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Home My WebLink AboutGEO2024-00047 Camp Shed - BLD Engineering / Geo-tech Reports - 4/25/2024 GEOTECHNICAL REPORT SHED DEVELOPMENT 170 N DEER LANE W HOODSPORT, WASHINGTON PREPARED FOR JAYNE BOSCH BY ALL AMERICAN GEOTECHNICAL OLYMPIA, WASHINGTON APRIL 2512024 MASON COUNTY ,eiCOMMUNITY SERVICES Geotechnical Report Kuildin�.REannint}Erxkcxamersfal Neal2h.Community Fipa4t�± Instructions: This checklist must be submitted with a Geotechnical Report and completed, signed, and stamped by the licensed professional(s)who prepared the Geotechnical Report 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 Jayne Bosch Parcel# 42205-00-60030 Site Address 170 N Deer Lane W H000dsport, Washington (1) (a) A discussion of general geologic conditions in the vicinity of the proposed development, Located on page(s) 9 - 10 (b) A discussion of specific soil types, Located on page(s) 10 - 11 (c) A discussion of ground water conditions, Located on page(s) 11 (d) A discussion of the upslope geomorphology, Located on page(s) 11 (e) A discussion of the location of upland waterbodies and wetlands, Located on page(s) 12 (f) A discussion of history of landslide activity in the vicinity, as available in the referenced maps and records. Located on page(s) 12 (2) A site plan which identifies the important development and geologic features. Located on Map(s) Figure 2 & page 12 (3) Locations and logs of exploratory holes or probes. Located on Map(s) Figure 2 & page 12 (4) The area of the proposed development,the boundaries of the hazard, and associated buffers and setbacks shall be delineated (top, both sides, and toe)on a geologic map of the site. Located on Map(s) Figure 2 & page 12 (5) A minimum of one cross section at a scale which adequately depicts the subsurface profile, and which incorporates the details of proposed grade changes. Located on Map(s) Figure 2 & page 12 (6) 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 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. Located on page(s) 13 -15 (7) (a) Appropriate restrictions on placement of drainage features, Rev. February 2018 Located on page(s 15 (b) Appropriate restrictions on placement of septic drain fields, Located on page(s) 15 (c) Appropriate restrictions on placement of compacted fills and footings, Located on page(s) 15 - 16 (d) Recommended buffers from the landslide hazard areas shoreline bluffs and the tops of other slopes. Located on page(s) 16 (e) Recommended setbacks from the landslide hazard areas shoreline bluffs and the tops of other slopes. Located on page(s) 16 (8) Recommendations for the preparation of a detailed clearing and grading plan which specifically identifies vegetation to be removed, a schedule for vegetation removal and replanting, and the method of vegetation removal. Located on page(s) 16 (9) Recommendations for the preparation of a detailed temporary erosion control plan which identifies the specific mitigating measures to be implemented during construction to protect the slope from erosion, landslides and harmful construction methods. Located on page(s) 16 - 17 (10) An analysis of both on-site and off-site impacts of the proposed development. Located on page(s) 17 (11) Specifications of final development conditions such as, vegetative management, drainage, erosion control, and buffer widths. Located on page(s) 17 (12) Recommendations for the preparation of structural mitigation or details of other proposed mitigation. Located on page(s) 17 (13) 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) 17 I, 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 geotechnicaligeological 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 ` hr Geotechnical Report, dated April 25, 2024 and entitled Shed Development Site N 170 Deer Lane W H000dsport, Washington J meets all the requirements of the Mason County Resource Ordinance, Geologically Hazardous Areas Section, is complete and true, that the cineering Gealcgis! �L'L 244,9 . assessment demonstrates conclusively that the risks posed by the \d C-e� '''� landslide hazard can be mitigated through the included geotechnical Curtis Dean Cus man design recommendations, and that all hazards are mitigated in such a (Signature and Stamp) manner as to prevent harm to property and public health and safety. Page 2 of 2 Disclaimer. Mason County does not certify the quality of the work done in this Geotechnica!Report. ALL AMERICAN GEOTECHNICAL CONTACT INFORMATION PREPARER INFORMATION AAG PROJECT NUMBER: AAG24-041 CONTACT: CURTIS D.CUSHNZAN ADDRESS: 8947 BUTTONWOOD LANE NE OLYMPIA,WASHINGTON 98516 TELEPHONE: (360)491-5155 CELL/TEST: (360)481-6677 EMAIL ADDRESS: CURTIS.CUSHMAN@COMCAST.NET CLIENT INFORMATION CLIENT: JAYNE BOSCH TELEPHONE: (630)201-5601 BILLING ADDRESS: JAYNE BOSCH 1234 SW 148TH STREET BURIEN,WA 98166 SITE ADDRESS: 170 N DEER LANE W HOODSPORT,WASHINGTON CLIENT CONTACT: CURT HARMON,CW HARMON,INC TELEPHONE: (253)312-2065 EMAIL JAN'NEBOSCHQp GMAIL.COM PARCEL NUMBER 42205-00-60030 GPS LOCATION: 47.438 -123.216 dd AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 4 Phone#: (360)491-5155 Cell#: (360)481-6677 ALL AMERICAN GEOTECHNICAIJ SCOPE OF UNDERSTANDING JAYNE BOSCH 1234 SW 148THE STREET BURIEN,WA 98166 RE: GEOTECHNICAL REPORT PROPOSED STRUCTURE 170 N DEER LANE W HOODSPORT,WASHINGTON 47.438 -123.216(DD) PARCEL: 42205-00-60030 APRIL 25,2024 Dear Jayne Bosch: Jayne Bosch (client) hired All American Geotechnical, Inc. (AAG) in March 2024 to do a geotechnical report for the above property in Mason County, Washington. The following is the report written to comply with the Mason County Requirements in the Mason County Code - Critical areas in accordance with the Submittal Checklist for a Geotechnical Report for the above property above Lake Cushman west of Hoodsport Mason County, Washington. The site is currently planned to be developed with a shed for camping and recreational supplies. This report will demonstrate the area planned for the shed is suitably in compliance with Factors of Safety for a Landslide Hazard Area. As per client contact,we did a relevant site visit and a search of public documents. A copy of this report will be provided to the client by PDF. Landslide hazards will be noted and analyzed in text. Other geotechnical information is likewise included. 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. Respectfully Submitted, r O VdaS 1 ALL AMERICAN GEOTECHNICAL,INC. r f r� rirsg Geott�ist�r �� J 2439 �n Curtis D. Cushman,L.G.,L.E.G. `°` Senior Engineering Geologist Se G� - AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 Phone#:(360)491-5155 Cell#:(360)481-6677 ALL AMERICAN CEOTECHNICAL TABLE OF CONTENTS MASON COUNTY CHECKLIST 2 SCOPE OF UNDERSTANDING 5 INTRODUCTION 8 1) SITE CONDITIONS 8 SURFACE CONDITIONS 8 A) SITE GEOLOGY 9 B) SOIL 10 C) GROUND WATER CONDITIONS 11 D) UPSLOPE GEOMORPHOLOGY 11 E) UPSLOPE WATERBODIES AND WETLANDS 12 F) LANDSLIDE ACTIVITY 12 2) SITE PLAN 12 3) EXPLORATORY HOLES OR PROBES 12 4) PROPOSED DEVELOPMENT 12 5) CROSS SECTION 12 6) SLOPE STABILTY ANALYSIS 13 SEISMIC LIQUEFACTION HAZARD 14 GEOSEISMIC SETTING 14 LATERAL EARTH PRESSURES 14 7)RESTRICTIONS 15 A)PLACEMENT OF DRAINAGE FEATURES 15 B)PLACEMENT OF SEPTIC DRAIN FIELDS 15 C)PLACEMENT OF COMPACTED FILLS AND FOOTINGS 15 RECOMMENDATIONS FOR SITE PREPARATION 15 RECOMMENDATIONS FOR STRUCTURAL FILL 16 D)BUFFERS 16 E)SETBACKS 16 8)CLEARING AND GRADING PLAN 16 9)EROSION CONTROL PLAN 16 10)ON AND OFFSITE IMPACTS 17 11)FINAL DEVELOPMENT CONDITIONS 17 12) STRUCTURAL MITIGATION 17 13 SITE PLAN 17 CONCLUSIONS AND RECOMMENDATIONS 18 AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 6 Phone#: (360)491-5155 Cell#: (360)481-6677 ALL AmFRICAN GEOTECHNICAL PROVISIONS 18 GENERAL 18 CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION PROJECTS 18 READ THESE PROVISIONS CLOSELY 19 REFERENCES 20 MAPS 20 PUBLICATIONS 20 WEBSITES 20 APPENDIX 21 LIDAR IMAGERY 22 ASCE7-16 SEISMIC DESIGN SPECIFICATIONS 23 SLOPE MODELS 25 STATIC MODEL A-A' 25 DYNAMIC MODEL A-A' 26 FIGURES 27 FIGURE 1 VICINITY MAP 27 FIGURE 2. SITE PLAN 28 FIGURE 3. EROSION CONTROL NOTES 29 AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 7 Phone#: (360)491-5155 Cell#: (360)481-6677 ALL AmERICAN GEOTECHNICAL INTRODUCTION This report summarizes the results of our geotechnical study of the parcel herein described. The parcel is 13.88 acres in area and is a very complicated polygon following N Lake Cushman Road,N Fawn Drive, and N Deer Lane W and associated with parcels bordering the client parcel along N Fawn Drive and N Deer Lane W. It is an enclosed basin with slopes girdling the parcel on the west,north,and east sides,and partially on the south side. The general flatness of the site does continue to the southwest. The parcel is currently undeveloped with the area of development cleared and locally graveled. A section in the southeast part of the client parcel is a broad lowland meadow with low brush, but otherwise,the parcel is forested in second growth trees with abundant cedar and other evergreens. The slope on the northern flank of the parcel is over than 40%. It.is well over 10 feet in height and is closest to the proposed location of the shed. This requires a geotechnical report. 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. As the north slope of the parcel exceeds of 40% and is greater in height than 10 feet and is within 300 feet of the proposed building site,this is considered a Landslide Hazard Area(LHA) Therefore,Mason County requires that a geotechnical report be prepared in accordance with the Mason County Ordinance; 8.52 Resource Ordinance. 8.52.140 Geologically hazardous areas. 1) SITE CONDITIONS SURFACE CONDITIONS The proposed location for the shed development is on bottomland in a"bowl"just south of the rise into the hills above Lake Cushman. The flattest area is man-made and is cleared of vegetation. The area of cut is approximately 264 feet long at its longest,measured from the east-northeast to the west-southwest. Normal to this line,the cleared area is over 90 feet wide near the development site. It tapers somewhat to the east- northeast and broadens somewhat in the west-southwest. A parking area in the southeast part of the clearing appears to be fill which is graveled and firm. The elevation of the parcel is highest, at over 835 feet above msl, at the apex of the northern ridge, and lowers to under 745 feet high at the southern end. The proposed shed will be between the 765 and 770-foot contours. AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 8 Phone#: (360)491-5155 Cell#: (360)481-6677 ALL AMERICAN GEOTECHNICAL Our understanding of the project is based on information from the client. Access to the parcel is via N Lake Cushman Road originating in Hoodsport, Washington. This is via N Fawn Drive and N Deer Lane W. This is continental glacial terrain of various types of deposition at the edge of the ice sheet and subject to Alpine glaciation on the flanks of the Olympia Mountains. The parcel is prepared for development with road access from N Deer Lane W. The development site is open meadow, cleared and with a firm and unyielding surface that is gravel. Curtis D Cushman, L.E.G. conducted a site visit on March 28, 2024. Client was not on-site. The purpose of a site visit is to physically observe the property and adjacent properties in order to identify any recognized geologic conditions. Visual observations were documented. The stands of conifers,many mature, show little evidence of movement,being straight and vertical. A) SITE GEOLOGY The site is mapped as Qgic— Fashon ice-contact deposit Geologic Unit Symbol: Qgic Geologic Unit Age: Pleistocene Geologic Unit Name: Vashon ice-contact deposits Publication Source: WGS Publication Number: OFR 2011-3 Quadrangle Name: Hoodsport Feature Link: WGS I OFR 2011-3 1 Hoodsport I Qgic Unit Description: Sand, cobble-and pebble gravel, ablation till,flow till, lodgment till (commonly patchy and(or) less well developed than in unit Qgt), isolated boulders, and minor silt and clay beds; tan to gray; loose to compact; variously sorted, massive to well-stratified;... ranges in thickness from a few feet to more than 100 ft. Unit Qgic was deposited by meltwater or ice or both, generally late in the glaciation, and is commonly accompanied by stagnant-ice features, such as kettles and hummocky topography, ripples on flutes, disrupted surfaces on and between flutes,... and subglacial or subaerial outwash channels.... Age: Pleistocene Lithology: continental glacial drift Age-Lithology: Pleistocene continental glacial drift The basin may be a breached kettle although a number of smaller ridges in the area are reminiscent of terminal or lateral moraines. There was no evidence of larger, boulder-sized rocks in the deposits, so this is not likely. In any event, there does not appear to be any large-scale erosion features and the one small channel crossed on entering the cleared area anecdotally has minor flow only at the end of winter during snow-melt. There were no visible wetland plants in the lower part of the bottomland. Some trees there appeared to be drowned,however. AAG24-041 8947 Buttonwood Lane NE,Olympia, WA 98516 9 Phone#: (360)491-5155 Cell#: (360)481-6677 ALL AMERICAN GEOTECHNICAL The Qgic on the Mason County GIS is taken from Geologic Map of the Hoodsport 7.5-minute Quadrangle, Mason County, Washington by Polenz, Michael and others; 2021; Washington Division of Geology and Earth Resources Open File Report 2011-03. What was seen in the field was gravelly sand with some silt. The deposits seen on site are likely SP Poorly graded gravelly sand. The glacial deposits are firm and suitable for construction. Clay is unlikely. There are no nearby folds, but the Cushman Valley Fault lies just to the north, beginning about one mile away. The Frigid Creek Fault is somewhat further than that to the south. These features may have movement in the Quaternary, but this is not sure. They both reflect, as do other faults in the mountains, effects of the Olympic Orogeny which is ongoing in building up the range. The closest major fault zone showing recent movement is the Tacoma fault zone that begins around 14 miles to the east-southeast and passes near Allyn, Washington, further east. 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 Washington Geologic Information Portal as in a zone with a potential MMI of 7, Very Strong In the case of a Tacoma event, the site is mapped on the Washington Geologic Information Portal as in a zone with a potential MMI of 7, Very Strong. In the case of a Seattle event, the site is mapped on the Washington Geologic Information Portal as in a zone with a potential MMI of 6, Strong. The parcel is outside the Coastal Zone Atlas. It is outside any "Shoreline Environmental Designation." The DNR 2007 Hazard Zone is Low. The parcel is outside any DNR Geologic Hazard Layers on the Mason County GIS. B) SOIL The soil in the areas of the proposed development is described by the USDA Web Soil Survey as: Hd—Hoodsport gravelly sandy loam, 5 to 15 percent slopes Map Unit Setting • National map unit symbol: 2hkx • Elevation: 160 to 980 feet • Mean annual precipitation: 60 inches • Mean annual air temperature: 50 degrees F • Frost free period: 150 to 175 days • Farmland classification: Not prime farmland AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 10 Phone#: (360)491-5155 Cell#:(360)481-6677 ALL AMERICAN GEOTECHNICAL Map Unit Composition • Hoodsport and similar soils: 100 percent • Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hoodsport Setting • Landform: Till plains • Parent material: Basal till Typical profile • HI - 0 to S inches: gravelly medial sandy loam • H2 -S to 24 inches: very gravelly medial sandy loam . H3 -24 to 60 inches: gravelly sandy loam Properties and qualities • Slope: 5 to 15 percent • Depth to restrictive feature: 20 to 40 inches to densic material • Drainage class: Moderately well drained • Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low(0.00 to 0.06 in/hr) • Depth to water table: About 18 to 36 inches • Frequency offlooding: None • Frequency of ponding.None • Available water supply, 0 to 60 inches: Very low(about 1.6 inches) This soil was what was seen on site. It is well-drained. C) GROUND WATER CONDITIONS There is no evidence of flowing water. There was no evidence of active surface erosion. Natural drainage is toward the south. D) UPSLOPE GEOMORPHOLOGY The client parcel is below numerous higher slopes. All except the one to the north which is modelled in this report, are over 300 feet away and the highest are around 50 feet high. North of N Lake Cushman Road there is the beginning of the steep rise to the height of 1260 feet less than a mile to the northeast. These are mapped exclusively as Ev(c), Tertiary volcanic rocks or Ev(c) with a skill of Vashon till on top of it. These are commonly stable and pose little or no threat to the client parcel. AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 11 Phone#: (360)491-5155 Cell#: (360)481-6677 ALL AMERICAN GEOTECHNICAL E) UPSLOPE WATERBODIES AND WETLANDS There are no upland water bodies. There are no wetlands on the parcel. The nearest is over 900 feet to the east-southeast. It is in an isolated basin separated from the client parcel. F) LANDSLIDE ACTIVITY There are no landslides on or near the parcel. There are some located to the south in stream beds,but none above the client parcel. 2) SITE PLAN Please see Figure 2 in the Appendix. 3) EXPLORATORY HOLES OR PROBES The bluff above the proposed development was inspected where there were exposures showing the column. The surface at the site is not-native,but peripheral exposures showed the soil as described above. 4) PROPOSED DEVELOPMENT This will be a storage shed for recreational supplies and camping gear. 5) CROSS SECTION A cross-section is in the Appendix. It is along line A-A'. AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 12 Phone#:(360)491-5155 Cell#:(360)481-6677 ALL Al' miCAN GEOTECHNICAL 6) SLOPE STABILTY 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 Bishop's Method of Circles. The minimum static safety factor is 1.S, 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 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 following table. Table 1. Modeling Parameters for Subsurface Material Geologic Unit Unit Weight Cohesion Phi_angle QVc -Vashon ice-contact deposits 119 100 38 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 following are the Factors of Safety (FoS) attained for the sections with respect to their current topographical representation. AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 13 Phone#: (360)491-5155 Cell#: (360)481-6677 ALL AMERICAN GEOTECHNICAL General information for the slope profiles and the initial positions for analysis is presented in the following table. Table 2. Initial Positions,Variance, and Findings �nalcsis Lead Across Anais-sis Earthquake Slope to IInitial Positions(Analysis Range) Configurations Factor of Number Building Envelope T�'pe Force Building Loiter Upper I Radius lualczed Safety _ Cross-Section A-A' Anal`•sis 1 11500#75-115' Istatic 0.0 2 IAbove 1 95(40) 1 205(60) 1 110(30) 125,001 1 1.47 _ Analysis_ I1540#75-125' lihnamir_ 0.150 g (Above ( 95(40)-1 _OS(60) ( 110(30 125,001 1�1.72 T 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 25-26. SEISMIC LIQUEFACTION HAZARD 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 area as site Class C to D. Site class C is a very dense stiff soil and soft rock and Site class D is stiff soil (nehrp classifications). GEOSEISMIC SETTING According to the Seismic Zone Map of the United States (Figure 1613.3.1(1)) contained in the 2018 International Building Code (IBC), the project site is located where the maximum spectral response acceleration is greater than 65 percent of gravity (g). We recommend following seismic factors for design purposes. • Site Class: D (stiff soil/soft rock) • Spectral response acceleration,short period(SMs): 1.567g (Fa= 1.0) • Spectral response acceleration, 1-second period(Smi): null (F,=null) • Peak Ground Acceleration 0.679 LATERAL EARTH PRESSURES Lateral loads may be resisted by friction on the bases of footings and floor slabs and as passive pressure on the sides of footings. An allowable coefficient of friction of 0.40 may be used to calculate friction between the concrete and the underlying native soil. We recommend the following be used to determine the lateral earth pressures considering the onsite SP: AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 14 Phone#: (360)491-5155 Cell#: (360)481-6677 ALL AMERICAN GEOTECHNICAL • (soil friction angle) 38 degrees • Ko (at rest earth pressure coefficient) 0.384 • Ka(active earth pressure coefficient) 0.238 • Kp (passive earth pressure coefficient) 4.20 • y(soil unit weight) 119 pcf 7)RESTRICTIONS A)PLACEMENT OF DRAINAGE FEATURES The following notes are general and may not be applicable in part to this property. All ground surfaces, pavements and sidewalks should be sloped away from the proposed shed. Surface water runoff should be controlled by a system of curbs, berms, drainage swales, and/or catch basins and tightlined into the appropriate drainage facilities. We recommend that conventional roof drains be installed. Footing drains may be installed if needed. 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. Typical drainage control measures are included on Figure 3 in the Appendix. Drainage will be minimal and overland flow off splashblocks is recommended. B)PLACEMENT OF SEPTIC DRAIN FIELDS None are planned. C)PLACEMENT OF COMPACTED FILLS AND FOOTINGS RECOMMENDATIONS FOR SITE PREPARATION There is little geotechnical site preparation to be noted. The building footprint for possible construction is partially inside the 50-foot vegetation buffer. This is of no concern as there is no vegetation to buffer outside of the growth on the slope which will not be touched by developing the shed. The main construction area is already developed to a hard, flat surface and there will only be minor disturbance to establish footings. All deleterious material will be removed and sub-soils reached for the footings for the construction of slab and/or footings. Any material that is excavated may be stockpiled and later used for erosion control and/or landscaping. Surficial material unsuitable for these tasks should be removed from the project site. No foundation elements shall be constructed on"untested"fill material. If demonstrated to be acceptable, the sand/gravel sedimentary material on site may be suitable for re-use as structural fill. Where placement of fill material is required, the exposed subgrade areas should be compacted to a firm and unyielding surface prior to placement of any fill. Over-excavation in any building area should be AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 15 Phone#: (360)491-5155 Cell#:(360)481-6677 ALL AMERICAN GEOTECHNICAL backfilled with structural fill, compacted to the density requirements described in the "Structural Fill" section of this report. RECOMMENDATIONS FOR STRUCTURAL FILL All fill material should be placed as structural fill. In general, the structural fill should be placed in horizontal lifts of 8 inches to allow adequate and uniform compaction of each lift. Fill should be compacted to at least 95 percent of MDD (maximum dry density as determined in accordance with ASTM D-1557)to grade. The final appropriate lift thickness will depend on the fill characteristics and compaction equipment used. 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. Onsite soils may be considered for use as structural fill only if industry standards are satisfied. Fill material requirements are found on page 9-26 to 9-30 of the WSDOT Standard Specifications 2010. In general, a native soil (sand, silt, and gravel) encountered on a site must have less than 10 percent fines (material passing the US No. 200 sieve)to be suitable for use as structural fill. Footing design will be by the Engineer of Record. D)BUFFERS The construction area is partially inside the 50-foot vegetation buffer. This should be waived as there is no native vegetation present. The slopes are such that erosion should be considered as a factor but, with proper control, not a limiting factor. The LHA shall not be disturbed. E)SETBACKS The geotechnical setback is seen on Figure 2. 8)CLEARING AND GRADING PLAN The site is not developed and the building site will likely not require further grading. All job site safety issues and precautions are the responsibility of the contractor providing services and/or work. 9)EROSION CONTROL PLAN It is our opinion that the potential erosion hazard of the sites is not a limiting factor for the proposed developments. The slope above the site will not be disturbed. At the site a dangerous discharge of water is unlikely. Simple erosion control methods will reduce or eliminate any potential erosion risk. AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 16 Phone#: (360)491-5155 Cell#:(360)481-6677 ALL AMERICAN GEOTECHNICAL Revegetation as needed should occur immediately following construction. No hazard trees appear to be present. Erosion in the Hoodsport soil can be a problem on steep slopes where the land has been cleared. This is not the case on this parcel. The possibility of down-slope contamination is unlikely if proper control methods are employed. A silt fence may be installed if needed as shown on Figures 2 and 3 and other control methods, such as swales and baled straw are practical. Considering the topography, if the existing surface is not disturbed to expose soil, a silt fence will not be needed. No re-contouring of the site will occur. Surface drainage should be directed away from all slope faces. Straw,hay, or jute matting shall be used to cover the exposed soils until permanent vegetation is established. All slopes should be seeded as soon as practical to facilitate the development of a vegetative cover,or otherwise protected. Surface water should be captured and directed off-parcel. A revegetation plan should not be required. When residential plantings or any plantings on the periphery of the use area are planned, native species should be considered as the primary vegetation in areas away from lawn and ornamental plantings. Shallow rooted species, such as grass, should be planted closer than 10 feet from underground drainages. Densely rooted evergreen shrubs are preferable than tree species on slopes greater than 15%gradient. Tall trees may become unstable in wet soils under high wind conditions. In general,the steep sides of the bluff should be left in a natural condition unless erosion or sloughing eventually pose a hazard to the shed. 10)ON AND OFFSITE IMPACTS There should be no notable on- or offsite impacts if the project is completed according to the recommendations of this report and in accordance with all regulations and to the high standards and practices of the building contractor. 11)FINAL DEVELOPMENT CONDITIONS Final development conditions will follow the recommendations of this report, compliance with all regulatory agencies, and the highest standards of the industry. If these are followed, final development conditions may be achieved. 12) STRUCTURAL MITIGATION There is no structural mitigation to be done. 13 SITE PLAN Please see Figure 2. AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 17 Phone#: (360)491-5155 Cell#: (360)481-6677 ALL AMERICAN GEOTECHNICAL CONCLUSIONS AND RECOMMENDATIONS Based on the results of the site reconnaissance, subsurface observations, and our experience in the area, it is our opinion that the proposed development site on the client property is suitable for a recreational shed. The location of the shed as proposed complies with the Factors of Safety for the county code. The erosion hazard is manageable, and drainage should not pose a great problem. For erosion control, little needs to be done unless there is clearing to soil or cutting back of large vegetation. In such cases, we would recommend a silt fence or other erosion control measures as noted above followed by revegetation. PROVISIONS GENERAL We have prepared this report for the exclusive use of Jayne Bosch and her authorized agents for development of this property in Mason County,Washington. Site inspections,research,and mapping have culminated in this report. This report is intended to meet the requirements of the Mason County Code. 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. CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION PROJECTS Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the 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. AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 18 Phone#: (360)491-5155 Cell#: (360)481-6677 ALL AMERICAN GEOTECHNICAL READ THESE PROVISIONS CLOSELY Some clients, design professionals, and contractors may not recognize that the 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. AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 19 Phone#: (360)491-5155 Cell#: (360)481-6677 ALL AMERICAN GEOTECHNICAL REFERENCES MAPS DeLorme 3-D TopoQuads(2002),Source Data USGS,Yarmouth,Maine. Palmer, Magsino, Poelstra, Bilderback, Folger, and Niggemann (September 2004), The Liquefaction Susceptibility Map of Mason County, Washington, published by Washington State Department of Natural Resources. Palmer, Magsino, Bilderback, Poelstra, Folger, and Niggemann (September 2004), The Site Class Map of Mason County, Washington,published by Washington State Department of Natural Resources. Rogers,A.M.,Walsh,T.J.,Kockelman,W.J.,and Priest,G.R(1996),Map showing known or suspected faults with quaternary displacement in the Pacific Northwest,published by U.S.Geological Survey OFR 91-441-0,Plate 1,scale 1:2,000,000. PUBLICATIONS ASTM International(2005),Annual Book of Standards 2015, Section 4, Volume 4.08,published by ASTM International,West Conshohocken,Pennsylvania. Kollmorgen Instruments Corporation(1994),Munsell Soil Color Charts(1994 Revised Edition),published by Macbeth Division of Kollmorgen Instruments Corporation,New Windsor,New York. Ness,Fowler,Parvin(1960),The Soil Survey of Mason County, Washington, USDA Soil Conservation Service,in cooperation with the United States Department of Agriculture, and Washington Agricultural Experimental Station, and the Soils Conservation Service. Parks, Neal, Koloski, Laprade, Molinari, Butler, and Lorentson (November 2006), Guidelines for Preparing Engineering Geology Reports in Washington, published by Washington State Geologist Licensing Board,Olympia,Washington. WEBSITES (as online USDA WSS,WA State Geologic Information Portal, Mason County GIS,Dept of Ecology,etc.) Mason County Government Information Services (http://www.co.mason.wa.us) Mason County Codes,Ordinances,and Regulations (http://www.co.mason.wa.us/code) Puget Sound Lidar Consortium (http://pugetsoundlidar.ess.washington.edu/lidardata/index.html) United States Department of Agriculture Natural Resource Conservation Service (http://soildatamart.nres.usda.gov) Washington Administrative Code (http://apps.leg.wa.gov/wac/) Washington Department of Ecology (http://apps.ecy.wa.gov/welllog) (https://fortress.wa.gov/ecy/Coastaladas/viewer.htm) AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 20 Phone#:(360)491-5155 Cell#:(360)481-6677 ALL AMERICAN GEOTECHNICAE APPENDIX LiDAR Imagery ASCE7-16 Seismic Design Specifications Slope Models Figure 1.Vicinity Map Figure 2. Site Plan Figure 3.Erosion Control Notes. AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 21 Phone#: (360)491-5155 Cell#: (360)481-6677 ALL AMERICAN CEQTECHNICAL UDAR IMAGERY s3, � s a " xAl y '' 4 Vr-`/ 3 § CL ha r� r ♦ o o o e o e ., AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 Phone#: (360)491-5155 Cell#: (360)481-6677 ALL AMERICAN GEOTECHNICAL ASCE7-16 SEISMIC DESIGN SPECIFICATIONS Hazards by Location Search Information coardinala:_ 47.47,11,-123,216 attic' ; Elevation_ 764 R Timastamp: 7024-04-23T1729"54.635Z 0 L Hazard Type: Seis,i1 3 Tacoma aeach �` �faeit3� c Reference ASCE7--16 c" - wuyIAUP� Document-. a n a 1 � 1�ltev�oc� F W'ao dEla rv<,.24 Gu'09le Rep,.rl.a rr:apc7rrw Rick Category; III Site class_ D Basic Parameters Name Value Description 95 1,567 MCER ground motan(period=0,2s) St 0.597 MCER ground mehonn(period=l,0s) SIMS 1.557 Sft-modil i spectral ar dotation vakm Sir na vy3t4-€�todifvd spcctral acoclotaLion valim s 1,045 Nurnefic seftmic deOr value at 0.2%$A Soy •n41 Numenc segsmic dasgn vahm at 1.%SA "S Sermon 11_4.8 -Additional Information Name Value Description soc 'rv.ali sw"Ic tes n catog&Y F9 1 Site amplikzlic,I<aclw a10.2s F "ovil Sito amplirnwoos facto 81 1.0s CRS 0.9r,4 C.tafclent of risk(0,2s) CRI CAW coe6ciam at nsk(1.0s) PGA 0.679 CfG peak ground acc*lars:ian FrGA 1.1 s e amplilicaliar%dw at PGA PGAV 0.746 Sits rr,>difsed peak ground acceleration TL 16 Lorq-per .ri ww i ion parod{s? AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 23 Phone#: (360)491-5155 Cell#: (360)481-6677 ALL AmFRICAN GEOTECHNICAL ASCE7-16 Seismic Design Specifications continued S$RT 1.567 Prcbab4tsbc ri--.k4,3,7eted qfwnd motiw(0.2s) SsUH 1,734 Fac,"ed unsforrAward spectral acceleration(2%probsbft of exceedw,,%te in 50 yevs) Sso 1.621 Facto ed oetermirntc accAe atop vak*(0.29) SI RT 0.697 Probabli%tk risk-U-,jotod g*nunod motion(I.-Os) SIUH 0,677 Factored�riifwp).hazard spectral acceler2toor(2%probab',KY of extooda,^te if,SO years) SID 0M7 Faf--ored cetermustc accelvaton val-,e 11 Iks' PGAd 0.763 vW e(PGA) *See Section 11.4.8 7hip to DO NOT)m ecf any to ft eak*s of any dekwo6wkws made durvV the fx&Ad4V coda adopwn process.Users show4corfiam any ct.1wriel from this toa w,,:h the;oral AuthorvyHsvvjJurisocWn bef*mprocoodkV*"davqn, AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 24 Phone#: (360)491-5155 Cell#: (360)481-6677 ALL A.MERI+CAN GEOTECHNICAL SLOPE MODELS STATIC MODEL A-A' a � c N :1z W �' pQ Q N N 7'S N a LU 9 _ Fi is I� AAG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 25 Phone#: (360)491-5155 Cell #: (360) 481-6677 ALL AmERICAN GEOTECHNICAL DYNAMIC MODEL A-A' 75 y +b k ZLQ l $yr+y Q W'E W S 1' U AAG24-041 8947 Buttonwood Lane NE, Olympia, WA 98516 26 Phone#: (360)491-5155 Cell#: (360) 481-6677 ALL AMERICAN GEOTECHNICAL FIGURES FIGURE 1 VICINITY MAP 3.1 sa; - p"fie r R 3 y Le w Z _ R $ t v 4 J e ° � x t f fi€vp � ( ctRJ?fads L t7`cS+ ' f I'urhr rig. .4210-5-00-60030 a, t , { t a j _ fff i f e 6 i4 tr __". -.. .. -.. - ,. .. ... � .. ._...r..»..... a—.. .., ._.. �. .._t ..... p 7 AG24-041 8947 Buttonwood Lane NE,Olympia,WA 98516 27 Phone#: (360)491-5155 Cell#:(360)481-6677 22 NOTES r This is not a survey. This map is a presentation of - information from county, state, and/or federal agencies, koo client provided information, and onsite observations. T EVneering Geotcgist r U�Ll{� ♦♦ - 2439 S �` �``. Bottom od Geo Dean Cushman p Veg JI L Sam r,,,•+�'!5�1 t Q?Q a�e Contour Interval:5-feet �� C Scale: 1-inch=100-feet d - ------ - K� Hd t -- Site Geology So.�``�° �- --- -------gam. -------------------- 60, Qgic -- Vashon ice-contact deposits Hd ' �,�.1 J 'l He "2 Site Soil y Hd — Hoodsport gravelly sandy loam, f \ 5 to 15 percent slope , He -- Hoodsport gravelly sandy loam, i I 15 to 30 percent slope `, Q �a l 760' 1 Rc -- Rough mountainous land, Hoodsport soil material ' t , , , ---760 - 820' �!! All American Geotechnical, Inc. Project Drawn By: Site Plan 42205-00-60030 Figure Number: BWJ Proposed Storage Shed/Covered Parking Parcel Number: $947 Buttonwood Lane NE p g 2 Olympia, Washington 98516 AAG24-041 4/24/24 Hoodsport, WA Jayne Bosch 170 N. Deer Lane West Site Address: Page 28 22 NOTES This is not a survey. This map is a presentation of ;� s } information from county, state, and/or federal agencies, client provided information, and onsite observations. �"q,, Frgsneenng Geotc,fst 243g at tom°t B4 r3god Ceo�o Dean Cushman i t egL8 Sam Sample Contour laterval:5-feet ,��' ,� C4 Pro s �"' �� C S Scale:i-inch= 100-feet po- 1� r d� 0 ' ge/Shed sor/b,O4h f 41,1 dor -- K � Hd -Samp _ -- Site Geology A Qgic -- Vashon ice-contact deposits 1 ti Hd He a IS ` Site Soil q' a Hd -- Hoodsport gravelly sandy loam, , 5 to 15 percent sloe He -- Hoodsport gravelly sandy loam, a 15 to 30 percent slope �! 760' Rc -- Rough mountainous land, / ` `,� ; 1 Hoodsport soil material ' - � � 1 ---760 _ 920" 810' 750' +. +_ All American Geotechnical, Inc. Project Drawn By: Site Plan Figure Permit Number: Parcel Number. 42205-00-60030 8947 Buttonwood Lane NE Number: BWJ Proposed Storage Shed/Covered Parking 2 Olympia, Washington 98516 AAG24-041 4/24/24 Hoodsport,WA Applicant Name: Jayne Bosch Site Address: 170 N. Deer Lane West Page 28 FILTER FABRIC MATERIAL 60'WIDE ROLLS USE STAPLES OR WIRE RING TO ATTACH FABRIC TO WIRE 2'X2'X14 GAUGE WIRE FABRIC OR EQUIVALENT n Tn 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 5'-0' �\ UND SURFACE ///�\\: : SHALL INSPECT AND APPROVE THE INSTALLATION OF 1/2 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 INSTALLATION AND MAINTAINANCE OF ALL EROSION CONTROL MEASURES. MINIMUM,6 INCH SUGGESTED NO SILTATION OF EXISTING OR PROPOSED DRAINAGE FACILITIES 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. Sp M 10F BETTER OR EQUAL ALTERNATE: MATERIAL IN 8'X12'TRENCH t,„ °_";;• , STEEL FENCE POSTS "`" =•_> �'•''�-�>. `IC+��('AFT 3. THE CONTRACTOR SHALL MAKE DAILY SURVEILLANCE OF ALL EROSION `t=>.; ;• '-:-`:;=-,- CONTROL MEASURES AND MAKE ANY NECESSARY REPAIRS OR ADDITIONS TO THE EROSION CONTROL MEASURES. THE CONTRACTOR SHALL PROVIDE :,�.;_�,a� ,:'�;.:;-�<; ;., • ADDITIONAL EROSION CONTROL MEASURES AS DETERMINED NECESSARY _ _ �-�;•;`;.� ;-;�• � = , ,_..�-.__ BY THE COUNTY INSPECTOR AND/OR THE PROJECT ENGINEER. FAILURE '=.' ''�:'•:;='. _ _ ti""'^' FILTER FABRIC 6' TO COMPLY WITH ALL LOCAL AND STATE EROSION CONTROL REQUIREMENTS MAY RESULT IN CIVIL PENALTIES BEING LEVIED -' t' r'= ✓`'_:: <{;:.; i= r`.-=, FABRIC 14 GAUGE WIRE AGAINST THE CONTRACTOR AND/OR PROJECT OWNER. t`r>`T�=Vic- " '; <-'c ;�;.•`��` : :'- -- FABRIC OR EQUIVALENT 2'_0^ 4. DURING THE WET SEASON NOVEMBER TO MARCH ALL DISTURBED SOILS GROUND SURFACE _ -'- ;`=�: -:": :4•.�:- 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, �_�'>• = =.;r : :" i - �'�«"�"• ' `_ _ GRAVEL BACKFILL IN TRENCH -,�',.,.1...�•'_ r,_�."�---�+_ 12. COVERING THE EFFECTED AREA INCLUDING SPOIL PILES WITH AND ON BOTH SIDES OF FILTER PLASTIC SHEETING,STRAW MATTING,JUTE MATTING,STRAW MULCH, 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. Cy FLARE END SECTION INCHES DEEP ALONG THE LINE OF POSTS AND UPSLOPE FROM THE BARRIER. 4. WHEN STANDARD STRENGTH FILTER FABRIC IS USED,A WIRE MESH 9. TRENCH DEWATERING DEVICES SHALL BE DISCHARGED IN A MANNER THAT WILL <j QUARRY SPALL NOT ADVERSELY AFFECT FLOWING STREAMS. DRAINAGE SYSTEMS OR �. OR ENERGY " `' •g??!'" `w?;�,; . SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE ^>•'=r"'�:=.` -�=��'> `" ---'.- OF THE POSTS USING HEAW-DUTY WIRE STAPLES AT LEAST 1 INCH OFFSITE PROPERTIES. DISPERSION DEVICE LONG,TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE , :;.c; .'.c```• `�'"" 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 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 TO THE FENCE AND 20 INCHES 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 SHALL BE PROTECTED FROM SILTATION. A MAXIMUM SLOPE OF 5 PERCENT. INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL 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 Numbers: 42205-00-60030 Figure 8947 Buttonwood Lane NE BWJ Proposed Storage Shed/Covered Parking 3 Olympia, Washington 98516 4/24/24 Hoods port, Washington Jayne Bosch 170 N. Deer Lane West g Revisions: p g Applicant Name: Site Address: 29e