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GeoTech Review and Addendum for BLD2006-00448 - BLD Engineering / Geo-tech Reports - 6/23/2014
ALL AMERICAN GEOTECHNICAL BOB DRORMAN 4326 LEGACY DRIVE OLYMPIA,WA 98516 RECEIVED RE: ADDENDUM FOR JUN 3 0 2014 -9991 EAST STATE ROUTE 106 426 W, CEDAR S T. UNION,WA 98592 (NOW 9982 EAST STATE ROUTE 106 UNION,WA 9,,8592) PARCEL,32236-51-00030 JUNE 23,2014 Dear Mr. Drohman: On June 23, 2014, Curtis D Cushman L.G., L.E.G., met Bob Drohman at the above noted property. This was done to get information needed to provide an addendum to the geotechnical report of May 5, 2006 submitted by Geotechnical Testing Laboratory and signed by Hal Parks L.E.G. This addendum is to address a construction site on the bench below the residence for a garage. This site is located on the sketch included on the Request for Administrative Variance of the Mason County of Community Development. I have prepared this addendum to the original geotechnical reports to fulfill the requirements of Mason County Planning. This addendum should be submitted to Mason County. This is expected to satisfy their requirements. I have provided three copies for your review and distribution. BACKGROUND A geotechnical report was prepared by Hal Parks of GTL on May 6, 2006 for the above- mentioned parcel, P.N. 32236-51-00030. The report was approved and the residence was constructed. The garage was not on the original report, but it is located on the lower bench above SR-106 as on the sketch of the approved Variance. SITE INVESTIGATION The site was visited by Curtis D Cushman on June 23, 2014. ADDENDUM There has been no alteration to the parcel other than the complete residence which does not impact the garage site. There has been no degradation of the site by construction or weathering subsequent to the report of May 5, 2006. The site is in compliance with the geotechnical report and is suitable for construction of the proposed garage. AAG 14-025 8947 Buttonwood Lane NE,Olympia,WA 98516 1 Phone#: (360)491-5155 ALL AMERICAN GEOTECHNICAL LIMITATIONS This addendum, is for the exclusive use of Bob Dohrman and his authorized agents. This addendum 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, my 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. I appreciate this opportunity to be of service to you and I look forward to working with you in the future. If you have any questions concerning the above items, the procedures used, or if I can be of any further assistance please call us at the phone number listed below. Respectfully submitted, ALL AMERICAN GEOTECHNICAL y a3 lo./ Cu L.E.G. Sep t AAG14-025 8947 Buttonwood Lane NE,Olympia,WA 98516 2 Phone#: (360)491-5155 Mai o s�co :, a26�' GEOTECHNICAL REPORT -9991 EAST STATE HIGHWAY 106 LOT 3 UNION, WASHINGTON PREPARED FOR BOB DROHMAN BY GEOTECHNICAL TESTING LABORATORY OLYMPIA, WASHINGTON MAY 59 2006 �ON_STATFO� MASON COUNTY �P Mo PUBLIC WORKS DIRECTOR/COUNTY ROAD ENGINEER ° N TNo Shelton, Washington 98584 Y TO�OJ 1864 �O DATE: Ma 30 2006 BE KEPT�N v PARCEL rHE INTER-DEPARTMENTAL COMMUNICATI FILE TO: Kell McAboy PARCEL # 32236-51-00030 FROM: John Sliva, Programs Engineer-PW BUILDING PERMIT NUMBER: BLD2006-00448 SUBJECT:_ Geo-Tech Report Review NAME: Drohman Bob Kell, The Geotechnical Report prepared for the proposed new single-family residence located at 9982 E. State Route 106 (Lot 3) has been received and reviewed by Public Works. The report appears to satisfactorily address County requirements for Geotechnical Reporting. The report's author indicates that the site is suitable for the proposed project. If their analysis and recommendations are followed they do not anticipate any onsite or off site impact from the proposed construction. Proper drainage control measures will reduce or eliminate the potential for erosion in this area and improve slope stability. Slope stability was modeled in both static and dynamic conditions. The author needs a building set back of 25 feet from the crest of the slope to the bottom of the footing. Drainage, erosion control, earthwork, and structural recommendations are addressed by the author and should be followed. Alderwood Ac soils make it especially important that adequate erosion and sediment control features need to be implemented during land disturbing activities to protect neighboring properties and State waters from adverse stormwater runoff impacts. The migration or release of silty water or mud from the applicant's property will be considered a violation of County and State water quality protection regulations. Based on the contents of this report, I recommend accepting this report as satisfying the County's requirements for stability investigation and geotechnical reporting. Recommendations contained in the report should be incorporated into the site development plans and made conditions for permit issuance. Please feel free to contact me at 724 if you have any questions regarding these comments, or if you feel any features need further discussion or attention. Sincerely, John Sliva .,Programs Engineer Mai aR st� GEOTECHNICAL REPORT -9991 EAST STATE HIGHWAY 106 LOT 3 UNION, WASHINGTON PREPARED FOR BOB DROHMAN BY GEOTECHNICAL TESTING LABORATORY OLYMPIA, WASHINGTON MAY 5, 2006 GEOTECHNICAL TESTING LABORATORY CONTACT INFORMATION PREPARER INFORMATION GTL PROTECT NUMBER: 06-2489-04 ADDRESS: 10011 BLOMBERG STREET SOUTHWEST OLYMPIA,WASHINGTON 98512 TELEPHONE: (360)754-4612 FACSIMILE: (360) 754-4848 EMAIL ADDRESS: GEOTESTLAB@COMCAST.NET CLIENT INFORMATION CLIENT: BOB DROHMAN CELLULAR: (360) 789-6514 MAILING ADDRESS: 4326 LEGACY DRIVE OLYMPIA,WA 98516 SITE ADDRESS: LOT 3 ^9991 EAST STATE ROUTE 106 UNION,WA 98592 PARCEL NUMBER: 322365100030 GPS LOCATION: N470 21.496' W 1230 00.787' 10011 Blomberg Street SW,Olympia,WA 98512 2 Phone#: (360)754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY SCOPE OF UNDERSTANDING BOB DROHMAN 4326 LEGACY DRIVE OLYMPIA,WA 98516 RE: GEOTECHNICAL REPORT LOT 3 ^-9991 EAST STATE ROUTE 106 UNION,WA 98592 PARCEL 322365100030 N470 21.496' W1230 00.787' As per your request,we have conducted a soils exploration, foundation evaluation, and slope stability analysis for the above-mentioned parcel. The results of this investigation,together with our recommendations,are to be found in the following report. We have provided three copies for your review and distribution. Data has been carefully analyzed to determine soils bearing capacities, footing embedment depths, and setback distances. The results of the exploration and analysis indicate that conventional spread and continuous wall footings appear to be the most suitable type of foundation for the support of the proposed structure. Some variability was encountered in comparing the soil profiles of the site. Net allowable soil pressures, embedment depth,and total expected settlements have been presented for the site later in the report. Often, because of design and construction details that occur on a project, questions arise concerning soil conditions. We would be pleased to continue our role as geotechnical consultants during the project implementation. We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have any questions concerning the above items,.the procedures used, or if we can be of any further assistance please call us at the phone number listed below. Respectfully Submitted, `Q`0 Ct Was h GEOTECHNICAL TESTING LABORATORY O' //"P Harold Parks,L.G.,L.E.G. Engineering Geologist �,` Senior Engineering Geologist 827 � 017E \o �d Geo 1-if.ROLD PARKS } - 31- 00 10011 Blomberg Street SW,Olympia,WA 98512 3 Phone#: (360)754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY TABLE OF CONTENTS CONTACTINFORMATION.......................................................................................................................................................2 SCOPEOF UNDERSTANDING.................................................................................................................................................3 TABLEOF CONTENTS..............................................................................................................................................................4 INTRODUCTION........................................................................................................................................................................5 SITECONDITIONS.....................................................................................................................................................................6 SurfaceConditions..................................................................................................................................................6 SiteGeology............................................................................................................................................................7 SiteSoils.................................................................................................................................................................8 SubsurfaceExplorations.........................................................................................................................................8 SubsurfaceConditions............................................................................................................................................8 SlopeStability.........................................................................................................................................................8 CONCLUSIONS AND RECOMMENDATIONS......................................................................................................................10 General.................................................................................................................................................................. 10 LANDSLIDE—EROSION HAZARD AREA............................................................................................................................11 Classification ........................................................................................................................................................ 11 SlopeStability....................................................................................................................................................... 11 BuildingSetback................................................................................................................................................... 12 Seismic—Liquefaction Hazard............................................................................................................................. 14 ErosionControl..................................................................................................................................................... 15 EARTHWORK...........................................................................................................................................................................15 SitePreparation..................................................................................................................................................... 15 StructuralFill........................................................................................................................................................ 16 Suitabilityof Onsite Soils as Fill.......................................................................................................................... 16 Cutand Fill Slopes................................................................................................................................................ 17 FoundationSupport............................................................................................................................................... 17 FloorSlab Support................................................................................................................................................ 18 RetainingWalls..................................................................................................................................................... 18 Slope Inclination: Equivalent Fluid Pressure........................................................................................................ 18 RetainingWall Alternatives..................................................................................................................................20 SiteDrainage.........................................................................................................................................................20 SepticImpact.........................................................................................................................................................20 LIMITATIONS...........................................................................................................................................................................21 FIGURE1 VICINITY MAP.......................................................................................................................................................22 10011 Blomberg Street SW, Olympia, WA 98512 4 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECRNICAL TESTING LABORATORY INTRODUCTION This report summarizes the results of our geotechnical consulting services for the proposed single-family residence to be located along the north-facing hillside, approximately 4 miles east of Union, Washington. The site overlooks The Narrows along the southern shore of the Hood Canal. The location of the site is shown relative to the surrounding area on the Vicinity Map, Figure 1. Our understanding of the project is based on our discussions with you and our explorations and review of the site. We understand that the parcel is to be developed with a single-family residence. The site will be accessed by an existing access road. In general, grading will consist of the excavation of the foundation and footings. The approximate layout of the site is shown on the Site Plan,Figure 2. The site predominantly slopes toward the north from the proposed building location. The steepest slope measured onsite was in excess of 100 percent. Therefore, Mason County requires that a geotechnical report be prepared in accordance with the Critical Areas Ordinance. The purpose of our services is to evaluate the surface and subsurface conditions at the site as a basis for providing geotechnical recommendations and design criteria for the project and to satisfy the requirements of the Mason County Critical Areas Ordinance. Geotechnical Testing Laboratory is therefore providing geologic and hydrogeologic services for the project. Specifically, our scope of services for this project will include the following: 1. Review the available geologic,hydrogeologic,and geotechnical data for the site area. 2. Conduct a geologic reconnaissance of the site area and surrounding vicinity. 3. Investigate shallow subsurface conditions at the site by observing the exposed soil and reviewing published well logs. 4. Evaluate the landslide and erosion hazards at the site per the Mason County Critical Areas Ordinance regulations. 5. Provide geotechnical recommendations for site grading including site preparation, subgrade preparation, fill placement criteria(including hillside grading), temporary and permanent cut and fill slopes, drainage, and erosion control measures. 10011 Blomberg Street SW,Olympia, WA 98512 5 Phone#:(360) 754-4612 Fax#: (360)754-4848 • GEOTECHNicAL TESTING LABORATORY , _y SITE CONDITIONS SURFACE CONDITIONS The proposed building site is located in an area of moderate residential development in the Puget Sound glacial upland overlooking the Hood Canal. The site has a northern exposure. We conducted a reconnaissance of the site area on April 19,2006. Site elevations range from approximately 8 to 66 feet. The building area of the site has vegetation common to the Northwest. The vegetation includes fir, alder, madrone, and cedar trees as well as huckleberry, salal, Oregon grape, bracken fern, sword fern, mullien, blackberry,and grasses. At the time of the site visit, active erosion was not observed at the proposed building location or throughout the site. No evidence of deep-seated instability was observed at the proposed building location or throughout the site. Surface water flow was not observed onsite. Seepage was not observed throughout the site. The general topography of the site area indicates that drainage flows toward the north. 10011 Blomberg Street SW,Olympia, WA 98512 6 Phone#: (360)754-4612 Fax#: (360) 7544848 GEOTECHNICAL TESTING LABORATORY SITE GEOLOGY The site is generally situated within the Puget Sound glacial upland. The existing topography, as well as the surficial and shallow subsurface soils in the area, are the result of the most recent Vashon stade (stage) of the Fraser glaciation that occurred between about 9,000 and 11,000 years ago, and weathering and erosion that has occurred since. A description of the surficial soils is included in the"Site Soils"section of this report. In general, the soils are composed of Vashon glacial material. The Geologic Map of Washington—Northwest Quadrant(2002)has mapped the site geology as advance outwash deposits(Qga)of continental glacial origin. The report reads: Advance outwash — Glaciofluvial sand and gravel and lacustrine clay, silt, and sand deposited during the advance of glaciers; sandy units commonly thick, well sorted, and fine grained, with interlayered coarser sand, gravel, and cobbles; locally contains nonglacial sediments and deposits mapped as transitional between glacial and nonglacial. Includes the Colvos and Esperance Sand Members of the Vashon Drift and part of the Vashon Dry undivided. The Geologic Map of Southeastern Mason County, Washington, USGS Water-Supply Bulletin 29 by Noble and Molenaar(1970)describes the site area as advance outwash. The advance outwash(Qva) is described as: Gravel and sand, with some silt and clay at base. Unconsolidated and generally is in discontinuous strata. Underlies till in most of area and up to 200 feet thick Yields moderate to large quantities (20-800 gp.m) of water where gravel and coarser sand facies below water table. The Geologic Map of the Shelton 1:100,000 Quadrangle, Washington, by Logan (2003) describes the site as glacial advance outwash(Qga). The glacial advance outwash is described as: Advance outwash, late Wisconsinan (Pleistocene)—Glaciofluvial sand and gravel and lacustrine clay, silt, and sand deposited during the advance of glaciers; sandy units commonly thick, well sorted, and fine grained, with interlayered coarser sand, gravel, and cobbles and silt rip-up lag deposits at their base;may contain nonglacial sediments;generally overlain by till. 10011 Blomberg Street SW,Olympia, WA 98512 7 Phone#: (360)7544612 Fax#: (360)754-4848 CEOTECHNIC L TESTING IABORATORV SITE SOILS The Soil Survey of Mason County, USDA Soil ^ . t,_ t ".' • •� Conservation Service (1960) has mapped the site soils as an Alderwood gravelly sandy loam, 15 to 30 percent slopes(Ac). The survey reads: This soil varies more in depth, but otherwise it is similar to Alderwood gravelly sandy loams, 5 to ( - 15 percent slopes. It occurs in close association with and adjacent to that soil. It is on moderately steep ridges, along drainageways, and on elongated irregular slopes. Small areas with slopes of more than 30 percent are mapped with 4 this soil. Surface drainage is more rapid than on k- the more gentle slopes. Runoff and erosion on the _ »� logged and semicleared areas are controlled by the dense growth of plants. Erosion would - damage the soil if it were cleared for crops. . z s - SUBSURFACE EXPLORATIONS Subsurface conditions at the site were evaluated by observing the exposed building site soil, reviewing available well logs, and observing the northern slope. The northern slope is exposed due to previous grading. Static groundwater was not encountered,presumed deep,and is beyond the scope of this report. Depth to competent soil is approximately 8 inches throughout the proposed building location. SUBSURFACE CONDITIONS In general, undisturbed dense Alderwood gravelly sandy loam was observed in the undisturbed portions of the site. At the proposed building location, glacial till was observed below the surficial soils. Based on the site topography and the nature of the near-surface soil, seasonally perched groundwater conditions may be expected during periods of extended wet weather. SLOPE STABILITY Slopes in excess of 100 percent were observed onsite. Since slopes of 40 percent or greater with 10 feet or more of vertical relief occur on portions of the site, Mason County requires that a geologic hazards report be completed according to the Critical Areas Ordinance. 10011 Blomberg Street SW, Olympia, WA 98512 g Phone#: (360)754-4612 Fax#: (360)754-4848 GEOTEC'HNICAL TESTING LABORATORY The near-surface soils are in a dense to very dense condition except at the ground surface. The surficial soils are generally in a medium dense condition. The Relative Slope Stability of the Southern s Hood Canal Area, Washington, (1977)describes the site area as Class 2. Class 2 is described as: a ' Areas believed to be stable under normal conditions, but may become unstable if disturbed by man's activities, s ' if slope is oversteepened by erosion, or if subjected to strong seismic shaking. t� le�__S Slopes generally steeper than 15 percent, but may be less in some areas of weak geologic materials. Includes S areas underlain by: well-drained sand and gravel, mostly on valley sides that ��,{, -% lack known slope failures; glacial till with steep slopes;and bedrock —— Scale 1:24.OW The Coastal Zone Atlas, Volume 9, Mason County (MA-9) maps the site as Vashon Advance Outwash (Qva). The chance of flooding is less than one percent. Permeability is described as high, while runoff potential is low. Infiltration is moderate on natural slopes and high on cut slopes. Springs at the bases of slopes are common (springs or seeps were not observed during the site reconnaissance). The slope stability is described as "intermediate." In general,the undisturbed native soils of the site consist of a mixture of variable amounts of sand, silt,and gravel. These soil materials are in a dense condition except where they have been disturbed by weathering activity. These soils are generally stable relative to deep-seated failure. Deep-seated landslide activity was not observed onsite at the time of our investigation. Weathering, erosion, and the resultant sloughing and shallow landsliding are natural processes that can affect steep slope areas. Instability of this nature is typically confined to the upper weathered or disturbed zone, which has been disturbed and has a lower strength. Raveling and minor sloughing were observed along the northern cut slope. Significant weathering typically occurs in the upper 2 to 3 feet and is the result of oxidation, root penetration, wet/dry cycles, and freeze/thaw cycles. Erosion in steep slope areas such as this can be reduced by encouraging vegetation and discouraging runoff from the steep slopes. Erosion control recommendations for the sloping areas are provided in the"Erosion Control"section of this report. 10011 Blomberg Street SW,Olympia, WA 98512 9 Phone#: (360)754-4612 Fax#: (360)7544848 GEOTECHNICAL TESTING LABORATORY r CONCLUSIONS AND RECOMMENDATIONS GENERAL Based on the results of our site reconnaissance, subsurface observations, and our experience in the area, it is our opinion that the site is suitable for the proposed project. The northern slope will not be affected by the proposed structure. The proposed structure will not undermine adjacent slopes. Proper drainage control measures will reduce or eliminate the potential for erosion in this area and improve slope stability. The hazards of the landslide area can be overcome in such a manner as to prevent harm to property and public health and safety, and the project will cause no significant environmental impact for the life of the project. In general, the Alderwood gravelly sandy loam soils observed at the site may be suitable for use as structural fill material. Saturated soil conditions are not associated with these soils during or following extended periods of rainfall. However, to reduce grading time and construction costs, we recommend that earthwork be undertaken during favorable weather conditions. Conventional construction equipment may be utilized for work at the site. Conventional spread footings may be utilized at the site for support of the structure. We do recommend that roof and footing drains be installed for the structure with conventional spread footings. A vapor barrier is recommended for all slab-on-grades. Pertinent conclusions and geotechnical recommendations regarding the design and construction of the proposed single-family residence are presented below. 10011 Blomberg Street SW,Olympia, WA 98512 10 Phone#: (360)754-4612 Fax#: (360)754-4848 GE©TECIINIcAL 'TESTING LABORATORY LANDSLIDE - EROSION HAZARD AREA CLASSIFICATION The Mason County Critical Areas Ordinance(17.01.100)defines a landslide hazard area as one containing slopes equal to or greater than 40 percent with more than a 10-foot vertical relief. The northern slope is in excess of 100 percent and the vertical relief is in excess of 10 feet. Based on the preceding, this site does meet the technical criteria of a landslide hazard. The Mason County Critical Areas Ordinance(17.01.104)defines an erosion hazard area as: Areas in Mason County underlain by soils which are subject to severe erosion when disturbed. Such soils include, but are not limited to, those for which potential for erosion is identified in the Soil Survey of Mason County, USDA Soil Conservation Service, 1960, or any subsequent revisions or additions to this source. These soils include, but are not limited to, any occurrence of River Wash ("Ra') or Coastal Beaches ("Cg') and the following when they occur on slopes 15%or steeper: a.Alderwood gravelly sandy loam ("Ac"and"Ad') b. Cloquallum silt loam ("Cd') c. Harstine gravelly sandy loam ("HY9 d. Kitsap silt loam ("Kc') The soils at the site are mapped as Alderwood gravelly sandy loam (Ac). This site does meet the technical criteria of an erosion hazard area. SLOPE STABILITY Based on our field observations,explorations, and our experience with the soil types encountered on the property, we conclude that although portions of the slopes on the lot exceed 100 percent,the proposed building location is generally stable relative to deep-seated failure at the present configuration. Excavation and backfilling will occur based on appropriate engineering and earthwork recommendations found in the following"Earthwork" section. Grading in the building portion of the site should be conducted in accordance with geotechnical recommendations provided herein. 10011 Blomberg Street SW,Olympia, WA 98512 11 Phone#: (360)754-4612 Fax#: (360)754-4848 GEOTECRNIC.A1,E TESTING LABORATORY As previously discussed, weathering, erosion, and the resultant surficial sloughing and landsliding are natural processes that affect slope areas. Significant weathering typically occurs in the upper 2 to 3 feet and is the result of oxidation, root penetration, wet/dry cycles and freeze/thaw cycles. Over-excavation may be necessary to ensure the removal of deleterious material. These processes can be managed and the risk reduced through proper construction of the residence. Erosion control recommendations in the slope and buffer areas are provided in the "Building Setback" and "Erosion Control"sections of this report. BUILDING SETBACK A building setback from landslide hazard areas is required unless evaluated and reduced by an engineering geologist or a licensed professional engineer. Based on our geotechnical evaluation of the site and our experience in the area, a building setback will be needed for this lot. The building setback may be measured from the bottom of the footing to the face of the steep slope in accordance with the International Building Code (1805.3.1). The following figure represents a shear angle for the gravelly sandy loam. Shear angle and cohesion are variables used to model the site. Peak Shear Stress vs. Normal Stress 3000 Shear = 38° 2500 2000 Q y d 1500 - -- �o d L U cc d a 1000 f-1/4 ton 500 --- 1/2 ton -�1 ton Cohesion = 200 psf 0 500 1000 1500 2000 2900 3000 Normal Stress(psf) 10011 Blomberg Street SW,Olympia, WA 98512 12 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING ]LABORATORY Setback Slope stability was modeled using the GeoStudio 2004 (version 6.17) in both static and extreme dynamic conditions (ce = 0.3). Factors of safety were determined using Bishop's, Janbu, and the Morgenstern-Price methods. The site was modeled using a monolithic layer of gravelly sandy loam. The gravelly sandy loam material was determined to have a unit weight of 122 pcf, cohesion of 200 psf, and a shear.angle (�) of 38°. Under static conditions, the slope was not susceptible to shallow failure or susceptible to deep-seated failure. Under dynamic loading,the 3,328 computations demonstrated that the slope is not susceptible to surficial raveling or large deep-seated failure. The following figure illustrates the moment factor of safety for slope "A" under the existing conditions. The figure is the solution of greatest concern and exhibits the need for a building setback of 25 feet from the face of the northern slope. All foundation elements shall be constructed on native material or engineered fill material. Drohman Site -- Lot 3 a, 80 700 60 • • 50 40 Description: Gravelly Sandy Loam .• 30 Wt: 122 46 w 20 Cohesion: 200 Phi: 38 10 0 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 Distance (ft) 10011 Blomberg Street SW,Olympia, WA 98512 13 Phone#: (360)7544612 Fax#: (360)754-4848 GEOTECHNICAL TESTING ]LABORATORY As previously discussed, weathering, erosion, and the resultant surficial sloughing and shallow landsliding are natural processes that affect slope areas. Surficial raveling and minor sloughing were observed onsite along the northern cut slope. To manage and reduce the potential for these natural processes,we recommend the following: ➢ No drainage of concentrated surface water or significant sheet flow onto the sloped areas. ➢ No filling within the setback zone unless retained by retaining walls or constructed as an engineered fill. SEISMIC—LIQUEFACTION HAZARD According to the Seismic Zone Map of the United States contained in the 2003 International Building Code(IBC), the project site is located where the maximum spectral response acceleration is 45 percent of gravity(g). The Liquefaction Susceptibility Map of Mason County, Washington by Palmer, Magsino, Poelstra, Bilderback, Folger, and Niggemann (September 2004) maps the building site area as having a very low to low liquefaction potential. The Site Class Map of Mason County, Washington by Palmer, Magsino, Bilderback, Poelstra, Folger, and Niggemann (September 2004) maps the building site area as site class C to D. Site class C is a very stiff soil or soft rock and site class D is a stiff soil. Based on the subsurface conditions observed at the site,we interpret the site conditions to correspond to a seismic Soil Profile Type D, for Stiff Soil, as defined by Table 1615.1.1 (IBC). This is based on probing with a '/z-inch diameter steel probe rod. The shallow soil conditions were assumed to be representative for the site conditions beyond the depths explored. Based on our review of the subsurface conditions, we conclude that the site soils are only mildly susceptible to liquefaction. The near-surface soils are generally in a dense condition and the static water table is located well below the surface. Shaking of the already dense soil is not apt to produce a denser configuration and subsequently excess pore water pressures are not likely to be produced. _ r vow Ll e MF -pit, 10011 Blomberg Street SW,Olympia, WA 98512 14 Phone#: (360)754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY EROSION CONTROL It is our opinion that the potential erosion hazard of the site is not a limiting factor for the proposed development. Removal of natural vegetation should be minimized and limited to the active construction areas. Yard landscaping around the home is permissible, but landscaped growth on the slopes should be encouraged as much as possible as a deterrent to erosion. Temporary and permanent erosion control measures should be implemented and maintained during construction and/or as soon as practical thereafter to limit the additional influx of water to exposed areas and protect potential receiving waters. Erosion control measures should include, but not be limited to, silt fences, berms, and swales with ground cover/protection in exposed areas. A typical silt fence detail is included on Figure 2. Any re-contouring of the site will create a need for erosion control measures as listed above. F _ f,. Al EARTHWORK SITE PREPARATION All areas to be excavated should be cleared of deleterious matter including any existing structures, debris, duff, and vegetation. Based on our observations, we estimate that stripping on the order of 6 to 12 inches will be necessary to remove the root zone and surficial soils containing organics. Areas with deeper, unsuitable organics should be expected in the vicinity of depressions or heavy vegetation. Stripping depths of up to 2 feet may occur in these areas. These materials may be stockpiled and later used for erosion control and landscaping. Materials that cannot be used for landscaping or erosion control should be removed from the project site. Where placement of fill material is required, the exposed subgrade areas should be proof-rolled to a firm and unyielding surface prior to placement of any fill. We recommend that tree stumps be removed with the roots, unless located on a slope. Excavations for tree stump removal in any building area should be backfilled with structural fill,compacted to the density requirements described in the"Structural Fill"section of this report. If structural fill is needed, we recommend that a member of our staff evaluate the exposed subgrade conditions after vegetation removal and topsoil stripping are completed. Any soft, loose, or otherwise unsuitable areas delineated during foundation preparation or probing should be compacted, if practical, or over-excavated and replaced with structural fill,based on the recommendations of our report. 10011 Blomberg Street SW,Olympia, WA 98512 15 Phone#: (360)7544612 Fax#: (360) 754-4848 GEOTECHNicA L TESTING LABORATORY IN, �'.,"^+ F':1 FOR SAVE h ` 'l STRUCTURAL FILL All fill material should be placed as structural fill. The structural fill should be placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of each lift. Fill should be compacted to at least 90 percent of MDD (maximum dry density as determined in accordance with ASTM D-1557)to within 2 feet of subgrade and 95 percent MDD in the upper 2 feet. The appropriate lift thickness will depend on the fill characteristics and compaction equipment used. We recommend that the appropriate lift thickness be evaluated by our field representative during construction. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. During wet weather,we recommend the use of well-graded sand and gravel with less than 9 percent(by weight)passing the No. 200 sieve based on that fraction passing the 3/4-inch sieve. If prolonged dry weather prevails during the earthwork and foundation installation phase of construction, a somewhat higher(up to 10 percent)fines content will be acceptable. Material placed for structural fill should be free of debris, organic matter,trash, and cobbles greater than 6 inches in diameter. The moisture content of the fill material should be adjusted as necessary for proper compaction. SUITABILITY OF ONSITE SOILS AS FILL Onsite soils may be considered for use as structural fill. In general, the native soils (sand, loam, and gravel) encountered on the site must have less than 10 percent fines (material passing the US No. 200 Sieve) to be suitable for use as structural fill. 10011 Blomberg Street SW,Olympia,WA 98512 16 Phone#: (360) 754-4612 Fax#: (360)754-4848 +GEOTECHNICAL TESTING LABORATORY IF 6 CUT AND FILL SLOPES All job site safety issues and precautions are the responsibility of the contractor providing services and/or work. The following cut/fill slope guidelines are provided for planning purposes. Temporary cut slopes will likely be necessary during grading operations. As a general guide,temporary slopes of 1.5 to 1 (horizontal to vertical) or flatter may be used for temporary cuts in the upper 3 to 4 feet of the glacially consolidated soils that are weathered to a loose/medium-dense condition. Temporary slopes of 1 to 1 or flatter may be used in the unweathered dense to very dense sands and gravel. These guidelines assume that all surface loads are kept at a minimum distance of at least one-half the depth of the cut away from the top of the slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant raveling or seepage occurs. Surface drainage should be directed away from all slope faces. All slopes should be seeded as soon as practical to facilitate the development of a protective vegetative cover or otherwise protected. FOUNDATION SUPPORT Where foundation elements are located near slopes between 5 and 30 percent, the footings should be located a minimum of 2 times the footing width from the slope face(horizontally), and founded in medium dense or denser native soils.or properly prepared structural fill. We recommend a minimum width for isolated and continuous wall footings to meet IBC 2003. Footings founded as described above can be designed using an allowable soil bearing capacity of 2,000 psf(pounds per square foot) for combined dead and long-term live loads in areas of medium dense to dense soils. The weight of the footing and any overlying backfill may be neglected. The allowable bearing value may be increased by one-third for transient loads such as those induced by seismic events or wind loads. 10011 Blomberg Street SW,Olympia,WA 98512 17 Phone#:(360) 754-4612 Fax#: (360)754-4848 GEOTECHNicA L TESTING LABORATORY Lateral loads may be resisted by friction on the bases of footings and floor slabs and as passive pressure on the sides of footings. We recommend that an allowable coefficient of friction of 0.40 be used to calculate friction between the concrete and the underlying soil. Active pressure may be determined using an allowable equivalent fluid density of 150 pcf(pounds per cubic foot). We estimate that settlements of footings designed and constructed as recommended will be less than 1 inch, for the anticipated load conditions, with differential settlements between comparably loaded footings of '/z inch or less. Most of the settlements should occur essentially as loads are being applied. However, disturbance of the foundation subgrade during construction could result in larger settlements than predicted. FLOOR SLAB SUPPORT Slabs-on-grade should be supported on medium dense or dense native soils or on structural fill prepared as described in the "Structural Fill" section of this report. We recommend that floor slabs be directly underlain by a minimum 6-inch thickness of coarse sand and/or gravel containing less than 5 percent fines (by weight). The drainage material should be placed and compacted to an unyielding condition. A synthetic vapor barrier may be used for the control of moisture migration through the slab, particularly where adhesives are used to anchor carpet or tile to the slab. A thin layer of sand may be placed over the vapor barrier and immediately below the slab to protect the liner during steel and/or concrete placement. The lack of a vapor barrier could result in wet spots on the slab,particularly in storage areas. RETAINING WALLS Retaining walls may be utilized on the sloping portion of the site to retain fill material. The lateral pressures acting on the subgrade and retaining walls will depend upon the nature and density of the soil behind the wall. It is also dependent upon the presence or absence of hydrostatic pressure. If the adjacent exterior wall space is backfilled with clean, granular, well-drained soil (washed rock), the design active pressure may be determined using an active pressure coefficient equal to 0.25 (Ka= 0.25). This design value assumes a level backslope and drained conditions as described below. Retaining walls located on or near the toe of a slope that extends up behind the wall should be designed for a lateral pressure, which includes the surcharge effects of the steep slope in proximity to the wall. Although not expected at this site,the following data is provided for planning purposes. For an irregular or composite slope, the equivalent slope angle may be determined by extending a line upward from the toe of the wall at an angle of 1 to 1 (Horizontal to Vertical)to a point where the line intersects the ground surface. The surcharge effects may be modeled by increasing the equivalent fluid pressure for flat ground by the percentage given in the following table: SLOPE INCLINATION: EQUIVALENT FLUID PRESSURE Slope Angle Percent Increase Equivalent Fluid Pressure Horizontal 0% 35 pcf 3H:1 V 25% 44 pcf 2H:1 V 50% 53 pcf 1H:1V 75% 61 pcf 10011 Blomberg Street SW,Olympia, WA 98512 18 Phone#: (360)754-4612 Fax#: (360)7544848 GEOTECHNIC'AL TESTING LABORATORY If the walls are greater than 4 feet in height, exclusive of the footing, additional design considerations should be applied. Positive drainage,which controls the development of hydrostatic pressure, can be accomplished by placing a zone of coarse sand and gravel behind the walls. The granular drainage material should contain less than 5 percent fines. The drainage zone should extend horizontally at least 18 inches from the back of the wall. The drainage zone should also extend from the base of the wall to within 1 foot of the top of the wall. The drainage zone should be compacted to approximately 90 percent of the MDD. Over-compaction should be avoided as this can lead to excessive lateral pressures. A perforated PVC pipe with a minimum diameter of 4 inches should be placed in the drainage zone along the base of the wall to direct accumulated water to an appropriate discharge location. We recommend that a non-woven geotextile filter fabric be placed between the drainage material and the remaining wall backfill to reduce silt migration into the drainage zone. The infiltration of silt into the drainage zone,with time, can reduce the permeability of the granular material. The filter fabric should be placed in such a way that it fully separates the drainage material and the backfill, and should be extended over the top of the drainage zone. Lateral loads may be resisted by friction on the bases of footings and as passive pressure on the sides of footings and the buried portions of the wall. We recommend that an allowable coefficient of friction of 0.40 be used to calculate friction between the concrete and the underlying soil. $hn y ML _ o 10011 Blomberg Street SW,Olympia, WA 98512 19 Phone#: (360)754-4612 Fax#: (360)754-4848 G�O'I'E�����.�� TES'���10 l.rA�O�'I'O�� RETAINING WALL ALTERNATIVES Typically, block wall systems are more cost effective for long-term walls than the other options. Specific design criteria for these options can be provided at your request by the block manufacturers. SITE DRAINAGE All ground surfaces, pavements, and sidewalks should be sloped away from the residence and associated structures. Surface water runoff should be controlled by a system of curbs, berms, drainage swales, and/or catch basins and tight-lined to the appropriate drainage facilities or to the base of the northern slope. We recommend that conventional roof drains be installed. Footing drains shall be installed for the single-family residence. The roof drain should not be connected to the footing drain. For footing drains, the drain invert should be below the bottom of the footing. We recommend that the collected stormwater runoff be directed to the appropriate drainage facilities by tight-line or to the base of the northern slope. Drainage control measures are included on Figure 3. Onsite irrigation to lawn areas should be closely monitored. We do not expect any adverse affects on the recharge condition of the groundwater system. SEPTIC IMPACT The proposed septic drainfield will be located offsite to the southeast. Since the location is in an area where the slope is approximately 15 percent,the slope stability will not be compromised. v, `= a , .+►� .<✓ .:+Y�m ''` � — _ — '�` 3F i � .. ifs '� 10011 Blomberg Street SW,Olympia, WA 98512 20 Phone#:(360)754-4612 Fax#: (360) 754-4848 CEOTECHNICAL TESTING LABORATORY AL Md" w LIMITATIONS We have prepared this report for Bob Drohman and members of his design team to use in the design of a portion of this project. The data used in preparing this report, and this report, should be provided to prospective contractors for their bidding or estimating purposes only. Our report, conclusions and interpretations are based on data from others and our site reconnaissance, and should not be construed as a warranty of the subsurface conditions. This report is quantified as a micro-study and not a macro-study. Geotechnical Testing Laboratory and its personnel cannot be responsible for unforeseen and widespread geologic events (such as earthquakes, large-scale faulting,and mass wasting)beyond the scope of this project. Variations in subsurface conditions are possible and may occur with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient consultation should be made with our firm during construction to confirm that the conditions encountered are consistent with those indicated by the recommendations and for design changes should the conditions revealed during the work differ from those anticipated,and to evaluate whether earthwork and foundation installation activities comply with contract plans. If our analysis and recommendations are followed, we do not anticipate any on site or off site impact from the construction. It is our conclusion that potential landslide hazards from the landslide area can be overcome so as not to cause harm to property,public health and safety,or the environment. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures,except as specifically described in our report for consideration in design. If there are any changes in the loads, grades, locations, configurations or types of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications,as appropriate. 10011 Blomberg Street SW,Olympia, WA 98512 21 Phone#: (360)754-4612 Fax#: (360)754-4848 I, MIA � i Y I '• • .M, ke ..� i ;ram l � t� of � ✓� �� � ,�✓ rNO ��• �// �l J r 1/2 INCH MINIMUM DIAMETER STEEL ROD (STRAP)CLAMPED SECURELY TO PIPE �;;•• C /i(j/�/ CORRUGATED TIGHTLINE 4 INCH c. .._t oRR MU,y MINIMUM,6 INCH SUGGESTED 10 F t.,i�v Chi+\tr.+•:t7.�•.: �}i�• ,R,'i.�._�.:..,- sl i.:ti: ;: �!. �'�1:;:�; '••�'v�.�+yi\:err::': ,`:-'�.a., �4.`:•`r� •:,;tr.J`fiZ�rety,«.;s'•i:^��cJ;�..,. :. .+'n .��: •:x':%i.c.w�•'y^.+;;t+;�.Acs i:3i i'i;:- ;t ��.!w rc��fr •_.y.�t�.y's ~'vr�✓tif....h`:e•C� �•.t...�-- ��; ;, 4 TIGHTLINE ANCHORED WITH TWO, 3 FOOT REBAR LENGTHS OR BOLTS. JLFL� RE END SECTION QUARRY SPALL ,- ►��h�'�r;"�' OR ENERGY ..:;. , _ •,, -' DISPERSION DEVICE ;e'.;,,,.°'��.:.;.{.- ;�;.:,. �:- ;t... Y:�.4`..k,• :;.p,.�,r: S GRASS-LINED SWALE SHOULD BE A MINIMUM ONE FOOT WIDE AT THE BOTTOM AND ONE FOOT DEEP WITH A MAXIMUM SLOPE OF 5 PERCENT. MINIMUM 4 FEET LEVEL SECTION GEOTEXTILE FABRIC Geotechnical Testing Laboratory Geotechnical Services 10011 Slombeq Se SW Olympia,WA 98512 FIGURE 3 QI�Qlr$efVICeS Phone:(360)75"612 Testing Services Fax:(360)754-4848 Not to scale DRAINAGE DETAILS f JSkBZ TER FABRIC MATERIAL SW WIDE ROLLS STAPLES OR WIRE RID TO ATTACH G e o t e c h n i c a l FABRIC TO HARE 7XZ'X14 GAUGE WIRE FABRIC OR EQUIVALENT 2d Testing 5-0- U FACE /,(�\ zd IT MAX Laboratory III 2'X4-WOOD POSTS,STANDARD OR BURY BOTTOM OF FILTER BETTER OR EQUAL ALTERNATE: MATERIAL IN rXIT TRENCH STEEL FENCE POSTS FILTER FABRIC S• / 2 AZ XI4 GAUGE WIRE FABRIC OR EQUIVALENT 2' GROUND SURFACE 641' PROGRAVIDE 3/4'-I I/KFILL IN 2'WASHED A D ON BOTH SIDES OF FILTER AT FENCE FABRIC ON THE SURFACE S-MI STS / / /'/' `� ALT:STTEEELLFENNCE POSTS Geotechnical Services FILTER FAMIC FENCE NOTES: QA/QC Services I.FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO •` I ///// / / / THE LENGTH OF THE BARRIER TOAVOID USE OF JOINTS.WNENJOINTS/ Testing Services � ARE NECESSARY,FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST WITH A MINIMUM S-INCH OVERLAP AND SECURELY FASTENED AT BOTH ENDS TO THE POST. POTENTIAL 2.POST SHALL BE SPACED A MAXIMUM OF S FEET APART AND DRIVEN INFILTRATION //// /, /// / / / SECURELY INTO THE GROUND(MINIMUM OF 301NCJ1E5). CATION % / �/ / 3.ATRENCH SHALL BE EXCAVATED APPROXIMATELY B INCHES WIDE AND 12 10011 Blomberg St.SW INCHES DEEP ALONG THE LINE OF POST TH AND UPSLOPE FROM E BARRIER. 4.WHEN STANDARD STRENGTH FILTER FABRIC IS USED,A HARE MESH Olympia,WA 98512 SUPPORT FENCE UE INCH SIDE Phone:(360)754-4612 OF THE POSTS USING HEAVY-DUTY WIRE STAPLESATLEAST I TRENCHAMINIMUMOF Fax:(360)754-4648 44INCHESANDSHAL NOT EXTEND MORE N INCHES ABOVE THE ORIGINAL GROUND SURFACE. THESTANDARDSTRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TOTHE FENCE AND 20 INCHES OF FABRIC SMALL BEEXTENDED Date: 04/20/2006 INTOTHETRENCH.THEFABRICSHALL NOT EXTEND MORE IVAN36 DesignedINCHES A� ORIGINAL GROUND FACE.FILTER FABRIC SHALL Desi nedb LL DT BE STAPLED TO THE EXISTING TREES g 1' Drawn by: LL B.WHEN THE A R ME H H FILTER FENCE ANDMAP BE ELIMINATED. NOTED.IN SUCH Checked b LL USED,THE WIRE MESH SUPPORT FENCE MAP BE ELIMINATED,W SUCH Y• A CASE,THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE 1T��,,.�,���TT��L{ POSTWATHALLOT HER PROVISIONS OR ABOVE NOTES APPLYING, uWCx•O4-ZO-O6-029 InED/ /// / / 7.FILTER FABRIC FENCES SHALL NOT BE REMOVED BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED St . C TANK ' /POTENTIAL / / // ' ' // 8.FILTER FABRIC FENCES SMALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL.ANY OFPATION/ / ' // / / ' / REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. // /// / /// 011/YM�/ 0$ //// / // / / D�/ -V / / /' OENERL ERDSION CONTROL NOTES: ^ �I /V� / / / \1\1 1 1�� /Ot7/ / / // / / / // 1. EROSION CONTROL MEASURES SHALL BE IN PLACE PRIOR TO THE BEGINNING OF CONSTRUCTION.THE PROJECT ENGINEER AND THE COUNTY At�((II J SHALL INSPECT AND APPROVE THE INSTALLATION OF L(r/J/`/_ EROSION CONTROL MEASURES PRIOR TO BEGINNING CONSTRUCTION. 2 EROSIOCONTROL CONTRACTOR DTPONSI LIMITED LE FOR ITEMS ON THIS PUN.THE CONTRACTOR IS RESPONSIBLE FOR THE INSTALLATION AND MAINTAINANCE OF ALL EROSION CONTROL MEASURES. PROJECT NAME. MOBIL TATIONOFEXISTINGOR PROPOSED DRAINAGE FACILITIES DROHMAN SITE SHALL BE ALL OWED.CARE SHALL BE TAKEN TO PREVENT MIGRATION / / // O / OF SILT O TO OFF SITE PROPERTIES. I0� 3. THE CONTRACTORER S ALL MAKE MAKEAUNLY VNEG SURVEILLANCESSARY OF SLLEROSITN LOT 3 TOTHE EROSION CONTROLMEASURES THE CONTRACTOR SHALL PROVIDE —9991 EAST STATE ROUTE 106 ADDITIONAL EROSION CONTROL MEASURES AS DETERMINED NECESSARY UNION,WASHINGTON BY THE COUNTY INSPECTOR AND THE PROJECT ENGINEER.FAILURE TOCOMPLYWATHALLLOCM. NO STATE EROSION CONTROL REQUIREMENTS MAY RESULT IN CIVIL PENALTIES BEING LEVIED PARCEL 322365100030 AGAINST THE CONTRACTOR ANWOR PROJECT OWNER. 4.DURING THE WET SEASON(NOVEMBER TOMARCHIALL DISTURBED SOILS SMALL BE STABILIZED WITHIN 40 HOURS AFTER STOP OF WORK EROSION a I(� �I CONTROL MEASURES SHALL INCLUDE,BUT NOT BE LIMITED TO, RGVWIOI ISM COVERING THE EFFECTED AREA INCLUDING SPOIL PILES WITH I / \ PLASTIC SHEETING,STRAW MATTING,JUTE MATTING,STRAW MULCH, OR WOOD CHIPS.SEEDING OF THE DISTURBED AREAS SHALL TAKE 1 1 1\ \ PLACE AS WEATHER PERMIT. \ 5.ALL SEEDED OR SODDED AREAS SMALL BE CHECKED REGULARLY TO MAKE SURE VEGETATIVE COVERAGE IS COMLETE.AREAS SHALL BE REPAIRED,RESEEDED,AND FERTILIZED AS REQUIRED. NORTH 4' S TRACKING OF SOIL OFFSITE WALL NOT BE ALLOYED.IF ANY SOIL IS SCALE 1'=40 VO v TRACKED ONTO COUNTY STREET,IT SHALL BE REMOVED BY THE END OF THAT WORKING DAY PAL.ANY FURTHER TRACKING OF MUD L THEN C.I.=7 BE PREVENTED BY SWEEPING OR WANG OF HIND THE VEHICLES TIRES DATUM ASSUMED O BEFORE DRIVING ON A COUNTY STREET. THIS IS NOT A SURVEY 113 7.NO MORE THAN 500 LF OF TRENCH ON A DOWNSLOPE OF MORE THAN 5 PERCENT SHALL BE OPENED AT ONE TIME 0 10 20 30 40 8.EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. 9.TRENCH DEWATERID DEVICES SHALL BE DISCHARGED IN A MANNER THAT WILL NOT ADVERSELY AFFECT FLOWNG STREAMS.DRAINAGE SYSTEMS OR OFFSITE PROPERTIES. SCALE:1 inch=40 feet 10.ALL STORM SEWER INLETS RECEIVING RUNOFF FROM THE PROJECT DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT-LADEN WATER WILL BE FILTERED BEFORE ENTERING THE CONVEYANCE SYSTEM. I/.ALL OFFSITE CATCH BASINS IMMEDIATELY ADJACENTTO THE SITE FIGURE ISMALL BE PROTECTED FROM SILTATION. r I �\ V�\E /•\ I2.ALL DISTURBED AREAS SHALL SHALL SEEDED S SOWED UPON COMPLETION 1 /V- K 2 OF WORK.THE CONTRACTOR SMALL BE RESPONSIBLE O ENSURE THAT COMPLETE COVERAGE A THE DISTURBED AREAS IS PROVIDED S THAT GROWTH OF THE VEGETATION IS ESTABLISHED. SITE PLAN 13.CATCH BASINS SHALL TRAP SEDIMENT OR FILTER FABRIC MUST BE PLACED UNDER GRATE UNTIL VEGETATION IS ESTABLISHED.