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Home My WebLink AboutGEO2023-00025 - GEO Geological Review - 3/7/2023 PLANNING RECEIVED MAY -3 2023 615 W. Alder Street GEOLOGICAL ASSESSMENT XXX NE JOLLY ROGER LANE BEARDS COVE DLV 7 LOT 24 BELFAIR, WASHINGTON PREPARED FOR RJ PEABODY, INC. BY ALL AMERICAN GEOTECHNICAL OLYMPIA, WASHINGTON MARCH 7, 2023 ALL AMERICAN GEOTECHNICAL INC. CONTACT INFORMATION PREPARER INFORMATION GTL PROJECT NUMBER: AAG23-027 CONTACT: CURTIS D.CUSHMAN ADDRESS: 8947 BUTTONWOOD LANE NE OLYMPIA,WASHINGTON 98516 TELEPHONE: (360)491-5155 CELL/TEXT (360)481-6677 EMAIL ADDRESS: CURTIS.CUSHMAN@COMCAST.NET CLIENT INFORMATION CLIENT: RJ PEABODY,INC. TELEPHONE: (360)895-3235 BILLING ADDRESS: RJ PEABODY,INC. P.O.Box 565 BURLEY,WA 98322 CONTACT: MEGAN GJERTSEN—BETTER PROPERTIES TELEPHONE: (253)514-3915 SITE ADDRESS: XXX NE JOLLY ROGER LANE BELFAIR,WASHINGTON EMAIL(CONTACT) MEGANGJERTSEN@GMAIL.COM PARCEL NUMBER 12230-54-00024 GPS LOCATION: 47.448 -122.855 dd 8947 Buttonwood Lane NE Olympia,WA 98516 2 Phone#: (360)491-5155 Cell#:(360)481-6677 AAG23-027 ALL AMERICAN GEOTECHNICAL INC. SCOPE OF UNDERSTANDING RJ PEABODY,INC P.O.BOX 565 BURLEY,WA 98322 RE: GEOLOGICAL ASSESSMENT PROPOSED RESIDENCE XXX NE JOLLY ROGER LANE BELFAIR,WASHINGTON 47.448 -122.855(DD) PARCEL: 12230-54-00024 MARCH 7,2023 Dear RJ.Peabody, Inc.: All American Geotechnical,Inc(AAG)was contacted in February of 2023 by Megan Gjertsen(contact)to complete an assessment for the above parcel for RJ Peabody, Inc. (client). As per her request, we have conducted a geological assessment for these parcels. The results of this investigation are to be found in the following 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 forward 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 if we can be of any further assistance,please call us at the phone numbers listed below. of Wash; Respectfully Submitted, ALL AMERICAN GEOTECHNICAL E i erin Geobi 9 2439 Sod Gn�\-�--� Cu rtis Dean Cusf r�? Curtis D Cushman - Senior Engineering Geologist 8947 Buttonwood Lane NE Olympia, WA 98516 3 Phone#: (360)491-5155 Cell#: (360)481-6677 AAG23-027 % ALL AMERICAN GEOTECHNICAL INC. TABLE OF CONTENTS CONTACTINFORMATION................................................................................................................................................................2 SCOPEOF 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 Historyof Landslide Activity(5).............................................................................................................................9 Potential for Landslide Activity(6).........................................................................................................................9 SlopeStability Analysis...........................................................................................................................................9 Geotechnical Report Recommendation(7)............................................................................................................I I Landslide Hazard determination(8)(a-d)..............................................................................................................I I SiteMap(9)...........................................................................................................................................................I I CONCLUSIONSAND OPINIONS.....................................................................................................................................................11 Report Limitations and Guidelines for Use...........................................................................................................I I Contractors are Responsible for Site Safety on their own Construction Projects..................................................12 Please read 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 AAG23-027 ALL AMERICAN GEOTECHNICAL INC. PURPOSE AND LOCATION This report summarizes the results of our geotechnical study of the parcel herein described. The parcel is 0.23 acres in area and is a near rectangle somewhat long to the northwest-southeast with a slightly beveled southeastern end. The parcel is currently undeveloped. The area is well developed with single-family residences surrounding the client lot. Access to NE Jolly Roger Lane would be fromFNE WAA-300 by NE Sandhill Road to Nee Larson Boulevard and NE Larson Lake Road. In general, the parcel is on a slope descending to the southeast from NE Jolly Roger Lane. It is steepest beginning at the end of a flat area alongside NE Jolly Roger Lane. There are no 40% slopes on or near the client parcel. Figure 2 in the appendix includes circels showing the maximum steep slopes of 35%. There are no nearby drainages. The elevation of the parcel is highest at over 275 feet along NE Jolly Roger Lane and descends to under 245 feet high at its southeast corner. Any proposed residence may be located as in compliance with county setbacks as there is no geotechnical constraint on its location. Our understanding of the project is based on information from the contact. 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, 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. The site was visited by Curtis D Cushman L.E.G., L.G. and Blaise Jelinek E.I.T. of All American Geotechnical 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 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. 8947 Buttonwood Lane NE Olympia,WA 98516 5 Phone#: (360)491-5155 Cell#:(360)481-6677 AAG23-027 ALL A M E R WAN GEOTECHNICAL INC. 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 Age: Pleistocene Lithology: continental glacial drift Age-Lithology: Pleistocene continental glacial drift 8947 Buttonwood Lane NE Olympia,WA 98516 6 Phone#: (360)491-5155 Cell#: (360)481-6677 AAG23-027 ALL AMERICAN GEOTECHNICAL INC. 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 • Frost free period: 160 to 180 days 8947 Buttonwood Lane NE Olympia,WA 98516 7 Phone#: (360)491-5155 Cell#: (360)481-6677 AAG23-027 ALL AMERICAN GEOTECHNICAL INC. Map Unit Composition • Everett and similar soils: 100 percent 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 offlooding: 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(211) 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 AAG23-027 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 AAG23-027 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 0.1 S. 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. Table 1. Modeling Parameters for Subsurface Material Geologic UnitJTnit NNI-eight Cohesion Phi Angle QJic -Vashon Stade glacial ice-contact deposits 118 200 33 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 %2 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,Appendix. Table 2. Initial Positions,Variance,and Findings Analysis Load Across Building Analysis Earthquake I Slope to I Initial Positions(Analysis Rance)1configurations Factor of Number Envelope ripe I Force IBuilding ILower jUpper Radins I.Anahzed Safeth Cross-Section A A' _............. ..._...... _.. Aualvsis 1 1800#166-199' Static � 0.0 g W �Belo�c.��1123(30) ':.182(35) 187(40) ! 125.001 �_1.98 __..._...._._ __._.._.__._.........._..._.._.___._... ............ _. ..._____.._.._.._. �._._...._.._.._..._.__.. Analysis 2 1800#166-199' Dynanuc 0.150 g ;Below 1123(30) 182 35 87(40- - 125 001 1.58 _........._..w. _._.........._._..._..._.._..._........__..._...__.....,__._.._.._....._ .. ..1...__.._._:_....-i_..._�:�.._.i__... ...__l.._..._..._.:..._.__..._.�. Analysis 3.( _1800#166-199' D}nanuc 0.347¢ Below._ !123(30) 182.L35) .._!87(40) mm 125.001_ j_ 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 AAG23-027 ALL AMERICAN GEOTECHNICAL INC. GEOTECHNICAL REPORT RECOMMENDATION(7) 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 RJ Peabody, Inc. and their 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. 8947 Buttonwood Lane NE Olympia,WA 98516 11 Phone#: (360)491-5155 Cell#: (360)481-6677 AAG23-027 ALL AMERICAN GEOTECHNICAL INC. 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. 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 AAG23-027 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 AAG23-027 ALL AMERICAN GEOTECHNICAL INC. LiDAR IMAGERY NL 8947 Buttonwood Lane NE Olympia,WA 98516 14 Phone#: (360)491-5155 Cell#: (360)481-6677 AAG23-027 ALL AMERICAN GEOTECHNICAL INC. NEIGHBORING WELL LOG �,gNa W074814 �°0noWftkW '"' WATER WELL REPORT upeauEWELLI.D.s AAG 257 $wow Cape'—OW—a cwv STATE OF WASHINGTON Mill Copy—D,law•a Copy war Maw Pow*No. aj 0 (t) OWNER: N.m. Fag, �.lohnsnn aa Wa P Usten � Aao t 701 Mission Cr a Rrl__ Rolfair_ W 9R528 rL 10 (2) LOCATIONOFWELL: Cow" Mason At M tH6ttS_T —N.A-JM—wN. = (2w smETADDRESSoFWELL(o,..w.m.w NE 1318 Larson Blvd., Belfair-r, WA.98528 (3) PROPOSED USE: ) hduww ❑ mowp.l a (10) WELL LOG or ABANDONMENT PROCEDURE DESCRIPTION Moidoru Too wan ❑ omw r_. Fonadan:Deowt a by cow.d%rK%f,On a oldmab ,. wuaan.and show Sedum.d auptlr. to ❑ ~" ww M.Wo wW,ewm a nw ff a in..a+stnium owrn.w...n a h.r we W"by.arh (4) TYPE OF WORK: Ow"N'a mw# wMl udwga a rt.rmaaon. w Of (11 man Tan one)- -... -- MATOUL FRAY TO OAtwndawd❑ N Deepwad C �cwexl 0~0 c Rawn6tlwrd C Ndw►❑ JMud❑ 0 (s) DIMENsjow: m.-ftwcf a____ _ 6 h,cMs E Drsaa 8 0. Gray harcip&n go C . G (s) CONSTRUCTION DETAILS: 1' Ca"I aaad: 1b_185—n- C w�ftdQ DWn.ham n.10 n- Sand & gravel with water Thnadad U DWr.Irom__.._R.10 L Palldatabr,a: Yw❑ No O Type d parrabr anal suE or pwlwasons----_ ..-._In.by _- In. = psriamb whom ti b IL t0 padaaaorw hom n.to h parbnbona Irem IL b n. Bf.Pmm: YM® No❑ d Manulamrwh Hama Cook ♦=.r Type_$rainy Wjre_Wran .. Moft No. v. Dlam. sbl.a. 50 ham 184 n.b 189 fL own.,Sbt we hom IL V amral Pub: Yaa❑ No(9 sea of grave a R Gavel phow hom n.b IL 7 I 1 tluryaoa aaM: yes 1R No❑ T0wfW do*? OMalarbl uaad n anal _ Rptoni t Z Did any grY w a nuln unusable wvW You❑ No(� - y Type of wow? DapT of sam Mnwd dwv&V ariu oa (7) PUMP'. Manuhparert Nam. Jacuzzi Type: ___sub.._ H.P. O (S) WATER LEVELS: 61a.00a wuherlaa_Q�2[��,a oanl�ard 9� 95 ,s�_ andv.man w wYa __It V sarew�ar 123 nb.bwbP.r.0 oft-- WELL COOMMUCTOR CERTWICATION: _ be paraawa.rh own L1J ~��Anaa I aorat+Ia:asO ands«wowwow,uponaiibllly for coruYuelbn o1 Tin well.and ka rn.aw w aarwoasd y _ -— Ta llilamegon tepwo�w9 aWwWadps . and z woo wnwirucoon .0 (9) W ELL TESTS: Drawd w amunt own o war WvW!a bwer eno Wal ad Dabw st d Vim a plow bat made?Yaa FLI No❑ n y.s.by wIenmT NAME _ Yaw: _ 3 am./min.wm_28 It.dnaao«n mow 1 hra. - Addlew Bel fair WA 9857A Yr • 3 - i,� Q Raoonry d.t.(wa.when n am when pwo kensd A t"r W4 mewumd Ram wall (Swam�`�f�-w^ ��'1 a+�f--Liowra Nd. 1992 by b war Mwl) d 1 min. 136 4 nun. 128 30 min. 124 RM"-!MISMLU0a - Dab Sept. ie2L 2 min. 1.30 5 min- 127 l hr• — 123' _ (USE ADDITIONAL SHEETS IF NECESSARY) Dun d twat Baia,I" Or/mn.ta, k drswdawn anw I.a Aire..I eel./nrin.ws+alam aw at a IN � Ecology is an Equal Opponunity and Alftrmathre Action wnPb)'w.For ape- dal accommodation needs,ow tad the Water Resources Program at(206) Artesian flow a-0mt Dale Tempanu.a war_Ww a dwwal•nln•a,.a_7 Y«® No❑ 407 0000.The TOO number ie(206)407-13008. 8947 Buttonwood Lane NE Olympia, WA 98516 15 Phone#: (360)491-5155 Cell #: (360) 481-6677 AAG23-027 ALL AMERICAN GEOTECHNICAL INC. ASCE7-16 SEISMIC DESIGN PARAMETERS L1TCHazards by Location viyniUiL .. Search Information iJaticnai Park Coordinates: 47.448,-122.855 Seattle oRedmon 273ft a. Elevation: 273 ft Renton Timestamp: 2023-02-02T20:36:46.801Z OlyrttPic oNalional rarest Hazard Type: Seismic {�- Tacoma Reference ASCE7-16 Puyallup Document: Shelton Go g!e Map data C2023 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 SMt *null Site-modified spectral acceleration value SDS 1.084 Numeric seismic design value at 0.2s SA Sol *null Numeric seismic design value at 1.0s SA *See Section 11.4.8 -Additional Information Name Value Description SDC *null Seismic design category Fe 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(1.0s) PGA 0.694 MCEG 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 AAG23-027 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(0.2s) SsUH 1.801 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 3.966 Factored deterministic acceleration value(0,2s) S1RT 0.579 Probabilistic risk-targeted ground motion(1.0s) S1UH 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 AAG23-027 ALL AMERICAN GEOTECHNICAL INC. SLOPE MODELS CROSS-SECTION A-A' STATIC ANALYSIS oD R. U c> c C � b Q t N U (n ^ Y (n m U c c h Qt A 11 co Q N 8 N O �4 7 O N O = G h 12 r9 p1 N O o a w O Q g Q N .52 8 R 8 8 8 R 8 16 R U S 8947 Buttonwood Lane NE Olympia, WA 98516 18 Phone#: (360)491-5155 Cell#: (360)481-6677 AAG23-027 ALL AMERICAN GEOTECHNICAL INC. CROSS—SECTION A-A'DYNAMIC ANALYSIS ACCELERATION AT 0.150 G co Cj g$ C N Q >>cu U r� n o c = � m 8 E :n a U w d Q 0 C4 N P P O O d N � � Q 1 � n m S U J N FL C Q Q @ N m U i 8947 Buttonwood Lane NE Olympia, WA 98516 19 Phone#: (360)491-5155 Cell#: (360)481-6677 AAG23-027 ALL AMERICAN GEOTECHNICAL INC. CROSS-SECTION A-A'DYNAMIC ANALYSIS ACCELERATION AT 0.347 G N � 9 c ca 8 _ n�` O CD CC m ^ Y in m i� s it cu cu E a 0 N 0 N O O 41 1c tp rn 7 0o s o 11 W o Q o �7 E Q JU c. LL 8947 Buttonwood Lane NE Olympia,WA 98516 20 Phone#: (360)491-5155 Cell#:(360)481-6677 AAG23-027 ?1 11 MON , t 1 i 4F,maw v,� /�t�t yr; �`�� J ,:--��I/✓ J� �-rt�s�`ti '�'n3� °s'�'L"i s,�,.: �y�4�{��G�x1 „�?ss•�'h' /�1��/.. � � � c . x i 1 i 1 NOTES • / ` This is not a survey. This map is a presentation of information from county, state, and/or federal 35 Percent S1 e over agencies, client provided information, and onsite ( a 10-foot elev tion observations. i fi hange 116' V 1 i Site Soil `� A Ee -- Everett gravelly loamy sand, +, 5 to 15 percent slope. O { { °o oo i Ho e a 1 t Dri evva A y appx 11 0 sq-ft 1 Parking1 Site Geology Qgic -- Vashon ice-contact deposits 1451 i 11 i t I °t was eo Engineering Geolojist c, Scale: 1-inch=30-feet C4 �c6 2439 Contour Interval=5-feet j Se Ge Curtis Dean Cushman o 10 20 30 All American Geotechnical, Inc. Project Drawn By: Site Plan 12330-54-00024 Permit Number: Parcel Number: F1lgUtC 8947 Buttonwood Lane NE Number: BWJ Proposed Home XXX Jolly Roger Ln NE Olympia,Washington 98516 AAG20-027 3/6/23 Belfair, WA Applicant Name: JR Peabody,Inc Site Address: y g FILTER FABRIC MATERIAL 60"WIDE ROLLS USE STAPLES OR WIRE RING TO ATTACH FABRIC TO WIRE 2"X2"X14 GAUGE WIRE FABRIC OR EQUIVALENT GENERAL EROSION CONTROL NOTES: 2'-0" . . . . 1. EROSION CONTROL MEASURES SHALL BE IN PLACE PRIOR TO THE BEGINNING OF CONSTRUCTION. THE PROJECT ENGINEER AND THE COUNTY /A-\ ND SURFACE //A\\: : SHALL INSPECT AND APPROVE THE INSTALLATION OF 112 INCH MINIMUM DIAMETER STEEL ROD EROSION CONTROL MEASURES PRIOR TO BEGINNING CONSTRUCTION. (STRAP)CLAMPED SECURELY TO PIPE 2'-6" ;•;•....••,...,•.,....,.,•.... •_ 2. EROSION CONTROL MEASURES ARE NOT LIMITED TO THE ITEMS 6.MAX ON THIS PLAN. THE CONTRACTOR IS RESPONSIBLE FOR THE CORRUGATED TIGHTLINE 4 INCH /t. INSTALLATION AND MAINTAINANCE OF ALL EROSION CONTROL MEASURES. MINIMUM,6 INCH SUGGESTED j i J NO SILTATION OF EXISTING OR PROPOSED DRAINAGE FACILITIES v; SHALL BE ALLOWED. CARE SHALL BE TAKEN TO PREVENT MIGRATION 2"X4"WOOD POSTS,STANDARD OR BURY BOTTOM OF FILTER OF SILTS TO OFF SITE PROPERTIES. RR UM 7 BETTER OR EQUAL ALTERNATE: MATERIAL IN 8"X12"TRENCH •c"':•�'_ '�;,'N'+i; ,.A 3p OF ..< �Q/NQ FFT STEEL FENCE POSTS 3. THE CONTRACTOR SHALL MAKE DAILY SURVEILLANCE OF ALL EROSION CONTROL MEASURES AND MAKE ANY NECESSARY REPAIRS OR ADDITIONS TO THE EROSION CONTROL MEASURES, THE CONTRACTOR SHALL PROVIDE ;4:' - `�` •' • .. ;.=,�:::;;;=;,. ADDITIONAL EROSION CONTROL MEASURES AS DETERMINED NECESSARY "� L •`;- t<>=' =t `;;;_' '.:'_. BY THE COUNTY INSPECTOR AND/OR THE PROJECT ENGINEER. FAILURE `: ="`$"• ti:"' FILTER FABRIC 6" TO COMPLY WITH ALL LOCAL AND STATE EROSION CONTROL �-'•''.'?• `''` c_"c' REQUIREMENTS MAY RESULT IN CIVIL PENALTIES BEING LEVIED t`+ ••<-:>-.`; =�=`'=":; = 2"X2"X14 GAUGE WIRE .'['�';•;`d>2•-^•'`' - - ;;a•; AGAINST THE CONTRACTOR AND/OR PROJECT OWNER. :"f'.'•".c_<;:;.:;"• FABRIC OR EQUIVALENT 4. DURING THE WET SEASON(NOVEMBER TO MARCH)ALL DISTURBED SOILS GROUND SURFACE 5'-0" SHALL BE STABILIZED WITHIN 48 HOURS AFTER STOP OF WORK. EROSION PROVIDE 3/4"-1 1/2"WASHED CONTROL MEASURES SHALL INCLUDE,BUT NOT BE LIMITED TO, ;_ "<-e'.:,�,'•y. i:-:<< ;:;:::� ::' �';•1>4:;�1' `�y-,t;,>}.;.-,.'�.' ' :x,• '..:.,t:..:.•.. GRAVEL BACKFILL IN TRENCH 12" COVERING THE EFFECTED AREA INCLUDING SPOIL PILES WITH :a•::+;'�.: >a c:• PLASTIC SHEETING,STRAW MATTING,JUTE MATTING,STRAW MULCH, AND ON BOTH SIDES OF FILTER •_:r•.a, . ��::;r:'<' "ice'•` FENCE FABRIC ON THE SURFACE OR WOOD CHIPS. SEEDING OF THE DISTURBED AREAS SHALL TAKE 8"MIN PLACE AS WEATHER PERMITS. TIGHTLINE ANCHORED WITH TWO, 2"X4"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 REQUIRED. FILTER FABRIC FENCE NOTES: 1. FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO 6. TRACKING OF SOIL OFFSITE WILL NOT BE ALLOWED. IF ANY SOIL IS THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS TRACKED ONTO A COUNTY STREET,IT SHALL BE REMOVED BY THE END ARE NECESSARY,FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT OF THAT WORKING DAY. ANY FURTHER TRACKING OF MUD WILL THEN A SUPPORT POST WITH A MINIMUM 6-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 6 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 30 INCHES). PERCENT SHALL BE OPENED AT ONE TIME. 3. A TRENCH SHALL BE EXCAVATED APPROXIMATELY 8 INCHES WIDE AND 12 8. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. �i FLARE END SECTION INCHES DEEP ALONG THE LINE OF POSTS AND UPSLOPE FROM THE BARRIER. QUARRY SPALL 9. TRENCH DEWATERING DEVICES SHALL BE DISCHARGED IN A MANNER THAT WILLrT't, 4. WHEN STANDARD STRENGTH FILTER FABRIC IS USED,A WIRE MESH / SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE NOT ADVERSELY AFFECT FLOWING STREAMS. DRAINAGE SYSTEMS OR �i� OR ENERGY _• wrl OF THE POSTS USING HEAVY-DUTY WIRE STAPLES AT LEAST 1 INCH OFFSITE PROPERTIES. DISPERSION DEVICE "�""��' =" ~"```-''• :�-�`�':"'=��=%�l�- LONG,TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE ,,,;. . •,a'�'>�;1:::"._�.;n.�``'``` ' TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 10.ALL STORM SEWER INLETS RECEIVING 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 5. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED WILL BE FILTERED BEFORE ENTERING THE CONVEYANCE SYSTEM. MINIMUM ONE FOOT WIDE AT THE TO THE FENCE AND 20INCHES OF FABRIC SHALL BE EXTENDED 11.ALL OFF-SITE CATCH BASINS IMMEDIATELY ADJACENT TO THE SITE BOTTOM AND ONE FOOT DEEP WITH INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 A MAXIMUM SLOPE OF 5 PERCENT. INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL SHALL BE PROTECTED FROM SILTATION. NOT BE STAPLED TO THE EXISTING TREES. MINIMUM 4 FEET 12.ALL DISTURBED AREAS SHALL BE SEEDED OR SODDED UPON COMPLETION LEVEL SECTION 6. 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&THAT A CASE,THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE GROWTH OF THE VEGETATION IS ESTABLISHED. GEOTEXTILE FABRIC POSTS WITH ALL OTHER PROVISIONS OR ABOVE NOTES APPLYING. 7. 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 STABILIZED. PLACED UNDER GRATE UNTIL VEGETATION IS ESTABLISHED. 8. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. All American Geotechnical, Inc. Drawn By: Erosion Control Notes Permit Number: Parcel Number: 12330-54-00024 Figure 8947 Buttonwood Lane NE BWJ 3/6/23 Proposed Home XXX Jolly Olympia, Washington 98516 Revisions: Belfair, Washington Applicant Name: JR Peabody, Inc Site Address: Y Roger Ln NE 3