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Home My WebLink AboutGEO2023-00060 - GEO Geological Review - 8/10/2023 - (Do RECEIVED AUG 10 2023 PLANNING 615 W. Alder Street GEOLOGICAL ASSESSMENT 90 E EVERGREEN ROAD BELFAIR, WASHINGTON PREPARED FOR ALEKZANDER MORRISON BY ALL AMERICAN GEOTECHNICAL OLYMPIA, WASHINGTON MAY 612023 ALL AMERICAN GEOTECHNICAL INC. CONTACT INFORMATION PREPARER INFORMATION GTL PROJECT NUMBER: AAG23-026 CONTACT: CURTIS D.CUSHMAN ADDRESS: 8947 BUTTONWOOD LANE NE OLYMPIA,WASHINGTON 98516 TELEPHONE: (360)491-5155 CELUTEXT (360)481-6677 EMAIL ADDRESS: CURTIS.CUSHMAN@COMCAST.NET CLIENT INFORMATION CLIENT: ALEKZANDER MORRISON TELEPHONE: (360)621-8764 BILLING ADDRESS: ALEKZANDER MORRISON 1014 BAY STREET#4 PORT ORCHARD,WA 98528 CONTACT: JULIANN SULLIVAN—KITSAP CUSTOM PROPERTIES TELEPHONE: (360)329-9440 EMAIL(CONTACT) JUI,IE@KITSAPPERMITS.COM SITE ADDRESS: 90 E EVERGREEN ROAD BELFAIR,WASHINGTON PARCEL NUMBER 12206-51-00007 GPS LOCATION: 47.422 -122.867 dd 8947 Buttonwood lane NE Olympia,WA 98516 2 Phone#: (360) 491-5155 Cell#:(360)481-6677 AAG23-026 ALL AMERICAN GEOTECH.NICAL INC. SCOPE OF UNDERSTANDING ALEK%ANDER MORRISON 1014 BAV STREET PORT ORCHARD,WA 98528 RE: GEOLOGICAL ASSESSMENT PROPOSED RESIDENCE 90 E EVERGREEN ROAD BELFAIR,WASHINGTON 47.422 -122.867(DD) PARCEL: 12206-51-110007 MAN 6,2023 Dear Mr. Morrison: All American Geoteehnical, Inc (AAG) was contacted in December 2022 by Juliann Sullivan (contact) to complete an assessment for the above parcel for Alekzander Morrison(client). As per the request of contact and client we have conducted a geological assessment liar this parcel. The results of this investigation are to be found in the hollowing assessment. We are sending a copy of the report along with the checklist to the contact. We appreciate this opportunity to be of service to you and we look lorward to working to help complete this project safely and in compliance with the regulations and standards of Mason County. if you have any questions concerning the above items,the procedures used,or i 1'%�e can be of any further assistance, please call us at the phone numbers listed below. Respectfully Submitted, � t ALL A�MERICAN GEOTECHNICAL �� 2439 Curtis D Cushman ~-- Senior Engineering Geologist Curbs Dow'_+:,t,-J It, 8947 Buttonwood Lane NE Olympia, WA 98516 3 Phone #: (360)491-5155 Cell #: (360)481-6677 AAG23-026 ALL. A M ERI CAN GEOTECHNICAL INC. TABLE OF CONTENTS CONTACTINFORMATION............................................................................................................................... 2 SCOPE OF UNDERSTANDING.......................................................................................................................... 3 Purposeand Location............................................................................................................................... 5 SiteConditions......................................................................................................................................... 6 GEOLOGICCONDITIONS(1)........................................................................................................................... 6 SiteGeology.............................................................................................................................................6 LiquefactionSusceptibility....................................................................................................................... 7 SiteClass..................................................................................................................................................7 SiteSoils................................................................................................................................................... 7 GroundWater Conditions(2a)................................................................................................................. 8 DepthTo Water(2b) ................................................................................................................................ 8 Quantityof Seepage (2c).......................................................................................................................... 9 UpslopeGeomorphology (2d)..................................................................................................................9 Upland Water Bodies and Wetlands(2e)................................................................................................. 9 Depthto Competent Soil (3) ....................................................................................................................9 PastSlope Instability (4) .......................................................................................................................... 9 History of Landslide Activity (5)............................................................................................................. 9 Potential for Landslide Activity (6).......................................................................................................... 9 SlopeStability Analysis...........................................................................................................................9 Geotechnical Report Recommendation (7)............................................................................................ 11 Landslide Hazard determination (8)(a-d).............................................................................................. 11 SiteMap (9)............................................................................................................................................ 11 CONCLUSIONSAND OPINIONS..................................................................................................................... 11 Report Limitations and Guidelines for Use............................................................................................ 11 Contractors are Responsible for Site Safety on their own Construction Projects.................................. 12 Pleaseread These Provisions Closely.................................................................................................... 12 APPENDIX................................................................................................................................................ 13 LiDARImagery...................................................................................................................................... 14 NeighboringWell Log............................................................................................................................ 15 ASCE7-16 Seismic Design Parameters.................................................................................................. 16 SLOPEMODELS........................................................................................................................................... 18 Cross-Section A-A' Static Analysis........................................................................................................ 18 Cross-Section A-A' Dynamic Analysis Acceleration at 0.150 g............................................................ 19 Cross-Section A-A' Dynamic Analysis Acceleration at 0.347 g............................................................20 FIGURES......................................................................................................................................................21 Figure1: Vicinity Map...........................................................................................................................21 Figure2: Site Plan.................................................................................................................................22 Figure 3: Erosion and Sediment Control Details....................................................................................23 8947 Buttonwood Lane NE Olympia, WA 98516 4 Phone#: (360)491-5155 Cell#:(360)481-6677 AAG23-026 ALL AMERICAN GEOTECHNICAL INC. PURPOSE AND LOCATION This report summarizes the results of our geotechnical study of the parcel herein described. The parcel is 0.52 acres in area and is a rectangle long to the northwest-southeast with a rectangular section removed along the center of its southwestern property line. The parcel is currently undeveloped. Access to 90 E Evergreen Road, Belfair from East State Route 106 via East Alderwood Road. In general, the parcel is on a slope descending to the northwest from E Evergreen Road. It is steepest at the edge of the road dropping a few feet down onto a flatter area before re-descending more steeply toward the northwest and SR-601. There are no 40%slopes on or near the client parcel with the exception of a narrow band northwest of SP-106. The interposition of the highway between the slope of the client parcel and this steeper band is such that we consider the toe of the client property to be secured by the engineered roadway. Figure 2 in the Appendix shows the general layout of the client parcel. Note the regularity of the slopes and the lack of nearby drainages. The elevation of the parcel is highest at nearly 100 feet at E Evergreen Road with and descends to under 55 feet high near SR-106. Any proposed residence would best be located as near to E Evergreen Road as possible. As this is the flattest area. Our understanding of the project is based on information from the contact and client. This geotechnical report and the checklist for Mason County involves the following: 1. A review of the available geologic,hydrogeological and geotechnical data for the site area. 2. A detailed geologic reconnaissance of the site area and surrounding vicinity. 3. Investigation and identification of shallow subsurface conditions at the site by characterizing the exposed soil, road cut, sampling, and reviewing published well logs. 4. Comparison of the site to published geologic maps, previous field investigations,and open file reports. Inspection of aerial photographs to determine the geomorphology of the site. 5. Evaluation of the landslide, erosion, and seismic hazards at the site per the Mason County Critical Areas Ordinance regulations. 6. Slope modelling. The amount of earthmoving is unknown but no major grading is expected for this development. Water and sewage are community sourced. The site was visited by Curtis D Cushman L.E.G., L.G. and Blaise Jelinek E.I.T. of All American Geotechnical on December 23, 2022 and on February 9, 2023. A slope stability analysis was prepared for this property to verify the susceptibility of the parcel to deep- seated geologic failure. However, no slopes on or near the property within 300'of the development met the criteria of a 40% slope with vertical relief of ten or more feet or any of the other criteria requiring a geotechnical report. Nowhere do these parcels require a geotechnical report as defined in Mason County 8947 Buttonwood Lane NE Olympia, WA 98516 5 Phone#: (360)491-5155 Cell#:(360)481-6677 AAG23-026 ALL AMERICAN GEOTECHNICAL INC. Ordinance 8.52.140 Geologically hazardous areas (A) Classification. This assessment follows from 8.52.140 (E) Category d. This assessment also follows the protocol of the Mason County Submittal Checklist Geologic Assessment. SITE CONDITIONS The proposed location for the residential development is on a developed (and hence altered) slope that is part of the common ridge and scour terrain of the continental glaciation as it is on the southeastern flank of one of the low ridges. The parcel is clearcut with a fringe of juvenile trees along its northern property line. Otherwise,the terrain is covered in grass, low scrub and some opportunistic "sun-reachers." Any likely building site will not require falling timber. The conifers are generally straight and vertical showing little or no signs of slope movement. The topography of the parcel indicates that it opens to the southeast and the drainage flows essentially in the same direction. A possible site plan is included as Figure 2. The development is not yet finalized. No evidence of deep-seated slope instability was observed onsite. The possible building location would be on slopes of 33%or less depending on final location. GEOLOGIC CONDITIONS (1) SITE GEOLOGY The site is mapped as Qgic— Vashon Stade glacial ice-contact deposits and is described as: Geologic Unit Symbol: Qgic Geologic Unit Age: Pleistocene Geologic Unit Name: Vashon Stade glacial ice-contact deposits Publication Source: WGS Publication Number: OFR 2009-7 Quadrangle Name: Belfair Feature Link: WGS I OFR 2009-7 1 Belfair I Qgic Unit Description: Sand,gravel, lodgment till, and flow till; minor silt and clay beds;tan to gray;variably sorted; loose to compact; massive to well stratified; locally includes over-steepened beds that typically reflect sub-ice flow, but their dip may, along with small-scale shears, also have developed as collapse features or due to glaciotectonic and tectonic deformation;formed in the presence of meltwater alongside ice, generally toward the end of the glaciation, and is thus commonly accompanied by stagnant-ice features, such as kettles and less-orderly hummocky topography, eskers(also separately mapped as subunit Qge), and subglacial or subaerial outwash channels 8947 Buttonwood Lane NE Olympia,WA 98516 6 Phone#: (360)491-5155 Cell#:(360)481-6677 AAG23-026 ALL AMERICAN GEOTECHNICAL INC. Age: Pleistocene Lithology: continental glacial drift Age-Lithology: Pleistocene continental glacial drift The Qdic is the designation found on the Geologic Map of the Belfair 7.5-minute Quadrangle, Mason, Kitsap, and Pierce Counties Washington by Polenz,Michael et al.;2009;Open File Report 2009-7. Gravel and sand with fines in varying proportions were seen in the field samples. The deposits seen on site are likely SP Poorly graded gravelly sand with silt. The glacial deposits are firm and suitable for construction. Clay is unlikely. There are no nearby folds or faults although some of the latter,small-scale possible faults,are mapped east of Belfair. The closest major fault is the Tacoma fault zone that is to the south near Allyn, Washington. Seismic acceleration is important in modelling the slope stability as the Puget Sound area is in an active tectonic zone and although this fault does not pose an immediate hazard to the proposed building project, low levels of seismic activity are not uncommon and there is always the possibility of a major shock. In the case of a Cascadia event,the site is mapped on the Mason County GIS a in a zone with a potential MMI of 7, Very Strong. A Tacoma or Seattle Fault scenario would both have potentials of 8, Severe. The parcel is in the Coastal Zona Atlas Stable slope mapping. The DNR 2007 Hazard Zone is Low. LIQUEFACTION SUSCEPTIBILITY 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 TO LOW liquefaction potential. SITE CLASS 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 to D. Site class C is a very dense soil or soft rock and Class D is stiff soil (nehrp classifications). SITE SOILS The soil description on the site is from the USDA Web Soil Service as follows: Ee—Everett gravelly loamy sand,5 to 15 percent slopes Map Unit Setting • National map unit symbol: 2hk7 • Elevation: 50 to 500 feet • Mean annual precipitation: 55 to 90 inches • Mean annual air temperature: 48 to 50 degrees F 8947 Buttonwood Lane NE Olympia, WA 98516 7 Phone#: (360)491-5155 Cell#:(360)481-6677 AAG23-026 ALL AMERICAN GEOTECHNICAL INC. • Frost free period.• 160 to 180 days Description of Everett Setting • Landform: Terraces • Parent material: Glacial outwash • Typical profile • HI - 0 to 7 inches: gravelly ashy loamy sand • H2- 7 to 21 inches: extremely gravelly sand • H3-21 to 60 inches: very gravelly sand Properties and qualities • Slope: 5 to 15 percent • Depth to restrictive feature: More than 80 inches • Drainage class: Somewhat excessively drained • Capacity of the most limiting layer to transmit water(Ksat): High to very high (5.95 to 19.98 in/hr) • Depth to water table: More than 80 inches • Frequency of flooding: None • Frequency of ponding: None • Available water supply, 0 to 60 inches: Very low (about 2.5 inches) This soil was what was seen on site. Note the drainage. This describes the soil seen on site. The topsoil will likely be removed for footings and/or slab placing future buildings on the underlying Qgic glacial deposits. The soil tends to become indistinguishable from underlying glacial material relatively shallow in section. This soil is suitable for construction. GROUND WATER CONDITIONS(2A) No evidence of active surface erosion was observed. No surface water flow was observed onsite. No ponding of water was observed throughout the site. No seeps or springs were observed on site. DEPTH TO WATER(213) The Eagle Water System (Johnson) well is at 1318 NE Larson Boulevard, well to the southwest of the client parcel. It has a drill log of"conglomerate" and "hardpan' to -185 feet below collar where gravel and water were encountered to the TD at -189 feet. Water should not be encountered in developing this lot. 8947 Buttonwood Lane NE Olympia,WA 98516 g Phone#: (360)491-5155 Cell#:(360)481-6677 AAG23-026 ALL AMERICAN GEOTECHNICAL INC. QUANTITY OF SEEPAGE(2C) Groundwater seepage was not observed at the parcels near the possible building location or throughout the site. Wetland vegetation was not observed throughout the site. UPSLOPE GEOMORPHOLOGY(2D) The low ridge the parcel is on culminates at 365 feet in elevation over 940 feet to the northwest. This poses no threat to the property. The slope"steps" up across two terraces before the topmost plateau. UPLAND WATER BODIES AND WETLANDS(2E) There are none. DEPTH TO COMPETENT SOIL(3) This is very shallow considering the profile of sandy gravel seen on site. PAST SLOPE INSTABILITY(4) No indication of past instability was discerned at the parcels. There was no nearby indication of slope instability. See LiDAR Imagery in the Appendix. HISTORY OF LANDSLIDE ACTIVITY(5) The 7.5-minute quadrangle shows a few landslides and these are almost always associated with streams to the west with likely undercut banks. The two closest to the parcel are in Mission Creek and these are rather distant from the client parcel. Overall,the parcel is not threatened by such landsliding. LiDAR shows no nearby landslides or indicators thereof. See LiDAR image on page 14 in the Appendix. POTENTIAL FOR LANDSLIDE ACTIVITY(6) There are no LHAs associated with this parcel or those around it. However, the following is provided for reference: SLOPE STABILITY ANALYSIS The Slope Stability Analysis is as follows following the Mason County Code of Ordinances of 2021: 8.52.140 (E) (5) (d) A description and results of slope stability analyses performed for both static and seismic loading conditions. Analysis should examine worst case failures. The analysis should include the Simplified 8947 Buttonwood Lane NE Olympia, WA 98516 9 Phone#: (360)491-5155 Cell#:(360)481-6677 AAG23-026 ALL AMERICAN GEOTECHNICAL INC. Bishop's Method of Circles. The minimum static safety factor is 1.5, the minimum seismic safety factor is 1.1 and the quasi-static analysis coefficients should be a value of 0.15. Slope stability was modeled using the GALENA 6.1 program in both static and dynamic conditions (Ca= 0.15). "Static" condition refers to an "as is" state of a given slope. "Dynamic"puts seismic acceleration into the model for earthquake conditions. The factor for ground acceleration(Ca)was determined from the Peak Ground Acceleration from the USGS Seismic Design Maps, included in the Appendix. The surface soil was field classified as a SP Poorly graded gravelly sand. These units are consistent with the description of the Qgic deposits. The site was modeled with a single layer. Groundwater was not included in the model. Parameters used for the subsurface material are presented in the table below. 'fable 1. Modeling Parameters for Subsurface Material Geologic Unit ITnit Weight Cohesion P11i _male c Qgic-Vashon Stade glacial ice-contact deposits 118 Factors of safety were determined using the Bishop (semi-circular) method. Under static conditions, the slopes did not show susceptibility to deep-seated failure that would cause damage to the existing development. See Appendix for model output and cross-sections. Under dynamic loading (Ca=0.15),the computations demonstrated that the site has a safe FoS. The site was also modeled using '/z of the Peak Ground Acceleration (Ca=0.347), modeling demonstrated the site has a safe FOS under this higher acceleration. The following are the Factors of Safety (FoS) attained for the sections with respect to their current topographical representation. General information for the slope profiles and the initial positions for analysis is presented in the following table.-Note dynamic modeling with 0.150 g acceleration and 0.347. See pages 16 and 17 in the Appendix. Table 2. Initial Positions, Variance,and Findings Analysis Load Across Building Analysis Earthquake I Slope to I Initial Positions(Analysis Range) Configurations Factor of Number I Envelope 1"Npe Force Building Lower Upper Radius Analzed WON Cross-Section A_�' _......_..._... _..._..._.........._.._....._._.._.._.._...._....._...�..._...__........._..........__......___...._...._...._..............._......... _ ;...._...._.................. ..._.._ Analysis 1 1800#166-199' 'Static OA g lBelow - 1:123(30) ;182(35)- 187(40) ; 125.001 11.98 .._»..............._...-i.._._._...... _-.._..__.___..-..._...ry,..�...-.......__.,_..._..-.._......-..._..r...._. .E_.__....._.._-.._......,....-................................... ..�,..-.._.._.....-......... Aualysis..2 ..._....._1800#166-199'..........iDyuaiuic.._...0_1.50.g......Beloi� .........#123(30)..._._•i82(35).........87(40)........ '•• 125.001 ......_s......._1.58....... Analysis 3 i 1800#166 199 1D.yuannc 1 0.347•e !Below123(30) 182(35) 187(40)..........?........ 125.001 r 1.23 The values input were selected to be as conservative as possible so the FoS are possibly higher. The graphic output of these data is presented in the Appendix, pages 18-20. Landslide potential is unlikely on any local scale. Landslide activity should not be a factor in the development and the development should not create any landslide hazard. 8947 Buttonwood Lane NE Olympia, WA 98516 10 Phone#: (360)491-5155 Cell#:(360)481-6677 AAG23-026 ALL AMERICAN GEOTECHNICAL INC. GEOTECHNICAL REPORT RECOMMENDATION(7) i No geotechnical report will be needed for these parcels. LANDSLIDE HAZARD DETERMINATION(8)(A-D) No Landslide hazards or associated buffers or setbacks were found present within 300 feet of the parcels. SITE MAP(9) The site map is on Figure 2 at the end of this report. CONCLUSIONS AND OPINIONS The site is acceptable for future development based on the requirements of Mason County. There is no evidence of soil erosion or deposition onsite to suggest that the site should be included in the Erosion Hazard Area designation. Proposed activities and site conditions for any development do not warrant a more comprehensive Geotechnical Report. We recommend no further action is needed unless areas of concern are unearthed during any future construction. To minimize erosion and sedimentation, we recommend that vegetation be cultivated in areas around the building location following construction. Grass should be used within 10 feet of footings and over any utilities. Otherwise, native vegetation is preferred. Trees may be removed for development, but denuded areas will require proper revegetation. The owner and builder must assure that silt and other debris during construction do not enter into the local watersheds. Silt fences or berms may be needed. See Figure 3 for general erosion notes and for a silt fence. The tightline notes do not apply unless required by the engineer of record. Changes to the Mason County Code may require our firm to revisit the subject site prior to development, if six months has elapsed,to ensure the conditions are in agreement with our original report. REPORT LIMITATIONS AND GUIDELINES FOR USE We have prepared this report for the exclusive use of Alekzander Morrison. and his authorized agents for the residential parcel in Mason County, Washington. This report does not specify setbacks for: line-of- sight setbacks, FWHCA setbacks, eagle tree setbacks,wetland setbacks,or property line setbacks. Within the limitations of scope,schedule and budget,our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, expressed or implied, should be understood. Clients and property owners must understand that,while a slope may be found to have an acceptable Factor of Safety related to deep-seated mass wasting, surficial failure and landslides can and do occur on steep slopes. The property owners should monitor the stability of their property following construction. Moreover, acceptable Factors of Safety do not guarantee there cannot be failures. It is the responsibility of the property owners to understand that there are always risks in building on or near steeply sloped areas. 8947 Buttonwood Lane NE Olympia, WA 98516 11 Phone#: (360)491-5155 Cell #:(360)481-6677 AAG23-026 ALL AMERICAN GEOTECHNICAL INC. CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION PROJECTS Our geotechnical recommendations are not intended to direct any contractor's procedures, methods, schedule or management of any work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to onsite personnel and to adjacent properties. PLEASE READ THESE PROVISIONS CLOSELY Some clients, design professionals, and contractors may not recognize that geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments,claims and disputes.All American Geotechnical includes these explanatory"limitations" provisions in our reports to help reduce such risks. The equipment,techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, geotechnical engineering or geologic reporting does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding a specific project. 8947 Buttonwood Lane NE Olympia,WA 98516 12 Phone#: (360)491-5155 Cell#:(360)481-6677 AAG23-026 ALL AMERICAN GEOTECHNICAL INC. APPENDIX LiDAR Imagery Neighboring Well Logs ASCE7-16 Seismic Design Parameters Slope Models Figure 1. Vicinity Map Figure 2. Site Plan Figure 3. Erosion and Sediment Control Plan 8947 Buttonwood Lane NE Olympia, WA 98516 13 Phone#: (360)491-5155 Cell#:(360)481-6677 AAG23-026 ALL AMERICAN GEOTECHNICAL INC. LiDAR IMAGERY ,..mot,•' `' �r -e`"'`,�,. ,. - , ,' ,� '� co CD o �' �'S , 1 i � t .. F V 1.• `� �1 8947 Buttonwood Lane NE Olympia, WA 98516 14 Phone#: (360)491-5155 Cell#:(360)481-6677 AAG23-026 ALL AMERICAN GEOTECHNICAL INC. NEIGHBORING WELL LOG 9,,CwdNo. W074814 ""°"° ftofEology AM Frot yad+Jh WATER WELL REPORT UIUOUEWELLI.D.• AAG 257 Second Dopy-Ownrs Copy STATE OF WASHINGTON TWrd Copy-Drlaer's Copy Wow RIgW PwmN NO._ L O (1) OWNER: taster . EagleWater ySrste (Jahnsmn -- nee N7: 7(11 Miccinit CraPk Rr) , RolF it WG QR52A-_ CL (2) LOCATION OF WELL: :auq (?a) STREET ADDRESS Or WELL(or-was ads.w) NE 1318 Larson Blvd., Belfair, WA 98928 a (3) PROPOSED USE: RJ Domestic Indusnal C munropal C (10) WELL LOG or ABANDONMENT PROCEDURE DESCRIPTION * Irrigation rest wee 1- Ddner r_ �om at1w,Deeatb.try/;am,d *C%t,tine a mowW and strum ra.anti Show itadmeee a squints t* D ten y ews end en end end,Rene of the n.ab satin rw n stratum osne:raesd,seh at"a"Way fur dh r es = (4) TYPE OF WORK: owrwr's-mbw of wall d e oe a n am aeon. (II mane than onel � ...... - YATERUL FRDY I To Aoerdoned O Nnewell E M.Ifad:Dug❑ Bored❑ O Dwowmd C Caw$30 Dawn I] = Remrdaoned C Rotary C Jetted❑ rown co if) DIMENSIONS: D i voter of we— 6 wee, to Drilled---189 I"et. Depth of completed wen. 189 ti Gray -iardpan (a) CONSTRUCTION DETAILS: o Chardpan _RD tiin �1g Installed: —V.. DWn.from_ �t_n.to1u.1—R `"~ - Da"'ft- —"'°---- —it Sacx1 & ravel with water Lhw ir1611118ed L 1 Threaded iJ _ a.n L Petiortstbtu: Yee❑ No13 O Type of penorsror used — �' ._In.by—�.. In. SIZE a Perforations_. _.....-..._.....-- Rpedoations fmm R.to _ pedorsrtons from It a _--..._-._fL _ perforations from It te h. C3 Screeru: Yee El No❑ o) MwufecturW's Name Cook 41+ Type_StainlpssW1r'L.WCap-. Model No. _-__ v- Dam. St r Slaws 50 from_ 184 tL to 189 tL s = Dierrn. —Slot size Z �.. i Gnwl packed: Yes❑ No® Sae a grovel L .—...._._ R T I 1 R Gavel Placed from n•to 9ttrfsoe tlpl: Yee CR No❑ To what depth? 1 A ft. p OMateriel used In seal_ B t nni i r� Z old any strata contain uwsabte water? Yea El No�a _ Type of water? Depth of stray - H Mot ad a eea+k,g ea64e 00 __...._ -0 m PUMP: Manufacturars Name .. laCU22 �_.--.. >1 Tyr+: — Sllh.... H.P O (9) WATER LEVELS: ft Ina sharer.bve on won tab tied__�1IZls�..+s. ComW.ue— 1��—.. +s_. O stwG vel 1231-- - -it W—topdwn Data— WELL CONSTRUCTOR CERTIFICATION: V Anasum awwxe _ be per.ouare ywi+ Dab LV Anaeian water•co Ied by I oon.trttcted whd/o eccept responsibility lottd ft. oon%Vuctcn Of Ike well.u y.., —?F�p.:.i s:a+c�_,- — Ow,"nos wdh a1 WashwVw well construction sxderds.Materials used and O the faorrnabon reportad above are bue to my best knosAedpe and belief ++ (9) WELL TESTS: Dmwdown b amount wafer w-vl is ko vmd belt+S%tk uvel We,a pump test made?Yes KI No❑ If Va.by—? NAME m t fiomh�CFllsWn _..— C Yoe: _ 33 Ds+.lmn.with_28-11 cfswo"n after G _._._..--..._._. L 1- _ 28 - Addres. Belf it WA 9854R a �� In li�, LiaraeNa. 1992 1L Recovery data($me taken e.Iwo Wton pump turned oin(wow levet measured}a n wM (�Gnad)"i�x`� top to water Ieter) rnp way,Lever Time Water LwM Time, water Love I �ysm's lol .3 Luau. 129 1-�miD.-12�_ I min, —1�� 4 win. 128 30 min._ 124 No,°"` `atvT�nl)1(�c�A Datasett. 194L 2 IDin. 130 _ imi n_ _127 1 hr•-___ 123 (USE ADDITIONAL SHEETS IF NECESSARY) Data Of test _ - "W yet get.rmn.n/tm ft,drawdowr+after hire. Am" gat./min.wM stem set at ft.for nit. Ecology is an Equal Opportunity and Affirmative Action employer.For spa- cial accommodation needs,ooMlsd the Water Resources Program a,(206) Ary+m eon' g p.rn. Dale 407-6600.The TDD number is(206)407-6006. Temperature of WSW wa _wee a Chemical arnalrus Z;T Yes® .O w 8947 Buttonwood Lane NE Olympia, WA 98516 15 Phone#: (360)491-5155 Cell It: (360)481-6677 AAG23-026 ALL AMERICAN GEOTECHNICAL INC. ASCE7-16 SEISMIC DESIGN PARAMETERS ATCHazards by Location Search Information Coordinates: 47,448,-122.855 Seattle 273 ft Elevation: 273 ft (fie mon Timestamp: 2023-02-02T20:36:46.801Z „i ;e s2 Hazard Type: Seismic Tacoma Reference ASCE7-16 oPuyallup= Document: _ Shelton o gle Map data 02023 Google Report a map error Risk Category: III Site Class: D Basic Parameters Name Value Description SS 1.626 MCER ground motion(period=0.2s) St 0.579 MCER ground motion(period=1.0s) SMS 1.626 Site-modified spectral acceleration value SM1 'null Site-modified spectral acceleration value SDS 1.084 Numeric seismic design value at 0.2s SA SW 'null Numeric seismic design value at 1.Os SA 'See Section 11.4.8 Additional Information Name Value Description SDC 'null Seismic design category Fa 1 Site amplification factor at 0.2s Fv `null Site amplification factor at 1.0s CRS 0.902 Coefficient of risk(0.2s) CRt 0.882 Coefficient of risk(1 As) PGA 0.694 MCER peak ground acceleration FPGA 1.1 Site amplification factor at PGA 8947 Buttonwood Lane NE Olympia, WA 98516 16 Phone#: (360) 491-5155 Cell#: (360) 481-6677 AAG23-026 ALL AMERICAN GEOTECHNICAL INC. ASCE7-16 Seismic Design Parameters (continued) PGAM 0.763 Site modified peak ground acceleration TL 16 Long-period transition period(s) SsRT 1,626 Probabilistic risk-targeted ground motion(02s) SsUH 1.801 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 3.966 Factored deterministic acceleration value(0.2s) S1 RT 0.579 Probabilistic risk-targeted ground motion(1.0s) S 1 UH 0.656 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1 D 1,333 Factored deterministic acceleration value(1.0s) PGAd 1.237 Factored deterministic acceleration value(PGA) See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. 8947 Buttonwood Lane NE Olympia, WA 98516 17 Phone#: (360)491-5155 Cell #:(360)481-6677 AAG23-026 ALL AMERICAN GEOTECHNICAL INC. SLOPE MODELS CROSS-SECTION A-A' STATIC ANALYSIS b3^ , 65 Y m U k w c g�gOO�� N Y E 4 0 N O O N 0 0 N O = Q N � L N � O N T S' � a Q c 9 J o uj Q 2 Q N � Q 8 8 8 R 8 $ � 05 a N N N N 'N a ti 8947 Buttonwood Lane NE Olympia, WA 98516 18 Phone#: (360)491-5155 Cell#:(360)481-6677 AAG23-026 ALL AMERICAN GEOTFCHNICALINC. CROSS-SECTION A-A' »YN&§,E ANALYwsACCELERATION AT 0150 G — \ \ ) \ T. \ f k 8 -cc ? \ 6 J aw a $ 2 3 m 2 § \ « \ � f � � kk ZD , /\ ■ | ƒa { \ \ \ \ }{ : 8947 Buttonwood Lane NE Olympia, W& 98516 99 Phone¢ (3 60) 4 1-5155 Cd! ¢ p 62 481-6677 AAG2-26 ALL AMERICAN GEOTECHNICAL INC. CROSS-SECTION A-A' DYNAMIC ANALYSIS ACCELERATION AT 0.347 G N � � O T N C �n LT � ooe�ev �LI 75 to 0 SV O O O O N `E O i v� C � O O 11 — u a Q c ¢ 3 g m ZS S � U Q 8947 Buttonwood Lane NE Olympia, WA 98516 20 Phone#: (360)491-5155 Cell#: (360)481-6677 AAG23-026 F l r ll 1 .y C Cyy11}IW' � 4>'a j I , NOTES This is not a survey. This map is a presentation of information from county,state,and/or federal agencies, client provided information,and onsite observations. A Site Geology Qis -- Quaternary Landslide Deposits ryo Site Soil ,ya Ac--Alderwood gravelly sandy loam, Sia 15 to 30 percent slopes &d S i 6V Drivew sw t brig 901 A , A Scale: 1-inch=50-feet �l0 Contour Interval=5-feet All American Geotechnical,Inc. Prgject Drawn By. Site Plan greet cum 12266-51-00007 Figurc 8947 Buttonwood Lane NE Number. BWJ Proposed Home PC1°�t Number: Number 2 Olympia,Washington 98516 AAG23-026 5/6/23 Belfair,WA Applicant Name: Alekzander Morrison Site Address 90 East Evergreen Road Page 22 FILTER FABRIC ANTERIAL W WIDE ROLJ.S USE STAPLES OR W IRE RING TO ATTACH FABRIC m WIRE rX2'X11 GAUGE WIRE FABRIC OR EQUIVALENT GENERAL EROSION CONTROL NOTES: 21Wi. EROSION CONTROL MEASURES SHALL BE IN PLACE PRIOR TO THE BEGINNING OF CONSTRUCTION.THE PROJECT ENGINEER AND THE COUNTY 5° SURFACE /T\\ SHALL INSPECT AND APPROVE THE INSTALLATION OF 12 INCH MINIMUM DIAMETER STEEL ROD EROSION CONTROL MEASURES PRIOR TO BEGINNING CONSTRUCTION. (STRAP)CLAMPED SECURELY TO PIPE r - ;; ••• ••••••.: .- 2.EROSION CONTROL MEASURES ARE NOT LIMITED TO THE ITEMS CORRUGATED TIGHTLINE♦INCH •; S'MAX ON THIS PLAN.THE CONTRACTOR IS RESPONSIBLE FOR THE ///�� INSTALLATION AND MAINTAI NANCE OF ALL EROSION CONTROL MEASURES. MINIMUM,a INCH SUGGESTED /' NO SILTATION OF EXISTING OR PROPOSED DRAINAGE FACILITIES . / ' SHALL BE ALLOWED.CARE SHALL BE TAKEN TO PREVENT MIGRATION _ ]Ni r%t•WOOD POSTS,STANDARD OR BURY BOTTOM OF FILTER OF SILTS TO OFF SITE PROPERTIES. P�M•y ]DF BETTER OR EQUAL ALTERNATE. MATERIAL INB rTRENCH ray.• +: :';�-.�^ C/N FFr STEEL FENCE POSTS 3.THE CONTRACTOR SHALL MAKE DAILY SURVEILLANCE OF ALL EROSION '�y, ti.;?i•�T`i°�.�;. G CONTROL MEASURES AND MAKE ANY NECESSARY REPAIRS OR ADDITIONS ''�`� 'T u�ld`y.P1Y•; e.`_ TO THE EROSION CONTROL MEASURES.THE CONTRACTOR SHALL PROVIDEt•..-k �Lr5•iT,:ADDITIONAL EROSION CONTROL MEASURES AS DETERMINED NECESSARY �: `5Y� � •"yf \V-F _ BY THE COUNTY INSPECTOR AND/OR THE PROJECT ENGINEER FAILURE FILTER FABRIC S' TO COMPLY WITH ALL LOCAL AND STATE EROSION CONTROL W �" � ;S��z T 'I• x• r,U• TXr%tA REI THE CONTRACTOR RESULT IN CIVIL PENALTIES BEING LEVIED GAUGE WIRE ' ' F' �•`- AGAINST 3T THE CONTRACTOR AND/OR PROJECT OWNER. S''��„ • ,, ih` FABRIC OR EWIVALENT '`�'•'.p5:='My.�:'!. V�K�,'�i � Hsi 4K°d:; t.DURING THE WET SEASON(NOVEMBER TO MARCH)ALL DISTURBED SOILS ;. :;1'^y`�,• 14�f h GROUND SURF Bd f �" - SHALLBESTABILIZEDWITHINtBHOURSAFTERSTOPOFWORK.EROSION .."�'^,•,-•Hr`tiK,y?i� ''+ems+"'•' :"vy;�N ' CONTROL MEASURES 314LLL INCLUDE,BUT NOT BE LIMITED TO, •' .•'-',In<'"�'" K�}If,,,.K...`�}5.F �KJ! PROVIDE LA'-11?WASHED -- COVERING THE EFFECTED AREA INCLUDING SPOIL PILES WRH "}`yam"!i P'Yi'"'�♦:ti!f^ ' GRAVEL BACKFILL IN TRENCH 1S PLASTIC SHEETING,STRAW MATTING,JUTE MATTING,STRAW MULCH, r'�"' jL' w��•'i ~ • AND ON BOTH SIDES OF FILTER FENCE FABRIC ON THE SURFACE r MI OR WOOD CHIPS.SEEDING OF THE DISTURBED AREAS SHALL TAKE •-�i '�.TH:..•' PLACE AS WEATHER PERMITS. TIGHTLINE ANCHORED WITH TWO, 2-W WOOD POSTS 5.ALL SEEDED OR SODDED AREAS SHALL BE CHECKED REGULARLY 3 FOOT REBAR LENGTHS OR BOLTS. ALT:STEEL FENCE POSTS TO MAKE SURE VEGETATIVE COVERAGE IS COMLETE.AREAS SHALL BE REPAIRED,RESEEDED,AND FERTILIZED AS REWIRED. FILTER FABRIC FENCE NOTES: S.TRACKING OF SOIL OFFSITE WILL NOT BE ALLOWED.IF ANY SOIL IS 1.FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO TRACKED ONTO A COUNTY STREET,IT SHALL BE REMOVED BY THE END THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS.WHEN JOINTS OF THAT WORKING DAY.ANY FURTHER TRACKING OF MUD WILL THEN ARE NECESSARY.FILTER CLOTH SHALL M SPLICED TOGETHER ONLY AT A SUPPONT POST WITH A MINIMUM&INCH OVERLAP AND SECURELY BE PREVENTED BY SWEEPING OR WASHING OF THE VEHICLES TIRES FASTENED AT BOTH ENDS TO THE POST. BEFORE DRIVING ON A COUNTY STREET. 2,POSTS SHALL BE SPACED A MAXIMUM OF B FEET APART AND DRIVEN 7.NO MORE THAN 500 LF OF TRENCH ON A DOWNSLOPE OF MORE THAN 5 SECURELY INTO THE GROUND(MINIMUM OF W INCHES} PERCENT SHALL BE OPENED AT ONE TIME. 1 A TRENCH SHALL M EXCAVATED APPROXIMATELY B INCHES WIDE AND 12 S.EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. JLL TION INCHES DEEP ALONG THE LINE OF POSTS MO UPSLOPE FROM THE BARRIER. QUARRY SPALLt.WHEN STANDARD STRENGTH FILTER FABRIC IS USED.A WIRE MESH B.TRENCH DEWATERING DEVICES SMALL BE DISCHARGED IN A MANNER THAT WILL NOT ADVERSELY AFFECT FLOWING STREAMS.DRAINAGE SYSTEMS ORSIJP�RT FENCE OR ENERGY - OF THE POSTS USING HFAW-0VR'WIRE 9 BE FASTENED CTAPLLESTO THE AT LEAST�I LOPE UNCH SIDE OFFSITE PROPERTIES. DISPERSION DEVICE .Gl,,"�r`r<7r•"✓• '•✓:yXAP"«-'�' LONG.TIEWIRESORHOGRINGS.THEWIRESMLLEXTENDINTOTHE h}:ii' - -Jf.C4• TRENCH A MINIMUM OF a INCHES AND SHALL NOT EXTEND MORE THAN b 10.ALL STORM SEWER INLETS RECEMNG RUNOFF FROM THE PROJECT DURING INCHES ABOVE THE ORIGINAL GROUND SURFACE. CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT-LADEN WATER GRASS-LINED SWALE SHOULD BE A WILL BE FILTERED BEFORE ENTERING THE CONVEYANCE SYSTEM. MINIMUM ONE FOOT WIDE AT THE 5.THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED BOTTOM AND ONE FOOT DEEP WITH TO THE FENCE AND 20 INCHES OF FABRIC$NICE BE EXTENDED 11.ALL OFFSITE CATCH BASINS IMMEDIATELY ADJACENT TO THE SITE INTO THE TRENCH,THE FABRIC SHALL NOT EXTEND MORE THAN W SHALL BE PROTECTED FROM SILTATION. A MAXIMUM SLOPE OF S PERCENT. INCHES ABOVE THE ORIGINAL GROUND SURFACE.FILTER FABRIC SHALL NOT BE STAPLED TO THE EXISTING TREES. MINIMUM A FEET 12.ALL DISTURBED AREAS SMALL BE SEEDED OR SODDED UPON COMPLETION LEVEL SECTION B.WHEN EXTRA-STRENGTH FILTER FABRIC AND CLOSER POST SPACING IS OF WORK.THE CONTRACTOR SHALL BE RESPONSIBLE TO ENSURE THAT USED,THE WIRE MESH SUPPORT FENCE MAP BE ELIMINATED,IN SUCH COMPLETE COVERAGE OF THE DISTURBED AREAS IS PROVIDED S THAT A CASE,THE FILTER FABRIC IS STAPLED OR WIRED DIRE CRY TO THE GROWTH OF THE VEGETATION IS ESTABLISHED. GI FABRIC POSTS WITH ALL OTHER PROVISIONS ON ABOVE NOTES APPLYING. ].FILTER FABRIC FENCES SHALL NOT BE REMOVED BEFORE THE UPSLOPE 13.CATCH BASINS SHALL TRAP SEDIMENT OR FILTER FABRIC MUST BE AREA HAS BEEN PERMANENTLY STABIUMO,AREA UNDER GRATE UNTIL VEGETATION IS ESTABLISHED. B.FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DULY DURING PROLONGED R JNFN.L ANY REQUIRED REPAIRS SWILL BE MADE IMMEDIATELY. All American Geotechnical,Inc. Drawn B 12266-51-00007 Figure Y� Erosion Control Notes Permit Number: Parcel Number: 3 8947 Buttonwood Lane NE BWJ 5/6/23 Proposed Home 90 East Ev en Road Page Olympia,Washington 98516 Revisions: Belfair,Washington Applicant Name: Alekzander Morrison Site AddTws: Evergreen g 23 i MASON COUNTY � _t�'!�? tt 'h k!i-,t COMMUNITY SERVICES Building,Planning,Environmental Health,Community Health Geological Assessment Instructions: This checklist must be submitted with a Geological Assessment and completed, signed, and stamped by the licensed professional(s)who prepared the Geological Assessment for review by Mason County pursuant to the Mason County Resource Ordinance. If an item is found not applicable, the report should explain the basis for the conclusion. Note: Unless specifically documented, this report does not provide compliance to the International Residential Code Sections R403.1.7 for foundations on or adjacent to slopes, Section R403.1.8 for expansive soils or section 1808.7.1 of the International Building Code Section for Foundations on or adjacent to slopes. Applicant/Owner Alekzander Morrison Parcel# 12206-51-00007 Site Address 90 E Evergreen Road Belfair, Washington (1) A discussion of geologic conditions in the general vicinity of the proposed development, with geologic unit designation based on referenced maps. Located on page(s) 6 - 8 (2) (a) A discussion of the ground water conditions at the site, Located on page(s) 8 (b) A discussion of the estimated depth to water, Located on page(s) 8 (c) A discussion of the quantity of surface seepage, Located on page(s) 9 (d) A discussion of the upslope geomorphology, Located on page(s) 9 (e) A discussion of location of upland waterbodies and wetlands. Located on page(s) 9 (3) The approximate depth to hard or dense competent soil, e.g. glacial till or outwash sand. Located on page(s) 9 (4) A discussion of any geomorphic expression of past slope instability (presence of hummocky ground or ground cracks, terraced topography indicative of landslide block movement, bowed or arched trees indicating downslope movement, etc.). Located on page(s) 9 (5) A discussion of the history of landslide activity in the vicinity, as available in the referenced maps and records. Located on page(s) 9 (6) An opinion on whether the proposed development is within the landslide hazard area or its associated buffer or setback and the potential for landslide activity at the site in light of the proposed development. Located on page(s) 9 - 10 (7) A recommendation by the preparer whether a Geotechnical Report should be required to further evaluate site conditions and the proposed development of the subject property. Rev. February 2018 . Located on page(s) 10 (8) If the presence of a hazard is determined within 300 feet of the proposed development, then the following are delineated on a geologic map/site map: (a) the area of the proposed development, Located on Map(s) 10 N/A (b) the boundaries of the landslide hazard area (top, both sides, and toe), Located on Map(s) 10 N/A (c) the associated buffers (top, both sides, and toe), Located on Map(s) 10 N/A (d) building or other setbacks (top, both sides, and toe). Located on Map(s) 10 N/A (9) A site map drawn to scale showing the property boundaries, scale, north arrow, and the location and nature of existing and proposed development on the site. Located on Map(s) Figure 2 Curtis D Cushman hereby certify under penalty of perjury that I am a civil engineer licensed in the State of Washington with specialized knowledge of geotechnical/geological engineering or a geologist or engineering geologist licensed in the State of Washington with special knowledge of the local conditions. I also certify that the Geological Assessment, dated May 6, 2023 and entitled Geological Assessment 90 E Evergreen Road Belfair, Washington meets all the requirements of the Mason County Resource Ordinance, Geologically Hazardous Areas Section, is complete and true, that the assessment demonstrates conclusively that the risks posed by the landslide hazard can be mitigated through the included geotechnical design recommendations, and that all hazards are mitigated in such a manner as to prevent harm to property and public health and safety. (Signature and Stamp) Page 2 of 2 Disclaimer: Mason County does not certify the quality of the work done in this Geological Assessment.