The URL can be used to link to this page

Home My WebLink AboutGEO BLD2007-00709 - BLD Engineering / Geo-tech Reports - 10/15/2007 l KENNETH NEAL & ASSOCIATES CONSULTING ENGINEERING GEOLOGISTS - 3314 Gibraltar Ct. S.E.,Olympia,WA 98501-3968 Telephone: (360)352-5125 Fax: (360)236-0201 `e o� W ash;,_ e-mail: kengneal�4)aoLcom ��a f0> October 15,2007 MEMORANDUM TO: Mason County Department of Community Development a ologist ATTENTION: Robert D.Fink,AICP,Planning Manager 100 ed Geoff FROM: Kenneth G.Neal,L.G.,L.E.G.,Principal Engineering Geologist KENNETH G. NEAI. SUBJECT: Review Comments—BLD 2007-00709 - "Geotechnical Report Revision Letter, 291 East Crest Lane, Grapeview, Washington 98546, Parcel 121182400010, N47° 18.589' W122° 51.478'," prepared for Conrad Topacio by Geotechnical Testing Laboratory, dated August 29,2007. The letter described above answers most of the issues outlined in our August 16, 2007 memo. One remaining issue is the graphical representation of factors of safety in the upper right corners of the two slope stability diagrams. While there is a clear statement by the consultant that "the quasi-static slip surface is shown for each of the models," it is unclear whether the bottom arc shown on each analysis cross-section represents the minimum value allowed by regulation, or some other value. This should be clearly stated or displayed in future reports. Given the distance and resultant inclination from the toe of the slope to the proposed building location, coupled with the strength value of glacial soils at the site presented by the consultant, the building site appears to be stable. For this reason,we recommend the building permit be issued. If you have any questions, please call. I can most easily be reached on my cell phone at 360-280-6180. 2 copies submitted Tf r-t GEOTECHNICAL TESTING LABOit i[ t CONRAD TOPACIO 1 CIS s:18 "r``►7: 807 NE 98TH STREET SEATTLE' v WASHINGTON 98115 �`;, RE: GEOTECHNICAL REPORT REVISION LETTER 291 EAST CREST LANE GRAPEVIEW,WASHINGTON 98546 PARCEL 121182400010 N470 18.589' W122°51.478' AUGUST 29,2007 Mr. Topacio: As per the request of the third party reviewer, we are providing additional comments to satisfy the requirements of the Mason County Resource Ordinance for Geologically Hazardous Areas. Our original site plan was removed and replaced with a site plan that we had not reviewed. The figure below is from the Mason County website for the subject site. Note how the site plan was removed without regard to the end effect. To compare our original site plan to the new site plan,we re-inspected the site on October 1,2007. More Into LeOer-r" V31V I1ZW 1 LKJrvc I YY PLOT PLANS DO NOT MATCH ACCORDING TO THE INSTALLATION RECORDS THE SYSTEM WAS 04STALLED AS PER THE DESIGN THESE RECORDS DO NOT MATCH NEED TO MEET 85FT SETBACK NEED SIGNED WATER ADEOAUCY FORId Application Received 04/2512007 04/25/2007 DONE KS 04252007 HOLU rWm . Re%iew retumed on 8.17;2007 Additional ndo required See letter Geo sent out for review Geo..,.,..:--^--fn he re�iewvd Vi airing/or contracts to be accepted and sicned PLEASE GIVE AL CHRISTEI-JSE14 A COPY OF APPROVED GEO WHEN DONE THANKS Fee Type Amount Due Amount Paid BLnldrng Permit Fee $1.290 55 $0 00 Plan Check Fee $838 86 $838 86 Item 1 requests additional soil information as per "MCRO 17.01.100E4." The ordinance referenced is for the content of a Geological Assessment and not a Geotechnical Report. We request that the reviewer stop referencing the incorrect sections of the Mason County Code. Additional soil information follows. Soil Loy, 1 (SL-1)—Buildinp,Location Surface Disturbed by previous grading,roots, needles, leaves 0"— 10" Dark brown (7.5YR3/4), gravelly silty sand, roots, dry, massive, loose to firm, well graded, sub- round to round gravels up to 4 inches 10"—17" Strong brown (7.5YR5/6), gravelly silty sand, dry, well graded, massive, dense, sub-round to round gravels up to 6 inches 10011 Blomberg Street SW, Olympia, WA 98512 1 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY IT'— 19" Light gray (2.5Y6/6), silt with gravel, dry, roots, stiff, mild cementation, well graded, blocky, sub-rounded to round 19"—44" Gray (2.5Y6/2), gravelly sand with silt (till), dry, dense, well cemented, minor roots, well graded, massive to blocky,sub-round to round up to 8 inches Item 2 requests that a site plan be provided that includes a scale bar and proposed setbacks. The latest site plan follows this letter. We anticipate the site plan will arrive at the reviewer without further interference. Item 3 requests a cross-section of the site. See attached. Item 4 requests additional slope stability information to meet the newer Mason County Code. The following figures illustrate the static and dynamic slope models. The quasi-static slip surface is shown for the each of the models. Mason County Code requires a factor of safety of 1.5 for static and 1.1 for dynamic at the proposed building location. Topacio Site — Slope A Analysis Method: M orgenstem-Price Direction of Slip Movement: Left to Right Seismic Coefficient: (none) 100 910 V 70 Proposed � . . . . . . . . `-' Building 2 so [.ocatiou • W . . . , . > 40 Glacial Till 30 Unit Weight 128 W Cohesion:200 20 Phi:41 tD 0 0 25 50 75 100 125 150 175 200 225 250 275 Distance (ft) 10011 Blomberg Street SW,Olympia, WA 98512 2 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY Topacio Site — Slope A Analysis Method: Morgenstem-Price /' �/ • .V�r/y ' Direction of Slip Movement: Left to Right I - Seismic Coefficient: Horizontal and Vertical •. „`Y f ��j, . .� , 1D�0�./. ,90 '•�� ° • B � . . . . . . Proposed V 70 ` . C 60 Building � Location >/ -s .0 50 . . . . . . . . . . li > 40 Glacial Till ••�� - 90 Unit Weight 128 W Cohesion:200 20 Phi 41 10 0 0 25 50 75 100 125 150 175 200 225 250 275 Distance (ft) We strongly request that a building permit be granted without further delay. We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have any questions concerning the above items, the procedures used, or if we can be of any further assistance please call us at the phone number listed below. c 0#vJ a ring geologist Respectfully Submitted, 827 GEOTECHNICAL TESTING LABORATORY oa�sed Geo�o y/oT Harold Parks,L.G., L.E.G. H A R O L D PARKS Senior Engineering Geologist cc: Mason County Department of Community Development,Robert Fink 10011 Blomberg Street SW,Olympia, WA 98512 3 Phone#: (360)7544612 Fax#: (360) 754-4848 A Geotechnical CR ST LANE ;, ,._p Testing Laboratory 1 %SLOPE _ ___- f)xYt"r)xC bSrilfxu rt: R,I�.IlW M.'x,)• > I XISTING RAINF1EtLD c, 1NDIANOLA ANDY1,OAM--' (SILTY S.AIiN WITH MINOR C Y) (n uesrt°00pn R°pSxa'6rosrs LdLd Geotechnical Services ,:�• W oaoc services SLOPE.'' , °.MDfi°M nos ro wA). ---- Testing Services ROPO$ wwu nm+oY), 4k na,w).x,�)» YYx Sr.rx°rt.W)a[x°�2rtx °.YY.Y[s� ,.k r,,,rcwsaxwsrc 10011 ,WA 51 SW OCATIO _ a>md.•WA sells __,-- ♦4 «rYs.m waw a�"w'"`axo`)irt+w`Kxi mw.x x Phaiu:(300)7544612 r•[ •�, ` „''c', You K)rwm a rY° Fu (3W)754-4618 AVYs)YUK)w Yxo„ie ono`:`.K. nYx..w,�YAK, Defe:01/19/200e DnrA"by Dy:LL JLx4YxtKlq w AM'wr TK)YM K arlw.rt4,w with Chm by. LL c11Vt O-1 LL Ka n.YMx4,sr..iu° DMpB:Ot•19-08-0OZ INDIANOLA SCAN Y`COAM - -----(SILTYS4ND� H"NOR LAY) ,ittroo»iiuu �' EE 'y i ) NORTH ,_�PT TUB SCALE t'•Xr C.L-7 _wr'a.c'iox'�sr a,ur'iYi4ni uw�u� my cwma Yc.uwtc /V DATUM ASSUMED i n IA. arn�r 1 c�roiKY.Mr Ma.Yw J� a „rod,YY PROJECT NAME: TMS IS NOT A SURVEY a., r, TOPACIO SITE ``��.x„cro.Yw. 281 EAST CREST LANE w o +o 20 .or t"° SHELTON WASHINGTON can: Ka4�u�)wxc ca.rw a PARCEL 121182400010 All Revisions _ I ,I' - ' ' Y sa°[Y a sworn.Ku).uu K ua �I GLACIAL TILL OUTCROP SEEPAGE (GRAVELLY SAND) , __ 1I I I �� '' - ,aIX i xaoxfOY�c`oa.'r"��nnriin ne"ur w Kiro�%riK),a a�s mm°a I cw a r.r ar w w•w)s xrznxx GLACIAL TILL OUTCROP r SLIDE (GRAVELLY SAND) HAZARD AREAA`j "°`„` ZALE:I ha•w fine cox rtc,m w m.r fmuAxr-.YXx°i:'°rtx Y°L K°h RfiO OMK)M,[Yx°w C4xMr.xC))nRY FIGURE 2 P ) ow':w arow.:K ar Yp°rc ain.k°Yu.s°rs`iwxKY A M.r` w KKumx�)r)r,a�YYn SITE PLAN -4p W 3.6 � A -rIo N A C CROSS_SE atiN�� _ NORTH SOUTH) 0 m 0 W N Z "D $m J U) W TILL OUTCROP GLACIAL, of INDIANOLA SANDY LOAM OSED (GRAVELY SAND) BUILDING 'K' 70 WITH MINOR CLAY)PROP (SILTY SAND. >3 FEET NG BUILDING ,e%SLOPE.... 60 15%SLOPE .. -21%SLOPE I. 50 LANDSLIDE NO dLACIAL TILL INDIA OUTCRO HAZARD 40 (GRAVELLY SAND) (SILTY SAND WIT AREA GLACAAI TILL OUTCR 30 (GRAVELLY sAo). L e Lf�NDSLIDING 20 1250 200 10 100 150 . 0 50 n 0 �C tT7 _ yN Oy RECEIV AUG 17 .007 KENNETH NEAL & AG GOCIAVES MCCD - PtANNIN CONSULTING ENGINEER[ EOLOGISTS WA 98501-396 o 3314 Gibraltar Ct.S.F.,Olympia, 236-0201 Telephone: ( `awe f� 360) 364 352-5125 Fax: ( ) rq e-mail. kengneOgaoL�om August 16,2007 MEMORANDi3M Engpeeiina cwil munity Development 100 �% Mason County Department of Com Managereve TO: Robert D.Fink,AICP,Panning ATTENTION: sneering Geologist KENNETH C. NEAL Kenneth G.Neal,L.G.,L.E.G.,Principal Eng' FROM: Washington," BLD 2007-00709 Grapeview, dated SUBJECT: Review Comments— 291 East Crest Lane, Laboratory, "Geotechnical Report+ acio by Geotechnical Testing prepared for Conrad Top January 239 2006, regulatory requirements of the Mason re are several The document p eotechnical report, as outlined under 17.01.100E5. predates and does not meet the current Resource Ordinance(MC necessarily for a g to format,that must be addressed: not necessarily peening The use of USDA Soil Survey issues with this report, provided regarding on-site soils. The Unified lication (MCRO 17.01.100E4). compactness 1. Site-specific information must be p iate for this aPP for strength characteristics mapping teTminology is inapp P „ , is interpretation of the System and associated terminology for till is a geolog Soil Classification Sy application. characteristics. and consistency) is best used for this app h physical strength by MCRO 17.O1.100E5(13).for origin of the soil material,not a description of an as requiredof the marine bluff, site to the top 2. The building site is show relative on the site P the There is no bar scale on the map. eotechnical reports, but the ed setback line a of not sho Wing g The cross-section must be and the location of the proposed by MCRO 17.O1.100E5(5)'sncluding fills and landslide units), associated with site 3. There is no cross-section, as requiredcuts and fills) drawn at a readable scale,el section muust alsost show'earthwl lay ork deposits, if present. Th in 2006. A development. is now required. The actual factors of 1 ses required under current reguseismic loading stringent that those required 4. The r y greater than 1.1 under factor of safety g feet of separation between the proposed sed as a basis for setback recommendation are not described in the ex � - is not a safety u whether there is 30 the site plan drain field, as required by regulation. While this 5, It is uncertain from rains) and the septic house(and footing would be useful to inform the client aifonhe relative locations of the geotechnical requirement, it wo compliance with regulation building footprint and drain field are out of uced a e1work, it would make sense to include BLD 2005-02090( or For purposes of efficiency art°�f th�s repo p cell phone at 360-280-6180. the proposed garage) P If you have any questions,please call. I can most easily be reached on my 2 copies submitted oa_STATFO� MASON COUNTY TY ENGINEEbe 4 c PUBLIC WORKS DIRECTOR/CO n 98584 O� A �� o s N �`� Shelton,Wash►°� A. 4$o �- O T Z F ry N y y 27 2006 �/� 'yF tec�a DATE: Febru INTER-DEPARTMENTAL COMMUNICATIONS 46 PARCEL it 12118-24-00010 TO: Kell McAboy n ineer-PW BUILDING PERMIT NUMBER: BLD2005-02090 FROM: Alan Berbisco Pro ect E SU ort R BJECT: Geo-Tech Re eview NAME: Conrad To acio Kell, le family residence located at 291 East Crest e G The eotechnical Report prepared for the proposed sing The e tecview,has been received and reviewed by Public Works. sliding,surface site is more than 100%.The soil materialsa in a dense content of the report,the author observed idence of active surface erosion, sloughing, From thee and the slope of the proposed water flows,and seepage, weathering activity.No evidence pdeep-seated condition except where they have been disturbed by ro erty- din to the author,the slope is stable relative to deep-seated instability and will activity was observed oblems force ther the subject property or the neighboring p P not cause stability p practical- Removal vegetation and tress should be minimized and limited hould be seeded to the active as soon as Pruction a ace runoff Removal of natural g growth along the steep slope a facilities.No surf ro riate drainage removal of trees and understory gr tight-lined to setback from the southern slopes. Surface water run-off shouldtheslope. controe.Thelled an auuthorrecommended a 35 feet building will be directed towards the P for stability investigation and the report as satisfying the county's requirement(s) I recommend accepting p management features and other recommendation should be incorporated in site geotechnical reporting. Stormwater g development plans. activities to control features need to be implemented during land disturbing State waters from adverse stormwater runoff impacts.The migration or release of Adequate Erosion and Sediment and Sta) and State water quality protect neighboring properties licant's property will be considered a violation of County silty water or mud from the app protection regulations. you feel any features Please feet free to contact me at 461 if you have any questions regarding these comments,or if need further discussion or attention. Sincerely, A isco Proj ct Engineer WORK ORDER «PUSLIC WORKS DEPT. w. ooto; 1 -1 /o c� tq watk order PERMIT 04owed r „�?d 9 v m n AI dndhyS '` Date: . Type of Wotfcs oHARoe TO: NAME! AGI N 10OMPAW PHONE wampimmb !at mom7w ; OR Maw • rp�et�ew� . , 6=l�IlboM1�. 1�0Tlll. . flow , sAft 1 'mom rarut u�+m ' • RQVIPMmom E USEUs Q11! l�!! y MJ1T1Spx, iID� .TOTAL ALI. 3) 81LLED DATE PAIOUTfl,....,.._.,.... R�Q,�,�._.bKN•,...,......._ GEOTECHNICAL REPORT 291 EAST CREST LANE GRApEVIEW, WASHiNGTON PREPARED FOR CONRAD TOPACIO by GEOTECHNICAL TESTING LABORATORY OLYMPIA, WASHINGTON JpNLJARY 23, 2006 GEOTEGHNICAL TESTING LABORATORY 1 CONTACT INFORMATION PREPARER INFORMATION JGTL PROJECT NUMBER: 06-2317-1 J ADDRESS: 10011 BLOMBERG STREET SOUTHWEST OLYMPIA,WASHINGTON 98512 7 TELEPHONE: (360)754-4612 7 FACSIMILE: (360)7544848 l EMAIL ADDRESS: GEOTESTLAB@COMCAST.NET J CLIENT INFORMATION CLIENT: CONRAD TOPACIO JHOME TELEPHONE: (206)6324810 CELLULAR TELEPHONE: (206)669-0576 J BILLING ADDRESS: 807 NE 98TH STREET SEATTLE,WASHINGTON 98115 J SITE ADDRESS: 291 EAST CREST LANE GRAPEVIEW,WASHINGTON 98546 PARCEL NUMBER: 121182400010 GPS LOCATION: N470 18.589' W 1220 51.478' J 10011 Blomberg Street SW,Olympia,WA 98512 2 Phone#:(360)754-4612 Fax#: (360)754-4848 GEOTECHNICAL 'TESTING LABORATORY SCOPE OF UNDERSTANDING + CONRAD TOPACIO 807 NE 981-"STREET SEATTLE,WASHINGTON 98115 RE: GEOTECHNICAL REPORT J 291 EAST CREST LANE GRAPEVIEW,WASMNGTON 98546 PARCEL 121182400010 JN470 18.589'W 122°51.478' As per your request,we have conducted a soils exploration, foundation evaluation,and slope stability analysis for the above-mentioned parcel. The results of this investigation,together with our recommendations,are to be found in the following report. We have provided three copies for your review and distribution. Data has been carefully analyzed to determine soils bearing capacities and footing embedment depths. The results of the exploration and analysis indicate that conventional spread and continuous wall footings appear to be the abil' in ed structure. Some vari ity was encon most suitable types of founprofiles oaon for the f the site. support allowablerso is pressures, embedment depth, and totaluexpecdted comparing the soil profiles settlements have been presented for the site later in the report. Often, because of design and construction details that occur on a project, questions arise concerning soil conditions. We would be pleased to continue our role as geotechnical consultants during the project implementation. We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have any questions concerning the above items,the procedures used, or if we can be of any further assistance please call us at the phone number listed below. 1 Respectfully Submitted, l 0 Ot W aShl� GEOTECHNICAL TESTING LABORATORY ��Geologist� Harold Parks,L.G.,L.E.G. enyin� ft Senior Engineering Geologist 8ed Geo�o HAROLD PARKS �XP -3(-0 tQ I 10011 Blomberg Street SW,Olympia,WA 98512 3 Phone#: (360)754-4612 Fax#: (360)754-4848 GEOTECRNICA.LL TESTING LABORATORY INTRODUCTION This report summarizes the results of our geotechnical consulting services for the proposed single-family i gle- residence to be located along the south-facing hillside overlooking the Pickering Passage, approximately 2 miles southwest of Grapeview, Washington. The location of the site is shown relative to the surrounding area on the Vicinity Map,Figure 1. 1 r ns Our understanding of the project is based on our discussions you oand our residence. Tomtit will be accessed by the and review of the site. We understand that the parcel is to be developed as a single-family existing driveway from East Crest Lane. In general, grading will consist of the excavation of the foundation and footings. The approximate layout of the site is shown on the Site Plan,Figure 2. The site slopes toward the south from a onpCounsed egading s that alocation. geotechnica�lpeport be prepared in a co dance J est slope measured onsite was in excess of 100 percent. Therefore, M t5' J with the Critical Areas Ordinance. The purpose of our services is to evaluate the surface and subsurface conditions at the site as a basis for providing geotechnical recommendations and design criteria for the project and to satisfy the requirements of the Mason County Critical Areas Ordinance. Geotechnical Testing Laboratory is therefore providing geologic and hydrogeologic services for the project. Specifically, our scope of services for this project will include the following: 1 1. Review the available geologic,hydrogeologic,and geotechnical data for the site area. 1 2. Conduct a geologic reconnaissance of the site area and surrounding vicinity. 3. Investigate shallow subsurface conditions at the site by observing the exposed soil and reviewing published well logs. 4. Evaluate the landslide and erosion hazards at the site per the Mason County Critical Areas Ordinance regulations. 5. Provide geotechnical recommendations for site grading including site preparation, subgrade preparation, 1 fill placement criteria(including hillside grading), temporary and permanent cut and fill slopes, drainage and erosion control measures. 10011 Blomberg Street SW,Olympia,WA 98512 5 Phone#:(360)754-4612 Fax#: (360)754-4848 1 GE,OTE,CHNICAL TESTING LABORATORY �S 1 SITE CONDITIONS SURFACE CONDITIONS The proposed building site is located in an area of moderate residential development in the Puget Sound glacial upland overlooking the Pickering Passage. The site has a southern exposure. We conducted a reconnaissance of the site area on January 11,2006. Site elevations range from approximately zero to 66 feet. • The building area of the site has vegetation common to the Northwest. The vegetation includes fir, alder, and j lal, Scot's broom, bracken fern, sword fern, blackberry, madrone trees as well as Oregon grape, huckleberry, sa • and grasses. At the time of the site visit,we observed evidence of active surface erosion along the existing driveway and along a the pathway to the beach. Signs 6f erosion were also observed near the existing septic tanks on the eastern portion of the site. No evidence of deep-seated slope instability was observed. Sloughing and sliding were observed 1 along the coastal bluff where undercutting occurs due to tidal and storm events. 1 Surface water flow was observed along the beach access trail. Seepage was observed from the face of the cut adjacent to the beach access trail. The general topography of the site area indicates that drainage flows toward the south. A small area slopes to the southeast from the proposed building location. �I M 10011 Blomberg Street SW,Olympia,WA 98512 6 Phone#:(360)754-4612 Fax#:(360)754-4848 GEOTECHNICAL TESUNG LABORATORY SITE GEOLOGY The site is generally situated within the Puget Sound glacial upland. The existing topography, as well as the surficial and shallow subsurface soils in the area, are the result of the most recent Vashon stade (stage) of the Fraser glaciation that occurred between about 91000 and 12,000 years ago, and weathering and erosion that has occurred since. A description of the surficial soils is included in the"Site Soils"section of this report. In general, the soils are composed of Vashon glacial till material. The Geologic Map of Washington — Southwest Quadrant (1987) has mapped the site geology as deposits of continental glaciers(Qgt). The report reads: Till— Unsorted, unstratified, highly compacted mixture of clay, silt, sand, gravel, and boulders deposited directly by glacial ice; locally contains outwash sand and gravel both within and overlying till. Consists of part of the Vashon Drift. The Geologic Map of Southeastern Mason County, Washington, USGS Water-Supply Bulletin 29 by Noble and Molenaar(1970)describes the site as till. The till(Qvt)is described as: Cobbles and coarse gravel in matrix of fine sand, silt, and clay. Generally compact, ns fete mixture. Extensively underlies drift plains in thicknesses of a few f to o re poorly pervious, but has sand and gravel streaks that may yield small quantities of perched groundwater. Serves as confining aquiclude to artesian groundwater at some localities near sea level. I 1 s 7 SITE SOILS } The Soil Survey of Mason County, USDA Soil Conservation Service (1960) has mapped the site soils as an ! Indianola sandy loam, 5 to 15 percent slopes(le),at the site. The report reads: ! ]0011 Blomberg Street SW,Olympia,WA 98512 7 ! Phone#: (360)754-4612 Fax#: (360)754-4848 GE®TECHNICAL TESTMG LABORATORY In the Indianola series are excessively drained, droughty, brown soils of the uplands. They have developed on hummocky and rolling ridges from glacial drift that consisted of loose, porous sand. The sand came mainly from acid igneous rocks. The annual rainfall ranges from 50 to 70 inches, and the native vegetation is mainly Douglas-fir. Indianola soils occur in the eastern half of the county in association with the Alderwood and the ] Everett soils. They are unlike the Everett soils in that they are not gravelly. They differ from the Alderwood soils in not being gravelly and in having a sand, rather than a cemented, substratum. Indianola soils are more nearly like the Lystair soils in the -western part of the county. They differ from those soils mainly in having brown and yellowish-brown colors and less basic igneous material in the parent drift. The Lystair soils are brown and reddish yellow, and they occur in an area of higher rainfall. Indianola sandy loam, 5 to 15 percent slopes (Ie) - Stronger relief distinguishes this soil from Indianola sandy loam, 0 to 5 percent slopes. Use and management are similar to those of Indianola loan sand, 5 to 15 percent slopes. Crop yields are somewhat higher because the surface soil has a slightly finer texture. The supply of available moisture is slightly greater, but it is still low. This soil is in capability subclass Ns and in site classes 3 and 4 for Douglas-fir. 1 J J SUBSURFACE EXPLORATIONS Subsurface conditions at the site were evaluated by observing the exposed building site soil and reviewing available well logs. Depth to static groundwater is presumed deep and is beyond the scope of this report. Depth to competent soil is approximately 12 inches throughout the proposed building location. SUBSURFACE CONDITIONS In general, undisturbed dense Indianola sandy loam was observed lin the undisturbed portions of the site. Glacial till was observed :y"t� below the Indianola material. Groundwater seepage was observed {; along the beach access trail. Based on the site topography and the I nature of the near-surface soil, seasonally perched groundwater ' r conditions may be expected during periods of extended wet weather. 10011 Blomberg Street SW,Olympia,WA 98512 8 Phone#:(360)754-4612 Fax#:(360)754-4848 GE®TECHNICAL TESTING LAR®RAT®RY cat u—SI.G vi�t^•.. � i ] SLOPE STABILITY Slopes in excess of 100 percent were observed onsite. Since slopes of 40 percent or greater with 10 feet or more of vertical relief occur on portions of the site,Mason County requires that a geologic hazards report be completed according to the Critical Areas Ordinance. sys very dense condition except at l The near-surface soils are in a dense to _are generally in a medium J cial soils Y the ground surface. The sum g dense condition. In general,the undisturbed native soils of the site consist of a mixture of variable amounts of sand, silt,and gravel. These soil materials are l in a dense condition except where they have been disturbed by J weathering activity. These soils are generally stable relative to deep- seated failure. No evidence of deep-seated landslide.activity was observed onsite at the time of our investigation. Weathering, erosion, and the resultant sloughing and shallow landsliding are natural processes that can affect steep slope areas- Instability of this nature is typically confined to the upper weathered or disturbed zone,which has been disturbed and has a lower strength. Raveling, sloughing, and sliding were observed along the coastal bluff. Significant weathering typically occurs in the upper 2 to 3 feet and is lthe result of oxidation, root penetration, wet/dry cycles, and freeze/thaw cycles. Erosion in steep slope areas such as this can be reduced by encouraging vegetation and discouraging runoff from the Y` lsteep slopes. Erosion control recommendations for the sloping areas are provided in the"Erosion Control"section of this report. l 10011 Blomberg Street SW,Olympia,WA 98512 9 Phone 4:(360)754-4612 Fax 4: (360)754-4848 G EOTECHNICAE TESTING LABORATORY CONCLUSIONS AND RECOMMENDATIONS GENERAL Based on the results of our site reconnaissance, subsurface observations, and our experience in,the area, it is our opinion that-the site is suitable for the proposed project. The slope is stable relative to deep-seated instability and will not be affected by the proposed structure. The proposed structure will not undermine adjacent slopes. Proper drainage control measures will reduce or eliminate the potential for erosion in this area and improve slope stability. The hazards of the landslide area can be =. a overcome in such a manner as to prevent harm to f property and public health and safety, and the project will cause no significant environmental impact for the life of the project. In general, the Indianola soils observed at the site may be suitable for use as structural fill material. Saturated : - soil conditions are not associated with these soils during or following extended periods of rainfall. However, to reduce grading time and construction costs, we ; recommend that earthwork be undertaken during �= p favorable weather conditions. r Conventional construction equipment may be utilized for work at the site. Conventional spread footings may be utilized at the site for support of the structure. We do recommend that roof and footing drains be installed for the structure with conventional spread footings. A vapor barrier is recommended for all slab-on-grades. Pertinent conclusions and geotechnical recommendations f k regarding the design and construction of the proposed single-family residence are presented below. 10011 Blomberg Street SW,Olympia,WA 98512 10 Phone#: (360)754-4612 Fax#:(360)754-4848 GEOTECIINICAL TESTING LABORATORY CLASSIFICATION LANDSLIDE — EROSION HAZARD AREA The Mason County Critical Areas Ordinance 17.01.100 fines a( )de landslide hazard area as one containing slopes equal to or greater than 40 percent with more than a 10-foot vertical relief. The southern slope is in excess of 100 percent and the vertical relief is in excess of 10 feet. Based on this,this site does meet the technical criteria of a landslide hazard. 1 The Mason County Critical Areas Ordinance(17.01.104)defines an erosion hazard area as: f Areas in Mason County underlain by soils which are subject to severe erosion when disturbed. Such soils include, but are not limited to, those for which potential for erosion 1 is identified in the Soil Survey of Mason County, USDA Soil Conservation Service, 1960, J or any subsequent revisions or additions to this source. These soils include, but are not limited to, any occurrence of River Wash ("Ra') or Coastal Beaches ("Cg') and the following when they occur on slopes 1 S%or steeper: a.Alderwood gravelly sandy loam('Ac"and"Ad') b. Cloquallum silt loam("Cd') 1 c. Harstine gravelly sandy loam("Hb') d. Kitsap silt loam("Kc') The soils at the site are mapped as Indianola sandy loam (Ie). This site does not meet the technical criteria of an erosion hazard area. to d j SLOPE STABILITY 1 The Relative Slope Stability of the Southern Hood Canal Area, Washington, (1977)describes the site area as Class 2. Class 2 is described as: Areas believed to be stable under normal conditions, but may become unstable if disturbed by man's activities, if slope is oversteepened by erosion, or if subjected to strong seismic shaking. Slopes generally steeper than IS percent, but may be less in some areas of weak geologic materials. Includes areas underlain by: well-drained sand and gravel, mostly on valley.rides that lack known slope failures;glacial till with steep slopes;and bedrock. J 10011 Blomberg Street SW,Olympia,WA 98512 Phone#:(360)754-4612 Fax#: (360) 7544848 1 1 1 GEOTECHNICAL TESTING LABORATORY Based on our field observations, explorations and our experience with the soil types encountered on the property, we conclude that although portions of the slopes on the lot exceed 100 percent, they are generally stable relative to deep-seated failure in their present configuration. I Excavation and backfilling will occur based on appropriate engineering and earthwork recommendations found in I the following"Earthwork"section. Grading in the building portion of the site should be conducted in accordance 1 with geotechnical recommendations provided herein. J As previously discussed, weathering, erosion, and the resultant surficial sloughing and processes that affect slope . cant weathering typically upper 2 to 33 eetland isding rthe natural ult p � areas Significant g tYP� Y occurs in the of oxidation, root penetration, wet/dry cycles and freeze/thaw cycles. Over-excavation may be necessary to ensure the removal of deleterious material. These processes can be managed and the risk reduced through proper construction of the residence. Erosion control recommendations in the slope and buffer areas are provided in the "Building Setback" and "Erosion Control"sections of this report. 1 BUILDING SETBACK A building setback from landslide hazard areas is required unless evaluated and reduced by an engineering geologist or a licensed professional engineer. Based on our geotechnical evaluation of the site and our experience in the area, a building setback will be needed for this lot. The building setback may be measured from the bottom of the footing to the face of the steep slope in accordance with the International Building Code (1805.3.1). The 1 following figure represents a shear angle for the g gravelly sandy loam. Shear angle and cohesion are variables used to model the site. 1 Peak Shear Stress vs. Nonnal Stress soon Silty Sandy Gravel 43" 2500 • i c2000 f/! 1500 - e i r ' ' y Y m 1000 i d 500 � i 1/4 on �—F-12 ton: 0 —t 1 Ion 0 500 1000 1500 2000 2500 3000 Normal Stress(psry 10011 Blomberg Street SW, Olympia, WA 98512 Phone#:(360)754-4612 Fax#: (360) 7544848 12 GEOTECIINICAL TESTING LABORATORY Setback Slope stability was modeled using the GEO-SLOPE/W program(version 5.20)in both static and extreme dynamic conditions (ca = 0.3). Factors of safety were determined using Bishop's, Janbu, and the Morgenstern-Price methods. The site was modeled using a monolithic layer of glacial till. The glacial till was determined to have a unit weight of 131 pcf, cohesion of 300 psf, and a shear angle (�) of 42°. Under static conditions, the slopes remained stable to deep-seated and shallow failure. Under dynamic loading,the 3,328 computations demonstrated that the slope is susceptible to surficial raveling and not large deep-seated failure. The following figure illustrates the moment factors of safety for slope "A" under the existing conditions. The figure is the solution of greatest concern and exhibits the need for a building setback of 35 feet from the crest of the southern slope. All foundation elements shall be constructed on native material or engineered fill material. The current proposed building location meets the previous requirements. Topacio Site— Slope A Analysis Method: Morgenstern-Price �i�'�%'�-�' ' • . t •• •• •• Direction of Slip Movement: Left to Right • , Seismic Coefficient: Horizontal and Vertical ' l;;i �i w' i J' • i 100 o 90 J. 80 C 6050 ui :��i lj, i •/� > 40 Glacial Till ',,:u1./, i// . . . . . . . . 30 Unit Weight: 128 111 Cohesion:200 20 Phi:41 10 it 0 0 25 50 75 100 125 150 175 200 225 250 275 Distance (ft) 10011 Blomberg Street SW,Olympia,WA 98512 13 Phone#: (360)754-4612 Fax#: (360) 754-4848 As previously discussed, weathering, erosion and the resultant surficial sloughing and shallow landsliding are natural processes that affect slope areas. Surficial raveling and sloughing was observed onsite along the southern coastal bluff. To manage and reduce the potential for these natural processes,we recommend the following: ➢ No drainage of concentrated surface water or significant sheet flow onto the sloped areas. ➢ No filling within the setback zone unless retained by retaining walls or constructed as an engineered fill. SEISMIC—LIQUEFACTION HAZARD According to the Seismic Zone Map of the United States contained in the 2003 International Building Code(IBC), the project site is located where the maximum spectral response acceleration is 45 percent of gravity(g). The Liquefaction Susceptibility Map of Mason County, Washington by Palmer, Magsino, Poelstra, Bilderback, Folger,and Niggemann(September 2004)maps the site area as having a very low liquefaction potential. The Site Class Map of Mason County, Washington by Palmer, Magsino, Bilderback, Poelstra, Folger, and Niggemann(September 2004)maps the site area as site class C. Site class C is a very stiff soil or soft rock. - Based on the subsurface conditions observed at the site, we interpret the site conditions to correspond to a seismic Soil Profile Type D, for Stiff Soil, as defined by Table 1615.1.1 (IBC). This is based on probing with a %-inch diameter steel probe rod. The shallow soil conditions were assumed to be representative for the site conditions beyond the depths explored. Based on our review of the subsurface conditions, we conclude that the site soils are only mildly susceptible to liquefaction. The near-surface soils are generally in a dense condition and the static water table is located well below the surface. Shaking of the already dense soil is not apt to produce a denser configuration and subsequently excess pore water pressures are not likely to be produced. 10011 Blomberg Street SW,Olympia, WA 98512 14 Phone#: (360) 754-4612 Fax#:(360)754-4848 GEOT CHNICAL TESTING LABORATORY EROSION CONTROL It is our opinion that the potential erosion hazard of the site is not a limiting factor for the proposed development. Removal of natural vegetation should be minimized and limited to the active construction areas. Yard landscaping around the home is permissible, but understory growth on the slopes should be encouraged as much as possible as a deterrent to erosion. Hazard trees located on steep slopes may be removed only if the stumps remain to deter erosion. Temporary and permanent erosion control measures should be implemented and maintained during construction and/or as soon as practical thereafter to limit the additional influx of water to exposed areas and protect potential receiving waters. Erosion control measures should include, but not be limited to, silt fences, berms, and swales with ground cover/protection in exposed areas. A typical silt fence detail is included on Figure 2. Any re-contouring of the site will create a need for erosion control measures as listed above. - - i Erosion Proposed Building Location EARTHWORK SITE PREPARATION All areas to be excavated should be cleared of deleterious matter including any existing structures, debris, duff, and vegetation. Based on our observations, we estimate that stripping on the order of 8 to 16 inches will be necessary to remove the root zone and surficial soils containing organics. Areas with deeper, unsuitable organics should be expected in the vicinity of depressions or heavy vegetation. Stripping depths of up to 2 feet may occur in these areas. These materials may be stockpiled and later used for erosion control and landscaping. Materials that cannot be used for landscaping or erosion control should be removed from the project site. Where placement of fill material is required, the exposed subgrade areas should be proof-rolled to a firm and unyielding surface prior to placement of any fill. We recommend that trees be removed with the roots, unless located on a slope. Excavations for tree stump removal in any building area should be backfilled with structural fill,compacted to the density requirements described in the"Structural Fill"section of this report. If structural fill is needed, we recommend that a member of our staff evaluate the exposed subgrade conditions after removal of vegetation and topsoil stripping is completed. 10011 Blomberg Street SW, Olympia,WA 98512 ��...,-,15 Phone 9: (360)754-4612 Fax#: (360)7544848 GE®TECHWAL TESTING LABORATORY Any soft, loose or otherwise unsuitable areas delineated during foundation preparation or probing should be compacted, if practical, or over-excavated and replaced with structural fill, based on the recommendations of our report. STRUCTURAL FILL All fill material should be placed as structural fill. The structural fill should be placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of each lift. Fill should be compacted to at least 90 percent of MDD (maximum dry density as determined in accordance with ASTM D-1557)to within 2 feet of subgrade and 95 percent MDD in the upper 2 feet. The appropriate lift thickness will depend on the fill characteristics and compaction equipment used. We recommend that the appropriate lift thickness be evaluated by our field representative during construction. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. During wet weather,we recommend the use of well-graded sand and gravel with less than 7 percent(by weight)passing the No. 200 sieve based on that fraction passing the'/.-inch sieve. If prolonged dry weather prevails during the earthwork and foundation installation phase of construction, a somewhat higher(up to 10 percent)fines content will be acceptable. Material placed for structural fill should be free of debris, organic matter,trash, and cobbles greater than 6 inches in diameter. The moisture content of the fill material should be adjusted as necessary for proper compaction. SUITABILITY OF ONSITE SOILS AS FILL Onsite soils may be considered for use as structural fill. In general, the native soils (sand, loam, and gravel) encountered on the site must have less than 10 percent fines (material passing the US No. 200 Sieve) to be suitable for use as structural fill. 10011 Blomberg Street SW,Olympia,WA 98512 16 Phone#:(360) 754-4612 Fax#: (360) 754-4848 G'rE®TECHNNICAE TESTING LAB®RATORV CUT AND FILL SLOPES All job site safety issues and precautions are the responsibility of the contractor providing services and/or work. The following cut/fill slope guidelines are provided for planning purposes. Temporary cut slopes will likely be necessary during grading operations. As a general guide, temporary slopes of 1.5 to 1 (horizontal to vertical) or flatter may be used for temporary cuts in the upper 3 to 4 feet of the glacially consolidated soils that are weathered to a loose/medium-dense condition. Temporary slopes of 1 to 1 or flatter may be used in the unweathered dense to very dense sands and gravel. These guidelines assume that all surface loads are kept at a minimum distance of at least one-half the depth of the cut away from the top of the slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant raveling or seepage occurs. Surface drainage should be directed away from all slope faces. All slopes should be seeded as soon as practical to facilitate the development of a protective vegetative cover or otherwise protected. FOUNDATION SUPPORT Where foundation elements are located near slopes between 5 and 30 percent, the footings should be located a minimum of.2 times the footing width from the slope face(horizontally),and founded in medium dense or denser native soils or properly prepared structural fill. We recommend a minimum width for isolated and continuous wall footings to meet IBC 2003. Footings founded as described above can be designed using an allowable soil bearing capacity of 2,000 psf(pounds per square foot) for combined dead and long-term live loads in areas of medium dense to dense soils. The weight of the footing and any overlying backfill may be neglected. The allowable bearing value may be increased by one-third for transient loads such as those induced by seismic events or wind loads. J Lateral loads may be resisted by friction on the bases of footings and floor slabs and as passive pressure on the sides of footings. We recommend that an allowable coefficient of friction of 0.40 be used to calculate friction between the concrete and the underlying soil. Active pressure may be determined using an allowable equivalent 1 fluid density of 100 pcf(pounds per cubic foot). We estimate that settlements of footings designed and constructed as recommended will be less than 1 inch, for the anticipated load conditions, with differential settlements between comparably loaded footings of%2 inch or less. t Most of the settlements should occur essentially as loads are being applied. However, disturbance of the foundation subgrade during construction could result in larger settlements than predicted. FLOOR SLAB SUPPORT Slabs-on-grade should be supported on medium dense or dense native soils or on structural fill prepared as described in the"Structural Fill"section of this report. We recommend that floor slabs be directly underlain by a minimum 6-inch thickness of coarse sand and/or gravel containing less than 5 percent fines (by weight). The drainage material should be placed and compacted to an unyielding condition. i` 10011 Blomberg Street SW, Olympia, WA 98512 j 17 Phone#: (360)75446I2 Fax#: (360)754-4848 i 1 GEO ECHNICAL TES i tNG LABORA O"', � A synthetic vapor barrier may be used for the control of moisture migration through the slab, particularly where adhesives are used to anchor carpet or the to the slab. A thin layer of sand may be placed over the vapor bar:ie:- and immediately below the slab to protect the liner during steel and/or concrete placement. The lack of a vapor barrier could result in wet spots on the slab,particularly in storage areas. RETAINING WALLS Retaining walls may be utilized on the sloping portion of the site to retain fill material. The lateral pressures acting on the subgrade and retaining walls will depend upon the nature and density of the soil behind the wall. It is also dependent upon the presence or absence of hydrostatic pressure. If the adjacent exterior wall space is backfilled with clean granular, well-drained soil (washed rock), the design active pressure may be determined using an active pressure coefficient equal to 0.25 (Ka = 0.25). This design value assumes a level backslope and drained conditions as described below. Retaining walls located on or near the toe of a slope that extends up behind the wall should be designed for a lateral pressure, which includes the surcharge effects of the steep slope in proximity to the wall. Although not expected at this site,the following data is provided for planning purposes. For an irregular or composite slope, the equivalent slope angle may be determined by extending a line from the toe of the wall at an angle of I to 1 (Horizontal to Vertical)to a point where the line intersects the Zround surface. The surcharge effects may be modeled by increasing the equivalent fluid pressure for flat ground by the percentage given in the following table: SLOPE INCLINATION: EQUIVALENT FLUID PRESSURE Slope Angle Percent Increase Equivalent Fluid Pressure Horizontal 0% 35 pcf 3H:1 V 25% 44 pcf 2H:1V 50% 53 pcf 1H:1V 75% 61 pcf If the walls are greater than 4 feet in height, exclusive of the footing, additional design considerations should be applied. Positive drainage, which controls the development of hydrostatic pressure,can be accomplished by placing a zone of coarse sand and gravel behind the walls. The granular drainage material should contain less than 5 percent fines. The drainage zone should extend horizontally at least 18 inches from the back of the wall. The drainage zone should also extend from the base of the wall to within I foot of the top of the wall. The drainage zone should be compacted to approximately 90 percent of the MDD. Over-compaction should be avoided as this can lead to excessive lateral pressures. A perforated PVC pipe with a minimum diameter of 4 inches should be placed in the drainage zone along the base of the wall to direct accumulated water to an appropriate discharge location. We recommend that a non-woven geotextile filter fabric be placed between the drainage material and the remaining wall backfill to reduce silt migration into the drainage zone. The infiltration of silt into the drainage zone,with time, can reduce the permeability of the granular material. 1001 l Blomberg Street SW, Olympia,WA 98512 1 Phone#: (360)7544612 Fax#:(360)754-4848 The filter fabric should be placed in such a way that it fully separates the drainage material and the backfill, and should be extended over the top of the drainage zone. Lateral loads may be resisted by friction on the bases of footings and as passive pressure on the sides of footings and the buried portions of the wall. We recommend that an allowable coefficient of friction of 0.40 be used to Icalculate friction between the concrete and the underlying soil. RETAINING WALL ALTERNATIVES Typically, block wall systems are more cost effective for long-term walls than the other options. Specific design criteria for these options can be provided at your request by the block manufacturers. i SITE DRAINAGE All ground surfaces, pavements and sidewalks should be sloped away from the residence and associated structures. Surface water runoff should be controlled by a system of curbs, berms, drainage swales, and/or catch basins and tight-lined to the appropriate drainage facilities or to the base of the southern slope. We recommend that conventional roof drains be installed. Footing drains shall be installed for the single-family residence. The roof drain should not be connected to the footing drain. For footing drains, the drain invert should be below the bottom of the footing. We recommend that the collected stormwater runoff be directed to the appropriate drainage facilities by tight-line or to the base of the southern slope. Drainage control measures are included on Figure 3. Onsite irrigation to lawn areas should be closely monitored. We do not expect any adverse affects on the recharge condition of the groundwater system. 10011 Blomberg Street SW,Olympia,WA 98512 Phone#:(360)754-4612 Fax#: (360)754-4848 • E ; kwri �-. Y srt.'SsfW�•S.r � �. _ ` -�� _�'•ii4•�ay � ..s,�W .�•f - t�5•�w. N. j v tiTt. _ - 3�Z! Y wit;Y•f ' q sir��i '-'+ . .�'ti "'�"'T� ti' � ��.sP i�''z. ok At . 'y7'^`.ti 's•� ._. _ •',f ;-i "�may_ `.a � � ' _ A -1-t'� _ ..y,:.ry/.,;, + .: `T' iLL 4i Va. �•,{•vlw T ti __ • 4j, It ! tc�iy;cr Qv GEOTECHNICAL TESTING LABORATORY LIMITATIONS We have prepared this report for the use of Conrad Topacio and members of his design team,to use in the design of a portion of this project. The data used in preparing this report, and this report, should be pi-ovidcd to prospective contractors for their bidding or estimating purposes only. Our report, conclusions and interpretations are based on data from others and our site reconnaissance, and should not be construed as a warranty of the subsurface conditions_ This report is quantified as a micro-study and not a macro-study. Geotechnicai Testing Laboratory and its personnel cannot be responsible for unforeseen and widespread geologic events (such as earthquakes,large-scale faulting,and mass wasting)beyond the scope of this project. Variations in subsurface conditions are possible and may occur with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient consultation should be made with our firm _ during construction to confirm that the conditions encountered are consistent with those indicated by the recommendations and for design changes should the conditions revealed during the work differ from those i. anticipated,and to evaluate whether earthwork and foundation installation activities comply with contract plans. If our analysis and recommendations are followed, we do not anticipate any on site or off site impact from the construction. It is our conclusion that potential landslide hazards from the landslide area can be overcome so as not to cause harm to property,public health and safety,or the environment. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods,techniques, sequences or procedures,except as specifically described in our report for consideration in design. �q If there are any changes in the loads,grades, locations, configurations or types of facilities to be constructed, the conclusions and recommendations presented in this Yk Y �r. report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations ' and provide written modifications or verifications,as appropriate. 44 10011 Blomberg Street SW,Olympia, L Phone#:(360)754-4612 Fax#: (360)754-4848 r - /. /• a � � .. �� t� t ,� ,Ill �:, ,-��. •: • FK rCR FABRIC MAIERIK 60'MOE R¢J,$ USC STARES OR MRE RWG TO ATTACN a rAemc ro ow 1'X1'XI4 G.SL N.W: `� v�/•s...{...1_s1'.y lr.._ FABRIC CR EOXYALENr 3-o" ._-.fz:) /�� GROi1N10 SVFACE /T �,A --6"MAX Z,X4,wow POSTS STAND T&,OR BURY BOTTOM Or FX TER 8tTTER OR ii KiERNAf[ MATERIAL IN d'XII" STEEL FENCE PosTS rRENCN FX TER FABRIC 6- 1'XTXiX G1UGE IWRF FABRIC OR EOLAVKENT CROIRp SLRRFALE 1"-O S"-O_ PROVIDE J/4'-1 I/1 wcl9ED CRAWL BACIOU N TRENCH !1- AND ON BOTH SIDES OF RTER FENCE FABRIC ON THE SURFACE d,WN 1*X4'WOOD POSTS KD SIM FENCE POSTS FagR('AMCP�IQIVI! 1. FLIER fABRlC SHALL BE PLAROR,LSED N A CCWWAIOVS ROLL CUT TO {, ARE LEHGM Or TK"C' ro AYM USE OF.DARTS MIEN JOIN A G@O('BC!nim-I SSNiC2S ARE MCESS:MIT,nTER¢oM SHALL BE SPLXED TOGETHER OW AT /�/!(/�A STENED I T DO MEN A LREIW/CWI d_yKN..AP AVID SECURELY Q /QC Services FASTENED AT BOTH FADS TO EHE POST. 1. POSTS S ALL BE SPACED A MAXWW DF 6 fEFT APART AND DRIVEN Testing Services SECURELY INTO DE CROUP(MRIWW Or JO NOES} J. A IRDLOC SHALL K EXCAVATED APPRakWA MY d WOIES WDE AND 11 INCHES DEEP KOND TIE LW Or POSTS AND UPROPE FROM DIE BARRIER. A- WHEN STANDARD SMENCM FX MR FABRIC IS USED.A MRE MESH R""PORT FENCE SHHAIL BE FASTENED SECURELY TO THE LPRO.E SIDE 10011 Blon)b OF THE P0SIS USING HEAVY-ourY OW STAPLES AT LEAST I NCH mry �£J St SW LONG. BE MIES OR NOG R•rCS lIE ILRE SNAIL EXTEND INTO THE C YnWD,VVA C8512 TRENCH A LWaR.M Ir 1 NOES ANp SHAL NOT EXTEND MORE MAN J6 pie.(GO)75d-:o12 WOES ABOVE THE ORKiNK OtpND.Cr S THE STANDARD STRENGTH FILTER FAOWC SHALL BE STAPLED OR MRED Fs;::(360)764-4843 TO THE FENCE AND 70/NOES OF FABRIC SHAl1 BE EXTENDED INTO THE TRENOC iN£FABRIC SNAIL NOT EXTEND MORE THAN 35 �� TO�E SW rj GQOAw M nTER FABRIC SHALL Dab: 0 11-1 312 0CS d MEN EXTRA-SRENCM FXIER FABRIC AND¢oSER POST SIACNG IS DBSi3R6d by LL USED, THE WINE MESH SIiPORT FENCE YAP BE ELWNATED.IN RICH A CAS[ THE FX TER FABRC IS STAPLED OR MIRED DIRECRY TO TTE Drawn by. LL POSTS MM ALL DINER PROVISIONS OR ABOVE LADIES AM,,NG. ClTea by." LL 7. FILTER FABRIC FENCES SNAIL Nor BE REMOVED BEFORE THE ,,ROPE F�,�,.,.�,� q�C,FTI� AREA HAS BEEN PERYANENrzr STABILIZED. DW97k 01-13-06-002 H FCTFR FABRIC FENCES sHAu BC=SPECTER I ONGMA D:LY AFTER EACH REGIARE ANID IR LSHAL D E MADE F ATENCED RAX/FA(L ANY ' REONRED REPAIRS STALL B£MADE WYEdAlEL Y. AWW�IAL MOb/ppMrlWy NNW I- EROSION CON DNL MCASRES SIOLL BE IN PEA¢'pAIOR 70 VHF BEOrNNG Or COF$TRTA:DdH. THE PROECT ENONEER AND THE CgINTY 9HKL INSPECT AND APPROVE THE NSIALLAMN Or EROSOIN LriiTROL WARMS PRIOR To BEONNNG IXINSMVC,,V 1 EROSION DONERLL LEA9/RES ME NOT lWr1E0 ro M ITEMS ON IRIS FYAN. IH1E Cd MAC1OR IS RESPIYHSBLE FM TIE '0 TAILA PON AND YAW rANANCE OF ALL EROSION CONIR¢MEASURES. NO ILA DON Or EtSiW10 CR PRC:oV DRAINAGE'ACLITES SMALL BE ALLOWED. CARE SI AU BE TAKEN TO PREVENT MKIUDON �y OF STL IS TO DFF SiE PROPERTIES PROJECT►&WE: J TIE CONMACTOR SNAIL MAKE DAILY SiNWILLANCE Or ALL EROSION TOPAC/O SITE COVTRCL YEASXES AND MAKE ANY NECESSMRY REPAIRS LN AWOONS FF�V ro ME EROSIpy CdTRQ MEARNES THE C10NTRACTOR SHALL PM ONDE 2J 1 EAST CREST AY NCWK EN44ON CONTROL IEASLNES AS DETERMINED NECESSARY � THE AND/LW THE PROrOr ENONQR. FAILURE SHELTON, WASHlNGTOiJ + E CDIPLr MM AIR LOCK AND STATE EROSION CORM¢ AGAINST DIE oN RESLLT N OVIL PENALTIES BEING LEWD PARCEL 1219824000�0 AGAINST DIE CDNMACIOP Alp/OL PRO,ECT OWNER. X. DVRNC l7E WET SEASOC(MOVEAI�R ro MNROI)ALL dSRlRBED SOLS SNAIL fE STABILIZED MDW M HIdNS AFIEA STOP Or WORK, EHOS(M cavTR¢MEAS.NES sHAu.N¢R.Dc BUT NOr r LAINTED Ib, Re�rSiLa1S' RAS 4EF MNFC ES MAw MATOVGL"TE Y '_r _'MA.YI/LLH, /R MDOO GNP$ 3EOING OF 11HE DISTINBED AREAS SHALL TAK£ PLACE AS MEA VIER FERMIS 5. ALL SEEDED 09 SODDED AREAS SHALL BE OHECWED RE¢NARIY To YAKS SIRE S arrAME CO KRAGE 15 CLMLETE AREAS SHALL LE REPAIRED,RESEEDED.AND FERTILIZED AS REOLXRED. 6. TRAC 0 OF SOR OFFpTE RILL Nor LE ALLOWED. IF µY SO1 IS _ MAOTED DNTD A COL/NTY SIRET7;IT SHALL BE RFYOVI'O BY THE END OF 1THA/WDIRKINC DAY. ANY FLINTIER 7RALKKNO O'YUD W41 REM BE PREVENTED BY 511EEPW0 OR WASANG OF Y E VEHICLES TIRES BEFORE DRIVING OY A COUNTY STREET. 7 NO&NM7 MANB OO FPO PERLENSEO NE A OOMSP O TIMEN MORE MAN 3 a EXCAVATED MATERIAL SNAIL BE PLACED ON THE LAWRLL SIDE or MENOES W. MENOH DEBA IERNO OCNCES SNAIL BE d5f7lAR®N A MANNER THAT POLL NOFI9TEOT �PROPER�C7 FLOMNG STREAMS OpARIAGE SYSTEMS 00 X,l TO Alt;=SELAER INLETS RECEIVING RMUT FROM THE PROECr DIIRINC SNIE, i n[h_.0 IZCt CNSRNIC DOH SHALL BE PRO TFCTCD SO MAT SEOYCNT_IAIXN WATER MAIL n TFRED BEF1aRE ENMRWG THE CONKYANCE SYSTEM. II.ALL WF-SITE CATCH BASINS NYfT11A lELY ADUCENT 70 THE SIR SNAIL BE PROTECTED FROM ME TA DON. /p��y' 11 ALL OS �L.J�` �•• f RTRBCD AREAS SHAH BF SEEDED OIL SODDED UPON COMPEL D(N IAOWt, ME COYMACTOR SHALL 8[RE SODDED M ENSLRRE MAl COLiLCTE C01(RA(E Or DE dS rLIRSED AREAS IS PROVIDED A MAT •� CROWN CIF ME KLE IA DON IS ESTABLISHED IJ CA"BASINS SHALL MAP SEDOKNT OR FL TER F ��_f.• m /'. I RACED U FABRIC MIISr(E 4NOER CRATE UNTIL MGETADCN IS ESTABLISHED I A CR ST LA - 75' >- ---- ------------ "-- ------------- / RAINF1ELD-- U) , - ---------50" -0 --------- .CV BUgPflN _--LOCAT�0 i J TUB NOitT POTEN SCALE r TION 40CATjb DATu,.:r THIS ISI` 0 10 I / SEEPAGE \III \ fill III` P P� pP 3! 1 i f 1/2 INCH MINIMUM DIAMETER STEEL ROD (STRAP)CLAMPED SECURELY TO PIPE CORRUGATED TIGHTLG.E 4 INICH '��biM MINIMUM,6 INCH SUGGESTED Sp M 1 pF 'qel G FFT V. TIGHTLINE ANCHORED WITH TWO, 3 FOOT REBAR LENGTHS OR BOLTS. 1. i f i f l 1 FLARE END SECTION �j QUARRY SPALL6oti►Wi �i OR ENERGY DISPERSION DEVICE GRASS-LINED SWALE SHOULD BE A MINIMUM ONE FOOT WIDE AT THE BOTTOM AND ONE FOOT DEEP WITH A MAXIMUM SLOPE OF 5 PERCENT. MINIMUM 4 FEET LEVEL SECTION GEOTEXTILE FABRIC i . 1 Geotechnical Testing Laboratory Geocectmical services /ce1 t m•,,sc sw QA/QC Serviors Oy^ ,VM 6S12 FIGURE 3 s, 7i2( T DRAINAGE DETAILS �(g SCIviO_S Fc:�125a�6�! fJd 10 SCaie