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BLD03-00818 Final SFR - BLD Permit / Conditions - 2/8/2005
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Date _ ` y T/2 Date / /S'c!:t3 B FINAL INSPECTION LDe Line Date V6- B l4k— By Date By ©�-- Ok es 9 g oQ ca wl&.;Al t r G A - -2-� - !� lli�i .Cry gr 14 d C '� � - Z S'd� 1-2�-o y �/�71--�..oL r/f}t�C/` I/��aC�4i�/d✓p y'l,Ct"�o w 3^//-aY-3 fe e /�j�v cy Osr�S' Logo df AC.L — ..� t 10 - m o0 anti 0� • t!i i•a, Piss 1.10IL \4 7 Marley-llavictson Motor Company 3700 W.Juneau Ave..P.O.Box 653 1t PERMTNO.: Milwaukee.WI 53201 _ Tel:425/888-4168 Fax:425/888-4169 MASON COUNTY Phonemail:414/343.4641 Ext. 7081 ERM T AMUCATION G p mark.ransavage@harley-davidson.com MI Cou Mark Ransavage District manager Lp Code Ph. CorNraolor 1W � � EPTICIWATER SySTFJA lWORMATION-Connect to New S810466 E SsptIC' Canned to Sewer System_Name of t3ystem 7b11t!? + d_d4lnh�b A WMI.e.Water System Name of Water S 43 PARCEL MIFORM T1 Tax Parcel ! Fire Dist Legal Dosed SMs Address(P1 twrrnbu}r ansf iog krtdions e n f-o l!'/7�4li2 Lei y� VW timber be Gut and sold A paPW ?(YWNO)___ Is your Property within 2DW of tM folMwdrp:Body of Water Saltwater Lake_,.River/CroaK_ Pond__Wetland Se RlNuetf Stream Slopes or at Z"M TYPE 01t JOB"W RepW of 8uN01tt0 Describe Work Other f No. o ofsedrool FOOTAG -1st Floor 2nd Floor &d Floor iltlta sq. MOaa sc HOMiINtaD1aMA k1i'. Model a Year No. rooms it unit srorlttle 11/tu MIN.l,a vqa tVYORK OR oMaTtaiaTaH trtir carenu9wceb wtntMt ue MTs OR 1F POWD OF INVANI ATOW TEE AFTER THE WM M W II�ICEQ F�DOf tIF OI!tN'dIpCM RY Ml!'Ali I°A/RO�OREa'A Itait�CTltlMt.{'M 1Mi1gr Sri aa�on awnws 4�h�M npr�wNs thN ua TbNintaaoli Fs md eras ntrw,pod M d MI corny aonss b aw abswr d wq Y and Structures for review and lippeaondaiiVwlNd.�+o�!pe�;t'to1'sian�twabsiow: pNNER At lalyYtTa o.lrry rwtl as«.mat nos id.wvuke.+»nts a a,e OONTPA9TOR'a Ai WTa CWW srt l am VAM*r-QM 684 Cordrsopr R MMCri t aw R¢W.faZr antl qaM swWJil t+f the aMYreae aeMiasnorir ihri tiwear W W�M�n sM oo 1 m swsa d ow srdir�ns ��drWldotl rill MMtd aiO ern M waiK wi be done in 1M wmt for w1dd�NI1 asrmR is itawd sod dwo k itwrswM� .in11 a«rda !R Trip add ice thsrswlh Ho dMrwss.lrr be mear wu�ad aprorK G /3 03 W,0101 X G X ar. FOWORP4 USE BEYOND THIS POINT Acce42/ ubmittal Amount Due� —Rece�lt .+� 8 ertt ; , o �(JF C OeC T CWr. Plannirq end _ �?�. 3213 Environmental HeaMh Department Public Works Department Fit*Marshal (�O Valuation= BttMl�lg Pwntfee � 8Me kupadon Plan Review Fee _ EH Fa E C E I V E D P1lanbkV a Same Fea z"" F« t ��,a�`� SON tie . UN 18 2003 Mol llw Fee TWALd at submllhl ( ) W. CEDA11 ST. ?OTKFEES Harley-Davidson Motor Company �[ (X�, Milw Juneau Ave..P.O.Box 653 /CJ Milwaukuk ee,WI 53201 PERMTNO.: B1.0� �6(J Tel:425/888-4168 Fax:425/8884169 MASON COUNTY Phonemail:414/343-4641 Ext. 7061 O PERMIT APPUCATION mark.ransavage@harleydavkison.com CadarrRO�ier;Ee.ah/NmtIW1,40K OR ' Mark Ransavage ---- colttrada District Manager Ph. �--� e ' Contractor EpTiCA"TER SYSTEM INFORMATWN�Cw"mA to Now Septic Exislinp Septic Coveted to Sewer system N"e Of Saver gyvWm 7l W a•JMW A,&A WeAj_Water System Name of water ayd PARCEL INFORMATI 1 TOX PWCd �i / Fire Dint Site a edlons to s(le W, va amt>ar be Cut and st>N In (YeM1Ho) II,, is your property%Rhin 2W of '*4wWlM:Body of Weter(I+lame) t4k& Sauwater Lake„y[_Rlver/CroelL _.PWWL_WMlutd $easond Rtlnotf Stream-slop"or 8 RialDBNt7E TYPE OF JOB Nair Otlter—tlat of! Q Describe Wotk No.of 8edr+oorlts it E SQUAREF A E-1st Floor 2nd Floor 3rd Floor l) Dock Other sq.ft. GarsOetaWled AtWtdNbd Detached MOBILE HOME RMA ke Model Year No. T of tJrtl[ ) l Plarns ND71C4 TtMa FlRMrf IUIMd.Ai101111 MIb1uC DR W DAYS OR IF tDWItiT1a1C1FWNC C'p Oil AWNDONf ;WA OF14DAY AT AFTER TIE1110 Or000NNOMCM ►IIbOFOF t10N aw W MANa OF A M4110.ta IWBCMK TIM aeetrar ae"on owaw's bsb@K repnanea that tow i�lo�natlea 1NwM�k d�itealir and Ma crap'n *(IN CouMVeacen to lin wow daaararad wol b aad struduros Isr n�rtaw and Inewetla�of tMik pntlad Adwwrl.iRiwe N ouch is 6Y sgnahwo below: 011ialltR AFFDAYR!rwiefi l awe«�aipt dam the ragdwmwu ar W* OONTRACTOR•s PWvF10 WITd GW*VW lam cum"raaMtrae we CreaWorRuyhwtiw►LWR0W1evantaiwauraareaonr , ow- w, ineaatftefftd6ow awMr1mawwaofew, 0 , mgMrMMOh ibrw"V% Is YliMdWW"d wwk will be dma in repuirantatb rapt W*tlia wak tx whkh ett p=*Ia itamd and d wwk oo�dorl�wor eumalti Mint W arta wpaut M d inaVP rwrnwi�Noelimprs Nrl be made WO" • � 03 G X Qeia FOR OF USE BEYOND THIS POINT Accepted t ._ ubmhtai Amount Due • eceipt "a//Oa occ ro T C4" Iwo ea, f� F Planning Department7_7 — �3 06 5 � 0 Environments!Health Department Public Works Department Fire Marshal Valuation$ &A tp Pe me Fee SMe kNpeeron Pin fie'-few Fee SI IieW W Fee KAWft&800Fee Pkmft ftvWa Fee ECEIVED Meahnrcal a Base Fee cow weo Pd«sta�.F« Soo Fee UN 18 2003 viaMulat Fee nees d at Suw" t ) W, CEDAR ST. TWALFM Harley-Davictson motor company 3700 W.Juneau Ave.,P.O.Box 653 PERMTNO.: OLD� �69I g , Milwaukee,WI 53201 ?el:425/888-4168 Fax:425/888.4169 MASON COUNTY Phonemall:4141343-4641 Ext. 7081 G PERMIT PP If ATION markransavage®harley[tavidson.corn CadrdRE cos ilk Q�IiT Nles as ee . Mark Ransavage � District Manager Ci! I • L4,A.no C-�g43A . Ph. 2ff011W Ph.t Contratiff # ' EPTICANATER SYM4,INFORMATiCN-CMft MO to NOW Septic Exiskp Sepdc Corned to Sewer System Name of 36%*r 8rrtem ZNW Effttd A-&A Water System Name of Wafer System PARCEL INFORMA 1 Tax Pamel �i D 1 Fire LOWI Ifedlons Md �. ttnlrNr�LSry� WIq timbeU be aft and txllld lrt. die • �is your property vAIW 2W of the Io1100 ft:Body of water(Nafne) IiP « Lake, [,_RivwiCmek__ Po"d__Wetland Seasonal RtMiofl' Stream Slopes or Skirts TYPE OF JOB New epak Od1er_Use of&Ming Describe Work No.of Bedrooms FOOTAGE-1st Fbor Z&O 2nd Floor 31d Floor Baeenteftt, tklter sq.tt Go e, petached M013 E HOME INMR Model• I Year —NO- Pdbe i Unit Name No flID7lClti 7iee FERMrf vbAD aT YrDltlt pR 0011ii11utSftotl IIS MDt COlAr1E1=11ffm m oAv*oR tF COIIeiIaJC1tCN YtI01tiC N Q /IRAlID011ldi llt A►EAIOD<1f 1N IMMo Ii�I AOK IM1E AiTt9t 11O1 MU0RK N GOWNI ICM NIOOFQF 00W0VATM N ltr MOM OF A PACORtiM MPFCM L ThWOwrrr K pMt on OWIM s WrK tW IM UMentefion preaidYd Is ata uIRM aME�I wells a ws.d Masan Camtr Manua a ewe afww dsasr0 property wed stnariw*a far ra Im and Y etlsn d tbis t ti Butt of week it by swWture below: CMMQR AFFOAVRa a d*etft 1*e elaaot dam tha Mp*wrwna of the CONTRACTOWS AFFOAVIT4 GW*that I am cuff**eurtw nylMersd•e Osrdradsr Lewfr RCW#a VWW am away sf Mu aMrtM+oe ordmebr herkid s of vVewth w and cur I Mn awa of ardlrnoa algiYallMda for%%tft M steed trtd"ol vedc oN be d"M mpk"ft *Ioraddd-etk�is awwd oW d m* oadoenrw do""i dW be Made wOlat R d adm in 1MraaWt No dirges dM be mode vAh ad appolat ,a - 03 x x Dais FOR OFFOAL USE BEYOND THIS POINT) J Accepted baQQ Due.. • Reoaipt '/ t Wft C cram Tvos COMAIN MP1h=wft n _ �3 Environmental HeaHh Public Works lkpartment Fire Marshal Vahwdon i etrldtq PefirlR File SIM'enl�^ Pins PA"M Feo tEl RatMw Fad —] I a&"F.e pbm q ReribwFee E C E I V E D Mealtettleal a tirade Fee cow Wbodpef�i+NetBbwF« GNU Fee UN 18 2003 MaWmFie pig paid at submittal t I W. CEDAR ST. TWALFM FORM UYtT aE COMFLETl9 N NC PERMIT No 6 PLEAM Pf�HAM MASON COUNTY PLUMBINGIMECHANICAL PEftMIT APPLICATION M«f ft.ftw^*" I.wN. .rrR« K sbw" fin. am TM M meow owner state zip code PEA.( ) OtltsrPh.c_�k. Liddy Ips HoRlsr contractor R".B Addfas sEPTit:wK~TKw4onMd to New ftpftJLExWr*septic Confwd to sewer syalem Name of Sewer PARtN:L.1NFORMA ax P No. I ©� 9 Fire Dbtrlo�_ SW to site � ' i rr,N f�l/iLl__/-alcP_ saltwater p ��wound t"Seas"Runoff-stmwn slopes or TYPS OF JOB New AdQ�.,,,_ O"Wt---Ul*of sumne Lafotlon of Fbdunsllkkgs tat Floor Floor PLIJMBMIlir F"JRS"Now Number of*sofa 4idWWALPO NIL UNITS FuM Type:�balpvW Tomb dft- N� P mp True of Unit No.Of Unffs EW 811h saw Funtaoe Bath Tubs V"Fan , walshwAwsprop"Tank water Heater Gas Outlets l atntdry wisher 1 *Iota WoodlOalPeNat Store 0 v fay . 011w lom Odw Bw Fee TOTAL TOTAL PL1ti A FLOOR PLAN AND PLOT PLAN MAY BE REQUOM DEPF]rI a ON THE TYPE OF FD(Tt WANOT. N<1rK t11s11tR�tT a Mf01p�-0Re0Wf VC MAVfN0 i®;rviQOMN 11 DAVOCRM COII IINICt108w01Y4M PORAPlItl000F 1MOAYt AT MK 7IMEARTNw=r%iMCM w c0wM9jcM PROaPOFiDO1f1AfIMZ1t1l1r1Ptllft � QI�APROMEfiN�PBCT101LTMew�K�rat�w >1lIA�wr�aatlM O�IoinaMos Nerllrfb aearwM aM�wrae�rt�Nwarr of Mnoe Cwigi Uxass eo t1r avow daaerbae MaP�r aM aaegiaos for rwkw and Uaperor�of tfis pryrat AcYeo"Wip tt artatdt fe by dpd—Odour. GYP=AfMMW-9 061W#4 1 M 6W*ftm gsq*wwMaaM» C0NflWCT0"AffMVr40w*&dl—a.Iw*w01 1«ad..o c grrtAp>M OeLWRow%Vmd. 1*9" n.�e. ow�Y.olorInfo.sw.�wwiOar►rM+Me�asiarwwaf>Mo.riw�o. n,*IrwnM�f rM •s*}N 1/ww�>flewe.f .a re aon.In I rnIM Nei+wed..�akfO.frArdl«..rl�didbam warw A aMlfw�aaneatt+naMM�.NsdirratahMManeawMAaARdaO1rY+M�e dWOaAwiainaarilwromoatfirraa/�.NaahmearalrfaMaudawMwt Rat dfyNe a op{rWAL X Oala ltw FOR OFFICIAL USE BEYOND TIES POINT Acompled by Dafe submidai Amount Due Receipt No caner. lhpatsnert 01W- 00W aidMm F« odwr °" RECEIVED r PC WrALPMIN 18 2If19 426 W. CEDAR ST. FORM WW W COWIMATW W INK PERMIT NO PLEA!P NAAO MASON COUNTY PLUMBINGIMECHANICAL PERMIT APPLICATION �ew.C+daNRaae+M. '�►� caMTrdie tl�O1HIAATION ownerwmilage, Contraction Name Maw IM wbv Addrsas 9taN Zip 06 city, titats Zip Cods Phone( f�r1F-�,//�70therPh. Ph.( ) OMerPh.( ) L.Wm a Holder Cof&uWRep. Address 11 our I1C NiifORMATION-Convect to Now SWW_.L,_/_.ExbbO to Sewer syslem Name Of sewer PARCEL BIFORMA ax Pafosl No. I / 0 9< Fire DWcL- BLMS l 10i � _Saltwater Is your within 2W of#W no:Body soasatM RunoK Steam Slopes or Laks WrAwk__ Pong_Wetland Bluf(a TYPE OF JOB New Add Ak_Repair Oltler,:lJts of SuNdinO Location of FbdumsAMft 1st Floor nd Floor BasefllsM C PWNIWn FINTURES(Show Number of each) MECHANICAL UNITS Fuel Type:F_WWc ToiletsF Tyne of Ujit No. SIVIUfnp Elt9f Bob Basins Furnace Both tubs HedpumPs Showers Vent Fans ' Water Master d� Propane Tank Laundry Oudets Sinks Wsfbr `y� WoGasodfGaelPotlet Stove DWwradw V Othff • Other Base Fee Bats Fes TOTAL WCAJ TOTAL PLL AWNQ A FLOOR PLAN AND PLOT PLAN MAY BE REQUIRED DEPENDING ON THE TYPE OF WFUREMNIL r!fAWr4 Fatwrmm�aNIRt.aVOrilFttlal I Mil(CITtI01111ENClDYMIt WDAYSORIFMWORRItatINIO—QR MWEMIMOF HtlhMAIMOFAPROEIEaaaMI .WL TMW~aavWmanaw'aba*idl.wM projMiet waftA. MiM/ 1sIMbow de�e�I orb art 1111111110000 Mae tllalagidlaelants or tln CONTRACTOR'S AFF"Vf 4 GN*that a am� b age Con*= r RaObMMbe law RCW te.2?end GM I& lM Of thaardYwroa m*&q Mr into 9YM dMr Mr Wfth MIN I� Y Nwwl endmadvo ue Y wslc Mw*AL No iw shadbom►dawNhM*bratablahk+p~ �deei —WWllwoathanwiOL Nodong OdboendswWaa apporal. brat o l—A aRewal• Dab FOR OFFICIAL USE BEYOND THIS POINT Accepted by Date ___Submittal Amount D No con*. PYnnYiODombned Other 777 011m Panes Plan RaMaer Faa UFC Ptah Rarbw Faa Pkv d*Q a ftu Fee Odw4..6 a w OlmCEIVED P�.Pra�awerlw ( � �1on -]TOTAL 18 2003 426 W. CEDAR ST.- Mason County Permit Assistance Center Planning Intake Checklis//t�� Owners ee: Date: (0 -1 `�- Project: Reviewed By: Comment: S NOComments: Planner: RAM sip Plan: W North Arrow n �p PI-Property Dimensions: X o` Of I V and Driveways Sl�wn.Road name: w-Vell Location, Septic and Drain-field Shown with setbacks 9,-Id�tify all surface water(streams,ponds,shoreline,wetlands,etc.) P- ' oPoBmAhy(sloes) Proposed Structure Setbacks(Dihrerction/ c 0ack)• F• s / 10 Ol R:_�-11 / d S1: �i / id ' S2: F— a(' tility and Drainage Easements: Yes o (if yes enter condition#5022) p0Other Easements Y)O Accessory Appurtenances1'��T71�- /YES O 6 YR TIP �a" Would}you like to be present for site inspection? NO . Shoreline and Planning Info Setbacks: Shoreline: JODSlope: l Shoreline Designation: Comprehensive P Rum ZoninaL ❑ Not Applicable ❑ Agricultural ERR 25 10 20 ❑ Urban 0 In holding 0 RMF 0 Rural ❑ LTCFL - ❑ RC 1 2 3 ❑ Conservancy Rural ❑ RI ❑ Natural 0 RAC 0 RNR Z. ❑ Unknown ❑ RCC-Hamlet ❑ RT 0 Urban Growth Area 0 MPR ❑ Unknown ❑ Unknown RECEIVED Water Body(type of waxer if unnamed): SEPA: Yes SUnknown 426 W: CEDAR ST: Flood Plain: YES NO t o Map# Aquifer Recharge: YES o Map# Tags/Cases: ,L YES RLC/SPI Case 40 ���`� 6-Year Dev.Moratorium:YES Eagle Nest Tag: YES(�Y4 Other Addressing: Check box if needed Reviewed by: o County Access Permit Needed(add condition#0010) a State Access Permit Needed(add condition#0020) Standard Conditions to be added to all Building permits that planning reviews: 1�, - ,� #4999,#5019 and#0700. ll CLINIJ' apt S al�'C1111�i.Q . ��. • *C,c64-.c& drt show ace� vvI aLI LV VJ Vl.YV • ' MAS4CaUNTY #DEPARTMENT OF HEALTH SERVICES ra►� BMYAnL 275-"67 sse• • ppli ti ft for I)o;er-�niria of Ade,quacy . PART:1:.' 'A,pOiaw Vtd Itlent 6"tioa Naaq•of AppHcwi 1l,a�� �a Sa Dsm ZL 03 .. T . .�-719 s o f tk ce owdila cy w Fy n a•� ' ao.�o.4 • '.I o Lww r.a appacjsdoo.K,o.. . •Lrdirldoi�l q�sa+e+cd(aieoo�••ede�.ifca. a Dhisidsr ofhnd .: w4a . �t•ofPsanaelr'1 o 0 B syJim ad a Odw ... .: �. RECEIVED ,JUN 1 $• 1003 .. PAR 2: :"ITV##er Sya bifi�tria�". `Cvmpl the a opri* I+! &c the.type•of wjow rj* m bft� �DAR ST: WiWer, , Nif6c•Of water system Water Facility tnvYNiobw o• TM .�raar> has IPA*. -%W graatit"bWiIcet hookup to this waiter "' o�ereiiac atteo o I iw hs bM gpdW �th wileth MR l wbb� ) aWOW arlow ooaaectioe� . . ih�set by Betas,snd Iocrl • ' S�qu+a'of•VKat�er Sys'tem.M�iatagac I�ta 06/12/2003 07:48 13602757501 TOP DOG DRILLING CO. PAGE 05 ,ad" aer ty,r .; t c, : a . . waW ra+r t, r •bra : . '. .�ti � �4`, ,�'; rrawaar Qr. dYe r � • • be a 'Met :ofcioa':;. ci' ,Lbiaxas+oio►io . 4m, . . sla� 'sad�oE� d cat,W4rerr� ,Av'toRlDl'Sr,ATEirt�'. : �A7E RELATIO brluak�Tt�lor+tgpr�oa►/f#i f wu( d io a�r+r +rw�_o •bisjtiai by.- Do Yt wrfie.below. 'Brief . � , • ,: � •- '• ��• •-• � .••K IMDrI�difllCHlr611I.fT6`R�fDx!?• ' 'UP4�!�U'{+��-1�99. •. � . fOlalt ll WW noWUMW N0K �. rjumoo mm :!."SON COUNTY PROJECT SITE INFORMATION ` Case No. Naha KAMiSiMCEL Nt1M F-lt-=�-4000W' SHOW Ttlr FOLLCa111fINCi ON 81TE PUW show Direction tv WAcW O N In8.E.W rsloon to the dto am. Lot Dirnenslone Fences Ddvowap E 0 shonsum vmwLkm Sfns�tNe aefbacks TopOa'Splq► Wd Lto�llon OrAh N ad W"Q Nsmes of oll j ob Essoomft Name al , stl..a Win" if on dwdkw 100 f4d of seam opoomIns �1 proPeM 1 FadJNW PMPsAY Ins 1 , 1 1 1 1 , 1 , 1 , 1 70 1 1 /r/!M 1 1 i�'�� 1 1 ; 1 1 ; I , i 1 1 I i 1 1 1 1 1 1 1 i 1 1 l 1 1 t,. Iwo ,item ur 1 SAMPLE SITE PLAN E tPeM Ine sdbv a"Y Ines aLo' awwva CalaaK \ 1 1 NOsua ' 1 VAUIuT >M � 1 /� 1 , 1 1 , 1 � ioo' � 1 1 , 1 , 1 j line ad TOPOGRAPHY PROFILEWm a Bide view of property. show slopes.cuts and figs. if possible include helpM and the door"of elopes. Set s ""Mori Pam-) 64 c Ssrt SAMPLETOPOGRAPHYPRCWLE a.►.wsa t. �irPhA'' �_J...- �IaRawtt is s1�ps t. k2e .W area •....i RECEIVED IJUN 18 2003 426 W: CEDAR ST. i I HAVEN LAKE I OHWM I I '$ P P TANKl s� I t j$ FAST ATU 3 BDRMHU AE ��✓ WATERLINE PARKING APPROVED _ �`� �`�,. ,-- EXISTING wEl.L MASON COUNTY DCD t oA% LINE WRj SITE PLAN REQUIRED TO BE ON SITE CH^ES SUBJECT TO APPROVAL ? , By �. 2k R ENCASED WITHIN W OF THE WELLIris- CASING UNDER ROAD -- - SITE PLAN: 'THIS IS NOT A SURVEY* FOW RANSAVAGE JOB#: PARCEL#:22334-50.00096 DATE:24 APR1L 2003 BY:TJS DESIGN PAGE OF ORTH ARROW: SCALE: 1" =40' N a. sa 0 TAHJA-5Y9E7T DE51GN5 MASON COUNTY PUBLIC WORKS DIRECTOR/COUNTY ROAD ENGINEER se.�,w xsw DATE: July 8'', 2003 INTER-DEPARTMENTAL COMMUNICATIONS TO: Rick Mraz, DCD-Planner FROM: Alan A. Tahja,P/W-Co. Hydr. Engr. WON PLG-03 SUBJ: Geo-Tech Report Review NAME: Ransavage Q Haven Lake BL.D20(13-(HlR 1 R Rick, The geotechnical report prepared for the proposed residential development of 553 N Haven Lake Drive,Tahuya,has been received and reviewed by Public Works. The report appears to satisfactorily address County requirements for geotechnical reporting. The report's author indicates that,in his opinion,the proposed development of the property will not cause stability-problems for either the subject property or neighboring properties. From the contents of the report,I recommend accepting the report as satisfying the County's requirement(s)for stability investigation. Recommendations contained in the report(setback distance from lake shoreline&tightlining collected stormwater"to the bottom of the slope") should be incorporated into the site's development and made conditions for permit issuance. With the engineer's recommendations incorporated into the site's development, stability issues appear to have been adequately addressed. - Please feel free to contact me at County extension 461 if you have any questions regarding these comments,or if you feel any features need further discussion or attention. Since ely, r AI n A. Tahja File: H:%WP%Gz0XRevieivs\Ransavage.doc �: -cJ (7•� � f WA � v OF R 't _ t Cam` Z Type a(VARk CHARGE TO: tc e-«�a to ,,� oN s NAME RECENED AGENMICOMPANY 13UMG ADDRESS PHONE x S'77 031 PUb.Works Pea=In e: MASON (c) Pcgect-Tirt>a rom-todates) TO Project SM dde: 7�8-03 Es&Tu Q Fk*h Ode: APPw4n III1om: ESTIMATED TOTAL=S: '431, COST ESTIMATE Employ" UM. ri(0) 2di TOTAL$ 7 .8 03soS TOE EQUIPMENT USED: MATERML USED: (F) Adud Cod BARS: PROJ#.- DATE Employ" ' us= LBAIC Hotux figNoW Fringe TOTAL$ EQtAPMENT USED: VA Le ! at TOTAL VS MATERIAL USED: TOTAL ALL (0) BILLED DATE 11 IM/1 PAIO DATE RECJ CVJ 553 )0. &iueo hk• - I�An�sq vq�� PERRONE CONSULTING Geotechnical&Underground Engineering 11220 Fieldstone Lane NE Bainbridge Island,Washington 98110 vinceroerronePEQaol.tom 206-778-8074 February 14,2003 Mr.Mark Ransavage 1410 S.W. loth St. North Bend,Washington 98045 PIATOMG Subject: Geotechnical Consultation Haven Lake Property Mason County,Washington Dear Mr.Ransavage, This report presents the results of our geotechnical investigation for the proposed house at Haven Lake in Mason County,Washington. The purpose of this investigation was to evaluate the stability of the existing slope and provide geotechnical design and construction recommendations for site development. These services were completed in accordance with our proposal dated November 13,2002,which included performing a site reconnaissance,reviewing available geologic and subsurface information, excavating hand test holes,and performing engineering analyses. Our services were authorized by your signature to our proposal. PROJECT DESCRIPTION The approximately 1/3 acre project site is located on the south shore of Haven Lake. The property has about 50 feet of lake front exposure and extends south of the lake for a distance of about 280 feet. The site generally slopes down from Haven Lake Drive,which borders the south side of the Property We understand that the new house will be located about 90 feet south of the lake on the upland part of the site as shown on the Site and Exploration Plan,Figure 1. The single story,wood frame or post and beam house will have a footprint of about 20 feet by 34 feet. The septic system drainfield will be located immediately upslope of the house. We understand that the septic system,which has been approved for a single bedroom house,will have a maximum effluent capacity of 120 gallons per day. SITE CONDITIONS Surface Conditions The project site is currently undeveloped. Remnant concrete footing foundations were observed new the south end of the site. A footpath made from timbers steps down the hillside to the lake as shown on Figure 1. The upland portion of the site gently slopes down to the north from Haven Lake Rd.at about 5 to 15 degrees then descends at a nominal slope of about 2H:1 V(horizontal to vertical) from about 180 feet north of the road to the lake shore. Figure 2 illustrates the site topography from about 130 feet north of the road to the shoreline. The lower site topography has been altered by cuttiQ[i�;i C V E ►JUN 1812003 426 W. CEDAR ST. D:\Projects\Ransavage\Repott412403.doc Mr. Mark Ransavage -Page 2- February 14, 2003 hillside and placing the excavated soil behind a log bulkhead at the edge of the lake. The 1 to 1-1/211 to 1V cut slopes(see Figure 1)vary in height from about 3 to 10 feet. The approximately 9 foot high bulkhead extends the full width of the property. It consists of 2 to 3 foot diameter logs placed as lagging behind existing cedar trees that are leaning toward the lake. About a 1-1/2 foot diameter void was observed adjacent to the east end of the bulkhead. A tension crack was observed in the ground surface,parallel to and about 10 to 15 feet behind the wall(see Figure 1). The site vegetation typically consists of 8 to 24-inch diameter fir and cedar trees. A 54 inch diameter fir tree was observed on the west property line near the shoreline. Most of the trees on this site and the adjoining properties are generally straight. Some old growth bowed trees were observed on the property to the east adjacent to the shoreline. The large trees on the shoreline that support the log bulkhead are leaning toward the lake. A stand of young alder and spruce tree saplings cover the lower slope areas that were previously regraded. Salal and ferns provide groundcover for much of the site. The general area surrounding Haven Lake has a Class 1 slope stability rating(Smith and Carson, 1977). However,since the slopes exceed 15%,the site has a Class 2 stability rating. Subsurface Conditions Nine hand auger holes were excavated to depths of 1.6 to 4.0 feet at locations shown on the Site and Exploration Plan,Figure 1. The test holes were approximately located in the field using a tape measure,and a hand level. The locations of the explorations should only be considered approximate as implied by the method of measurement. Logs of the test holes are presented as Attachments 1 through 4. The soils were classified in general accordance with ASTM D2488,"Standard Recommended Practice for Description of Soils(Visual Manual Procedure)" Geologic maps(Carson, 1976)indicate that the site is underlain by glacial till with a thin veneer of recessional outwash. Subsurface conditions encountered in the test holes were consistent with the geologic maps. In general we observed about 2 to 4 feet of recessional outwash overlying glacial till. Fill soils were encountered behind the log bulkhead. In addition we observed about a one foot layer of colluvium overlying glacial till on the cut slopes. A description of these materials is as follows: EUL Very loose to loose,brown to reddish brown,slightly silty,gravelly,SAND,fine to coarse,with occasional roots and cobbles. Colluvium. Soil material that has been deposited by erosion and downslope gravity transport. Loose,reddish brown,moist, slightly silty,gravelly SAND,fine to coarse,with occasional organics. Recessional Outwash. Soils deposited by melt-water from the receding glacier. Loose to medium dense,reddish brown,moist,slightly silty,sandy,GRAVEL,fine to coarse,with cobbles and slightly silty,very gravelly,SAND,fine to coarse,with occasional cobbles. Glacia Till. Soils deposited beneath the weight of the advancing glacier. Very dense, brownish gray,moist,silty,gravelly,SAND,fine to coarse,slightly cemented. Five to 8 foot near vertical exposures of these soils were observed within a few feet of the ground surface on the second lot west of this site. PERRONE CONSULTING Mr. Mark Ransavage -Page 3- February 14, 2003 Groundwater was not observed in the test holes above the cut slope. However,slight groundwater seepage was observed on the surface of the glacial till unit in test holes TH-5,TH-6 and TH-7. Groundwater levels will fluctuate due to seasonal precipitation,irrigation,and surface water infiltration and percolation. CONCLUSIONS AND RECOMMENDATIONS Construction of the proposed house(with a 90 foot setback)and the septic drainfield system on the existing slope appears feasible and can be accomplished with minimal risk to adjacent property owners or the environment. The risk of deep seated land sliding is low. The loose colluvium on the existing steeper cut slope segment may be prone to surficial slumping during extreme rainfall periods and during an earthquake. Recommendations are provided for minimizing these impacts. Slope Stability We did not observe any evidence of deep seated landsliding on this property or-on property adjoining this site. The bowed tree trunks on the properties to the west are indicative of near surface soil creep of over-steepened slopes near the shoreline. The presence of very dense glacial till at shallow depths indicates a low risk of deep seated failure. The static factor of safety for shallow slope instability on the natural slopes exceeds I.S. Surficial creep and erosion of the colluvial soils that was evident on the 8 to 12 foot high I to 1- 1/2H:1V cut slope is expected to continue. Localized shallow slumping of this slope within the upper 1 to 2 feet could occur if the soils become saturated and during an earthquake event. Due to the limited source area and thickness of colluvium we expect that these failures will remain localized and not degrade into a larger flow slide. Erosion and slumping of these areas could be controlled by constructing a crib retaining wall at the base of the slope and planting the slope with appropriate bushes and groundcover. The wall should be founded on the native recessional(rusty colored)or glacial till(grayish colored)soils located about 2 feet below the colluvium. The height of the wall should be sufficient to create a fill slope no steeper than 2H:1V. The existing bulkhead is marginally stable. Wave action has eroded the backfill soils to create voids behind the wall and subsidence of the backfill. In addition,the wall is dependent on the stability and longevity of the cedar and fir trees that lean toward the lake. In our opinion,the effects of continued erosion of the backfill or failure of the bulkhead would be confined to within about 20 feet of the bulkhead. Seismic Hazard Earthquake events occur regularly in the Puget Sound region although many events are too small to be felt. The most recent damaging earthquakes have been the 2001 Nisqually earthquake(moment magnitude,M6 8),the 1965 Seattle earthquake(M6.5)and the 1949 Olympia earthquake(M7.1). Larger earthquakes associated with subduction of the continental plates along the West Coast can produce larger earthquakes. Geologic hazards associated with earthquakes can include: 1.fault rupture of the ground surface;2.liquefaction or soil strength loss of saturated soils and;3. slope instability by ground shaking. Given the type of soils and groundwater conditions observed at this site,there is a low risk of soil liquefaction on the slope. The risk of liquefaction of the saturated loose backfill soils placed below the lake level at the bulkhead is considered moderate to high. PERRONE CONSULTING Mr. Mark Ransavage -Page 4- February 14, 2003 There are no mapped faults near the site. Therefore,the risk of fault rupture of the ground surface is low. Generally,a slope with an adequate static factor of safety that is comprised of soils that do not soften or liquefy under cyclic loading,will have an acceptable dynamic factor of safety when subjected to earthquake forces. Based on our engineering evaluations,it is our opinion that there is a low risk of earthquake induced deep seated slope failure since there is an adequate static factor of safety and the site soils would not liquefy or soften during an earthquake. Shallow slumps and erosion are more likely to occur within the upper 1 to 2 feet of colluvium on the steeper cut slope. House Foundations The house may be supported on shallow spread footing foundations. The foundations should be founded at a depth greater than the bottom of the septic drain field and within the underlying very dense glacial till soils. Therefore,assuming that the drain field is 3 feet deep,and the footing is one foot thick,the depth of foundation excavation would be four feet. The glacial till surface should be verified at the time of construction. Continuous foundation walls should not be constructed across the slope since they will impede the flow of groundwater and drain field effluent. Isolated spread footings and columns should be used in lieu of continuous spread footings and walls. In addition,consideration should be given to providing adequate ventilation beneath the house to avoid an odor problem from septic discharge. New Retaining Walls There are a variety of retaining walls that could be used to create level terraces for walkways down to the lake shore and to replace the existing bulkhead. These include crib-lock walls or mechanically stabilized earth walls(MSE)as shown on Figure 3. In general for crib walls up to 8 feet in height, the base width of the wall should be about 4 feet. In addition the wall should be battered(sloped back toward the hill)at about IH:6V. The onsite native soils could be used to fill the crib structures. MSE walls with timber facing should be constructed with MSE fabric placed at 12 inch vertical spacing in the backfill layers. The fabric should extend horizontally into the slope for a distance equal to at least the height of the wall. Fabric should be a woven geotextile with a tensile strength of 200 pounds per inch such as Nicolon BP40 or equivalent. The fabric should be attached to the top of the treated 6 x 6—inch timbers with continuous%-inch plywood strip battens as shown on Figure 3. A facing strip should also be placed to protect the fabric from mechanical wear and from ultraviolet degradation.End joints for the treated 6 x 6-inch timber facing should be staggered in successive rows(like brickwork)to avoid construction of a vertical joint. Backfill for the MSE walls should be placed in 12 inch lifts and compacted with a hand operated vibratory plate so it is firm and dense. The compaction equipment should not be used within 18 inches of the wall. This backfill zone should be lightly tamped by hand. Retaining walls constructed at the shoreline should be designed to prevent erosion of the backfill soils by waves. This can`be accomplished by lining the inside of the crib structures with a geotextile fabric such as Mirafi 140N or equivalent before placing the backfill inside the crib structure. We recommend constructing the new wall prior to removing the existing log bulkhead: The wall can be constructed with a set of stairs that descend to the water. An arborist should be consulted about the PERRONE CONSULTING - Mr. Mark Ransavage -Page 5- February 14, 2003 condition of the cedar and fir trees on the shoreline and any addition wall design considerations that may enhance their growing conditions. Drainage and Earthwork The site development plans should include a storm water drainage collection system for downspouts, surface water runoff from driveways,patios and other developed areas and discharged by tight line to the bottom of the slope. Surface water should not be allowed to discharge onto the cut slope. Removal of vegetation on the slopes below the proposed house should be restricted to minimize erosion. Disturbed areas should be immediately protected from erosion by placing straw and jute matting that is anchored to the slope. Excavated soils or other materials should not be stockpiled on or near the crest of the cut slope. Yard waste and other household debris should not be discarded on the slope. Accumulations of these materials could trigger small slope instabilities on the steeper slope areas. LIMITATIONS This report was prepared for the exclusive use of the owner,architect,and engineer for specific application to the design of the project at this site as it relates to the geotechnical aspects discussed herein. The data and report should be provided to prospective contractors for their information,but our report,conclusions and interpretations should not be construed as a warranty of subsurface conditions described in this report. Within the limitations of scope,schedule and budget,the analyses,conclusions,and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical engineering principles and practice in this area at the time this report was prepared. We make no other warranty,either express or implied. These conclusions and recommendations were based on our understanding of the project as described in this report and the site conditions as observed at the time of our explorations. If there is a substantial lapse of time between the submission of this report and the start of construction at the site,or if conditions have changed due to natural causes or construction operations at or adjacent to the site,or appear to be different from those described in this report,we should be notified so that we can review our report to determine the applicability of the conclusions and recommendations considering the changed conditions and time lapse. We trust that this report suits your current needs. If you have any questions,or require additional assistance,please do not hesitate to contact us. . p Sincerely Yours, 1So PERRONE CONSULTING O e- + MO Vincent J.Perrone,P.E. o��s jo N TE ���� Consulting Geotechnical Engineer AL 2 PERRONE CONSULTING 1� Mr. Mark Ransavage -Attachment 1 - February 14, 2003 TEST HOLE TH14 DEPTH USCS (feet) SYMBOL SOIL DESCRIPTION 0—2.5 SP-SM Loose to medium dense,rusty brown,moist,slightly silty,very gravely,SAND,fine to coarse,rounded to subangular,fine to coarse gravel(RECESSIONAL OUTWASH). 2.5—2.6 SM Very dense,brownish gray,moist,silty gravely,SAND,fine to coarse, slightly cemented(GLACIAL TILL) Test hole completed on January 18, 2003 to depth 2.6 feet Groundwater not encountered, TEST HOLE TH-2 DEPTH USCS (feet) SYMBOL SOIL DESCRIPTION 0—2.4 SP-SM Loose to medium dense,rusty brown,moist,slightly silty,very gravelly,SAND,fine to coarse,rounded to subangular,fine to coarse gravel(RECESSIONAL OUTWASH). 2.4—2.5 SM Very dense,brownish gray,moist,silty gravelly,SAND,fine to coarse, slightly cemented(GLACIAL TILL) Test hole completed on January 18, 2003 to depth 2.5 Groundwater not encountered ATTACHMENT 1 PfsRRON! CONSULTING 'Mark Ransavage -Attachment 2- February 14, 2003 TEST HOLE TH-3 DEPTH USCS (feet) SYMBOL SOIL DESCRIPTION 0-2.0 SP-SM Loose to medium dense,rusty brown,moist,slightly silty,very gravelly,SAND,fine to coarse,occasional cobble(RECESSIONAL OUTWASH) 2.0-4.0 GP-GM Loose to medium dense,yellowish brown,wet,slightly silty,sandy GRAVEL,fine to coarse,rounded to subangular,occasional cobble (RECESSIONAL OUTWASH) 4.0-4.1 SM Very dense,brownish gray,moist,silty gravelly SAND,fine to coarse, slightly cemented(GLACIAL TILL) Test hole completed on January 18, 2003 to depth 4.1 feet Groundwater not encountered. TEST HOLE TH-4 DEPTH USCS (fast) SYMBOL SOIL DESCRIPTION 0-2.0 SP-SM Loose, rusty brown,moist,slightly silty,very gravelly,SAND,fine to coarse,occasional cobble(COLLUVIUM) 2.0-2.5 SM Very dense,gray,moist,silty,gravelly,SAND,fine to coarse,slightly cemented(GLACIAL TILL) Test hole completed on January 18, 2003 to depth 2.5 feet Groundwater not encountered. ATTACHMENT 2 PERRONE CONSULTING Mark Ransavage -Attachment 3- February 14, 2003 TEST HOLE TH-5 DEPTH USCS (feet} SYMBOL SOIL DESCRIPTION 0—2.0 SM Loose to medium dense,rusty brown,moist,silty gravelly SAND,fine to coarse,occasional cobble(COLLUVIUM) 2.0—2.5 SM Very dense,gray,moist,silty,gravelly,SAND,fine to coarse,slightly cemented(GLACIAL TILL) Test pit completed on January 18, 2003 to depth 2.5 feet Slight groundwater seepage encountered at 2 feet. TEST HOLE TH-6 DEPTH USCS (foot) SYMBOL SO::DESCRIPTION 0—0.8 SM Loose to medium dense,rusty brown,moist,silty gravelly SAND,fine to coarse,occasional cobbie(RECESSIONAL OUTWASH) 0.8—1.0 SM Very dense,gray,moist,sandy GRAVEL,trace silt,fine to coarse, slightly cemented(GLACIAL TILL) Test pit completed on January 18, 2003 to depth 1.0 foot Slight groundwater seepage encountered at 0.8 feet. TEST HOLE TH-7 DEPTH USCS (feet) SYMBOL SOIL DESCRIPTION 0—3.0 SM Very loose to loose,rusty brown,moist,silty gravelly SAND,fine to coarse,occasional roots(FILL) Becomes wet at 2.8 feet Hole stopped on cobble Test pit completed on January 18, 2003 to depth 3.0 feet Slight groundwater seepage encountered at 2.8 feet. ATTACHMENT 3 PERRONE CONSULTING M 7� Mark Ransavage -Attachment 4- February 14, 2003 TEST HOLE TH-8 DEPTH USCS (feet) SYMBOL SOIL DESCRIPTION 0-3.0 SP-SM Loose to medium dense,rusty brown,moist,slightly silty,very gravelly SAND,fine to coarse,rounded to subangular,fine to coarse gravel, occasional cobble(RECESSIONAL OUTWASH) Becomes yellowish brown below 2.5 feet 3.0—3.1 SM Very dense,brownish gray,moist,silty,gravelly,SAND,fine to coarse, cemented(GLACIAL TILL) Test pit completed on January 18, 2003 to depth 2.5 feet Groundwater not encountered. TEST HOLE TH-9 DEPTH USCS (feet) SYMBOL SOIL DESCRIPTION 0-2 SM Loose,reddish brown,moist,silty sandy GRAVEL,fine to coarse, rounded to subangular,occasional cobble.(FILL) Becomes wet at 2 feet. Auger refusal on cobble Test pit completed on January 18, 2003 to depth 2.0 feet Groundwater not encountered. ATTACHMENT 4 PERRONE CONSULTING Haven Lake Cedar Fir A� Log Bulkhead Void Cedars R. -5P'TH-7 NZN Tension crack Shoreline TH-9 // TH �/ Cut slope ♦ O Large stump No 54" Fir ♦ Trail / / 24" Fir 10 TH-5 5t#; �/V u � ♦ ' O 6-12 Cedars /,fir Qi O 00 /0 ♦ ` 10-12" Firs \R- h -, �or wb TH-3 Proposed cottage /�.,�.,,/ Q f ♦ 18" Fir\O ` Proposed TH-8 drainfield �TH-1 TH-2 o '° A Scale in feet Figure 1 February 7, 2003 Site and Exploration Plan Haven Lake Property Mason County PERRONE CONSULTING for Mark Ransavage North Bend, Washington m Y C m J t Y > O Q p _ E c d H N19 W 2 m t E IL i Jo- ------ z N � H J � N rn 8 m U- �i N O L d o G.C o o m Cc a 0 a v �tq elaos . m a� CV N I- Q 0 H 12" MODULE /� OF :AJRCFIAAt3E FALSE HEADER _1_ FRONT STRETCHER ' HEADER BACK STFLI ChEA 4 +, ,a•• 41 . ,,;. •a.,;.• CONPr0C1ED GRAMAAR BACKFILL 0 Eo�', e �. Cdbback Wall iRebar 6" x 6" 16p Nail .Plywood Batten Timber Facing Strip �µ 12" Mechanically Stabilized Earth (MSE) Wall (Ref. Richardson, G., and Behr, L, 1988) Figure 3 February 14, 2003 Types of Retaining Walls PERRY C0NSULTM Haven Lake Property - Mason County for Mark Ransavage North Bend, Washington Richard Mraz-Bldg Permit#BLD2003-00818 Pa From: "Ransavage,Mark"<Mark.Ransavage@harley-davidson.c om> To: <mrazr@co,mason.wa.us> Date: 6/20/03 6:50AM Subject: Bldg Permit#BLD2003-00818 Rick, Hello-Mark Ransavage here-droner of the Haven Lake lot with that "high bank"area you inspected last fall (lot#96). Just a quick update. I left a vmail with you yesterday to mention that the geo-tech report completed on the property last fall reflects a septic drain field on the lot(on a map in the geo-tech booklet). There is no drain field on this lot. We purchased a lot across the street(septic plan approved)to manage the drain field,etc. With the septic drain field removed,we moved the cabin back(toward the road and away from the lake)another approx 20-25 feet(well beyond the 90 foot min). The site plan reflects this change,however,the map in the geo-tech booklet does not. FYI. Please contact me if you have any questions. Mark Ransavage (425)894-4297 cell . VINCENT J. PERRONE,Ph.D., P.E. Geotechnical Engineering Consultant PROFILE K"4NNG Mr. Perrone has more than 25 years of experience in geotechnical design and construction of commercial/industrial developments,roads and bridges,pipelines,and wastewater treatment and port facilities. He has considerable experience in geotechnical design of temporary and permanent retaining walls, landslide rehabilitation,soft ground tunnels and caissons,and embankments. He was lead geotechnical design engineer on such major Northwest projects as the I-90 retaining walls on Mercer Island,the Wynoochee Hydroelectric Project and several King County wastewater projects such as the 12- mile-long Renton Effluent Transfer System,Alki CSO Transfer System and West Seattle Tunnel,and the Interurban CSO Transfer System. He also managed King County's geotechnical aspects of the Regional Wastewater Services Program including the Brightwater treatment plant and conveyance system. Mr. Perrone has served on the ASCE's Geotechnical Engineering Journal publications committee as a reviewer of technical paper submittals,participated in forensic engineering studies,and provided expert testimony for slope,foundation,and retaining wall failures. EDUCATION Virginia Polytechnic Institute and State University,Blacksburg,VA. • Ph.D., Civil Engineering(Geotechnical), 1998. Doctoral Dissertation: "One-Dimensional Computer Analysis of Simultaneous Consolidation and Creep of Clay." Massachusetts Institute of Technology,Cambridge,MA. M.S., Civil Engineering(Geotechnical), 1978. Master's Thesis: "Strength and Deformation Properties of Manchester Fine Sand." Tufts University,Medford,MA. B.S., Civil Engineering, 1973 CAREER SUMMARY Perrone Consulting,Bainbridge Island, WA, Consulting Geotechnical Engineer 2002-present URS Corporation,Seattle, WA,Senior Geotechnical Engineer 1998-2002 Virginia Polytechnic and State University,Blacksburg, VA., Research Assistant 1993 - 1998 and Instructor Converse Consultants NW,Seattle, WA., Senior to Principal Engineer 1985 - 1993 Dames&Moore,Seattle, WA., Project Engineer 1982- 1985 Converse Consultants,Seattle, WA., Staff to Project Engineer 1980- 1982 Hart-Crowser&Associates,Seattle, WA., Staff Engineer 1978- 1980 • Massachusetts Institute of Technology, Cambridge, MA., Research Assistant 1976- 1978 R E C E I V E D Stone&Webster Engineering Corp.,Boston, MA., Staff Engineer 1973 - 1976 ►JUN 18 2003 D:\Projacts 4 W: CEDAR STI \vj 02cv.doc • VINCENT J. PERRONE, Ph.D.,P.E. Geotechnical Engineering Consultant PUBLICATIONS&PRESENTATIONS Perrone,V.J.2001. "New Methods for Computing One-Dimensional Consolidation Settlements."ASCE, Seattle Geotechnical Section Meeting,2001. Perrone,V.J.and Byers,M.G. 1998. "Seismic Design of a Landslide Stabilization Wall in Seattle Clays." Proceedings of the 1998 Geotechnical Earthquake Engineering and Soil Dynamics Conference. ASCE, Seattle, Washington. Duncan,J.M.,Rajot,J.P. and Perrone,V.J. 1996. "Coupled Analysis of Consolidation and Secondary Compression." Proceedings of the Second International Conference on Soft Soil Engineering. Nanjing, China. Oatman,M.,Larson,A.,and Perrone,V.J. 1995. "Soft Ground Not Easy Ground for TBM." Civil Engineering Magazine. February 1995. Perrone,V.J. 1994. "Gibraltar Road Landslide Investigation,Fidalgo Island,Washington." Virginia Polytechnic Institute and State University. Civil Engineering Department Seminar. Madden,K.,Maday,L.,Oatman,M.,Larson,A.,and Perrone,V.J. 1994. "Dry Weather Transfer,Rainy Weather Storage: Soft-Ground Tunneling in Seattle,Washington." North American Tunneling Conference '94. • Perrone,V.J.,Mackey, S.,Chaplin,C. 1993. "Evaluation of Settlements in Saturated Sands Due to Earthquakes." Virginia Polytechnic Institute and State University. Civil Engineering Department Seminar. Perrone,V.J., 1993. "One Dimensional Compression of Peat." Virginia Polytechnic Institute and State University. Civil Engineering Department. December 1993. PROFESSIONAL AFFILIATIONS American Society of Civil Engineers(ASCE)—Kitsap Branch President(2003) International Society of Soil Mechanics and Foundation Engineering(ISSMFE) Planning Committee of ASCE Seattle Geotechnical Section(1990-1993) ASCE Geotechnical Journal Publications Committee(1991-1993) Disputes Review Board Foundation REGISTRATIONS Professional Engineer: Washington,New Hampshire • Page 2 of 2