking of the already dense glacial till is not apt to produce a denser configuration and subsequently excess pore water pressures are not likely to be produced. Lacking shallow groundwater, the mixed material (gravels, sands, and silts) is well graded and cemented and is not a likely candidate for liquefaction concerns. Grain-size analyses ' are found in the Appendix. Based on our review of the subsurface conditions, we conclude that the site soils are only mildly susceptible to liquefaction. The following geologic excerpts are for the educational purposes of the client and not necessarily for the review staff at Mason County. ' The Liquefaction Susceptibility Map of Mason County, Washington by Palmer, Magsino, Poelstra, Bilderback, Folger,and Niggemann(September 2004)maps the site area as having a very low liquefaction potential. ' The Site Class Map of Mason County, Washington by Palmer, Magsino, Bilderback, Poelstra, Folger, and Niggemann(September 2004)maps the site area as site class C. Site class C is a very stiff soil or soft rock. ' SEISMIC HAZARD ' According to the Seismic Zone Map of the United States contained in the 2006 International Building Code(IBC), the project site is located where the maximum spectral response acceleration is 45 percent of gravity(g). Based on the subsurface conditions observed at the site,we interpret the site conditions to correspond to a seismic ' Soil Profile Type D, for Stiff Soil, as defined by Table 1613.5.2 (IBC). This is based on probing with a ''/s-inch diameter steel probe rod. The shallow soil conditions were assumed to be representative for the site conditions beyond the depths explored. 1 ' #07-0559 10011 Blomberg Street SW,Olympia, WA 98512 16 Phone#: (360) 754-4612 Fax#: (360)754-4848 1 GEOTECHNicAL TESTING ]LABORATORY ORECOMMENDATIONS FOR EROSION CONTROL Active surface erosion was not observed on or surrounding the subject site. Evidence of ponding was not observed onsite. It is our opinion that the potential erosion hazard of the site is not a limiting factor for the proposed development. Removal of natural vegetation should be minimized and limited to the active construction areas. Yard landscaping around the garage is permissible, but understory growth on the slopes should be encouraged as much as possible as a deterrent to erosion. Hazard trees located on steep slopes may be removed only if the stumps remain to deter erosion. We recommend a 5-foot buffer of undisturbed vegetation surrounding the landslide hazard area. This buffer is not in addition to the building setback. Temporary and permanent erosion control measures should be implemented and maintained during construction and/or as soon as practical thereafter to limit the additional influx of water to exposed areas and protect potential receiving waters. Erosion control measures should include, but not be limited to, silt fences, berms, and swales with ground cover/protection in exposed areas. Typical erosion control notes and a silt fence detail are included on Figure 2 Site Plan. Any re-contouring of the site will create a need for erosion control measures as recommended above. EARTHWORK RECOMMENDATIONS FOR SITE PREPARATION All areas to be excavated should be cleared of deleterious matter including any existing structures, debris, duff, and vegetation. Based on our observations, we estimate that stripping on the order of 6 to 18 inches will be necessary to remove the root zone and surficial soils containing organics. Areas with deeper, unsuitable organics should be expected in the vicinity of depressions or heavy vegetation. Stripping depths of up to 3 feet may occur in these areas. These materials may be stockpiled and later used for erosion control and landscaping. Surficial material that cannot be used for landscaping or erosion control should be removed from the project site. No foundation elements shall be constructed on"untested"fill material. Where placement of fill material is required, the exposed subgrade areas should be proof-rolled to a firm and 1 unyielding surface prior to placement of any fill. We recommend that trees be removed with the roots, unless located on a slope. Excavations for tree stump removal in any building area should be backfilled with structural fill,compacted to the density requirements described in the"Structural Fill"section of this report. ' If structural fill is needed, we recommend that a member of our staff evaluate the exposed subgrade conditions after removal of vegetation and topsoil stripping is completed. ' Any soft, loose or otherwise unsuitable areas delineated during foundation preparation or probing should be compacted, if practical, or over-excavated and replaced with structural fill, based on the recommendations of our ' report. 1 ' #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 17 Phone#: (360)754-4612 Fax#: (360)754-4848 D GEOT EcHNicA L TESTING LABORATORY DRECOMMENDATIONS FOR STRUCTURAL FILL Pq All fill material should be placed as structural fill. The structural fill should be placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of each lift. Fill should be compacted to at least 90 percent of MDD (maximum dry density as determined in accordance with ASTM D-1557) to within 2 feet of subgrade and 95 percent MDD in the upper 2 feet. The appropriate lift thickness will depend on the fill characteristics and compaction equipment used. We w recommend that the appropriate lift thickness be evaluated by our field representative during construction. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing No. 200 sieve) increases, soil becomes increasingly sensitive to small Jchanges in moisture content and adequate compaction becomes more difficult to achieve. During wet weather,we recommend the use of well-graded sand and gravel with less than 9 percent (by weight) passing the No. 200 sieve based on that fraction passing the 3/4-inch sieve. Material placed for structural fill should be free of debris, organic matter, trash, and cobbles greater than 6 inches in diameter. The moisture content of the fill material should be adjusted as necessary for proper compaction. RECOMMENDATIONS FOR CUT AND FILL SLOPES All job site safety issues and precautions are the responsibility of the contractor providing services and/or work. The following cut/fill slope guidelines are provided for planning purposes. Temporary cut slopes will likely be necessary during grading operations. As a general guide, temporary slopes of 1.5 to 1 (horizontal to vertical) or flatter may be used for temporary cuts in the upper 3 to 4 feet of the glacially consolidated soils that are weathered to a loose/medium-dense condition. Temporary slopes of 1 to 1 or flatter may be used in the unweathered dense to very dense sands and gravel. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the slope and that significant seepage is not present on the slope face (due to recent rain events). Flatter cut slopes will be necessary where significant raveling or seepage occurs. Surface drainage should be directed away from all slope faces. Straw, hay, or jute matting shall be used to cover the exposed soils until permanent vegetation is established. All slopes should be seeded as soon as practical to facilitate the development of a protective vegetative cover or otherwise protected. ' RECOMMENDATIONS FOR FOUNDATION SUPPORT Where foundation elements are located near slopes between 5 and 30 percent, the footings should be located a minimum of 2 times the footing width from the slope face(horizontally), and founded in medium dense or denser native soils or properly prepared structural fill. We recommend a minimum width for isolated and continuous wall footings to meet IBC 2006. Footings founded as described above can be designed using an allowable soil bearing capacity of 2,000 psf(pounds per square foot) for combined dead and long-term live loads in areas of medium dense to dense soils. The weight of the footing and any overlying backfill may be neglected. The allowable bearing value may be increased by one-third for transient loads such as those induced by seismic events or wind loads. 407-0559 10011 Blomberg Street SW,Olympia,WA 98512 18 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY 1 Lateral loads may be resisted by friction on the bases of footings and floor slabs and as passive pressure on the ' sides of footings. We recommend that an allowable coefficient of friction of 0.40 be used to calculate friction between the concrete and the underlying soil. Active pressure may be determined using an allowable equivalent fluid density of 150 pcf(pounds per cubic foot). We estimate that settlements of footings designed and constructed as recommended will be less than 1 inch, for the anticipated load conditions, with differential settlements between comparably loaded footings of '/2 inch or less. Most of the settlements should occur essentially as loads are being applied. However, disturbance of the foundation subgrade during construction could result in larger settlements than predicted. RECOMMENDATIONS FOR FLOOR SLAB SUPPORT Slabs-on-grade should be supported on medium dense or dense native soils or on structural fill prepared as described in the"Structural Fill" section of this report. We recommend that floor slabs be directly underlain by a synthetic vapor barrier. Below the synthetic vapor barrier, we recommend a minimum 6-inch thickness of coarse sand and/or gravel containing less than 5 percent fines (by weight). The drainage material should be placed and compacted to an unyielding condition. eA synthetic vapor barrier must be used for the control of moisture migration through the slab, particularly where adhesives are used to anchor carpet or tile to the slab. A thin layer of sand may be placed over the vapor barrier ' and immediately below the slab to protect the liner during steel and/or concrete placement. The lack of a vapor barrier could result in wet spots on the slab, particularly in storage areas. RECOMMENDATIONS FOR RETAINING WALLS Retaining walls may be utilized on the sloping portion of the site to retain fill material. The lateral pressures *' acting on the subgrade and retaining walls will depend upon the nature and density of the soil behind the wall.. It is also dependent upon the presence or absence of hydrostatic pressure. If the adjacent exterior wall space is backfilled with clean granular, well-drained soil (washed rock), the design active pressure may be determined ' using an active pressure coefficient equal to 0.25 (Ka = 0.25). This design value assumes a level backslope and drained conditions as described below. ' Retaining walls located on or near the toe of a slope that extends up behind the wall should be designed for a lateral pressure, which includes the surcharge effects of the steep slope in proximity to the wall. Although not expected at this site,the following data is provided for planning purposes. ' For an irregular or composite slope, the equivalent slope angle may be determined by extending a line upward from the toe of the wall at an angle of 1 to 1 (Horizontal to Vertical)to a point where the line intersects the ground surface. The surcharge effects may be modeled by increasing the equivalent fluid pressure for flat ground by the ' percentage given in the following table: SLOPE INCLINATION:EQUIVALENT FLUID PRESSURE ' Slope Angle Percent Increase Equivalent Fluid Pressure Horizontal 0% 35 pcf 3H:1 V 25% 44 pcf ' 2H:l V 50% 53 pcf IH:IV 75% 61 pcf ' 407-0559 10011 Blomberg Street SW,Olympia, WA 98512 19 Phone#: (360)754-4612 Fax#: (360) 754-4848 C1fEomcmicAL TEsTiNG LABo RAT®RY If the walls are greater than 4 feet in height, exclusive of the footing, additional design considerations should be applied. Walls greater than 4 feet in height must be designed by a Professional Engineer. Positive drainage,which controls the development of hydrostatic pressure, can be accomplished by placing a zone of coarse sand and gravel behind the walls. The granular drainage material should contain less than 5 percent ' fines. The drainage zone should extend horizontally at least 18 inches from the back of the wall. The drainage zone should also extend from the base of the wall to within 1 foot of the top of the wall. The drainage zone should be compacted to approximately 90 percent of the MDD. Over compaction should be avoided as this can lead to excessive lateral pressures. 1 A perforated PVC pipe with a minimum diameter of 4 inches should be placed in the drainage zone along the base 1 of the wall to direct accumulated water to an appropriate discharge location. We recommend that a non-woven geotextile filter fabric be placed between the drainage material and the remaining wall backfill to reduce silt migration into the drainage zone. The infiltration of silt into the drainage zone can, with time,reduce the permeability of the granular material. The filter fabric should be placed in such a way that it fully separates the drainage material and the backfill, and 1 should be extended over the top of the drainage zone. Lateral loads may be resisted by friction on the bases of footings and as passive pressure on the sides of footings and the buried portions of the wall. We recommend that an allowable coefficient of friction of 0.40 be used to calculate friction between the concrete and the underlying soil. Mason County has provided a prescribed retaining wall design that may be used for non-bulkhead retaining walls less than 4 feet in height. 1 1 1 1 1 1 D #07-0559 10011 Blomberg Street SW,Olympia, WA 98512 20 Phone#: (360) 754-4612 Fax#: (360)754-4848 a GwTECHWAL TESTING LABORATORY MASON COUNTY PRESCRIBED WALL DESIGN MASON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Mason Courty Bldg.III.426 West Cedw Street ' PO Box 18C.Shetor..'NA M84 www.00.mason.waus (36D)42741670 Belfar(36D;.27`_-4487 Elrta;-VC482-526? 1 UPLANDPrescriptive CONCRETE! DESIGN STANDARDS DO NOT APPLY TO SHORELINE EROSION CONTROL BULKHEADS 1 -.: 1 1a .PCF Slope less than or equa to 1:1 6-M� v-� � il - 1 1 1 1 - S'BARS 1 �-R1;w COAT" 1 1 1 1 —r lIIrlMelel'$ 1 1 1 I.0 CRAWS fIARS AT12 QCGROUND 1 1 I I 1 I I y�jft 4-F-1— '^Irei?'Hirt t 1 1 1 I 1 I I r FocMge it'al Ce -4r •�W KEY pucea ar. USE 2Lh 'Tn rase KNOCKOUT ELFYATIOIJ ELII NOTE SECTK)N g`ACMIG OF S-84RS IS BPPROA �9ATE,USE T1iMAR N14BER Cf Bk%AM SR9 E11�v w,7'Cpvs? H B T V LU1Ri F•f FT-il Y -M&8*f iim MNCr16 emote Lal m f M eriaus LwPetMw E a-3 •J 3X tfr 7 '•mac' t.? ')' T-•7 �•. 3•!' t_ •3t et J 3H ur i. 3-r tz, ! i E-C 2A 3.7' Sr s-Y c•J s-r ti 3r t ::.t ' 407-0559 10011 Blomberg Street SW,Olympia, WA 98512 Phone#: (360) 754-4612 Fax#: (360)754-4848 1 C 'i O TECHNtCAL TESTING LABORATORY Prescriptive Concrete Retaining Wall ..NoT APPLY To SHoRJELmF_ Height.,Maximum Fight Feet Upland concrete retaining walls installed in accordance with the prescriptive design shown on the reverse side need not be designed by an engineer unless the NFason County Building Dept.determines special conditions exist_ Any retaining wall exceeding eight feet in height or varying from the prescriptive design requires an engineered design. Location of Retaining Wail Retaining walls must only be placed against stable slopes, consisting of firm,undisturbed soil. Drainage must be provided as shown with a 4`perforated drain pipe or 2`weep holes spaced not less than 12 feet on center. No surcharge load,such as a building or driveway; may be placed on the retaining wall or within a distance equal to the vertical height of the retaining wall unless an engineered design is prepared for the additions, load. Ground Surface Above Retaining Wall The ground surface above the retaining wail shall be less than or equal to 1 A (i.e_ 1-foot vertical to 1-foot horizontal). Retaining Wall Placement ' The top of the footing for the retaining wall must be set a mininmunm of 12 inches below grade. The footing and wall dimensions shall not be less than outlined in the retaining wale chart. The footing shall be pieced on firm,undisturbed earth. ' Drainage A minimum of 12 inches of washed granular drainage material shall be placed between the undisturbed soil and tie retaining wall- The drainage materials must be composed of grave!with 1-inch particle sizes. Two-inch weep holes shall be located approximately 6-inches above grade, below the granular ' drainage material, spaced not less than 12-feet on enter. At the base of the wal I. a perforated dram pipe,with at least a four4nch dianmeter,shall be installed within the drainage materials. The drain pipe must drain to a point of discharge,approved by Mason County. ' inspections Prior to the placement of concrete,the builder must schedule an inspection of the formwork and reinforcement placement for the retaining wail footing_ During the first inspection,the inspector will verify the soil condition,footing dimensions,footing reinforcement-and footing placement as well as the provisions for drainage. At the next inspection,the inspector shal.verify the wall dimensions and reinforcement prior to the wall pour. A.fina inspection must be performed once all work is complete. To schedule an inspection tail the Mason County 24-hour recorded inspection request ine at(360)427- 7262. Inspections can also be requested online at: Www.co.mason.wa.us or by fax at(360)427-7798 When requestrnng an inspection please provide the following infarmatror 11 Name on permit 2)type of inspection 3)Permit number 4)Site Address 5)Type of permit 6) Date inspection requested and 7) Name and phone number of caller- #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 22 Phone#: (360)754-4612 Fax#: (360) 754-4848 1 1 GEOTECHNICAL TESTING LABORATORY a RECOMMENDATIONS FOR RETAINING WALL ALTERNATIVES Typically, block wall systems are more cost effective for long-term walls than the other options. Specific design criteria for these options can be provided at your request by the block manufacturers. RECOMMENDATIONS FOR SITE DRAINAGE All ground surfaces, pavements and sidewalks should be sloped away from the residence and associated structures. Surface water runoff should be controlled by a system of curbs, berms, drainage swales, and/or catch basins and tight-lined into the appropriate drainage facilities. We recommend that conventional roof drains be installed. Due to the proposed foundation design, footing drains shall be installed for the proposed structure. The roof drain should not be connected to the footing drain. For footing drains,the drain invert should be below the bottom of the footing. Typical drainage control measures are included on Figure 3. Onsite irrigation to lawn ' areas shall be closely monitored. We recommend additional testing occur at the proposed infiltration location. Either a double ring infiltrometer or ' a grain-size calculation will determine the permeability of the onsite material. SEPTIC IMPACT ' The existing septic drainfield is located in the central portion of the site. Chapter 246-272-09501 of the Washington Administrative Code requires a minimal horizontal separation between septic drainfields and various facilities. The existing drainfield is located over 50 feet from the landslide hazards area and on the opposite site of the proposed building location. We conclude the slope stability of the site will not be adversely impacted by the proposed structure and the existing septic drainfield will not adversely impact the proposed structure. ' CONCLUSIONS AND RECOMMENDATIONS GENERAL ' Based on the results of our site reconnaissance, subsurface observations, geological assessment, and our experience in the area, it is our opinion that the site is suitable for the proposed garage. The proposed building location is stable relative to deep-seated instability and will not be affected by the proposed structure. The proposed structure will not undermine offsite slopes. Proper drainage control measures will reduce or eliminate the potential for erosion in this area and improve slope stability. 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 the project will cause no significant environmental impact for the life of the project. 1 If tested and confirmed, the onsite soils may be suitable for use as structural fill material. Saturated soil conditions may be associated with these soils during or following extended periods of rainfall. However, to reduce grading time and construction costs, we recommend that earthwork be undertaken during favorable ' weather conditions. Conventional construction equipment may be utilized for work at the site. Conventional spread footings may be utilized at the site for support of the structure. We do recommend that roof and footing drains be installed for the ' structure with conventional spread footings. A vapor barrier is recommended for all slab-on-grades. 1 407-0559 10011 Blomberg Street SW,Olympia, WA 98512 23 Phone#: (360)754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY ' Conventional spread and continuous wall footings appear to be the most suitable type of foundation for the support of the proposed structure. REPORT LIMITATIONS AND GUIDELINES FOR USE We have prepared this report for the exclusive use of Gene Currier and his authorized agents for the proposed garage in Mason County, Washington. Site inspections, research, and mapping have culminated in this report. This report is intended to meet the requirements of the Mason County Critical Areas Ordinance. This report does not specify setbacks for: line-of-sight setbacks, FWHCA setbacks, eagle tree setbacks, wetland setbacks, or property line setbacks. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this ' report was prepared. No warranty or other conditions,expressed or implied, should be understood. CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION PROJECTS Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to onsite personnel and to adjacent properties. 1 READ THESE PROVISIONS CLOSELY Some clients, design professionals, and contractors may not recognize that the geoscience practices(geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. Geotechnical Testing Laboratory includes these explanatory "limitations"provisions in our reports to help reduce such risks. Please confer with Geotechnical Testing Laboratory if you are unclear how these"Report Limitations and Guidelines for Use"apply to your project or site. GEOTECHNICAL,GEOLOGIC,AND ENVIRONMENTAL REPORTS SHOULD NOT BE INTERCHANGED ' The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, geotechnical engineering or geologic reporting does not usually relate any environmental findings, conclusions or recommendations; e.g., rR about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, Li environmental reports are not used to address geotechnical or geologic concerns regarding a specific project. 1 #07-0559 10011 Blomberg Street SW,Olympia,WA 98512 24 Phone##: (360)754-4612 Fax#: (360) 7544848 A w GEOTECHNICA L TESTING LABORATORY ORAP" REFERENCES ' MAPS ' DeLorme 3-D TopoQuads(2002),Source Data USGS,Yarmouth,Maine. Dragovich, Logan, Walsh, and Schasse(2002), Geological Map of Washington-Northwest Quadrant(Geological Map GM- 50),published by Washington State Department of Natural Resources. 1 Logan(2003), Geologic Map of the Shelton 1:100,000 Quadrangle, Washington;(Open file report 2003-15), by published by Washington State Department of Natural Resources. ' Noble and Molenaar(1970), Geologic Map of Southeastern Mason County, Washington, Water Supply Bulletin 29, Plate 1, Published by Washington State Department of Water Resources Palmer, Magsino, Poelstra, Bilderback, Folger, and Niggemann (September 2004), The Liquefaction Susceptibility Map of Mason County, Washington, published by Washington State Department of Natural Resources. 1 Palmer, Magsino, Bilderback, Poelstra, Folger, and Niggemann (September 2004), The Site Class Map of Mason County, Washington,published by Washington State Department of Natural Resources. ' Rogers, A. M., Walsh, T. I., Kockelman, W. J., and Priest, G. R. (1996), Map showing known or suspected faults with quaternary displacement in the Pacific Northwest, published by U.S. Geological Survey OFR 91441-0, Plate 1, scale 1:2,000,000. Smith, Carson (1977), Relative Slope Stability of the Southern Hood Canal Area, Washington, prepared in cooperation with the Washington Department of Natural Resources Division of Geology and Earth Resources; and, Department of the Interior United States Geological Survey. Dragovich, Logan, Walsh, and Schasse(2002), Geological Map of Washington-Northwest Quadrant(Geological Map GM- 50),published by Washington State Department of Natural Resources. Walsh (1997), The Canyon River fault, an active fault in the southern Olympic Range, Washington: Washington Geology,v. 25,no.4,p.21-24,published by U.S.Geological Survey. ' Washington State Department of Ecology (1979), Coastal Zone Atlas of Washington, Volume 9, published by Washington State Department of Ecology. PUBLICATIONS ' Ambrose(1981),Simplified Design of Building Foundations,Table 2.5,pages 48-57,published by John Wiley&Sons, Inc. ' ASTM International(2005),Annual Book of Standards 2005, Section 4, Volume 4.08,published by ASTM International,West Conshohocken,Pennsylvania. Bloom(1991),Geomorphology,published by Prentice-Hall,Inc.,Upper Saddle River,New Jersey. 1 Gallagher, Patricia M. (October 27, 2000), Passive Site Remediation for Mitigation of Liquefaction Risk, Dissertation submitted to the Faculty of the Virginia Polytechnic Institute and State University,Virginia. International Code Council, Inc.(2004),2003 International Building Code,published by International Code Council,Inc. #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 25 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY International Code Council, Inc.(2006),2006 International Building Code,published by International Code Council, Inc. Kollmorgen Instruments Corporation (1994), Munsell Soil Color Charts (1994 Revised Edition), published by Macbeth Division of Kolhnorgen Instruments Corporation,New Windsor,New York. McCarthy (1993), Essentials of Soil Mechanics and Foundations,published by Prentice-Hall, Inc., Upper Saddle River,New 1 Jersey. Moffit(1992),Surveying 9`h Edition,published by Harper Collins,New York,New York. Ness,Fowler,Parvin(1960),The Soil Survey of Mason County, Washington, USDA Soil Conservation Service, in cooperation with the United States Department of Agriculture, and Washington Agricultural Experimental Station, and the Soils Conservation Service. 1 Parks, Neal, Koloski, Laprade, Molinari, Butler, and Lorentson (November 2006), Guidelines for Preparing Engineering Geology Reports in Washington, published by Washington State Geologist Licensing Board,Olympia, Washington. Prakash(1981),Soil Dynamics,Figure 6.3,page 173,published by McGraw-Hill, Inc. Sowers(1979),Introductory Soil Mechanics and Foundations: Geotechnical Engineering,Table 10:4,page 472, published by Macmillan Publishing Co.,Inc. Washington State Department of Transportation(WSDOT)(2005),Standard Specifications for Road, Bridge, and Municipal Construction 2006 M41-10,prepared by WSDOT Engineering Publications,P.O.Box 47408,Olympia, Washington. WEBSITES Mason County Government Information Services (http://www.co.mason.wa.us) ' Mason County Codes,Ordinances,and Regulations (http://www.co.mason.wa.us/code) ' Puget Sound Lidar Consortium (http://pugetsoundlidar.ess.washington.edu/lidardata/index.html) t Slope Stabilization Erosion Control Using Vegetation A Manual of Practice for Coastal Bluff (http://www.ecy.wa.gov/biblio/9330.html) Vegetation Management Guide for Puget Sound Bluff Property Owners (http://www.ecy.wa.gov/biblio/9331.html) United States Department of Agriculture Natural Resource Conservation Service ' (http://soildatamart.nres.usda.gov) Washington Administrative Code (http://apps.leg.wa.gov/wac/) Washington Department of Ecology (http://apps.ecy.wa.gov/welllog) ' (https://fortress.wa.gov/ecy/coastalatlas/viewer.htm) ' #07-0559 10011 Blomberg Street SW,Olympia, WA 98512 26 Phone#: (360)754-4612 Fax#: (360)754-4848 1 ' GEOTECHNicA .r TESTING LABORATORY 1 APPENDIX 1 1 1 1 907-0559 10011 Blomberg Street SW,Olympia,WA 98512 27 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNIcAL TESTING LABORATORY . , i, ' ADDITIONAL SITE PHOTOS ` ki��- llMM Y% Offsite to West of Old Borrow Pit,Note the Garage Near the Toe 4� r . rIf dProposed Garage Location f•. Offsite Southerno1" Blomberg ' • • LABORATORY RESULTS U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 6 4 3 11/, % % ? #4 10 16 20 30 40 50 100 200 0% ' \ \ 90% 10% 80% 20% ' \ r 70% 30% m \ s 60% `` 40% T \ ' of 50% \ ` 50% c 40% \\ `` 60% a of 30% \ ` ` 70% . 20% �' 80% 10% 90% 0% 100°/0 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Gravels Sands Cobbles Silts Eays Coarse Fine Coarse Medium I inc Date: 09/13/07 Dill_0.12 Classification %Gravel Sample#: 1317 D30=0.99 GP-GM,Poorly graded Gravel with Silt and Sand 51.82% Sample m: Gravel with Silt and Sand D60=8.65 Specifications %Sand Source: S12 Cc=0.96 WSDOT 9-03.10 Gravel Base 40.88% Project: Currier,Gene Cu=73.30 %Moisture: 16.7% %Silt&Clay ' Client. Currier,Gene Liquid Limit--0.00 Dust Ratio= 7.30% ASTM: C-33 Plastic Limit--0.00 Fineness Modulus Sample Meets Specs Depth: 20" Plasticity Index--0.00 4.91 Yes ' Coarse Actual Interpolatedvines Actual Interpolated Section Cumulative Cumulative Section Cumulative Cumulative Sieve Size Percent Percent Specs Specs Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min US Metric Passing Passing Max Min 6,00" 150,00 100.0% #4 4.750 48.2% 48.2% 100.0% 221 ' 4.00" 100.00 100.0% #8 2.360 38.5% 38.5% 3.00" 75.00 100.0% 100.0% #10 2.000 36.5% 2.50" 63.00 96.6% #16 1.180 31.8% 31.8% 2.00" 50.00 92.9% 92.9% 100,09/6 75.0% 420 0:850 28.6% ' 1.75" 45.00 92.0% #30 0,600 26.2% 26.2% 1.50" 37.50 90.7% #40 0.425 21.8% 1.25" 31.50 89.7% #50 0.300 18.7% 18.7% 1.001, 25.00 88.6% 88.6% 960 0,250 16.5% ' 7/8" 22.40 85.0% #80 0.180 13.3% 3/4" 19.00 80.3% 80.3% #100 0.150 12.0% 12.0% 5/8" 16.00 75.3% #140 0.106 9.2% 1/2" 12.50 69.5% 69.5% #170 0.090 8.2% ' 3/8" 9.50 62.6% 62.6% #200 0.075 7.3% 7.3% 10.0% 0 i i" 1/4" 6.30 52.9% #270 0.053 Copyright Spears Engineenng&Technical Services PS,1996-2004 1 ' #07-0559 10011 Blomberg Street SW,Olympia, WA 98512 �q Phone#: (360)754-4612 Fax#: (360) 754-4848 1 GEOTECHNICAL TESTING LABORATORY U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% /. % %0 20 6 4 3 1' '/. ? #4 10 16 20 30 40 50 100 200 0 _ 90% 10% 80% 20% 15 70% ` 30% 60% `` 40% ' rn 50% ` 50% c � 40% ` 60% 0 30% `` 70% 1 ` 10% 90% ' 0% 100% 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters ' Cobbles Gravels Sands Silts Clays Coarse Fine Coarse Medium I Fine Date: 0 /07 Dlt,= 0.13 Classification /o Gravel Sample#: 1318 D30=4.02 GW-GC,Well-graded Gravel with Silty Clay and Sa 68.05% Sample ID:Gravel with Silt and Sand D60=63.27 Specifications %Sand Source: Sl I Cc= 1.91 WSDOT 9-03.10 Gravel Base 25.01% Project: Currier,Gene CU=474.80 %Moisture: 0.9% %Silt&Clay Client: Currier,Gene Liquid Limit--0.00 Dust Ratio-- 6.94% ASTM: C-33 Plastic Limit--0.00 Fineness Modulus Sample Meets Specs Depth: 36" Plasticity Index--0.00 6.58 No ' Coarse Actual InterpolatedFlues Actual Interpolated Section Cumulative Cumulative Section Cumulative Cumulative Steve Size Percent Percent Specs Specs Sieve Size Percent Percent Specs Spec US Metric Passing Passing Max Min US Metric Passing Passing Max Min ' 6.00" I50.00 100.0% #4 4.750 32.0% 32.0% 100.0% 22.0% 4.00" 100.00 100.0% #8 2.360 25.6% 25.6% 3.00" 75.00 79.9% 79.9% #10 2.000 24.2% 2.50" 63.00 59.5% 59.5% #16 1.180 20.9% 20.9% 2,00" 50.00 56.7% 100.0% 75.0% #20 0.850 19.1% ' 1,75" 45.00 55.6% #30 0.600 17.8% 17.8% 1.50" 37.50 54.0% #40 0.425 15.9% 1.25" 31.50 52.6% #50 0.300 14.6% 14,6% 1.00" 25.00 51.2% 51.2% #60 0.250 13.4% ' 7/8" 22.40 49.3% #80 0.180 11.6% 3/4" 19.00 46.7% 46.7% #100 0.150 10.9% 10.9% 5/8" 16.00 44.8% #140 0.106 8.6% 1/2" 12.50 42.7% 42.7% #170 0.090 7.7% ' 3/8" 9.50 39.7% 39.7% 4200 0.075 6.9% 6.9% 10.0% 0.0°'o 1/4" 6.30 34.5% #270 0.053 Copyright Spears Engineering&Technical Services PS,1996-2004 Fall �1 #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 30 Phone#: (360) 754-4612 Fax#: (360) 754-4848 SHEAR RESULTS Peak Shear Stress vs. Normal Stress 3000 Shear= 38 ° 2500 ' 2000 N C U) N N 1500 d t M m a 1000 -All-1/4 ton 50) +1/2 ton Cohesion = -0-1 ton 200 psf 0 0 500 1000 1500 2000 2500 3000 Normal Stress(psf) #07-0559 10011 Blomberg Street SW, Olympia, WA 98512 31 '� Phone#: (360) 754-4612 Fax#: (360)754-4848 1 FIGURE 1 VICINITY MAP zsf�d , r�r _ soot RD-jo 1.207 if '�• s V ! � c r� or Wi?1l7 �—, . �/' Ramp u u r •-fie t' ' 1 CY°vrtlV�r. 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ZZ0 D 1/2 INCH MINIMUM DIAMETER STEEL ROD (STRAP)CLAMPED SECURELY TO PIPE CORRUGATED TIGHTLINE 4 INCH MINIMUM,6 INCH SUGGESTED .-r;�,t.,•Y, stet�+�! ]:w�<:;:R:. ..`:'. o.F .. _, .:,...., Wtt ��%,2+• -a��::.wti is':.a: ti...:~,.ai ♦.Sa�'tt�^1`S r�,- .y!. '.-'f:!ti», .),�•.r?!a -a s .{.:.:4 f'::.^.b,..,:,�.=y vvF:r'ti'aa,,:•'. �i:^. �Y'. r�.J:f���v.,�� .�. .•Y:"i.��J'.,`.�•:�-'a.^,r::. ...iv�^.'✓'.a.i"�\.tea ::I` �.a'a.\ .`..'r,�;:� ^ .2:.-V I•;fa! '..t.4`C^�2.v• . ••'a: .:;ate+ :• ;.a._1' ::y �,`,: ' - .1^er�:...'v'TY T7r�Fi4ie :�aa�ti,.::; •:�:.^„v— 'f'1\•,'Pt.,�l Via: TIGHTLINE ANCHORED WITH TWO, 3 FOOT REBAR LENGTHS OR BOLTS. FLARE END SECTION QUARRY SPALL ' •.: .. _ :sc`iu T't OR ENERGY r DISPERSION DEVICE tt' 'x ak : : , GRASS-LINED SWALE SHOULD BE A MINIMUM ONE FOOT WIDE AT THE BOTTOM AND ONE FOOT DEEP WITH A MAXIMUM SLOPE OF 5 PERCENT. MINIMUM 4 FEET LEVEL SECTION GEOTEXTILE FABRIC Geotechnical Testing Laboratory Geotechnical Services 10011 Blomberg St.SW QaQC Services Olympia,WA 98512 FIGURE 3 Testing Services Fax:(360)7 72 5-4848 Not to scale DRAINAGE DETAILS CROSS-SECTION A (NORTH-SOUTH) i BUILDING 260 5% SLOPE SETBACK >20 FEET PROPOSED l 250 ....B.UI.L.DI.NG LOCATION LANDSLIDE 240 GRAVEL Fits HAZARD W/SILT w SAND - 230 W/SIT RAVEL AREA 0 86% SLOPE 220 GLA TILL 210 0 50 100 150 Geotechnical Testing Laboratory Geotechnical Services 10011 Blomberg St SW FIGURE 4 QA/QC Services Olympia,WA 98512 Phone:(360)754-4612 Testing Services Fax(360)754-4848 SCALE CROSS-SECTION i GEOLOGICAL ASSESSMENT 151 EAST KILMARNOCK ROAD SHELTON, WASHINGTON PREPARED FOR GENE CURRIER BY GEOTECHNICAL TESTING LABORATORY OLYMPIA, WASHINGTON APRIL 27, 2006 GEOTECHNICAL TESTING LABORATORY CONTACT INFORMATION PREPARER INFORMATION GTL PROJECT NUMBER: 06-2486-4 ADDRESS: 10011 BLOMBERG STREET SOUTHWEST OLYMPIA,WASHINGTON 98512 TELEPHONE: (360) 754-4612 FACSIMILE: (360)754-4848 EMAIL ADDRESS: GEOTESTLAB@COMCAST.NET CLIENT INFORMATION CLIENT: GENE CURRIER TELEPHONE: (360)427-3261 MAILING ADDRESS: 151 EAST KILMARNOCK ROAD SHELTON,WASHINGTON 98584 SITE ADDRESS: 151 EAST KILMARNOCK ROAD SHELTON,WASHINGTON 98584 PARCEL NUMBER: 321275400081 GPS LOCATION: N470 16.510' W1230 02.483' 10011 Blomberg Street SW, Olympia, WA 98512 2 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY SCOPE OF UNDERSTANDING GENE CURRIER 151 EAST KILMARNOCK ROAD SHELTON,WASHINGTON 98584 RE: GEOLOGICAL ASSESSMENT SITE INFORMATION: 151 EAST KILMARNOCK ROAD SHELTON,WASHINGTON 98584 GPS LOCATION: N470 16.5101 W1230 02.4831 PARCEL NUMBER: 321275400081 As per your request, we have conducted a geological assessment and analysis for the above-mentioned parcel. A site reconnaissance was performed on April 19, 2006. The results of this investigation are to be found in the following assessment. We have provided three copies for your review and distribution. Often, because of design and construction details that occur on a project, questions arise concerning soil conditions. We would be pleased to continue our role as geotechnical consultants during the project implementation. We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have any questions concerning the above items, the procedures used, or if we can be of any further assistance please call us at the phone number listed below. ti08sih/' Respectfully Submitted, f0 GEOTECHNICAL TESTING LABORATORY s Engineering Geologist �i0 827 `gam Harold Parks, L.G., L.E.G. used Geo�o Senior Engineering Geologist HAROLD PARKS 10011 Blomberg Street SW,Olympia, WA 98512 3 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY TABLE OF CONTENTS CONTACTINFORMATION ............................................................................................................................... 2 SCOPEOF UNDERSTANDING.......................................................................................................................... 3 TABLEOF CONTENTS.................................................................................................................................... 4 PURPOSE ....................................................................................................................................................... 5 SITECONDITIONS.......................................................................................................................................... 5 GEOLOGICCONDITIONS................................................................................................................................. 6 GROUNDWATERCONDITIONS........................................................................................................................ 7 DEPTHTO COMPETENT SOIL.......................................................................................................................... 7 PASTSLOPE INSTABILITY.............................................................................................................................. 8 HISTORY OF LANDSLIDE ACTIVITY................................................................................................................ 8 POTENTIAL FOR LANDSLIDE ACTIVITY.......................................................................................................... 9 RECOMMENDATIONS................................................................................................................................... 10 VICINITYMAP............................................................................................................................................. 11 10011 Blomberg Street SW, Olympia, WA 98512 4 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY PURPOSE The objective of the geological assessment is to assess the surface and subsurface conditions prevalent at the subject site according to Mason County Ordinance 17.01.100.E4. The parcel is to be developed with a garage (30 feet by 40 feet). Currently,a single-family residence with all utilities exists onsite. LK �rky Aq i v qv ,,, Proposed Gazage Location �r +f f SITE CONDITIONS The subject parcel is located 5 miles t northeast of Shelton, Washington. The site is accessed from an existing driveway off East Kilmarnock Road. The subject III site is located in an area of heavy residential development. The site is surrounded by residential parcels on the north and west, a new development to the south, and East Kilmarnock Road to the east. The building location is in proposed g the southwest portion of the site. At the proposed building location, the slope is approximately less than 5 percent. South and west of the proposed building location, the steepest portion of the site is approximately 20 percent. Offsite to the �h... west (approximately 50 feet from the proposed building location), an old gravel borrow has a slope of 100 percent. A single-family residence is set back 10 feet from the toe of this 15-foot-high slope. The proposed building location is over 50 feet from the top. The site slopes are well vegetated with plant species common to the Northwest. Erosional incision was not identified at the site. No natural slope instability was observed onsite or on the surrounding parcels. Trees are straight and vertical. No bowed trees were observed. 10011 Blomberg Street SW, Olympia, WA 98512 5 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY r. { �` Proposed Garage Location n - " r t GEOLOGIC CONDITIONS The Soil Survey of Mason County, Washington, USDA Soil Conservation Service (1960) has mapped the site soils as Alderwood gravelly sandy loam, 5 to 15 percent slopes(Ab). The survey reads, The Alderwood soils typically formed from mixed gravelly glacial till dominated by acid igneous rock. It occupies undulating to rolling moraines. In undisturbed areas a 1- to 2-inch mat of very dark brown, acid organic matter is on the surface. This grades to a thin, dark grayish-brown, highly organic mineral soil. The surface soil consists of a friable, brown, medium acid gravelly sandy loam 8 to 13 inches deep. It has a weak granular structure and contains numerous rounded shot. Below the surface soil, to depths ranging from 18 to 24 inches, is a pale-brown gravelly sandy loam that is very friable, is single grained, and contains small to moderate amounts of shot. Between this layer and the cemented till is a 3- to 10-inch layer of very pale brown gravelly sandy loam. It contains no shot and is firmer but has the same texture as the layer above. However, it is faintly to distinctly spotted and horizontally streaked with brown and yellow. The cemented till consists of light-gray, gravelly sandy loam, and it normally occurs at depths ranging from 24 to 32 inches. It is impermeable to roots and very slowly permeable to water. The first few inches is usually laminated and streaked with reddish brown and yellow. Below this, to a depth of many feet, the till is uniformly cemented,fairly uniform light gray, and medium to strongly acid. A thin mat of roots often lies over the till. The cemented substratum tends to restrict the rapid downward movement of moisture. � II 10011 Blomberg Street SW, Olympia, WA 98512 6 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY The Geologic Map of Washington — Northwest Quadrant (2002) has mapped the site geology as glacial till deposits(Qgt)of continental glacial origin. The report reads: Till— Unsorted, unstratified, highly compacted mixture of clay, silt, sand, gravel, and boulders deposited by glacial ice; may contain interbedded stratified sand, silt, and gravel. Includes part of the Vashon Drift undivided. The Geologic Map of the Shelton ]J00,000 Quadrangle, Washington, by Logan (2003) describes the site as late Wisconsinan(Pleistocene)glacial deposits. The glacial till (Qgt) is described as: Unsorted, unstratified, highly compacted mixture of clay, silt, sand, gravel, and boulders deposited by glacial ice of the Puget lobe; gray; may contain interbedded stratified sand, silt, and gravel; sand-size fraction is very angular and contains abundant polycrystalline quartz, which distinguishes this unit from alpine till; cobbles and boulders are commonly striated and (or)faceted; although unweathered almost everywhere, may contain cobbles or small boulders of deeply weathered granitic rock. The Geologic Map of Southeastern Mason County, Washington, USGS Water-Supply Bulletin 29 by Noble and Molenaar(1970)describes the site as Till. The Till(Qvt) is described as follows: Till. cobbles and course gravel in matrix of mine sand, silt, and clay. Generally a compact, unsorted mixture. Extensively underlies drift plains in thicknesses of a few feet to more than 50 feet. Poorly pervious, but has sand and gravel streaks that may yield small quantities of perched groundwater. Serves as confining aquiclude to artesian groundwater at some localities near sea level. f'- w R P � A � rt GROUNDWATER CONDITIONS Groundwater seepage was not observed at or near the proposed building location. Wetland vegetation was not observed at or near the site. Research of the local wells indicates that depth to static groundwater is deep and beyond the scope of this report. 10011 Blomberg Street SW, Olympia, WA 98512 7 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY EL Proposed Gazage Location � . `� " "� ' 3 " w;f fie:1 4t" DEPTH TO COMPETENT SOIL The proposed building location is underlain by glacially deposited till deposits. Competent soil can be expected approximately 6 to 18 inches below the existing ground surface. .k Southern Slope ''' PAST SLOPE INSTABILITY Surrounding the proposed building location, trees were found straight and vertical. No indication of past instability was discerned at or near the proposed building location. Adjoining parcels display similar signs of stability as the subject site. The old slope of the quarry (to the west) has minor erosion that is not impacting the subject site. HISTORY OF LANDSLIDE ACTIVITY Published documents and maps indicate the area is stable in regards to slope stability. At the proposed building location,the slope is compact and dense with no indication of previous landsliding. 10011 Blomberg Street SW,Olympia, WA 98512 8 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY + 4 ` i 1 i x t ro r = Proposed Garage Location 1.6 1u V V POTENTIAL FOR LANDSLIDE ACTIVITY Even though slopes approach 5 percent at the proposed building location, the potential for landslide activity is not a concern for the proposed garage. The Liquefaction Susceptibility Map of Mason County, Washington by Palmer, Magsino, Poelstra, Bilderback, Folger, and Niggemann (September 2004) maps the site area as having a very low liquefaction potential. The Site Class Map of Mason County, Washington by Palmer, Magsino, Bilderback, Poelstra, Folger, and Niggemann(September 2004) maps the site area as site class C. Site class C is a very stiff soil. Ul t' ` " a* ✓. = .,.a �. sue'-... ... .... N �a Looking North of Adjacent Property n 10011 Blomberg Street SW, Olympia, WA 98512 9 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY t T 4 ' W f.� U { y y Offsite to West of Old Borrow Pit,Note the Home Near the Toe RECOMMENDATIONS There is no evidence of soil erosion or deposition onsite to suggest that the site should be included in the Erosion Hazard Area designation. Site conditions for the proposed development do not warrant a more comprehensive Geotechnical Report. We recommend no further action is needed unless areas of concern are unearthed during construction or damage ensues from vegetation clearing. To minimize erosion and sedimentation, we recommend that vegetation remain or be cultivated in areas outside the building location. If there are any changes in the loads, grades, locations, configurations or types of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as appropriate. 10011 Blomberg Street SW, Olympia, WA 98512 10 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY VICINITY MAP DL/ 0 \+ i I J?1Z17 Yi / / TY b� Ir25/ ,� � ,� 800t Romp/ ��� ✓i; � I �, 7 .-� /.,, ,/i i�-!i'k� %��fa��' v l v�,d\��y• I � � �/ �� u�/gee �\ �a° �. wC 2327 Romp /n 4. 1-208 t \\ t ,— zt AJZ- 3 Lak Pit fft /y ' _I M d _ .f.. ire �--^�� 4 Mud J ' ea e4 -�Shelto-BaVshoin � h •4,7 "/ aaf CI b C. � Borrow h � so I . '' n •• pit .y Cn. .- as t i l aagshor =.. , 10011 Blomberg Street SW, Olympia, WA 98512 11 Phone#: (360) 754-4612 Fax#: (360) 754-4848