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C O m o E U O C m N O Q C C a) QC O O 0) a) •= N " _ `n0 O L O N >, U U Ncc � 1° ooa) � CMnc0 M � caNic° - ao) - a) .n � U ioya7 Ed) N N y f0 c0 C N E E N O N . C N — as O C w. v v 0 E 7 +.. C c0 QoO O 'er p C a) "" E C _U O N cLA O' O O a) OL N O > N 0 N 11) U (0 cn 0 L C "' ,� O O L N — C 'O 'p a) 3 N C N 0 ,C N — 0 = O r N W N E fC O 0 O > O N N 0 0 C w C cC D U C N L U C C O U C N C ' N � C c0 +- r+ L L_ = lc� .Q+ L " N O Q a) O .N = n C N n n O a) N N C w > C C U) a) 4) 0 N a) v rn- O co 0 > ` 7 o� § 00 ° o ca 0 00 = c��oc0E o °) r E ° � � rn CD U N ° � nc ° . � 0O a) ca) Na) c c nN .9 c N n 0 n d a) a) cam. 5 n m N N n 0 v aNi c — c ._ m — m — ° — ° � Eo L � a) 0' — — ° Uo � 0 3 Q o m a) Q .o m n Q EX cL : c � a 3 ( Q Q ° 2X a NL a ° O co r� 0o rn o N N N N Lr �2 O O Y O y c `cc O c > 3 � c 0 3 .4 Nw o : JT � co V - n CO N c 00 m Y c LO c m ca L' g a) a °' o p N C O N O � c�j O n. N Q N L :3 _ >. O E � CO E c mwoto o Co 3 >_ c m CO g m U n ° CO a N ° ate L o o, cr a) vi d m m c o o a� c c a) io '-' a) Occ v c) � p m 7 c � � a - O j O m O CO U > V w > o s U c N O) i N O O p n a E 0 0 L U N O Q o c m ,-. _ N Co U O �, CO Q •j O C .`. � N y y U O L @ m y O C . v- c 7 7 = ` m -=O C O co N O O ` U N c m m N V Y c w O m . N O D N O N V O N O w o. 0 3 v CL LL .0 a) v o � � 8 O U N C N N N X O $ <0 a� a� m a) SQca O o Q. .0 L a '~ a v 3 n y o (D s m m oX s c E ma � g' a D � a3 4- w w m � E vw 0 04 ° moo w o ° cn o CL ° c m o o E 6 N aD aD c in w � o v 3 a(Di coi aS % cs 4 � �o N �? :3 0 o iscu 8 O m m > � m � .�_ �� Cc 0 � 8� o " mN N o O Q w m ca c ` c- O E w v � `m � ` : - O O N N E y p c rn a °�4) 0 o �' O m m E m U L O '- U c V N U in N co c a O > >. m m Q) m O n+ U L c c E N to O N — N ` N .0 'a N c f_0 O �p H c ct cu •O L "T' C N � 0 .G 3 N s tia) +� O- N n E 7 m 3 y m N N Ln p N E L m U O O O' O- Vi C c U d 2 cu ao o O D >, v o N .0 3 8 c c v •. N O v CD m w m m3 'sctpO N CL m0 oc m O E40)c o a E u " co ( ,50N ° Vn Nd d O - j N sO C a m N m E w 7 D O E := a) rn °' s bcu C W = -0 _E _x nc Q mE O N mU VCD m � m CD m tC m c r Ee ts c o3 m c cCoc m cm Oy co Y oVYL•y C N O a) 0 C 'N n G O N o � °mc a� (D o a) � _ '0om Ect c ° c � > o c °m a cOa° fn c e c c mv m w' co @O 0 a 5 Q ya) coc � �c t02 0� m b E o CL m CDo` o m rn o wo m 0 .° > ao m V o Q W O - ~Q pc' cc ca ! UF- � a (1) F- U Q ._ Q m ... 8 � d c aOf a uw _ Y N Z CO O O L N N N N cM M M c'M M F- U 3 w O r , r .W i CONCRETE MECHANICAL �-y� MANUFACTURED HOME' Z� B . c T Footings 1$etbaolts y 7, 'Gas Piping ) Ribbons X coo . Date By interior-Date �f^^L�'�1f ByT�_ Date $ (0 Exterior Date �,O7 B Exterior-Date Cs� -G�B y Pahl;Load i Isolated Footings 1N$tlLATION Date 3 Date By BQ/SLAB INSULATION By A Data By FIRE DEPARTMENT Foundation Walls Floors Data By Date By Data By DECKS FRAMING Waifs Date By Date>5% U _ B _ Data „Z '`�D BY7 PROPANE TANKS PLUMBING vault J' Date By Groundwork Date By OTHER Aic Data By Data By Type DRYWALL Date BY raw.v Type: A Int Brace 1litall Date�L,/-toy;/ By 17` By W DOW By FINAL INSPECTIt N p to sw Une / Fin Saps Milan to m Gate gy �j Date By Data g�+C�� BY�,� O m Qf Pass or Request Inspect. g Type Of InSP. Fail Date Date Dane By Commlants & ° _ ° + � a 7T� -`©-�7 -Z3-©7 � m c� `SdT 8 _ co it y r ° av-c o - SLL, � o-d s• WKU .Lw4e.-7- -�Jv -rs,✓ ,�� t= TFW_ /ITT if W4 o,v cv - o i <54S _ - MASON COUNTY PERMIT 14024,t-ArQ ®(`j jt3) BUILDING PERMIT APPLICATION R*R_5 426 W. Cedar- P.O. Box 186, Shelton, WA 98584 C,htr_yl Shelton (360)427-9670-Belfair(360)275-4467-Elma(360) 482-52 On the web www.co.mason.wa.us APPLICANT INFORMATION CO RACTOR INF RMATI N cif ­1 Owner MVftt�► 1( ��. Company Name ll" j 3�tDao a Mailin Add I Q& AM&WIMMailing Address City State I," Zip Code !9R-4 I t City State .Zip Code Phone —b Other Ph. Ph Oth ar Ph. Lien/Title Holder ntractor Reg.# _Exp. E mail address lAGe E Mail Address Drivers Lic.# DOB Drivers Lic.# DOB_ SEPTIC/WATER SYSTEM INFORMATION -Connect to New Septic Existing Septic: Connect to Water System Name of Water System Well _' Water System Name of Water System PARCEL INFO ATION-12 Digit Parcel No 22. - — • FilEi District Legal Description Site Address(Please incI de st name,street n mbar a d city Di to siteILA Wi tim our be cut and so in parcel preparation?1 0- Is property within On of altwater Lake River/Creek Pond _ Wetland Seasonal Runoff Stream Slopes or Bluffs > 15% Is this permit submittal the result of a Stop Work Notice,Correction Notice or other enforcement action?Y TYPE OF JOB-New Add Alt Repair Other PRIMARY RESIDENCE SEASONAL ❑ Use of Building sEs Describe Work C005 tcL%�c4 NCB No.of Bedrooms f Bat r -2fld F" r om2s Square Footage- 1 st FI 3rd Floor Ba Deck 22=1 Covered Deck 3 Other . Sq.ft. Garage Attached- Detached Carport Attached . Detached MANUFACTURED HOME INFORMATION -Make Model Year Length Width Serial No. No. of Bedrooms No.of Bathrooms Type of Heat Purchase Price$ Replacement Unit? Yes/No Installer Name Certification No. C WNER/BULDER Aclamwledges subrriisslori of inaccurate infomwAoon may result in a stop work order or permit revocation.AdaxwAxIgement of such is by signature below.I declare that I am the owner,owners legal representative,or the contractor.I fu I receive this perttit and to do the work as proposed in the application.I declare that I have obtained the permission from Is required any easement holder or any other party in interest regarding this application or the work proposed the appl cation,I obtained Perm them to apply for this permit and conduct the work proposed. The owner or agent on owners is� � Is and grarNs es of Mason County access to the above described property and st W tion. P OF OF K IS BY MEANS OF A PROGRESS INS E X D 111M. MASON COUNTY Ownerel===7contractor iindicate which one —'— FOR O CIAL USE BEYOND THIS POINT Accepted by _Date DEPARTMENTAL REVIEW APPROV D DENIED NOTES Building Department Planning Department ' Environmental Health Department - 9 Public Works Department Fire MarshalT M z_ FEES Building Permit Fee Site ins ection Plan Review Fee ' EH Review Fee Plumbing&Base Fee Plannina Review Fee Mechanical&Base fee Other Wood/Gas/Pellet Stove Fee State Fee Violation Fee Pre-Paid at Submittal Valuation$ o TOTAL FEES FORM MUST BE COMPLETED IN INK PERMIT N042 60(a PLEASE PRESS HARD MASON COUNTY PLUMBING/MECHANICAL PERMIT APPLICATION 426 W.Cedar•P.O.Box 186, Shelton,WA 98584 Shelton (360) 427-�7t% Be'faw0275-4467•Elma(360)482-5269 w onee mason.wa.us APPLICANT INFORMATION CONTRACTOR INFORMATION Owner. ILAUPPAU CID Company Name Mailing Address Mailing Address City State i od City ';lateZip Code Phone t e Phone Other Ph. Lien/Title Holder Contractor Reg..4 Exp. E mail address E Mail Address Drivers Lic.# OB Drivers Lic.# DOB SEPTIC INFORMATION - Connect to New Septic Existing Septic Connect to Sewer System Name of Sewer System PARCEL INFORMATION- 12 Digit Parcel No. Z733 — — Fire District Legal Description Site Address (Please include street name, street number and city) Directions to site Is property within 200'of Saltwater Lake River/Creek Pond Wetland Seasonal Runoff—Stream—Slopes or Bluffs > 15% TYPE OF JOB - New Add Alt Repair Other Use of Building Location of Fixtures/Units- 1 st Floor 2nd Floor Basement Garage—Closet PLUMBING FIXTURES (Show Number of each) MECHANICAL UNITS Type of Fixture No. of Fixtures Fees Fuel Type:Electric LPQ_ Natural Gas—_ Heat Pump_ Toilets Type of Unit No.o� f Units Fees Bathroom Sink Furnace Hea um s Showers Bath s SpoVent FanWater Heater I r AMiL .E5S Propane Tank I Clothes Washer Gas Outlets Kithen Sinks Wood/Gas/PelletStove 1 Dishwasher Kitchen Exhaust Hood 1 Hosebibs Dryer Vent I Other Other Base Fee Base Fee TOTAL PLUMBING TOTAL MECHANICAL OWNER/BULDEA Acknowledges submission of inaccurate information may result in a stop work order or permit revocation.Acknowledgement of such is by signature below.I declare that 1 am the owner,owners legal representative,or the contractor.I further declare that I am entitled to receive this permit and to work as proposed in the application.I declare that I have obtained the permission from all the necessary parties.If permission is required any meat holder or any other party in interest regarding this application or the work proposed in the application,I have obtained permission th to apply for this permit and conduct the work proposed. The owner or agent on owners behalf,represents that the information provided is and grants employees of Mason County access to the above described property and structure for review and inspection. PROOF O UATION OF WORK IS BY MEANS OF A PROGRESS INSPECTION. Date: L t X ners Represe /Contractor (indicate which one) FOR OFFICIAL USE BEYOND THIS POINT Accepted by: Planning Pd Ck# Date Bld Pd Receipt No. DEPARTMENTAL REVIEW APPROVED DENIED NOTES Building Department Occ Group.Type Constr. Planning De artment Environmental Health Department FEES Plumbing&Base Fee Site Inspection Mechanical &Base fee UFC Plan Review Fee Wood/Gas/Pellet Stove Fee Other Violation Fee TOTAL FEES Mason County Planning Intake Checklist Owners Name: rr-A Date: 1 1 - 13 -o(0 Project: - Reviewed By: Commercial Develop ent: YES NO Comments: PLANNER: GBM TSC CMM Kl PBC RDH Site Plan: V'North Arrow ia' roperty Dimensions: X �rr�c� bee r��( r v IGF'� o' Streets and Driveways Shown. Road name: _ 0e . � All Existing Structures shown with setbacks p' Well Location, Septic and Drain- eld Showri with setbacks �G �— o n I-) Identify all surface water (streams, ponds, shoreline, wetlands, natural or historic drainage, defined drainage ditches) i�Topography (slopes) �lola e_ �, Lc u— er Proposed Structure Setbacks (Direction/Setback): F: 5'1 /� R: E S1: ,-_/ r) S2: �5 _ / i. rah tility and Drainage Easements:I Ye_§ No if yes enter condition #5022) a' Other Easements !W�o4,e_`?Wt9kcec L z" Accessory Appurtenances: Pro ane Heatpump �' Variance applied for: Yes parking spac�llotted? Yes / No AT County Access Permit Needed (a condition #0010)Yn urz� v,�e 0 Standard Conditions to be added to all Building permits that planning reviews: #5019 and #0700 Site Access: Are there any impediments (dogs/gates) that my restrict access to your site? non Is the site clearly marked? How? X Address ❑ Name ` Critical Areas: ❑ Other:_C'_)rty Setbacks: Shoreline: Slope: Shoreline Designation: Comprehensive Plan: Rural Zoning: ❑ Not Applicable ❑ Agricultural 9 RR 2.5� 10 20 Urban ❑ In-holding ❑ RMF ❑ Rural ❑ LTCFL ❑ RC 1 2 3 ❑ Conservancy ❑ Rural ❑ RI ❑ Natural ❑ RAC ❑ RNR ❑ Unknown ❑ RCC-Hamlet ❑ RT ❑ Urban Growth Area ❑ MPR ❑ Unknow ❑ Unknown Water BodyjApe of water if unnamed): �A LE7 SEPA: Yes No Unknown Flood Plain: YE 0 nknown Map# Aquifer Recharge: YE /NO nknown Map# Tags/Cases: RLC/SPI Case: 6-Year Dev. Moratorium: YE Eagle Nest Tag: YES 0 Other YE* Revised: 09-29-2006 x t ' . l _ __-R_- _._. i LT -41 14 -- ' i 5 r E � . } 4 TOPOGRAPHY PROFILE: �wlk 56 L ,, Direction: Scale: Approval:for office use Building Permit number. Building: Owner/Applicant: Date of Planning: Parcel Number: application: Env. Health: I PRO D CD p�pNNiNG MASON CO RED TO BE ON SITE i SIDE N RE ECT TO APPRO S pppp, G DVVL (� CH D� w W WD _- t=icn Z C7 -I n � r 00 O Z fnrE QDLA ...111 J Id 04 _ > h R z - F5e �, ' ^ V r, CA p zLn co ovE� N�NG Ap Nn tpID�Uot&a e � Mp►80�'� o a By W 6 d Ur d - a A — 01 �y 1111�� w m _ I A Ol c y Q Z a G F w D � � z fR F r � - Ao � � b �W2JW--(D 999i RRCEI QED Jug a a ZO LANDAU 2 1 ASSOCIATES 426 VV. CEDAR Sr June 27,2007 Michael Murray 3801 Amberside Lane Bremerton,Washington 98311 RE: GEOTECHNICAL REPORT MURRAY RESIDENCE 1910 TAHUYv BLACKSNIITH ROAD TAx PARCEL No.22330-50-00902&22330-50-00209 MASON COUNTY,WASHINGTON Dear Mr.Murray: This report presents Landau Associates' geotechnical engineering conclusions and recommendations regarding the proposed single-family residence to be located at the above referenced site in Mason County,Washington. The purpose of our services was to complete a reconnaissance of the property and geotechnical engineering analyses to address the requirements for development within a geologic hazard area per the requirements of Chapter 8.52 of the Mason County Interim Resource Ordinance. The general project location is shown on the Vicinity Map, Figure 1. Figures 2 and 3 show the general site layout and east-west cross sections through the site. BACKGROUND The proposed development consists of constructing a single-family residence on a sloping site located along the western shore of Haven Lake in rural Mason County, Washington. The residence will be located in the northern portion of the property, with a setback of about 30 ft from the shore. The site septic system will be located west of the graveled parking area about 80 ft from the retaining wall along the top of the slope. The structure is planned to consist of a two-story, wood-framed structure with the majority of the west side of the structure below grade. Based on our discussions with you and Mr. Greg Spencer,we understand that Mason County has suspended building of the house until submittal of a geotechnical report addressing the site landslide hazard and the existing retaining wall constructed west of the proposed house. At the time of our site reconnaissance on May 31,2007,two gravity block walls had been constructed,the temporary excavation for the foundation had been completed,and portions of the foundation formwork had been constructed. i� I SITE RECONNAISSANCE On May 31,2007,a representative of Landau Associates completed a site visit to observe existing conditions as they relate to landslide hazard and the retaining walls issue. The following summarizes our observations. At the time of our site visit, we observed that the site slopes upward from the shore of Haven Lake about 28 ft vertical to a level,graveled parking area. A two-tiered,unshored cut of about 12 to 13 ft high, vertically, has been made into the existing hillside to accommodate construction of the foundation and below grade walls of the residence. Individual tiers are about 6 to 61/z ft high. Horizontal separation between the upper and lower tier varies from about 6 to 13 ft. The cuts were visually estimated to be sloped at between about 1/2H:1 V(horizontal to vertical)and 1 H:1 V. The cuts show signs of raveling. A two-tiered retaining wall is present at the top of the slope. The wall consists of two,4-ft high, gravity block walls constructed of 2 ft high by 2 ft wide by 4 ft long concrete blocks. The face of the lower wall is vertical and within about 2 ft of the top of the temporary excavation for the house, and the face of the upper wall is vertical and within about 4 ft of the back of the lower wall. The bases of both walls do not appear to have any significant embedment. Existing slopes at the site were observed to be between about 1'/ZH:1 V and 2H:1 V. Based on observations of the surrounding topography, it appears that the site had slopes of up to about 50 percent prior to the start of development. The site septic system(which is already in place)is located northwest of the residence and is set back at least 100 ft from the lake shore. li SUBSURFACE CONDITIONS Our understanding of soil conditions at the site is based on conditions observed in soil exposures at the site during our May 31,2007 site visit and our general understanding of the regional geology in the project area. The site is underlain to great depth by glacially-consolidated soil. The site surficial geology consists of Vashon glacial deposits laid down during the last episode of continental glaciation(25,000 to 13,000 years before the present). The regional geology in the area has been mapped by Logan(2003)and generally consists of a relatively thin veneer of glacial recessional deposits overlying Vashon glacial till (hard pan). Glacial advance outwash deposits generally underlie the till. Deposits defined as recessional outwash typically consist of massive to stratified sand and gravel with variable silt content. This unit typically exhibits moderate to high permeability and moderate shear strength. Soil defined as glacial.till typically consists of a heterogeneous, non-sorted mixture of subrounded boulders, cobbles, gravel, and 6/27/07 Y:110591001.0101ReporOMurcay report.doc 2 tANDAu ASSOCIATES NOW sand in a matrix of silt and clay. The heterogeneous nature of the till is a result of it being mixed and transported before being deposited, overridden, and compacted by the weight of an advancing glacier. This unit typically exhibits low permeability and high shear strength. Deposits defined as advance outwash typically consist of massive to stratified sand and gravel with variable silt content. This unit typically exhibits moderate to high permeability and high shear strength. At the project site,glacial advance outwash consisting of partially cemented,dense, sandy gravel to gravelly sand with variable site content was observed in the cuts for the foundation and in road cuts leading to the property. Based on our observations, the entire site appears to be underlain by advance outwash deposits. No indications of groundwater seepage were observed at the site at the time of our May 31,2007 site visit. Groundwater is likely present beneath the site at elevations similar to the level in the adjacent lake. GEowcH ICAL CONCLUSIONS AND RECOMMENDATIONS The following sections provide geotechnical conclusions and recommendations for the proposed single-family development. Geologic Hazards Based on comparison to the surrounding topography,it appears that predevelopment slopes at the property were as steep as 50 percent and up to about 30 ft vertical. Currently, temporary excavation slopes are present in the area of the proposed residence that are steeper than 100 percent. We understand that the temporary excavation slopes have been standing since about March 20Q6. We observed some raveling of the surficial soil exposed on the temporary excavation slopes during our May 31, 2007 site visit. According to the criteria presented in Section 8.52.140 of the Mason County Interim Resource Ordinance,the site would be classified as a landslide hazard area. The landslide hazard was assessed by completing a visual reconnaissance of the property and surrounding area and by completing slope stability to assess the factor of safety against a slope failure under static and seismic loading conditions. Slope Stability Natural slopes at and in the immediate vicinity of the site were observed to have relatively uniform slope gradients. We did not observe features such as head scarps, hummocky ground, ground I i s27ro7 YA105W01.01Meporevdwray reWtdoc 3 LANDAU ASSOCIATES cracks, terraced topography, or significantly bowed or arched trees, on or adjacent to the site that would suggest that past landsliding had occurred on or immediately adjacent to the subject property. Slope stability at the site under conditions as of May 2007 was evaluated using the computer program XSTABL(Interactive Software Designs 1998)for long-term static loading conditions. Since the likelihood of an earthquake occurring in the area prior to the house being constructed remote,the seismic loading case was not analyzed. The slope was modeled as a homogenous deposit of dense,granular soil. The soil was assigned an internal angle of friction of 38' and a saturated unit weight of 135 pounds per cubic ft. Figure 2 shows the location of the analyzed cross section for site stability. The site septic system is far enough away from the slope so it was not considered in the analyses. A uniform surcharge load of 250 psf was placed about 15 ft behind the wall to account for construction equipment. To prevent surcharging the gravity block retaining walls, we have recommended to Mr. Murray that construction equipment not be allowed within 15 ft of the back of the upper retaining wall. In a deterministic slope stability analysis, slopes with a high potential of failure are represented by a factor of safety (FOS) of 1.0 or less. A FOS of 1.0 indicates that the forces driving instability are equal to the forces resisting instability. Slopes are typically considered to be stable under permanent or sustained loading conditions (i.e., static loading conditions) if the calculated minimum FOS is greater 1 5 for slopes involving structures. Factors of saf of 1.25 to 1.5 are generally appropriate under than s ope g ety g Y static loading conditions, depending on the consequence of failure: the greater the consequence, the higher the FOS. The results of the analyses indicate a moderate probability of a small, shallow slope failure occurring along on the temporary excavation slopes. This is consistent with conditions observed during our May 31, 2007 site visit. The temporary excavations slopes have reportedly been standing since March 2006, with only minor raveling of the exposed soil. For deeper failures, the computed FOS is generally above 1.5,indicating a low probability of a deep-seated failure occurring at the site under static conditions. Figure 4 summarizes the results of the static slope stability analyses for deep-seated failures. With construction of the house, the temporary excavations will be backfilled and the basement wall will provide additional support of the slope. Therefore, it is our opinion that the factor of safety against slope failure at the site will be greater once the site is fully developed. Setback Since the house will be placed at the base of the slope,and the back wall will retain the slope,it is our opinion that a setback is not warranted. In our opinion, the proposed development will not increase the potential slope instability on or adjacent to the site provided that surface water runoff from the W7107 Y:11059W01.01MReportXMurray reportdoe 4 LANDAu ASSOCIATES development is properly controlled. Uncontrolled surface water runoff can result in significant erosion and possibly shallow,surficial slope failures. Earthwork At the time of our site visit,the site had been cleared of vegetation to about the 100-ft setback line from Haven Lake. The gravelly, fine to coarse sand with silt at the site has a moderate erosion potential given the steepness of the slopes; therefore, erosion control measures should be implemented during construction. These measures should consist of placing a silt fence across the lower edge of the cleared area and covering cleared areas with mulch or straw. The temporary excavation slope should be covered with visqueen to protect against erosion. Once construction is complete, disturbed areas should be revegetated with grass or other landscaping materials to control erosion. If disturbed areas cannot be immediately revegetated, those areas should be covered with straw, mulch, or plastic sheeting until vegetation can be established. Erosion control measures should remain in place until vegetation has been reestablished. Temporary excavations for foundation construction should be sloped no steeper than 11/2H:I V(horizontal to vertical)in the absence of groundwater. The on-site soil is expected to consist mostly of gravelly, fine to coarse sand with variable silt content and would be suitable for fill around foundations and below-grade walls provided that it can be compacted to the required density. Fill materials should be placed in maximum 8-to 10-inch loose lifts and thoroughly compacted to at least 90 percent of the maximum dry density as determined by ASTM D- 1557 test procedure. Temporary Excavations The existingtemporary excavation slopes for the foundation are estimated to be as steep as Po�'Y P P IM:1 V. This is steeper than the soil's natural angle of repose. If the slopes are allowed to stand for extended periods of time,the slopes will tend to ravel back to the soil's natural angle of repose,which is about 331, or a 11/2H:1 V slope. Precipitation will generally accelerate raveling of the slope. Therefore, the slopes should be covered with visqueen until backfill is placed. Because of the potential for raveling, which will ultimately undermine the two retaining walls along the top of the slope, we recommend that the basement walls of the residence be constructed and the area behind the wall backfilled to establish final grades as soon as possible. To prevent surcharge loading of the temporary excavation slopes, a minimum setback of 15 ft from the backside of the upper gravity block wall should be maintained until the basement walls have been backfilled. All vehicles and equipment should be restricted from within the setback and no construction materials should be stockpiled within 15 ft of the wall. W27M7 Y:"059001.0101ReporflMwray reportdoe 5 LANDAU ASSOCIATES During construction,the zone between the basement wall and the slope should be considered as a confined space and access behind the wall should be restricted. We suggest building the wall forms prior to setting them in place. Under no circumstances should construction works be allowed in to the space between the temporary excavation slope and the wall form during placement of the forms. Foundations Conventional spread footing foundations, founded on firm, undisturbed native soil may be proportioned using a net allowable maximum soil bearing pressure of 2,000 pounds per square foot(psf). It is expected that suitable bearing soil will be present at the proposed footing elevations. If foundation excavations become disturbed, or if unsuitable bearing soil is present at proposed foundation grades, the disturbed/unsuitable area should be overexcavated to expose undisturbed firm soil,and either the footings lowered to bear on the undisturbed firm soil, or the overexcavation backfilled with structural fill placed and compacted in accordance with the recommendations presented in this report. Spread footing foundations should have a minimum embedment of at least 18 inches below any adjacent exterior grade for frost protection. Continuous footings should have a minimum width of at least 18 inches,and isolated column footings should be at least 24 inches wide. The recommended maximum allowable bearing capacity includes a factor of safety of 3.0 applied to the assumed frictional strength of the bearing soil. The maximum allowable bearing capacity may be increased by 30 percent for short-term transient loadings such as from wind and earthquakes. For foundations bearing on suitable soil, we estimate that total settlements will be less than 1/2 inch and differential settlements,between adjacent foundation members,should be less than 1/4-inch. The majority of the settlement will occur during construction. Resistance to lateral loads may be assumed to be provided by friction acting on the base of footings and by passive lateral earth pressures acting against the sides of footings. A coefficient of sliding resistance of 0.55, applied to the vertical dead loads only, may be used to compute frictional resistance. An allowable static passive lateral earth pressure of 200 psf per foot of depth may be used for the sides of footings poured against undisturbed natural or recompacted soil. The upper 1 foot of passive resistance should be neglected in design. The above values for coefficient of sliding resistance and passive earth pressure include a factor of safety, applied to the assumed frictional strength of the soil, of 1.5 and 2.0, respectively. 6WI07 Y:11059=1.O1Ol WrOMurray repcddoc 6 LANDAU ASSOCIATES Floor Slabs In an undisturbed condition,the site soil will provide adequate support of floor slabs and concrete slabs for parking and drive areas. Prior to slab construction,the supporting subgrade surface should be moisture conditioned to near optimum moisture content and thoroughly recompacted to a firm and non- yielding condition. Any loose and/or disturbed areas should be further compacted as recommended above or removed and replaced with suitable soil. A minimum of 4 inches of clean, free-draining material, such as nominal 5/8-inch minus washed gravel should be placed beneath slab-on-grade floors to act as a capillary break layer. A condensation barrier, such as visqueen or a membrane, should be placed beneath the slab-on-grade floor to prevent condensation of water vapor on the bottom of the floor slab and wicking up through the floor slab. The condensation barrier should consist of a 10-mil membrane with tape-sealed joints. It may be desirable to place 4 inches of compacted granular fill, such as 5/8-inch minus crushed rock, over the vapor barrier to facilitate curing of the concrete floor slab and to protect the vapor barrier. Basement Wall For basement wall able to yield a horizontal distance equal to 0.002 times the height of the wall and under drained conditions, should be designed for an equivalent fluid density of 45 pcf for active soil conditions. If the basement wall is restrained from rotation during backfilling,an equivalent fluid density of 65 pcf should be used for design assuming level backfill and drained conditions. Design of basement walls should include appropriate lateral pressures caused by any adjacent surcharge loads. For uniform surcharge pressures, uniformly distributed lateral pressures of 0.26 and 0.40 times the surcharge pressure should be added for yielding and non-yielding walls,respectively. Dynamic lateral earth pressures due to a 1-in-100-year seismic event (40 percent probability of exceedance in a 50-year period)should be included in the design of basement walls. A peak horizontal ground acceleration of 15 percent of gravity(0.15g)was assumed in computing the dynamic lateral earth pressures based on the subsurface conditions observed at the site. A uniform lateral pressure of 3H psf(H is the vertical height of the wall in feet)should be added to the static lateral earth pressures for walls with level backfill able to translate laterally at least 2 inches. The dynamic lateral pressure should be increased to 7H psf for walls restrained against lateral translation. The resultant can be assumed to act at a point 0.6H above the base of the wall. Drainage should be provided for the basement walls. We recommend having a minimum 18-inch wide zone of free-draining backfill consisting of well-graded sand and gravel material with less than 5 percent fines and a maximum particle size of less than 2 inches. Additional recommendations for 6/27I07 Y:t10591001.0101Report%Murray reportdoo 7 LANDAu ASSOCIATES basement wall drainage are provided in the "Drainage" section of this report. Basement wall backfill should be placed and compacted in accordance with the"Earthwork"section of this report. Drainage Adequate foundation drainage should be provided for all below-grade walls of the proposed residence. All below-grade walls should be coated with a water-proofing compound and a footing drain should be installed at the base of each wall. The drain pipes should consist of a perforated, 4-inch- diameter,Schedule 40,PVC pipe with the perforations placed downward. The pipe should be surrounded by at least 6 inches of nominal 1-inch drain gravel and encased in a non-woven geotextile,such as Mirafi 140N,or equivalent. The invert of the drain lines should be placed below the finished floor level. Collected water from the foundation drainage system could be discharged to Haven Lake or to an infiltration system. Roof drains should not discharge to the footing drains, but to a separate tightline system and discharged to Haven Lake or an infiltration system. Exterior grades immediately adjacent to the structure should be sloped away from the structure to prevent water from collecting next to the building. Existing Gravity Block Retaining Walls A two-tiered retaining wall consisting of two 4-ft hi concrete block walls is resent at the to � g g P P of the slope. The wall was constructed of 2 ft high by 2 ft wide by 4 ft long concrete blocks. The face of the upper and lower walls is vertical,and the face of the upper wall is vertical and within about 4 ft of the back of the lower wall. The bases of both walls do not appear to have any significant embedment. We understand for our discussion with the property owner that the walls were constructed without drainage. Since the walls are constructed with discrete blocks, we expect that any water infiltrating behind the wall should be able to flow through the joints between the blocks and there should be no buildup of hydrostatic pressure. We analyzed the factor of safety against sliding and overturning under static and seismic loading conditions assuming that the house,has been constructed. For our analysis,we assumed that the walls had been backfilled with loosely compacted,granular soil.A soil friction angle of 330,unit weight of 135 pcf, and a uniform surcharge of 250 psf was assumed behind the top of the upper wall to account for vehicle parking behind the wall were assumed for the analysis. Under static conditions, the computed FOS was 1.1 for against sliding and 1.2 against overturning. Standard of practice in the Puget Sound area requires that retaining walls have a minimum FOS against sliding of 1.5 and a minimum FOS against overturning of 2.0 under static loading conditions. 6rz7107 r:M059=1.01MeporPMuM reportaoc 8 LANDAU ASSOCIATES Under seismic conditions,the computed FOS against sliding and overturning was less than 1.0. Standard of practice in the Puget Sound area requires that retaining walls have a minimum FOS against sliding 1.1 and overturning of at least 1.5 under seismic loading. A FOS of less than 1.0 indicates a high probability that the wall will fail during a moderate to large earthquake. To improve the factor of safety against sliding and overturning,we recommend the following: • Provide a 5 ft setback from the back of the upper wall to reduce surcharge loading on the wall. This will increase the FOS for against sliding and overturning to greater than 2.0 under static conditions,and against overturning to greater than 1.5 under seismic loading. • Provide additional lateral restraint along the base of the wall to increase sliding resistance under seismic loading. This can be accomplished by driving a 2-inch diameter galvanize pipe pile flush against the face of each block. The pile should extend about 6 inches above grade and be placed in the middle of each block. The piles should be driven to a depth of at least 7 ft below existing grades. USE OF THIS REPORT This geologic assessment and geotechnical report was prepared for thae exclusive use of Mr. Michael Murray for the proposed development located at 1910 Tahuyu Blacksmith Road in Mason 1 ' County, Washington. The use by others, or for purposes other than intended, is at the user's sole risk. The findings, conclusions, and recommendations presented herein are based on our understanding of the project and on conditions observed during our May 31, 2007 site visit. Within the limitations of scope, schedule, and budget, the conclusions and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical engineering principles and practices in this area at the time this report was prepared. 6/27ro7 v:F1059=1.010\ReporNAurray reportdoc 9 LANDAu ASSOCIATES We appreciate the opportunity to be of service on this project. If you have any questions,please contact the undersigned at(253)926-2493. LANDAU ASSOCIATES,INC. Edward J.Heavey,P.E. 0,�'4.0 Senior Associate EJH/jas EXPOM -O Attachments: Figure 1 —Vicinity Map Figure 2—Site Plan Figure 3A—Cross Sections Figure 3B—Cross Sections Figure 4—Results of Seismic Slope Stability Analysis REFERENCES Interactive Software Designs. 1998. ASTABL Version S,Moscow,Idaho. Logan,R.L.Geologic map of the Shelton 1:100,000 Quadrangle, Washington, Washington State Department of natural Resources. OFR 2003-15. I Ij I W7107 YM05MI.0101ReporllMurray repwLdw 10 LANDAU ASSOCIATES O Q 0 W M O N ` � Z U N' } r Et � s a 43 g � _ r E- ®_zz i � aQ � c.a lb i Nu+E �, cD Ir 171 iOAf a 4 3 LL � u1 p 19 LANDAU ASSOCIATES August 22,2007 Michael Murray 3801 Amberside Lane Bremerton,Washington 98311 RE: REVISED GEOTECHNICAL REPORT MURRAY RESIDENCE 1910 TAHUYU BLACKSMITH ROAD TAx PARCEL No.22330-50-00902&22330-50-00209 MASON COUNTY,WASHINGTON Dear Mr.Murray: This revised report presents Landau Associates' geotechnical engineering conclusions and recommendations regarding the proposed single-family residence to be located at the above-referenced site in Mason County, Washington. This report was revised in response to comments by Mason County. The purpose of our services was to complete a reconnaissance of the property and geotechnical engineering analyses to address the requirements for development within a geologic hazard area per the requirements of Chapter 8.52 of the Mason County Interim Resource Ordinance. The general project location is shown on the Vicinity Map, Figure 1. Figures 2 and 3 show the general site layout and east-west cross sections through the site. BACKGROUND The proposed development consists of constructing a single-family residence on a sloping site located along the western shore of Haven Lake in rural Mason County, Washington. The residence will be located in the northern portion of the property, with a setback of about 30 ft from the shore. The site septic system will be located west of the graveled parking area about 80 ft from the retaining wall along the top of the slope. The structure is planned to consist of a two-story, wood-framed structure with the majority of the west side of the structure below grade. Based on our discussions with you and Mr. Greg Spencer,we understand that Mason County has suspended building of the house until submittal of a geotechnical report addressing the site landslide hazard and the existing retaining wall constructed west of the proposed house. At the time of our site reconnaissance on May 31,2007,two gravity block walls had been constructed,the temporary excavation for the foundation had been completed,and portions of the foundation formwork had been constructed. ENVIRONMENTAL I GEOTECHNICAL I NATURAL RESOURCES 950 Pacific Avenue,Suite 515-Tacoma,WA 98402- (253)926-2493-fax(253)926-2531 -owwv.landaLAnc.com SEATIE-SPOKANE-TACOMA-PORTLAND SITE RECONNAISSANCE On May 31,2007,a representative of Landau Associates completed a site visit to observe existing conditions as they relate to landslide hazard and the retaining walls issue. The following summarizes our observations. At the time of our site visit, we observed that the site slopes upward from the shore of Haven Lake about 28 ft vertical to a level,graveled parking area. A two-tiered, unshored cut of about 12 to 13 ft high, vertically, has been made into the existing hillside to accommodate construction of the foundation and below grade walls of the residence. Individual tiers are about 6 to 6'/z ft high. Horizontal separation between the upper and lower tier varies from about 6 to 13 ft. The cuts were visually estimated to be sloped at between about'hH:I V(horizontal to vertical)and 1H:1 V. The cuts show signs of raveling. A two-tiered retaining wall is present at the top of the slope. The wall consists of two, 4-ft high, gravity block walls constructed of 2 ft high by 2 ft wide by 6 ft long concrete blocks. The face of the lower wall is vertical and within about 2 ft of the top of the temporary excavation for the house, and the face of the upper wall is vertical and within about 4 ft of the back of the lower wall. The bases of both walls do not appear to have any significant embedment. Existing slopes at the site were observed to be between about 1'/2H:l V and 2H:1 V. Based on observations of the surrounding topography, it appears that the site had slopes of up to about 50 percent prior to the start of development. The site septic system (which is.already in place) is located northwest of the residence and is set back at least 100 ft from the lake shore. No upland water bodies or wetlands were observed within the area to be developed. SUBSURFACE CONDITIONS Our understanding of soil conditions at the site is based on conditions exposed in the foundation excavation and other nearby soil exposures in the vicinity of the site observed during our May 31, 2007 site visit,review of the log of the water well installed on the property in March 2006(Ecology ID Tag No. AFK818), and our general understanding of the regional geology in the project area. The location of the water well is shown on Figure 2, and the location of soil exposures observed for this report are shown on Figures 3A and 3B The site is underlain to great depth by glacially-consolidated soil. The site surficial geology consists of Vashon glacial deposits laid down during the last episode of continental glaciation(25,000 to .13,000 years before the present). The regional geology in the area has been mapped by Logan(2003)and generally consists of a relatively thin veneer of glacial recessional deposits overlying Vashon glacial till WZ107 YA1059\001.010kReportWurmy report rev2.doc 2 LANDAU ASSOCIATES ill (hard pan). Glacial advance outwash deposits generally underlie the till. Deposits defined as recessional outwash typically consist of massive to stratified sand and gravel with variable silt content. This unit typically exhibits moderate to high permeability and moderate shear strength. Soil defined as glacial till typically consists of a heterogeneous, non-sorted mixture of subrounded boulders, cobbles, gravel, and sand in a matrix of silt and clay. The heterogeneous nature of the till is a result of it being mixed and transported before being deposited, overridden, and compacted by the weight of an advancing glacier. This unit typically exhibits low permeability and high shear strength. Deposits defined as advance outwash typically consist of massive to stratified sand and gravel with variable silt content. This unit typically exhibits moderate to high permeability and high shear strength. At the project site,glacial advance outwash consisting of partially cemented,dense, sandy gravel to gravelly sand with variable silt content was observed in the cuts for the foundation and in road cuts leading to the property. Review of the well log indicates similar soil conditions. Based on our observations and review of the well log, the entire site appears to be underlain by advance outwash deposits to below the level of the lake. No indications of groundwater seepage were observed at the site at the time of our May 31,2007 site visit. The first instance of groundwater encountered during drilling of the well was reported at a depth of about 47 ft, which would be well below the level of the adjacent lake. If the groundwater level had been allowed to stabilize in the well,it is likely that groundwater would be at elevations similar to the water level in the adjacent lake. GEOTECHNICAL CONCLUSIONS AND RECOMMENDATIONS The following sections provide geotechnical conclusions and recommendations for the proposed single-family development. Geologic Hazards Based on comparison to the surrounding topography, it appears that predevelopment slopes at the property were as steep as 50 percent and up to about 30 ft vertical. Currently, temporary excavation slopes are present in the area of the proposed residence that are steeper than 100 percent. We understand that the temporary excavation slopes have been standing since about March 2006. We observed some raveling of the surficial soil exposed on the temporary excavation slopes during our May 31, 2007 site visit. According to the criteria presented in Section 8.52.140 of the Mason County Interim Resource Ordinance,the site would be classified as a landslide hazard area. BQW7 Y:%1059=1.010XRepon\Mumay repor_rev2.dm 3 LANDAu AssocIATES — .rrr Ilrr�i.n� i- wYrA�fl The landslide hazard was assessed by completing a visual reconnaissance of the property and surrounding area and by completing slope stability to assess the factor of safety against a slope failure under static and seismic loading conditions. Slope Stability Natural slopes at and in the immediate vicinity of the site were observed to have relatively uniform slope gradients. We did not observe features such as head scarps, hummocky ground, ground cracks, terraced topography, or significantly bowed or arched trees, on or adjacent to the site that would suggest that past landsliding had occurred on or immediately adjacent to the subject property. Slope stability at the site under conditions as of May 2007 was evaluated using the computer program XSTABL(Interactive Software Designs 1998)for long-term static loading conditions. Since the likelihood of an earthquake occurring in the area prior to the house being constructed remote,the seismic loading case was not analyzed. The slope was modeled as a homogenous deposit of dense, granular soil. The soil was assigned an internal angle of friction of 38' and a saturated unit weight of 135 pounds per cubic ft. Figure 2 shows the location of the analyzed cross section for site stability. The site septic system is far enough away from the slope so it was not considered in the analyses. A uniform surcharge Y � Y P Y g load of 250 psf was placed about 15 ft behind the wall to account for construction equipment. To prevent surcharging the gravity block retaining walls, we have recommended to Mr. Murray that construction equipment not be allowed within 15 ft of the back of the upper retaining wall. In a deterministic slope stability analysis, slopes with a high potential of failure are represented by a factor of safety (FOS) of 1.0 or less. A FOS of 1.0 indicates that the forces driving instability are equal to the forces resisting instability. Slopes are typically considered to be stable under permanent or sustained loading conditions (i.e., static loading conditions) if the calculated minimum FOS is greater than 1.5 for slopes involving structures. Factors of safety of 1.25 to 1.5 are generally appropriate under static loading conditions, depending on the consequence of failure: the greater the consequence, the higher the FOS. A FOS of 1.1 or greater is generally considered adequate under seismic loading conditions. The results of the analyses indicate a moderate probability of a small, shallow slope failure occurring on the temporary excavation slopes. This is consistent with conditions observed during our May 31, 2007 site visit. The temporary excavations slopes have reportedly been standing since March 2006, with only minor raveling of the exposed soil. For deeper failures, the computed FOS is generally above 1.5, indicating a low probability of a deep-seated failure occurring at the site under static conditions. Figure 4 summarizes the results of the static slope stability analyses for deep-seated under current conditions. The post-construction stability of the site was evaluated with the house in place I 4 WV07 YA1059X001.01MReport\Murmy report_mv1doe 4 t.ANDAu ASSOCIATES (Traverse#2 on Figure 313) and south of the proposed house(Traverse#1 on Figure 3A) under static and seismic loading. Traverse#1 generally represents site conditions outside of the footprint of the proposed residence. To model earthquake loading,the pseudostatic approach was used. The pseudostatic approach consists of applying a horizontal seismic force, CsW, where Cs is the seismic coefficient and W is the weight of the failure mass. A seismic coefficient of 0.16 was used in the pseudostatic analysis, which would be appropriate for a magnitude 7 to 7.5 earthquake occurring the site vicinity. A seismic coefficient of 0.16 was used in the analyses. The standard of practice in the Puget Sound area is to use a seismic coefficient equal to one-half the peak horizontal ground acceleration produced by an earthquake with a 10 percent probability of occurrence in a 50-year period(1-in-475 year seismic event). With construction of the house, the temporary excavations will be backfilled and the basement walls will provide additional support of the slope. Any potential failure plane would need to pass entirely beneath the foundation of the proposed residence. The computed FOS along Traverse#1 with the house in place was found to be greater than 2.8 under static loading conditions and greater than 1.76 under seismic loading. The computed FOS along Traverse #1 was approximately 1.79 under static loading conditions and 1.3 under seismic loading conditions. Figures 5 and 6 summarize the results of the slope stability analyses for post-construction conditions. Setback Since the house will be placed at the base of the slope,and the back wall will retain the slope,it is our opinion that a setback is not warranted. In our opinion, the proposed development will not increase the potential slope instability on or adjacent to the site provided that surface water runoff from the development is properly controlled. Uncontrolled surface water runoff can result in significant erosion and possibly shallow,surficial slope failures. Earthwork At the time of our site visit,the site had been cleared of vegetation to about the 100-ft setback line from Haven Lake. The gravelly, fine to coarse sand with silt at the site has a moderate erosion potential given the steepness of the slopes; therefore, erosion control measures should be implemented during construction. These measures should consist of placing a silt fence across the lower edge of the cleared area and covering cleared areas with mulch or straw. The temporary excavation slope should be covered with visqueen to protect against erosion. Once construction is complete, disturbed areas should be revegetated with grass or other landscaping materials to control erosion. If disturbed areas cannot be immediately revegetated, those areas should be covered with straw, mulch, or plastic sheeting until I a/22/07 Y:\1059\001.01MWor Murray report_rev2.doc 5 LANDAu ASSOCIATES vegetation can be established. Erosion control measures should remain in place until vegetation has been reestablished. Temporary excavations for foundation construction should be sloped no steeper than 1%2H:1 V(horizontal to vertical)in the absence of groundwater. The on-site soil is expected to consist mostly of gravelly, fine to coarse sand with variable silt content and would be suitable for fill around foundations and below-grade walls provided that it can be compacted to the required density. Fill materials should be placed in maximum 8-to 10-inch loose lifts and thoroughly compacted to at least 90 percent of the maximum dry density as determined by ASTM D- 1557 test procedure. Temporary Excavations The existing temporary excavation slopes for the foundation are estimated to be as steep as YH:l V. This is steeper than the soil's natural angle of repose. If the slopes are allowed to stand for extended periods of time, the slopes will tend to ravel back to the soil's natural angle of repose, which is about 330, or a 1%H:1 V slope. Precipitation will generally accelerate raveling of the slope. Therefore, the slopes should be covered with visqueen until backfill is placed. Because of the potential for raveling, which will ultimately undermine the two retaining walls along the top of the slope, we recommend that the basement walls of the residence be constructed and the area behind the wall backfilled to establish final grades as soon as possible. To prevent surcharge loading of the temporary excavation slopes, a minimum setback of 15 ft from the backside of the upper gravity block wall should be maintained until the basement walls have been backfilled. All vehicles and equipment should be restricted from within the setback and no construction materials should be stockpiled within 15 ft of the wall. During construction,the zone between the basement wall and the slope should be considered as a confined space and access behind the wall should be restricted. We suggest building the wall forms prior to setting them in place. Under no circumstances should construction works be allowed in to the space between the temporary excavation slope and the wall form during placement of the forms. Foundations Conventional spread footing foundations, founded on firm, undisturbed native soil may be proportioned using a net allowable maximum soil bearing pressure of 2,000 pounds per square foot(psf). It is expected that suitable bearing soil will be present at the proposed footing elevations. If foundation excavations become disturbed, or if unsuitable bearing soil is present at proposed foundation grades, the disturbed/unsuitable area should be overexcavated to expose undisturbed firm soil, and either the footings lowered to bear on the undisturbed firm soil, or the overexcavation backfilled with structural fill placed 822/07 Y:%1059\001.010\ReportWurray report_rev2.doc 6 LANDAU ASSOCIATES i i I l . and compacted in accordance with the recommendations presented in this report. Spread footing foundations should have a minimum embedment of at least 18 inches below any adjacent exterior grade for frost protection. Continuous footings should have a minimum width of at least 18 inches,and isolated column footings should be at least 24 inches wide. The recommended maximum allowable bearing capacity includes a factor of safety of 3.0 applied to the assumed frictional strength of the bearing soil. The maximum allowable bearing capacity may be increased by 30 percent for short-term transient loadings such as from wind and earthquakes. For foundations bearing on suitable soil, we estimate that total settlements will be less than 'h inch and differential settlements,between adjacent foundation members,should be less than 1/4-inch. The majority of the settlement will occur during construction. Resistance to lateral loads may be assumed to be provided by friction acting on the base of footings and by passive lateral earth pressures acting against the sides of footings. A coefficient of sliding resistance of 0.55, applied to the vertical dead loads only, may be used to compute frictional resistance. An allowable static passive lateral earth pressure of 200 psf per foot of depth may be used for the sides of footings poured against undisturbed natural or recompacted soil. The upper 1 foot of passive resistance should be neglected in design. The above values for coefficient of sliding resistance and passive earth pressure include a factor of safety, applied to the assumed frictional strength of the soil, of 1.5 and 2.0, respectively. Floor Slabs In an undisturbed condition,the site soil will provide adequate support of floor slabs and concrete slabs for parking and drive areas. Prior to slab construction, the supporting subgrade surface should be moisture conditioned to near optimum moisture content and thoroughly recompacted to a firm and non- 1 yielding condition. Any loose and/or disturbed areas should be further compacted as recommended above '? or removed and replaced with suitable soil. 1 A minimum of 4 inches of clean, free-draining material, such as nominal 5/8-inch minus washed gravel should be placed beneath slab-on-grade floors to act as a capillary break layer. A condensation barrier, such as visqueen or a membrane, should be placed beneath the slab-on-grade floor to prevent condensation of water vapor on the bottom of the floor slab and wicking up through the floor slab. The condensation barrier should consist of a 10-mil membrane with tape-sealed joints. It may be desirable to place 4 inches of compacted granular fill, such as 5/8-inch minus crushed rock, over the vapor barrier to Y F facilitate curing of the concrete floor slab and to protect the vapor barrier. 8/22/07 Y:N0591001.Ot01ReportWurray report_rev2.doc 7 t.ANDAu ASSOCIATES i I i Basement Wall For basement wall able to yield a horizontal distance equal to 0.002 times the height of the wall and under drained conditions, should be designed for an equivalent fluid density of 45 pcf for active soil conditions. If the basement wall is restrained from rotation during backfilling, an equivalent fluid density of 65 pcf should be used for design assuming level backfill and drained conditions. Design of basement walls should include appropriate lateral pressures caused by any adjacent surcharge loads. For uniform surcharge pressures, uniformly distributed lateral pressures of 0.26 and 0.40 times the surcharge pressure should be added for yielding and non-yielding walls,respectively. Dynamic lateral earth pressures due to a 1-in-100-year seismic event (40 percent probability of exceedance in a 50-year period) should be included in the design of basement walls. A peak horizontal ground acceleration of 15 percent of gravity (0.15g)was assumed in computing the dynamic lateral earth pressures based on the subsurface conditions observed at the site. A uniform lateral pressure of 3H psf(H is the vertical height of the wall in feet) should be added to the static lateral earth pressures for walls with level backfill able to translate laterally at least 2 inches. The dynamic lateral pressure should be increased to 7H psf for walls restrained against lateral translation. The resultant can be assumed to act at a point 0.6H above the base of the wall. Drainage should be provided for the basement walls. We recommend having a minimum 18-inch wide zone of free-draining backfill consisting of well-graded sand and gravel material with less than 5 percent fines and a maximum particle size of less than 2 inches. Additional recommendations for basement wall drainage are provided in the "Drainage" section of this report. Basement wall backfill should be placed and compacted in accordance with the"Earthwork"section of this report. Drainage G . Adequate foundation drainage should be provided for all below-grade walls of the proposed a residence. All below-grade walls should be coated with a water-proofing compound and a footing drain should be installed at the base of each wall. The drain pipes should consist of a perforated, 4-inch- diameter, Schedule 40,PVC pipe with the perforations placed downward. The pipe should be surrounded by at least 6 inches of nominal 1-inch drain gravel and encased in a non-woven geotextile, such as Mirafi MON,or equivalent. The invert of the drain lines should be placed below the finished floor level. Collected water from the foundation drainage system could be discharged to Haven Lake or to an infiltration system. Roof drains should not discharge to the footing drains, but to a separate tightline system and discharged to Haven Lake or an infiltration system. Exterior grades immediately adjacent to M=7 V:%1059\001.010\ReportWurray report rev2.doc 8 LANDAU AssociATES 3 the structure should be sloped away from the structure to prevent water from collecting next to the building. Existing Gravity Block Retaining Walls A two-tiered retaining wall,consisting of two, 4-ft high,concrete block walls is present at the top of the slope. The wall was constructed of 2 ft high by 2 ft wide by 6 ft long concrete blocks. The face of the upper and lower walls is vertical,and the face of the upper wall is vertical and within about 4 ft of the back of the lower wall. The bases of both walls do not appear to have any significant embedment. We understand for our discussion with the property owner that the walls were constructed without drainage. Since the walls are constructed with discrete blocks, we expect that any water infiltrating behind the wall should be able to flow through the joints between the blocks and there should be no buildup of hydrostatic pressure. We analyzed the factor of safety against sliding and overturning under static and seismic loading conditions assuming that the house has been constructed. For our analysis,we assumed that the walls had been backfilled with loosely compacted,granular soil.A soil friction angle of 330,unit weight of 135 pcf, and a uniform surcharge of 250 psf was assumed behind the top of the upper wall to account for vehicle parking behind the wall were assumed for the analysis. Under static conditions, the computed FOS was 1.1 for against sliding and 1.2 against overturning. Standard of practice in the Puget Sound area requires that retaining walls have a minimum FOS against sliding of 1.5 and a minimum FOS against overturning of 2.0 under static loading conditions. Under seismic conditions,the computed FOS against sliding and overturning was less than 1.0. Standard of practice in the Puget Sound area requires that retaining walls have a minimum FOS against sliding 1.1 and overturning of at least 1.5 under seismic loading. A FOS of less than 1.0 indicates a high probability that the wall will fail during a moderate to large earthquake. To improve the factor of safety against sliding and overturning,we recommend the following: • Provide a 5 ft setback from the back of the upper wall to reduce surcharge loading on the wall. This will increase the FOS for against sliding and overturning to greater than 2.0 under static conditions,and against overturning to greater than 1.5 under seismic loading. • Provide additional lateral restraint along the base of the wall to increase sliding resistance under seismic loading. This can be accomplished by driving a 2-inch diameter galvanize pipe pile flush against the face of each block. The pile should extend about 6 inches above grade and be placed in the middle of each block. The piles should be driven to a depth of at least 7 ft below existing grades. 8rz2ro7 Y:X10591001.010XReport\Murray report_rev2.doc 9 LANDAu ASSOCIATES USE OF THIS REPORT This geologic assessment and geotechnical report was prepared for the exclusive use of Mr. Michael Murray for the proposed development located at 1910 Tahuyu Blacksmith Road in Mason County, Washington. The use by others, or for purposes other than intended, is at the user's sole risk. The findings, conclusions, and recommendations presented herein are based on our understanding of the project and on conditions observed during our May 31, 2007 site visit. Within the limitations of scope, schedule, and budget, the conclusions and recommendations presented in this report were prepared in accordance with generally accepted professional geotechnical engineering principles and practices in this area at the time this report was prepared. We appreciate the opportunity to be of service on this project. If you have any questions, please contact the undersigned at(253)926-2493. { LANDAU ASSOCIATES,INC. Edward J.Heavey,P.E. Senior Associate EJH/jasitlti . Attachments: Figure 1 —Vicinity Map Figure 2—Site Plan Figure 3A—Cross Sections Figure 3B—Cross Sections Figure 4—Results of Slope Stability Evaluation—Existing Conditions Figure 5—Results of Slope Stability Evaluation—Post Construction Figure 6—Results of Slope Stability Evaluation—South of House APPENDIX A—SLOPE STABILITY CALCULATIONS REFERENCES Interactive Software Designs. 1998. XSTABL Version 5,Moscow,Idaho. Logan,R.L.Geologic map of the Shelton 1:100,000 Quadrangle, Washington,Washington State Department of Natural Resources. 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