Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
GeoTech Report for BLD2007-00265 - BLD Engineering / Geo-tech Reports - 7/28/2000
RE CEIVED JUG. 3 1 2007 Jerome W.Morrissette&Associates Inc., P.S. MCCD - PLANNING Civil•Municipal•Geotechnical Engineering and Planning 1700 Cooper Point Road SW,#13-2, Olympia,WA 98502-1110 (360)352-9456 / FAX(360)352-9990 27 July 2007 BE KEp-T IN THE Revised 28 July 2007 (1) Top^ CcG1 F I LE Mason County—Department of Community Development- Planning r r� 1� PO Box 279 Shelton, Washington 98584 ATTENTION: Mr. Robert Fink, Planning Manager SUBJECT: Consultant Review—Geotechnical Report BLD2007-00265M—Rogers (1) Residential Development Site—Geotechnical Testing Laboratory (JWMA N07123-008) Dear Mr. Fink: Pursuant to Mason County Geo Tech Work Order BLD2007-00265, the associated Geotechnical Report was reviewed for compliance with Mason County Resource Ordinance— 17.01.100 Landslide Hazard Areas. My comments are as follows: 1. 17.01.100.13.1.Catagory a- Project site requires a Geotechnical Report as it is located within 300 ft of a native slope steeper than 40%. 2. 17.01.100.E.5(2)—The report references deep seated landslide activity, being observed to the north of the project site. A further description of the landslide feature and an approximate located(distance from the site and direction)should be included in the report, along with an opinion regarding the relative impact of this condition on the project site. 3. 17.0 1.1 OO.E.5(3)—Water well logs are referenced as the source of exploratory hole data used to evaluate the site. Locations of the wells and well logs need to be included with this report as justification of the soil parameters selected for the slope stability analyses. A peak stress vs normal stress plot is included in the report. It should be made clear in the report where the sample for this test was retrieved from and the laboratory tests performed to provide these results. If the data is representative from a similar site,this should be stated along with the rational for using the sample and tests. I recommend that the subject report be returned to the proponent for revision to achieve compliance with the referenced ordinance. Should you have any further questions or require clarification, kindly contact me at (360)352-9456. Yours very truly, J. W. MORRISSETTE&ASSOCIATES INC. P.S. KD Edward A. Wiltsie, P.E. Sr. Project Engineer/Associate Attachments RECEIVED ` JUL 3 0 MCCD - PLANNINIr Jerome W.Morrissette&Associates Inc.,P.S. Civil•Municipal s Geotechnical Engineering and Planning 1700 Cooper Point Road SW,#13-2,Olympia,WA 98502-1110 (360)352-9456 / FAX(360)352-9990 27 July 2007 Mason County—Department of Community Development- Planning PO Box 279 Shelton, Washington 98584 ATTENTION: Mr. Robert Fink, Planning Manager SUBJECT: Consultant Review—Geological Assessment BLD2007-00265M—Rogers Residential Development Site—Geotechnical Testing Laboratory (JWMA N07123-008) Dear Mr. Fink: Pursuant to Mason County Geo Tech Work Order BLD2007-00265, the associated Geotechnical Report was reviewed for compliance with Mason County Resource Ordinance— 17.01.100 Landslide Hazard Areas. My comments are as follows: 1. 17.01.100.E.1.Catagory a- Project site requires a Geotechnical Report as it is located within 300 ft of a native slope steeper than 40%. 2. 17.01.100.E.5(2)—The report references deep seated landslide activity,being observed to the north of the project site. A further description of the landslide feature and an approximate located(distance from the site and direction) should be included in the report, along with an opinion regarding the relative impact of this condition on the project site. 3. 17.01.100.E.5(3)—Water well logs are referenced as the source of exploratory hole data used to evaluate the site. Locations of the wells and well logs need to be included with this report as justification of the soil parameters selected for the slope stability analyses. A peak stress vs normal stress plot is included in the report. It should be made clear in the report where the sample for this test was retrieved from and the laboratory tests performed to provide these results. If the data is representative from a similar site, this should be stated along with the rational for using the sample and tests. I recommend that the subject report be returned to the proponent for revision to achieve compliance with the referenced ordinance. L Should you have any further questions or require clarification, kindly contact me at(360)352-9456. Yours very truly, J. W. MORRISSETTE& ASSOCIATES INC. P.S. Edward A. Wiltsie, P.E. Sr. Project Engineer/Associate Attachments i &A Jerome W. Morrissette&Associates Inc., P.S. Civil•Municipal•Geotechnical Engineering,ind Planning 1700 Cooper Point Road SW,#13-2, Olympia,WA 98502-1 1 1 0 (360)352-9456 / FAX(360)352-9990 02 October 2007 Mason County—Department of Community Development-Planning PO Box 279 Shelton,Washington 98584 ATTENTION: Mr. Robert Fink, Planning Manager SUBJECT: Consultant Review—Geotechnical Report BLD2007-00265M—Rogers (1) Residential Development Site—Geotechnical Testing Laboratory (JWMA N07123-008) Dear Mr. Fink: Pursuant to Mason County Geo Tech Work Order BLD2007-00265,the associated Geotechnical Report Addendum has been reviewed for compliance with Mason County Resource Ordinance— 17.01.100 Landslide Hazard Areas. The report addendum provides supplemental information that addresses the items listed in my Comment Letter dated 28 July 2007 and I have no further exceptions or comments. Should you have any further questions or require clarification,kindly contact me at(360)352-9456. Yours very truly, J.W. MORRISSETTE&ASSOCIATES INC. P.S. L : gfO,t NAL EXPIRES 09/11/2009 Edward A.Wiltsie,P.E. Sr. Project Engineer/Associate i GEOTECHNICAL TESTING LABORATORY ROBERT ROGERS JR. f l V E P.O. Box 41 BELFAIR,WASHINGTON 98528 SE' 2 , J2007 RE: GEOTECHNICAL REPORT MCCD - PLANNING 3641 OLD BELFAIR HIGHWAY BELFAIR,WASHINGTON 98528 PARCEL123094100160 N470 29.812' W122°48.204' SEPTEMBER 21,2007 Mr. Rogers: As per the request of the third party reviewer, we are providing additional comments to satisfy the requirements of the Mason County Resource Ordinance for Geologically Hazardous Areas. Item 1 is a statement confirming the need for a geotechnical report. Item 2 requests a further description of the "Deep-seated landslide activity was observed offsite to the north." Additional research indicates that no deep-seated landslide activity is present in the area. Surficial sloughing and raveling was observed along road cuts to the north of the site. We include a portion of the Geologic Map of the Wildcat Lake 7.5' Quadrangle Kitsap and Mason Counties, Washington by Haeussler and Clark (2000) on the following page. The publication confirms that no landsliding is mapped near the subject site. Item 3 requests that we provide the onsite well log if it could be located. The well log for the onsite well follows this letter. Item 3 also requests clarification from where the shear sample was collected or if the values were assumed using similar material. As part of our site inspection, a sample was collected in the existing driveway near the proposed eastern edge of the proposed garage. That sample was tested for shear angle and cohesion. Soil density was determined empirically and then raised (made heavier) to ensure that the slope model was more conservative than existing conditions. Dynamic conditions were modeled using a seismic value (ca) of 0.30; that value is much higher than the Mason County mandated 0.15. 10011 Blomberg Street SW,Olympia,WA 98512 1 Phone#: (360)754-4612 Fax#: (360)754-4848 GEE TEcHmcAL TESTING LABORATORY Qva TO QVu -.----,%-- - -�-�` ��7 fir► a5 = !' Qvrt - >- rl Qw - --_-- ------------- --- - ------------------------ 1 r ,--�--------_ __- - ----------- ------------ Site 47'W We request that a building permit be granted without further delay. 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 uestions concerning the above items, the procedures used, or if we can be of any further assistance pie § hone number listed below. Z. � Respectfully Submitted, GEOTECHNICAL TESTING LABORATORY Harold Parks, L.G., L.E.G. En incrirg Geologist ,�r Senior Engineering Geolo ist y g g g Boa cc: Mas n iAftot ommunity Development, Robert Fink 10011 Blomberg Street SW,Olympia, WA 98512 2 Phone#: (360) 754-4612 Fax#: (360)754-4848 Well Log C"V w , WATER man C.d ER WELL REPORT T1wwa. thlNa• �eFT ceFT STATE OF WASWNGTON Isrtr mpm Pw"No M LOCATION OF WELL: c , O K1 Ib) STREET ADORE98 OF*%LL w mwea nee..; 3 64a Old �!... N!.l /S! T t i r W A—f--Q M PROPOSED USE: X 0onaw recta,: M oo nlawl 2 (10) WELL LOG a ABANDONMENT PROCEDURE DESMPr*N c enpeton ----- --- — DeMlater won .- OI)W -1 famMm D•taUearedn_WW's»d•.rrareM�N•.rvtys•.t•.ou+mr/autar• - ntl ti Rn;•.•neLse d!•o npr..i v,MR•YIM•awMMd rt�.:Wary or.r• •'r A•urn (4) TYPE OF WORK: Orrers nrrlt w at wee ers pn of rltormtlrn !e mare fto.wo) _ !ID•ndpnaa N—MI )( My*od DW 1. BrA :I atA1s PF46 10 UeeoenYct CWAOK Dm" � .5IL tittan6svrw0:. Aor�ry._ bard f w r 1 I aYEN . : D.w•wra d w�i _ rrd+rat I�. W 1• , 0n.e 10 VVt ronr N c..cwAeoat p 1 � ♦ _ O IEl COHBTRUC770MDETAILS, C-MO rl.urw- b C—howl S 1 _ }( r 7— TMtstrnd'� - o•.n yen iw II. N' S S O _ _Data_ —a ftl.,a,I� Swtf `f /oTrue a wrb•.Id Yted SIZE of pw%roar" W104toee Imm -- —_- ' ra Pvf4x0a Isom aawrrtea,w•koft RAJ 4E or 1-% —'- T„e f E1. t �?eC L ntaetw .- Dum .}t slat on Dwe _SIM&te tram a.As R - OraaN Pedlet,: lin Cr—No VSrte of"0l — T Swum ser: a A4lnnil Ysw J•wo n•f' _ ws _ �. Ord a'Ir strata ca,ten uwetMe ra4rs 1Ye`, bto Ip Dow OI soata — McNoO d seawq Ceara on - -. (n PUMP: M.Macf nr's Na we _ — •Vpb KP - (E) WATER LEVELB: u"d•��•+e^ _ tppC� swe MM y'Z d* 1 R 7.br Yf+d M1 dl/e�•`ern. -- --.....— _ Aew www. _ M t>M aerMa wrn am WELL COMSTRUa.TOR CERTtF1CAT10N: ..�..�-wn..•ce•wsr� caav cxd anera ocaeP naOerleAiFrry ar conswaror or n+n wan.ax a aJety Imes wor an Wat-wVtaf weft conwuc ar,atsrderds Mi3onsis Y•ed ana (9) WELL TESTS ra+do.n a a no Ya.ype uYel s www ifeb.•IeK ar/ ew•!of Inu n raoonea wove meow to m/nest Irr•bwtedpe and oolel >rr•p mp test moos'ws ro Cl n r►s.br.Mm� TOO(. Q C k"s O • 1. n -A - h PV:nw..nm �I-jig_h*O-ft n a"r _.. -V hn -"-QW Q`, ow - rw --- -- �ar.aa P O. g�`t. �a 7 . {�.r k�A — Rem•erydeto Ib•ne taken t•ro wtwn - root _trtanSe NO up le..el�bW it N^O tYrnw ar,l..walr w•el'^aatYMII rrem•nt' ` .._. -'�.—. JG: S w Cor ecta;I �9 Q No IUSE ADOMONAL SNEE rS IF NECESSARY) ietr tea�LssL_adie•n oval_ _irasBMrt�f�_to Arrst _t�al.mlis viA awn swat E y ,tYt E00M is an EpWi OpptM✓ttty Wid AMirmatve Actwn employer.For We- Adsovotfrr _..._Ism Der c4d4h0oomm00aW needs.ccntac,ir4 WAtdr Rosoi--es Program at IX6) 7�MeMa1>trel _waaclwtitalawetreewaON MM❑ ObAR 4074NM The TOO r o"M ii 42M)407 60M 10011 Blomberg Street SW,Olympia, WA 98512 Phone#: (360)754-4612 Fax#: (360)754-4848 Oct . 11 . 2007 11 : 07AM JWM&A No , 6140 P . 1/28 JWM&A Jemr►zes W.Morrissettn Associates Inc,P.S. 17OE1 Cooper Point mad��iV,#8�2,viyrrpia. A �i"oa02-111 ; phone(360) ';2-9456 a fax(360) 352-9990 FAX TRANSMISSION SHEET FILE NO. TO; cI FROM: DATE: 1 D - I c®mPANY: ova we are of s n switfl-g from FAX mi—mber (360) -152-9990• We are transulitting a total). of _�- POWs t����'sd3��?ia�� � U ;t~ ��g►r'�.. IiQ) >��� �� �I�Y UY Ulu jddgtt; �al�c�3gL Q QL1Y '��u 'T'1f��,nAr J41f111, a S3jgz�ed: SF,ND FAX TO: 0 Civil Municipal * Ceotechnical Engineering and Planning Oct - 11 . 2007 11 : 07AM AM&A No ,6140 "P . 2/28 ' . RECEIVED 426 W. CEDAiz sT GEOTECHNICAL REPORT 3641 OLD BELFAIR HIGHWAY BELFAIR, WASHINGTON PREPARED FOR ROBERT ROGERS JR. BY GEOTECHNICAL TESTING LABORATORY OLYNTIA, WASHINGTON MAY 4, 2007 Oct - 17 . 2007 11 : 07AM AM&A No • 6140 P . 2/28 GE,OTECHNICAL TVs TING LABORATORY CONTACT INFORiV1ATION ti PREPARER INFORMATION GTL PROJECT NCJ1vIBER: 07-0218 CONTACT: LANCE LEYINE ADDRESS: 10011 13LOMBERG STREET SOUTHWEST OLYMPIA,WASHINGTON 98512 TELEPHONE.* (360) 754-4612 FACSIMILE: (360) 754-4848 EMAIL ADDRESS: GEOTESTLAB@COMCAST.NET dl CLIENT INFORMATION CLIENT; ROBERT ROGERS JR. TELEPHONE: (360)710-5310 BILLING ADDRESS: P.O.BOX 41 BELFAIR,WASHINGTON 98528 SITE ADDRESS: 3641 OLD BELI'AIR HIGHWAY BELFAIR,WASHINGTON 98528 PARCEL: 123094100160 GPS LOCATION: N470 29.8121 W1220 48.204' di 100 11 Blomberg Street SW, Olympia, WA 98512 2 Phone #: (360) 754-4612 Fax 4: (360) 754-4848 Oct - 17 . 2007 11 : 07AM JWM&A No . 6140 P . 4/28 GEOTECHNICAL Tr'STING LABORATORY SCOPE OF UNDERSTANDING Romm ROGERS JR. W P.O. Box 41 BEL)FAIR, WASHINGTON 98528 RE: GEOTECHNICAL REPORT 3641 OLD BELEAIR HIGHWAY BELI•AIR,WASHINGTON 98528 PARCEL123094100160 N47°29.812' W122° 48.204' Mr. Rogers: As per your request, we have conducted a soils exploration, foundation evaluation, and slope stability analysis for the above-mentioned 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. The data from a collected sample 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. Some variability was encountered in comparing the soil profiles of the site. 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. Respectfully Submitted, GEOTECHNICAL TESTING LABORATORY Harold Parks,L.G_, L,E,G. Senior Engineering Geologist 10011 Blomberg Street SW, Olympia, WA 98512 3 Phone#: (360) 754-4612 Fax 9: (360) 754-4848 ' ACt . 17 . 2007 11 :074M ]WA N0 .6140 P . 5/20 ' Gto��ca��cAL TESTING LABORATORY | ° ` TA113LE OF � . . � CONTENTS � -~~ 2 CONTACT ~~`~~``^~-'---~--^^^^^~--'-'--^^^'-'--`````~^''------^^~'^'----^^^^- SCOPEOF UNDERSTANDING.~~~~_~~~,~~,,~,, .................... ..................................... ........................... ........_ S 6 ���� ~~~~~~..=~~~.~-~~~~~~~_-_--'^.,...^_--_-^,,..,-------~--,^.,,.--'_-.,.~_.^------ �� � SURFACE CONDITIONS._-.....-,---'^^..`^^....,,._-~^------^^'---^^---'--^^^^------'' - SITEGEOLOGY'_-.--^.'.. .--'~~~``~^'—'-'^'~^''~'`~---^^'~~----'-^^-^-^'------^---- ' � SITESOILS ......^.^...~..-~,,,,,,___^_,.,^,`,.,_____^..~,.____,.,,,.,_.,_____^^,,~~,_______.. ' .^,,.,___-.-- 8 SUBSURFACE -----^^-----'^^^~--~^^-'~^'-'-`~'—''^^~--~'~~^--' -----'---' _~.^----- 8 SUBSURFACE CONDDIONS-.^..,,...'-~^^'^^..'-~.--^^------'-'-~~~^----~^^`~-'-. SLOPESTABILITY.................................................................................................................................... ............. ' CONCLUSIONS , 1O AND -~~~~----^~^~''-----�^~^^^'''-'-'^^'^~`'''---- GENERAL',,,,,,,,,..__.^,~~.,.__^.,,,__________________________________-' 10 11 K�EK�D�K�K�IC��LD�Y D�AZA��DK��TS���U�AS...-----_... .................... ^^..'----^'^...^'--' --..-. 11 l��NDDLDJE HA2�dRDCLASouFu�ATIqN------.-------------'----. ---''-.-''-- i | S2lONflc HAZARD(�LASS0FDCATlON--......--.^^..^.,..-------...----'^-^^.-'--~-------' l� E8�)Q[ON 14AZARD{�LA&SIl�CATION-_---....~~....--'.....-.---.-.....-..-,,,.,.--.-......----''--'- l2 ���9��1�dBD�TY...---'^^'-~-----^^`~^^^^--'^---------'-'--'----'''^^^----~^'----- 11 � BUILDING SETBACK............................... ........,.,,.,,,,.............,,, ....................,........... ^,`,,,,........ _._. S£l8yflC- ������``~---'^---~^--^^^^^~-~''--^^^-'-~^~'`-'--^'^^^^~^- LIQUEFACTION l� ����1�N��ONTROL----'.^`...----^^^`~~----'--^^'~~^'--^^^^^--'-'--^^^^'~'---^^'^--'---- EARTHWORK``~~~^^~^'-`-^~~^^`-`----'~~^^^^```~~^^~^~~~~`~~^^~~~~^~^~^`'''````````'`---''---^`~^~^^~^~~^`^^~^~~----' 16 -'--~'^^^'~'~'`---'^^~'^^~^'~~---^^'-'---~^^^~--'------^^'~`~.'--~..,..,--. }6 SITE PREPARATION \� �NF �T�D[3�0u�.�DJL-...,.....--'^.^^~.,.,..--^-^-~-'~^~--'~'-`~~'~-''----^-^'``'`~----^^'~^----^^-'� ~=| i7 � 8DT7��I��~�0����QO��8�DL��B�D-�---.......,--^-.....---..'^~~.~..,.,,,._--.^.,,,,__-.~...---� l7 CUT/��)FILL SLOPES.^^',,...----'-,--~,--^~^--^~--~^---^-^'--'--^'^^-'-'~~^-'--'--- -.~.---. l8 FOl�N0AIJ0NSUPPORT.,-_--^--'--.--.^.^'----'^^~-'-^-----'---^^`~``---~^^~----' FLOOR SLAB SUPPORT 10 ---..,..-^.^^,,,,_,_--______^,,,,______,__^^~^,.,,,__.,,.,,.,,,___� RETAININGEn�«OR! BOOKMARK NOT DEFINED. �/���n-_---..-----------_--..-----'^-'-.-.,,., ERROR! ' J0 SITE�]BAdY�mGB-....---_------....------..---'^.~..,---.'--'^~'^'.'''''.--.'''''''''''''�' �''-�-'.-'''. 20 SEPTICIMPACT...._^^`^^.----.--..-.-._-.. ---_-,----..,.,,,,,,...._-.^,,,,..,-..'..._._..._.' ......................................................,,^____^,,,,,-~~~~~~,,_~,,,,~°,,,,,,____^^,,,.^,__,^^^^,,,,,.-'21 � 22 Oct . 11 . 2007 11 : 07AM JWM&A No , 6140 P . 6/28 ..EOT: CHNIC.AL EsTlNc LA. 13ORAT0KY INTRODUCTION This report summarizes the results of our geotechnical consulting services for the proposed garage and existing single-family residence. The site is located along the southeast-facing hillside overlooking the Union River 'Walley in Mason County. The site is approximately 3.4 miles north of Belfair, Washington, The location of the site is shown relative to the surrounding area on the Vicinity Map, Figure I. Our understanding of the project ro'ect 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 near the existing single-family residence. The site will be accessed by an existing driveway from Old Belfair Highway. 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 site slopes toward the southwest, south, and southeast from the proposed building location. The steepest slope measured onsite was approximately 45 percent. Therefore, Mason County requires that a geotechnical report be prepared in accordance with the Critical Areas Ordinance. 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 will include the following: 1. Review the available geologic,hydrogeologic,and geotechnical data for the site area. 2. Conduct a geologic reconnaissance of the site area and surrounding vicinity. 3. Investigate shallow subsurface conditions at the site by observing the exposed soil and reviewing published well logs. 4. Evaluate the landslide and erosion hazards at the site per the Mason County Critical Areas Ordinance regulations. 5. Provide 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 erosion control measures. 10011 Blomberg Street SW, Olympia, OVA 98512 5 Phone #: (360) 754-4612 Fax#: (360) 754-4848 1 11 1 � 3 ; � 1 • � . '•1 :�� ,yM,• '_ `.r• .• �f�j; toe„w /'0';' ,x�• .�� . 't�� ,� �I 7r "C� E s Y �:a. ��A • ..c'?'•,y.•• `1 .'! ,1= ,f •�,::• '�`.�, , .�••a\ • (:...• , 1'•� q4 �' •�' •ter• 3�1.` S , :.'�� „• •S i' f � �"/`'mow. •:r t•w•' •Y►+i•: :ir'�p•: �•�' J /•. h.e.� SI Sn'�d r xk ire .�• fS •.si'1• . ��7, !,`f. gc•efV:Y�f•: S.'-+ �•;• '�•.d'. 4Y•YysS,t• .�K..�. _ Y. ; . ;.. ,.LL ''r�..:: w,; ;1; `•:i •t re�'�!!.�,;� •'h7r.':s ''s, _ -, �� _ � L•4 =J•'•Lr�•.�� �., a.,vim _ .- e. • 1 � • • • • • • _ • ■ • • t: • r . •:•4.•.•i?=••�+�'•`.V"•.-i.\:•�'.�? •:.i1�V+:• •.r-•r�••�•; a �•,r',I'!i .+y`.•.'4��_.r ' It'ri: ",f•4' fi'.. •'' _ xaf?': fir /+w r >•.:_;. <S Y. , r _ •cN...} :.i �. ram. ✓ 1•�i��t s +� �. ids' yi • • - ::*'• mow•.\", 'r,',. ``• !:� 4:;i• � 'q ,i -.. r �:'~i� r F,./rl+•r.. j,,.:`,;. - - '� 'i';:•iv'XT:<."i� t . r• 40`= �e�r'• ,�'•{�•I:t•�;1' sA ��w�•.":' °�tee'tit•;'.. •.;t.•.Yti��•,; - .� �••��•• ���. .�.•,r•r.. + .. •i �/17'rr's�.'"sif.Y.r,�,�fl��;- -• -• ••- • .�... «��}`. ,./�el•q,M ,Li,`���''��•.,..y'.,� '`~•Jy.• d � o.•�:�'!'.irti• ej'r r l: jo •• - • •, - •:_Riy�t�'r�.'+..�•••�''� or3.�i•'.1 .,�..'.• 'dt!•:4a I '.Z.Y�•'Y.' •••• • • - - 9 > "��:.•:r 3 e.. �:te. ./ :>,'y,.• �r' ,•i� 'aG,,i•,s •'�., tt t�;cp,"{•v,.'.S. !� cJ%l: • "• - • • (`i;'..b..l,:• •f1ib;.�i.• � .•�7••.' •••� !�'•., ,•.�• .••w4'��L•C-�y�y11•i<• • • }'. ••t;: :.t':•i... .y Y•y •,.... R� t. v y?,..,,!,�•X� 1/�' :;'.Ille �.'•:rl 's•y:.'}` .: :=i' •'��yt .k •a� :,.•: °,. e'. vt..i•R eS�'�•P• <.�jLi, �:;+'F'• A. .y, at :YI•� r �'S., , 1.• :./:,•'fir 3•�I:t• 1.�} y, 9Ri' �..• 4 •/,A,''}' �.9:1., �,,�A M:L '•• R.. Sl � Jr {.N'!•n�•�vi Nc. ,s, s. _ •.xi .Yti.7�•r :f•^ 7.''. n, t;b Y:,;il'••�'.r,''r..` NIS r - �i; �.�sf'•.:,t{K s/I•i:;x,ti i.':i':�••..tM�it'�i:x Oct ' 17 . 2007 11 : 08AM JWM&A No � 6140 P . 8/28 GrOTECHNICAL TrSTINc LkBORATO.RY R SITE GEOLOGY The site is generally situated within the Puget Sound glacial upland_ The existing topography, as well as the surfieial and shallow subsurface soils in the area, are the result of the most recent Vashon siade (stage) of the Fraser glaciation that occurred between about 9,000 and 11,000 years ago, and weathering and erosion that has occurred since. A description of the surficial soils is included in the"Site Soils"section of this report. In general, the soils are composed of glacial 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 Surficial D- eposits in the Seattle 30' x 60' Quadrangle, Washington (1993) by Fount Minard, and Dembroff has mapped the site geology as 'Vashon recessional outwash deposits (Qvr). The report reads: Vashon recessional outwash deposits (Late Pleistocene) —A complex of poorly to moderately sorted and stratified gravel and sand with minor amounts of silt and clay. ,Includes kame and kame terrace deposits, ice contact deposits lacking topographic form, deltaic and laeustrine deposits, glacial outwash alluvium, minor amounts of ablation till and flowtill. Commonly folded and faulted due to collapse of sediment into cavities formed by melting ice. ke contact and kame deposits generally common ton the flanks of major outwash channel systems such as along West Valley in the northwest portion of the quadrangle, along Blackjack and Gorst Valleys south and west of Bremerton (Deeter, 1979), and along the southern shores of Lake Sammamish (Booth and Minard, in press). Deltaic deposits that built into a succession of meltwater lakes impounded by retreating and downwasting Vashon ice can be found near Brinnon (Carson, 1976) and Quileene (Thorsen, 1980) west of Hood Canal, near Lofall, Kitsap Lake, and McKenna Falls on the Kitsap Peninsula (Deeter, 1979), and near Redmond and Issaquah at either end of Lake Sammamish (Minard and Booth, 1988; Booth and Minard, in press). Recessional valley-fill deposits flood many of the north-trending channels scoured by the advancing Vashon ice including the Leland j and Tarboo Creek Valleys north of Dabob Bay, Big Valley on the Kitsap Peninsula, and the Bear Creek Valley northeast of Redmond. Recessional deposits overlie the Vashon till (Qvt) and are, in turn, overlain by marsh and peat deposits (Qm) and Holocene alluvium (Qal). Ice-contact deposits are usually less than 5 n7 thick while valley-fill and deltaic complexes can be as much as 40 m thick. 10011 Blomberg Street SW, Olympia, WA 98512 7 Phone#: (360)754-4612 Fax#: (360) 754-4848 Oct - 17 . 2007 11 : 09AM JWM&A No - 6140 P . 9/28 SITE SOILS The Soil Survey of Mason County, Washington, USDA Soil Conservation Service (1960) has mapped the site soils as Kitsap silt loam, 5 to 15 percent slopes (Kb). The Kitsap soils are described as: w Extensive soil occurs along the eastern edge of the county. The surface soil, 6 to 8 inches thick, consists of a granular, friable, light brownish-gray (dark grayish-brown when moist) silt loam. This layer is high in organic matter and contains many small, hard and very hard shot. Below the surface soil, and down to depths of 16 to 20 inches, there is a firm, light brownish-gray to very pale brown silt loam to silty clay loam. This material is faintly mottled with brown and yellowish brown, has a subangular blocky structure, and contains much less shot than the surface soil. Gravelly glacial till underlies this soil at depths ranging from 3 to 10 feet or more. Roots and water penetrate the lower parts of the profile slowly- The surface soil and subsoil are medium acid,' the substratum, slightly acid. Surface drainage is well established,- internal drainage is medium. The dense native vegetation controls runoff. The dense vegetation and highly permeable soil control runoff and erosion in uncleared areas. '"r, •ti• t iQY �' i n;'y�,a x ✓ hL j r{�"r�l - arc.•��"pyv?� f• -IC SUBSURFACE EXPLORATIONS u`� "v ' Subsurface conditions at the site were evaluated by observing`ikhe exposed building site soil and reviewing available well logs. Groundwater was not encountered at the proposed building location and is beyond the scope of this report (approximately 53 feet below ground surface)- Depth to competent soil is approximately 14 inches .x throughout the proposed building location. S IJBSURFACE,CONDITIONS In general, dense Kitsap silt loam was observed in the undisturbed portions of the site. Vashon Stade glacial material was observed below the Kitsap material. Groundwater was not observed or encountered. Groundwater seepage was not observed onsite. Based on the site topography and the fine-grained nature of the near surface soil, seasonally perched groundwater conditions may be expected during periods of extended wet weather. 10011 Blomberg Street SW, Olympia, WA 98512 8 Phone #: (360) 754-4612 Fax#: (360) 754-4848 Oct - 17 . 2007 11 ; 10AM JWM&A No , 6140 P . 10/28 GEOTIE KNICAL TESTING LA..RORA`ORY SLOPE STABILITY The Relative Slope Stability of the Southern Hood Canal Area, Washington, (1977) describes the site area as Class 1. Class 1 is expressed as: .Areas believed to be stable. Slopes generally less than IS percent, but may be greater locally in areas too small to be shown at the map scale. Largely comprises rolling uplands underlain by very stable material such as young glacial till, mantled in places by a thin layer of sandy gravel or other permeable material; also includes flood plains, deltas, alluvial fans, and some beach deposits. Class I areas immediately adjacent to steep slopes of class 3 areas may be threatened by potential landsliding. Normal, proper engineering practices generally are adequate to insure stability in these areas. Slopes approximately 45 percent were observed onsite. Since slopes of 40 percent or greater with 10 feet or more of vertical relief occur onsite, Mason County requires that a geotechnical report be completed according to the Critical Areas Ordinance. The hear-surface soils are in a dense to very dense condition except at the ground surface. The surficial soils are generally in a medium dense condition. 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 condition except where they have been disturbed by weathering activity. No evidence of deep-seated landslide activity or significant erosion was observed onsite at the time of our investigation. Deep-seated landslide activity was observed offsite to the north. Weathering, erosion, and the resultant sloughing and shallow landsliding are natural processes that can affect steep slope areas. Instability of this nature is typically confined to the upper weathered or disturbed zone, which has been disturbed and has a lower strength. Only minor raveling and sloughing were observed along the southeastern road cut. -� 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. Erosion in steep slope areas such as this can be reduced by encouraging vegetation and discouraging runoff from the steep slopes. Erosion control recommendations for the sloping areas are provided in the"Erosion Control'section of this report. 10011 Blomberg Street SW, Olympia, WA 98512 9 Phone#: (360) 754-4612 Fax#: (360) 754-4848 Oct - 11 . 2007 11 : 11AM JWM&A No • 614C P - 11/28 GEOTECHNICAL T-tSTING LABORATORY y`LL l qm Jw R. awl CONCLC7SIONS AND RECOMMENDATIONS GENERAL Based on the results of our site reconnaissance, subsurface observations, and our experience in the area, it is our opinion that the site is suitable for the proposed project. 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 adjacent 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. In general, the Kitsap soils observed at the site may be suitable for use as structural fill material. Saturated soil conditions are not 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 ma, bye utilized at the site for support of the structure. We do recommend that roof and footing drains be installed flo structure with conventional spread footings. A vapor barrier is recommended for all slab-on-grades. Pertinent conclusions and geoteehnieal recommendations regarding the design and construction of the proposed single-family residence are presented below. 's K'rv•••'�?•:s�" :',t•. •+ w�,.�wK,� =li'�.,�;.L`i,v'� rjL�4:: " '" •'.'f' - � 10011 Blomberg Street SW, Olympia, WA 98512 10 Phone#: (360) 754-4612 Fax#: (360) 754-4848 Oct - 17 . 2007 11 : 12AM JWM&A No . 6014C ? 12/28 GrOncymicAL TESTING LABORATORY GEOLOGICALLY HAZARDOUS AREAS LANDSLIDE HAZARD CLASSIFICATION The Mason County Critical Areas Ordinance(ITO1.100)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. SEISMIC HAZARD CLASSIFICATION The Mason County Critical Areas Ordinance (17,01,102)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 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 Counry 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: K"ockelman and G.R. Priest, US Geologic Survey, 1996; or described in "Active Faulting ,Investigations on the Canyon ,River Faulr, 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 Counry, Washington" by Stephen P. Palmer, Sammantha L. Magsino, James L. Poelstra, Eric L. Bilderback, Derek S. Folger, and Rebecca A. Niggemann, September 2004 This site does qualify as a seismic hazard area because the site is categorized as, "It Areas designated as potential Landslide Hazard Areas" 1001 I Blomberg Street SW, Olympia, WA 98512 11 Phone#. (360) 754-4612 pax#-. (360)754-4848 Oct • 17 . 2007 11 : 13AM JWM&A No • 6140 P , 13/28 EROSION HAZARD CLASSIFICATION The purpose of the Erosion Hazard Section (17,01.104) 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. .F.irarstine gravelly sandy loam ("Hb') d. Kitsap silt loam ("K'c') The soils at the site are mapped as Kitsap silt loam (Kb). This site does not meet the technical criteria of an erosion hazard area. � "1 � Lzz .41 :.",���';��'• :y. ' ,c ,.. .•.pry _ SLOPE STABILITY Based on our field observations, explorations and our experience with the soil types encountered on the property, we conclude that although slopes are approximately 45 percent, they are generally stable relative to deep-seated failure in their present configuration. The proposed building location is in an area where the slope is approximately 2 percent. 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. As previously discussed, weathering, erosion, and the resultant surfieial 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. 10011 Blomberg Street SW, Olympia, WA 98512 12 Phone #: (360) 754.4612 Fax#- (360) 754-4848 Oct • 17 . 2007 11 : 15AM JWM&A No , 6140 P . 14/28 GEOTE'CHNICAL TESTING LABORATORY 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. BUILDING SETBACK A building setback (50 feet) from landslide hazard areas is required unless evaluated and reduced by an engineering geologist or a licensed professional engineer. Based on our geotechnical evaluation of the site and our experience in the area, a building setback will be needed for this lot. 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). The following figure represents a shear angle for the gravelly sandy loam. Shear angle and cohesion are 'variables used to model the site. r Peak Shear Stress vs. Normal Stress p4 3000 U��" r! 2500 -. _.....—.�___._—...._._ _..... ._ Shear = 31° 2000 - C a N1500 _..._.,..-__......_............. _ ---.. m y R m a. 1000 —W-1/4 ton „�- 1/2 ton w .. --------- •-�•1 ton Cohesion = 400 psf 0 500 1000 1500 2000 2500 3000 Normal Stress(psf) 10011 Blomberg Street SW, Olympia, WA 98S 12 13 Phone #: (360) 754-4612 Fax 4. (360) 754-4848 fi Oct • 17 , 2007 11 : 15AM JWM&A No - 6140 P . 15/28 EO TECHNICAL TESTI-N-C LABORATORY Slope stability was modeled using the GreoStudio 2004 program (version 6.20) in both static and extreme dynamic conditions (c, = 0.30), Factors of safety were determined using Bishop's, Janbu, and the Morgenstern-Price methods. The site was modeled using a monolithic layer of cemented silt loam. The material was determined to have a unit weight of 117 pef, cohesion of 400 psf, and a shear angle (�) of 31°. Under static conditions, the slopes remained stable to deep-seated and shallow failure (F.S. � 2.55). Tinder dynamic loading, the 3328 computations demonstrated that the slope is not susceptible to surfieial raveling or large deep-seated failure. The following figure illustrates the moment factor of safety for slope "A" under the existing conditions. The critical slip surface factor of safety is equal to 1.51. Mason County code requires a factory of safety to be at least 1.1 at the proposed building location. This figure is the solution of greatest concern and exhibits the need for a building setback of 30-feet from the crest of all slopes over 40 percent. The current propose building setback fulfills the previous requirements_ All foundation elements shall be constructed on native material or engineered fill material. Rogers Site Slope Ato • •.j.•�. .� LIJt 1 • . 1.51,E • Proposed •� 190 Building y • • • �� 180 Location Vo•���. � 170 160 Description: Kitsap Silt Loam > 150 Wt: 117 W Cohesion: 400 140 Phi: 31 130 0 20 40 60 80 100 120 140 160 180 2 Distance (ft) As previously discussed, weathering, erosion and the resultant surfieial sloughing and shallow landsliding are natural processes that affect slope areas. Minor surfieial raveling and sloughing was observed along the southeastern road cut. To manage and reduce the potential for these natural processes, we recommend the following: 4 ➢ No drainage of concentrated surface water or significant sheet flow onto the sloped areas. ➢ No filling within the setback zone unless retained by retaining walls or constructed as an engineered fill. 10011 Blomberg Street SW, Olympia, WA 98512 14 Phone#: (360) 754-4612 Fax#: (360) 754-4848 Oct - 17 , 2007 11 : 16AM JWM&A No - 6140 P . 16/28 GtOTECHNICAL 'TESTING IAA)BOR i'TO. T SiEismiC—LIQU)✓FACTION HAZARD According to the Seismic Zone Map of the United States contained in the 2003 International Building Code (IBC), the project site is located where the maximum spectral response acceleration is 45 percent of gravity(g). 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. 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 1615.1.1 (IBC). This is based on probing with a `/z-inch diameter steel probe rod. The shallow soil conditions were assumed to be representative for the site conditions beyond the depths explored. Based on our review of the subsurface conditions, we conclude that the site soils are only mildly susceptible to liquefaction. The near-surface soils are generally in a dense condition and the static water table is located well below the surface. Shaking of the already dense soil is not apt to produce a denser configuration and subsequently excess pore water pressures are not likely to be produced. lllh""rYY1 p ` f Air a � e,r 1 ,,�"-- J� '. M� ,����^�'• ,�'i' ,�, q7^" r.��!r°'W� ,. r !. •.jy. ,.1..•i' d�.:ti..rti ��'•i�1 "•:1�9 fi�Ty�,;,`i.f `�VdS� S;}Y{?_ ,.�. rF. i M,l�':• " _ .. •�,. .e. :.•.DKaS"^s�_ T• c_ lRrtt�g,,r„ t - ..� .S!.,.' %' �+�.•'3''';, ..>"- . . . .:...:i::...2.�muiu.'M;:'1�-""a'44,r ^�dc.Jr.3`.�'JY,�' uo�r�id�+'_�y�iu ru*i..o�«i1��•v�• y/ -�.....�w...... EROSION CONTROL 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 home is permissible, but understory growth on the slopes should be encouraged as much as possible as a deterrent to erosion. 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. A typical silt fence detail is included on Figure 2. Any re-contouring of the site will create a need for erosion control measures as listed above. 10011 Blomberg Street SW, Olympia, WA 98512 15 Phone 4: (360) 754-4612 Fax#: (360) 754.4848 Oct - 17 . 2007 11 : 18AM JWM&A No , 6140 P . 17/28 GEOTECIRNICAL TESTING LABORATORY EARTHWORK 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 12 to 20 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. Materials that cannot be used for landscaping or erosion control should be removed from the project site_ No foundation elements shall be constructed on 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. 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. Y: Y •'��`�:�,•�rt,'�f��',gSrcA•9.�r Y' ���`w'� � xF,:q�`j�; ,._�����;.. .5.,.5�� � ,,,p��. 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. 10011 Blomberg Street SW,OIympia, WA 98512 16 Phone#: (360) 754-4612 Fax#, (360) 754-4848 igtt Oct - 11 . 2007 11 , 20AM JWM&A Ho - 6140 P . 18/28 GtO TECHNICAL TESTING LABORATORY The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. No. 200 sieve increases, soil becomes increasingly sensitive to small As the amount of fines (material passing ) - di changes in moisture content and adequate compaction becomes more difficult to achieve. During wet weather, sieve recommend the use of well-graded sand and gravel with less than 9 percent (by weight) passing based on that fraction passing the 1/<-inch sieve. If prolonged dry weather prevails during the earthwork and foundation installation phase of construction, a somewhat Higher(up to 10 percent) fines content will be acceptable. 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. SUITABILITY OF ONSITE SOILS AS FILL Onsite soils should not be considered for use as structural till. 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. y�( 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 cues in the upper 3 to 4 feet of the glacially consolidated soils that are weathered to a loose/medium-dense condition. Temporary slopes of l to 1 or flatter may be used in the unweathered dense to very dense sands and gravel Ali 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. Flatter cut slopes will be necessary where significant raveling or seepage occurs. 10011 Blomberg Street SW, Olympia, WA 98512 17 Phone 9, (360) 754-4612 Pax#: (360) 754-4848 f Oct - 11 . 2007 11 : 22AM JWM&A No - 6140 P . 19/2a GEO TECHNICAL TnTlNc LABORATORY Surface drainage should be directed away from all slope faces. All slopes should be seeded as soon as practical to facilitate the development of a protective vegetative cover or otherwise protected. FOUNDATION SUPPORT We recommend a minimum width for isolated and continuous wall footings to meet IBC 2003. 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. 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 100 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, r� .' fir, � .j c• .,�• y'JI�. � r�r sir^u � .. h; ,�� �.. '< �., - r 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 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. 1001.1 Blomberg Street SW, Olympia, WA 98512 (g Phone#. (360) 754-4612 Fax#: (360) 754-4848 I .f} 'i:r :..� p 4 .• �.t�a.'f. '. -•-- ;.` ,�y r, �k ��'•w.�a��:';i•r 1�'' `�•' � '�A'!� ) ' i►�+iY ,lR'' •' , Y,✓aiy,� t 6a:• .,5a r t�;�} } .*: �-'• ��.�' F'•�� •Q'..'�A�� •• " t :' :.,^ ,�M l i r4 L� � a ,y T'�,��':';•7� �,}Y, ~'L'•���•! . r '. .. r 4f�. •''a" ��':)" �,Y• !1. - .�i 4 •�'r:�.:•• ��, f `• � ter •/'Ri'.!i•'-w•`Y+ ,ys�ti.. � �.� 'Y,�p ;�, ;ram; -„� .. � Via' r�" � i '� 1 1q '1' '+^•r :✓.r'. L r ':'�•. � '',11�•.'% d" �'•o%� •may � y _ ,•, .,.� a• •l 1 +`� '9►V,'.;••'d-rt.• :.''.fit.i.'.,.'..:. • r'.4r` fP.�, •• . '�� ,/LL •Y. '„��•..•. .'�N.i ter!. .. .�r. 3 '�_` '?.; [r +xrNi Q.. �l�'•_ `a •''"^.•. .4y, •} .�'1•,, , r,t. A/ 'ate vi ••a J } ••~ •'. ,A•�M�t<' 'h;r.^.�ak.� •��'fy� -.4.. • .: .e.a;.-,. •'•�' r.' 'J.. - .x• �L.i� � ! .-S1p.ttajM::..•n,• � •.•1•:_..a►ti.,Q; '.�',�..: '�:'j,!:.,:.... u v r Tv .•���; d� .Mi� ,' •6 '� � s y.?t•k.p..�a .!' r -r., {.�'w.•a :,• ' iu.. '� ;�� •�.v.p ; aa�;'! •1. . }..��{{ i.rt..'' .�. , �' pry ,� y,,�r. • '•` , ar�'e,. '.•;rtJ4'��',.— �1 a r. '•yf;. .Y�T,.'W A Y .•Y, •r•ts4., tiY� ;�•wi•e?t:�•,• �a t..y„iRSt 'M' Z ,•.:�!:r..�c�.•�j a �.R ���� •'!�t�� Y, ��' • 'f�r.,.i�:+w!,�' r •8_E�..3'��,,��pe..�yy%•�'7:' ��, i.' �.y; .M �C�j`. �,:�c+.. ` • *5 "� •NM f��a•r�` .�. J.� ,�t 4•' � �Yi ,� ,t. :n.,:'.�:• '���,p" '�^�!`-.; '•�•..,+ �MpMF,:.-'•vim:\" ,�.:.. :�• "�"'^••.� .���„ "•'; S , .• r i yr, r n :'ti'-ay,tf'� •.•'•� :'�� rs, •.y a;,) '!' •• 7..'T ,.; to �„',�• +�f!"•J'.- •�v' ,V, ;a.. "0:.0.,!� x'�• JN'x�J.{�. .?i•� '�.�. .r. :. rM/dJ!•. r p�ra. t/ e•a r •£ry• '•:�j a'♦y '4:' •� •"' r' ,t`''t;.;, ,• �•, �: Oct - 17 , 2007 11 : 26AM JWM&A No • 6140 P . 21/28 , • h l' 01 7G lWa- t rsKi � kK a f i ..,, 'r��- „>'C�cf . "'i�fl0lit(:'.YF`�Yr T�.G• ....:`*"..+�� ,.. . . SITE DRAINAGE All ground surfaces, pavements and sidewalks should be sloped away from the garage and associated structures. Surfacewater runoff should be controlled by a system of curbs, berms, drainage swales, and/or catch basins and tight-lined into the appropriate drainage facilities or to the base of the western slope. We recommend that conventional roof drains be installed, Footing drains shall be installed for the single-family residence_ 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. We recommend that the collected stormwater runoff be directed into the appropriate drainage facilities by tight- line, Drainage control measures are included on Figure 3. Onsite irrigation to lawn areas should be closely monitored. We do not expect any adverse affects on the recharge condition of the groundwater system. SEPTIC IMPACT The existing septic drainfield is in the eastern portion of the site. The drainfield location setback is greater than 30 feet from the top of the eastern slope. We conclude the slope stability of the site will not be adversely impacted by the existing septic drainfield. do •;3A�'a�S7 �I 'J •+'.r.., Yam._ ,'i• Iy • M ._�, "t:..;,•`��a,,,,.��; _r ',�: Septic Drainfieid 10011 Blomberg Street SW, Olympia, WA 98512 20 Phone#: (360) 754-4612 Fax 4, (360) 75 4-484 8 Oct - 11 . 2007 11 : 29AM AM&A No . 6140 P . 22/28 GF,0TECHNYCA.L FSTINc LA)aoPAToPY LIMITATION'S We have prepared this report for the use of Robert Rogers Jr. and members of his design team, to use in the design of a portion of this project. The data used in preparing this report, and this report, should be provided to prospective contractors for their bidding or estimating purposes only. Our report, conclusions and interpretations are based on data from others and our site reconnaissance, and should not be construed as a warranty of the subsurface conditions. This report is quantified as a micro-study and not a macro-study. Geotechnical Testing Laboratory and its personnel cannot be responsible for unforeseen and widespread geologic events (such as earthquakes, large-scale faulting,and mass wasting) beyond the scope of this project. Variations in subsurface conditions are possible and may occur with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient consultation should be made with our firm during construction to confirm that the conditions encountered are consistent with those indicated by the recommendations and for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans. If our analysis and recommendations are followed, we do not anticipate any on site or off site impact from the construction. It is our conclusion that potential landslide hazards from the landslide area can be overcome so as not to cause harm to property,public health and safety, or the environment. The scope of our services does not include services related to environmental remediation and construction safety precautions_ Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. 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. Recent changes in the Mason County Code require our firm to revisit the site (after six months)to ensure the conditions are in agreement with our original report_ 10011 Blomberg Street SW,Olympia, WA 98512 21 Phone#: (360)754-4612 pax 4: (360) 754-4848 oft � rw-�� ;�il�� �r{/ :�pP -•erg\ Ma `�R';%° r jt;4 �� ''•'1 tiffFW - i' , -� , .� -�� - - - - — �-A�- Geotechnical - Testing j Laboratory N � -� wwi�u�ir cr CV <r i,ca�oa< � -- __ ��� � �34'• ,S �C�� ,� � -- --- Isar s a�'i�.� . co 248' " -- �� y > o ,'•; � Geoterhniml Services ( stln es j Teg Services t i � � � P OPO D � i� i � �' i � i aio�saerwae�veororixowsoa"'woriiawa 10011 BbrflMrp S1.We /` CY�rrpe,\W 98512 t S F> 41Y � IsrWG w�:lssm SXEPTIC <'/ ' % .�u..w a...+•ww. r :cr"..,: Fax:MIQ 7b"M s < aaa.w�a.artamrww. / r.�nxxa.er..,rzw.puwa ■ ,,�t , EXI D pried W-Ll �i i ••�75 tt RESID E 1;' •• Owenby:LLj' Cbh!ie by:LL ate,-vr-u,a i t .N, PRO,IECTNAME: �awna.e cw r'eiu ROGERS SITE �` ���,`��-`---'16J•'���%/" ..eenswM.e<ur.re�.a.on..aa 3641 OLD BELPAIRHIGHWAY '.\ ,� \•• 'S J---------'" .-_ �� 4 ,�. PARCEL WASHINW80 PARCEL1 233651 001 80 ..A,...,oz Rem`"°"' Pe�ritins • `.vasar,wec,ss.,r.m,.��as cl— rn�iSi8 rA7rA WirhT ♦w.arcrwarsroeveeweo^mrene<wunw< �_ 1� e9Rsner<wawysewa _ a mw.mwrst�...uar.a.w..va.ee>r.+esa 9QP1E Hear=50 teat f�" wAe.un.,m+arero.r�rraiox.e�.•�rv�eea.,aH"'o.�pie e.rr. c uluaraernn ..wMn.e>R FIGURE 2 oasroe ��ways.xcre=re.eerr SIDE PLAN # r ;� - ..... ........-----. Oct • 11 . 2007 11 : 33AM JWM&A No ' 6140 P - 25/28 1/2 INCH MINIMUM DIAMETER STEEL ROD I (STRAP)CLAMPED SECURELY TO PIPE CORRUGATED TIGHTUNE 4 INCH MINIMUM,6 INCH SUGGEST0 sp,� ro FF �'t.��f' ?;�;,��y••tl.? ���. S,r'f:�:yet.:.:. _..r r• •�: � r. •;-�'�,.�_ �x'!lC•:s.,-.;ire. 1 ait+rr.*•-xf,+;� h;' „ra_ etc`.Rri'S! .�•hti.t5,�t',.ti. ":p.C. .,,,n;:M,. ti4,��?'2'�ks}>>=):�: �. ':'i' z.:+..t,.a`��j• t+H%.lt•.t:. ,t !-j..1„1-•k:>r'�; r� y� .tca•i...y��•�3'_.�.%-�t _F.!K•:'S=`o.�,�lv W.tii;.� ,.vt. S' rF=lr�;• + :tScti•� �>' �t:i'i;;�:°1 w.:�flh a`. t 'a,�a:ni�wi�•sy.Y:1 .",�-��',J'k, J� ` '�/�•'�•-'-{tlSr'1 -:����,N�Y�!�•�:�:i�v'`c`r'c�,;, ..?dam. `'ty�,� � :t:{Y�:•'F rC-�' .�a,,.:�:it Y 4, Z�1'• ,•• - 1•�:~Ic.'•� ly�_ns.�:y-;��.+t,'a7;��f.u:�f'�Y;:t"��-•: ,�:-'t''.�C�z 1 TIGHTLINE ANCHORED WITH TWO, 3 FOOT REBAR LENGTHS OR BOLTS. i i I "A y FLARE END SECTION '; �' QUARRY SPALL w;J'i ;: iiFlx :Sc•C 3� OR ENERGY 5";"r'Y�ra+• !<`�' Fe .,.. `-=' t`^'•v.�:�ii4�.� ^.�5.J '�"'`�, two:._e.�: �",yta.:.?�'� DISPERSION DEVICE GRASS-DINED 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 Geotechnlcal Testing Laboratory Geotechnical Services toon 1%m em%sw )FIGURE 3 oh"'P"'wa 2es1 2 QaQC Services Phoew(SOD)?U4a U DRAINAGE DETAILS 1 TestiA9 Services Fnx � (380) 8_ _ Not to scefB l i Oct - ll , 2007 11 : 35AM JWM&A �-4No , 6140?`V . 26/28S ROBERT ROGERS JR. _ P.O. Box 41 E E., BELFAIR, WASHINGTON 98528 'teM 2,CT") fit; �l t RE: GEOTECHNICAL REPORT P�� `y s.AsN,.yi io"! 3641 OLD BELFAIR HCGHwAY BELFAIR� WASHINGTON 98528 PARCEL 123094100160 N470 29.812' W122° 48.204' SEPTEMBER 21, 2007 Mr. Rogers: #1 As per the request of the third party reviewer, we are providing additional comments to satisfy the requirements of the Mason County Resource Ordinance for Geologically Hazardous Areas. Item 1 is a statement confirming the need for a geotechnical report. Item, 2 requests a further description of the "Deep-seated landslide activity was observed of£site to the north." Additional research indicates that no deep-seated landslide activity is present in the area_ Surficial sloughing and raveling was observed along road cuts to the north of the site. We include a portion of the Geologic Map of the Wildcat Lake 7_5' Quadrangle Kitsap and Mason Counties, Washington by Haeussler and Clark (2000) on the following page. The publication confirms that no landsliding is mapped near the subject site. Item 3 requests that we provide the onsite well log if it could be located. The well log for the onsite well follows this letter. Item 3 also requests clarification from where the shear sample was collected or if the values were assumed using similar material. As part of our site inspection, a sample was collected in the existing driveway near the proposed eastern edge of the proposed garage. That sample was tested for shear angle and cohesion. Soil density was determined empirically and then raised (made heavier) to ensure that the slope model was more conservative than existing conditions. Dynamic conditions were modeled using a seismic value (ca) of 0,30; that value is much higher than the Mason County mandated 0.15. 10011 Blomberg Street SW, Olympia, WA 98512 i Phone#: (360) 754-4612 Fax#: (360)754-4848 1 r Oct ' 11 , 2007 11 :35AM JWM&A No •6140 P . 27/28 • O TECHNICAL TnTING LAHMATORY 41 {J•• a � .+;' .�„' Nr•, V';�. �' �C,;'.Mi '!elk't A ' ,;� ., �\d •:. ASS.•.'`,.. t .•. J :`�'`•. .. �-'<•.+"/,�• �'r•• r .>: :, 4 ) .r�,•Ji .. I ..a 'r�':'::;s•"Et-k' .. •.b�+^• rr• ..�f.,Fr. .yri�'I•!ir.. ��y�• ,� 'y/ •w a •ss `.{.� .,`. `{•.[� ,, i�'�bYgf',yS,"•;:'.j�,�'.-�':`' 4 ♦`, :>'. •i/!•�,�/� .. V. YI• .,r j,..;����'`,`7,, r?' '�.. � ��,J�•rf nC�,,�ti��w ,'���% `F• �7••4...:{iti''�` rr•.iw.' .rtl/ ,y�w�..', F ,+:���� ,:,�;.:•:1.: ::• %^�c;' ;,,'.� " jam' -- .�,7.= "^• vy:+.w J:'. •:: u' !(`...�. .r• ,^:.:.. Y•:`• '%�'i. . I sw. +•,<•.�� 4sf.:',i 1"r ;.w.-•:••:_.. Ib%o..•r" 3. . «..r n� �•:tex 'i': r: :rw'.��...-;.: , I. ,c•+r.;� 1.4'�.h'l,,i{: _. ,. �•'%_•' !t --_ _ 'l r ;r�_f 'c.:. :.!9� f' �� '.:•t•i�.��.,I'w� 4." r+'' :!.�' L - - 1 .1 ^f!.. < d, F). s i,f!�•f �r.. i ,-� r.i. `• 1°l r'cam` — j �»' "",': ..`' ,' s' r• : 'i�:+dY'?'s l' -:<!°M.'•#.i�.^;�,",, '.r�' f �•'-�———+t•y;••- Ile r� ""ki•. '�------••�'.•_-f'-. .fir ! {� � .7�,t, ,: �• • • ,'�+e <}r ; 4 l _w'`.rL'_-_-•�r`� ---'w t•- - — .�. ——— — '(. ���i r:•? � ,!3�I'��Yi�'+�:r''r`+�r ,r }J''� �'rr��;..4_}: �, T� 'r^",s.! �,��� �"�'�«'M~------ -•-=�:- i-:'�. .r:7I ��d ,rf. .jr.•^t I,•y' .. ,, .',y..' ri..r:�..� .i �_-___-N--(.::�*V:a '`• z! 7"•"... . ::��YY.. •. ... y; i 7 f.:' s`.J w: ,. JC'c�' 41 ?':f 6 t 1 :� ',�Niri1_.� -'�•�„ ,.: �`.p�.,�� ;�:��'�:f,'a..U� �t•�v arrL.,,.. ~�...--- -�'�-- �� a" '•y.'::�••71:;�A F. �:''-�• ti �%rr r•N���r'.JDI � �LF.•if ...�.' ..^.:r'-_,�.,y".+ , �i t '� '.X+YZ•.'S=r F.�,y:,�-.•.._� :�•,�,�� .%� ��J a(,•Y ��1_t r:? r _ __e-_-_..__ .y`� �... .r. A � + �r,, ,,,?, 99r' "r .Y r f ��r•"��^r1Y`'"�'Y,i , rr r•rW�� .,rtlJ,a"�t'' •!,. - -- ••y .:r: R'f.%� rr'h�. s.'�.' J'•,d:•.r.Sr t5•'. "fir•: cr .Fy r,�1.,,,..�.,"+c"= _'�. r4-- '� S I• �i''Cj::4:,'��I'�r.,�%� S Yr• 1''• a�`•����•Y`�`i~�' �:•i� ^ .C',__--_-.r__'•��__>;�---_-_- _ �'r•'n' t •�' i,�iL.e• �,' S`•l'.j «•�i .{��.fr. c ��r1Yt 'i• _ _ _-- .. .E 2' nil, .C�W'�...'f.:"�"���Mw"� .'�'ti:ct•:j �` '- ,/..r`.+, r1��"�"M�. a :'` ;......•.--••_--'-__ -__--_ • •): 'r.r.: ...Y;'i' `•5 ,{,• fit:,. � .. �• . � � �--w�r�_.-r-����-- -a.., ` -1` •a�Y Y e::`JW, 'f.. i " sa "•+ �• r 1'� �• %i.lr.i. ..r..s.~__ _-..T:•._•:.__�-_, __,_`:,T •',;" �• `',.C.•'__ .a ;p�.i�.:iN•.'. r:, +• F •' .y;: ,r, a �I.•,_N/ram ...� r. ' " �,w..r^....... -.'�:,wr.-::•�� ., ._.�: ),� �I ". ,Y,.,,cr. P. ... ,� �•'�:. ..•,rR�,+r-'•r'~ S(•�!' f.I p' �� 7• :{-•,_- ,L----------_,,,.=r�,,.. a. Yid-i •+• " ,�:�•'+3 .! ')':i...r• r �•'I ,%+ .) ————_ +Y•? r , �� ,• , d: f.. ,,•a ',�,.•;� ,, r f. ,F�' + „ —'---�----r-- -- ' ,----•a +Y !•,ll.��, Y' ! }I ,''I' I+ Y:l .r,}.5�: �•I•,`•', v�fi'.�' __r_-___:r..___•r \ ''.rip r,.a, •.r'• P.c. ,i.:y,.r/s:'..�:++ _ 'r_- ..%M... ..w-.. •..i,•- a a `ft•.5'•.<: .'%c.,'�n• ?'' �''°� vp''••.•':^` r-, 4'-,• �'=yy�'`....- w-�_'tea.-___-_--_-- at S ite 47'30 We request that a building permit be granted without further delay. 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 pie�® tS f�P phone number listed below. CO �0 Respectfully Submitted, GEOTEC14NICAL TESTING LABORATORY ORY Harold Parks, L.G.,L.E.Gr nearing Geologist Senior Engineering Geologist 827 Sed Gg�\o cc: Mas ommunity Development, Robert Fink 100 11 Blomberg Street SW, Olympia, WA 98512 Phone#: (360) 754-4612 Fax#: (360) 754-4848 Oct , 17 . 2001 11 : 37AM JWM&A No • 6140 P . 28/28 l N G-t-,`U*rFCI-INIC AL T.Es T Nfi 0 2A�T O t Well Log ` "�•`"�°, WATER WELL RAP MonCA#'"Q..� �._ flaoalMq�.uff awonr REPORT CAMUE .a-. ttracoPyr�orrlbryp�,, STAMOFWASHJNGTON waaa•nr�ms.r,nn>lav _... hi CVhA: wro 1l. tr1.1'.4 __= i 4! M L0CJ D"CFwMu ram.* a ��571� 7ADdRE�$ M�.f.lo�rwr+,ld0.1'rtab ♦r L1 M PROPMer; w-. X a—ab- rkWtVt !I Moni;" L1Q) WELLLOGorABA1iD4Nh1ENTPROCEDUi1LQLSMPTfON C maw peWprTot WaN t, Ltasr J O.rc,b yr ea•r,w s¢1or,aao d..,.dn n,e asa.r•.Y a vr..ra�ws d >•n P7'4�"a44+R.,Q d�IllfafYe N•see,H,iYr�o�rawd r�'d 1�4 yr•roy N•NDI (4) TYPE OF 1Yf31HS: �'+re roarow d sal OI sal no mran. b►AtlWu�d� N,,.rraY � Alppgp gyp C j+�� . .mod � hcnsa A om-d-LO-Y— OIflTaoraplaadwca.- Q . is 9nw f rc � typei/pM1�•W usad 817E m parte!saea,r ..�...— ' L Pk%ap6om ham� � R>A R, •_� DFOOMiNm 7WIa 7+lntU�Cgtra/iAM� -.7�i�,L�L�.•�'l _._.`-"�. ..�.-.-_,...,.,...�..�.....�.,��... Y .� -=l m �1 �+ar�...., Dan ian ke NeH drawl's Y. Si""dseala.ygr L_5' oiQanroewtsan�onuwa.efewaw� Y"C w� iyy.or.uar• ... Osanm'soata`,_,,,__, �,,_..�--- - > >� r r ,w .. swlca r �._...._e era�.s►ar.w Ass i .1rw. jronov _bs ssr39Wq." an "TI-L,CIDLVM=R CEFMF CATKN.- Ad I CQntali w and,m 4-w, "reamy fat rJorUMX wn of the"w.aattl o epeyWnte Wth all VbAL •,+wqf�on,�eo�ltLtitln alar,Carda,fUWnah erse4 anG (0) WELL TEST$. S k amawl�ri►b„O q kase+vDa+ov slrtc III V*Id,nr Ow rNeeaO OO&O w9 sow to gw 0"I Itom%dae dad t sw Aaa7wYdaGtQRnSmilrl�iin)w1MepH,pWMlagaj(w�yrlaYel�aSsuiNO.aOrl1� �� ....__l�ce++saHa�.� �4P p modes ba8 I -�� ----�_ {USE ADOMONAL SHEETS IF MECESSAFY) Ilwra *xm.:i.io,sosn,srIJR .,rL fbr___PM COA09y ra an Eal:ai OWorttAjfy wd Alfirm5va Aat w arr&yer.For Mpg• McFW4s-,,•__.._,.,d.Fa,n. oxla SHIRiOCGrtMbGICCtrmgtls.CCgcatt7WMWetarRo3ourcssProglAlt�tlt[iC0) Tanana at„ M.—yam ,%,© �e 407$9OU ThG T'DD rKsrtw=t!j2%j 407 cow. 10011 ,Blomberg Street SW, Olympia, WA 98512 Phone 4: (360)754-4612 Fax 4: (360) 754-4848