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10406 231ST ST SW.PDF10406 231 ST ST SW (�s TAX ACCOUNT/PARCEL BUILDING PERMIT (NEW STRUCTURE): COVENANTS (RECORDED) FOR: CRITICAL AREAS: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PERMITS PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: BLOCK SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: SOILS REPORT DATED: STREET USE / ENCROACHMENT PERMIT #: WATER METER TAP CARD DATED: OTHER LATEMP\DSTs\Forms\.Saw File Checklist.doc GEOTECHMCAL REPORT PROPOSED GARAGE ADDITION GREG & RANIA CARTER RESIDENCE 10406 - 231'T STREET SW EDMONDS, WA G-3501 Prepared For Greg and Rania Carter 10406 - 23111 Street SW Edmonds, WA 98020 August 26, 2013 Liz S 114 TREET FILE •D R E S U B SEP 2 0 2013 BUB.DWQ DEPARTMENT CrTY OF EOWNDS GEO GROUP NORTHWEST, INC. 13240 NE 20th Street, Suite 10 Bellevue, Washington 98005 Phone: (425) 649-8757 I (l1/ Grou v August 26, 2013 Northwest, Inc. Greg & Rania Carter 1 10406 - 231It Street SW J Edmonds, WA 98020 Subject: GEOTECHwAL REPORT Proposed Garage Addition Greg and Rania Carter Residence 10406 - 23111 Street SW Edmonds, WA 98020 Geotechnical Engineers, Geologists & Environmental Scientists G-3501 Ref: City of Edmonds, "Plan Review Comments For Plan Check # 2013-0678, Addition At 10406 231s' Street SW' dated July 2, 2013. Dear Mr. and Mrs. Carter: At your request, GEO Group Northwest, Inc., reviewed the proposed garage addition plans,. conducted a site reconnaissance, explored the site soils and have prepared this geotechnical engineering report to address the above referenced plan review comments from the City of Edmonds. This report was prepared pursuant to ECDC 23.40.090 and 23.80.050 addressing project compliance with the critical area code requirements for development within geologically hazardous areas. The report also addresses buffer reduction in accordance with :the development standards in ECDC 23.80.060 and 23.80.070. SITE DESCRIPTION A site reconnaissance was conducted on August 7, 2013. The subject lot (Tax Parcel No. 004261-000-008-00) is located at the end of 231' Street SW, east of the cul-de-sac at the end of 23111 Street SW, as illustrated on the Vicinity Map, Plate 1. Lot access is. from the cul-de-sac by a private road that ends at the subject lot. The parcel is bordered to the north by Edmonds School District property and by residentially developed property to the west, east and south. The lot is approximately 11,696 sf (0.268 acres) in size, and measures. approximately 130 feet along the north property line (includes vacated ROW) and 93.59 feet along the east property line, as illustrated on the Topographic Survey, Plate 2. The house was constructed in 1973 'and is located in the central portion of the lot with the front of the house facing west. The driveway is is l 13240 NE 20th Street, Suite 10 Bellevue, Washington 98005 j Phone 425/649-8757 Fax 425/649-8758 August 26, 2013 G-3501 Geotechnical Report Page 2 Proposed Garage Addition, Carter Residence located on the west side of the house. Roof downspout water is currently dispersed onto the ground surface. An attached garage is located in the northwestern portion of the structure. The elevation of the existing garage floor is lower than main floor of the house and is estimated at approximately Elev. 193.3 feet, based on the surveyed elevations at the garage entrance. Elevations across the lot range from about Elev. 200 feet at the southeast comer to Elev. 181 feet at the northwest corner. The east yard of the lot is relatively flat and level. The north end of the lot slopes gently down to the west, with a grade change of about 4.5 feet across the area of the proposed addition. The southwestern corner of the lot slopes down from the house to the driveway with a grade change of about 12 feet. The school district property to the north is forested and gently slopes to the west in the eastern portion then slopes down to the west at a gradient of 38 to 51 percent. The property west of the subject lot slopes down to the west at a gradient of 51 to 64 percent, with the slope gradient generally increasing towards the south. Two rockery retaining walls are located on the slope above the neighboring house located southwest of the subject lot. The slope is vegetated with fir trees, some alder trees and underbrush. PROPOSED SITE DEVELOPMENT Construction of an addition at the north end of the Carter's house is proposed. The size of the addition is 16 feet by 39 feet, as illustrated on Garage Addition Plan,.Plate 3. The addition will be two stories. The bottom floor will be a garage and the second floor will have an exercise room and deck with a hot tub. We understand the finished floor of the bottom floor garage will be at the same elevation as the floor of the existing garage. The west wall of the existing garage is setback 43.3 feet from the west property line at the northwest corner, based on the topographic survey. The addition will be set back 2 additional feet from the front of the existing garage (Sheet 3 of the plans), or 45.3 feet from the west property line. The west side of the addition will be setback about 38 feet from the west edge of the driveway (top of slope). Note: The building setback from the west property line of 37'-6" shown on Sheet 1 of the Plans (Plate 3) is incorrect based on the dimensions shown on the survey. GEO Group Northwest, Inc. :: August 26, 2013 . G-3501 Geotechnical Report Page 3 Proposed Garage Addition, Carter Residence GEOLOGY & SITE SOILS Geologic Map According to the area geologic maps, the site soil is mapped as Advance Outwash (Qva), consisting of glacially consolidated pebbly sand deposited by streams issuing from the advancing ice sheet during the Fraser glaciation period that ended some 12,000 years ago. Soil Survey According to the Soil Survey of Snohomish County2, the soils are mapped as Alderwood-Urban land complex, 2 to 8 percent slopes, in the upper portion of the project area. The west facing slope is mapped as Alderwood-Everett gravelly sandy loams, 25 to 70 percent slopes. The Alderwood-Everett gravelly sandy loam unit is described as being on till plains, terraces, and outwash plains. It also includes colluvial soils, slump areas, and escarpments. The Alderwood soil formed in glacial till and is yellow to dark to olive brown very gravelly sandy loam, lies over weakly cemented hardpan at a depth of about 3 feet, is moderately well drained above the hardpan, and has a high water erosion potential. The Everett soil formed in glacial outwash sand and gravel and is very deep, has a high permeability, and has a moderate water erosion potential. The Alderwood-Urban land complex soil, mapped in the higher portion of area, is mapped on the } J glacial till plain. The Alderwood soil is as described above. The Urban land complex soils -are developed areas where the soils are obscured or altered and soil identification was not possible. Soil Investigation The subsurface soil conditions were evaluated with two hand auger borings on August 7, 2013. The boring locations are illustrated on the Topographic Survey, Plate 2. Boring HA-1 was drilled at the west end of the proposed addition to evaluate the soil bearing conditions and ` Minard J. P., 1983, "Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington," U.S. Geological Survey, Miscellaneous Field Studies, Map MF- =' 1541, Scale 1:24,000. 2 1983, "Soil Survey of Snohomish County Area Washington," U.S. Department of Agriculture, .:i Soil Conservation Service. GEO Group Northwest, Inc. August 26, 2013 G-3501 Geotechnical Report Page 4 Proposed Garage Addition, Carter Residence encountered 10-inches of crushed rock gravel at the surface, underlain by fine-grained sand with pebbly gravel and some silt. Soils were dense at a depth of 2 feet, the total depth of the boring. No groundwater or mottling of the soil was encountered. Boring HA-2 was drilled between the proposed addition and top of slope to. evaluate the soils above the steep slope area. Fill soil was encountered to a depth of 3.4 feet. The fill appeared to have been placed to create the driveway when the lot was originally developed. The fill consisted of loose fine-grained sand with pebbly gravel and some silt. A topsoil layer was, encountered at a depth of 3.4 feet underlain by the fine-grained sand with pebbly gravel and some silt. Dense soil was encountered at 4.4 feet, the total depth of the boring. No groundwater or mottling of the soil was encountered. A cross section soil profile is presented on Plate 4, Cross Section A - A'. The sand with pebbly gravel encountered is consistent with the Advance Outwash soil as mapped on the geologic map . i and is consistent with the Everett gravelly sandy loam unit mapped on the soil survey map. For a more detailed description of the subsurface conditions encountered, please refer to the hand auger boring logs in Appendix A. GEOLOGIC HAZARD ASSESSMENT The slope on the neighboring properties to the north and west exceed a gradient of 40 percent and is classified as a "landslide hazard area." The slope has an estimated height of 50 feet. The top of the 40 percent slope is located at the west'edge of the driveway as illustrated on the Topographic Survey, Plate 2. Geology and Hydrology The Advance Outwash (Qva) deposits consist of relatively clean, fine to medium sand with some pebble gravel that was glacially consolidated by glacial ice. No groundwater or indicators of groundwater seepage, such as springs, were observed in the borings or on the slope below the site. The Advance Outwash sand has a moderately high permeability and infiltration rate. Surface water accumulation and runoff during construction of the addition is not anticipated. Seismic Considerations Based on the presence of dense glacially consolidated soil, the site is seismically classified as �: GEO Group Northwest, Inc. :? August 26, 2013 G-3501 Geotechnical Report Page 5 Proposed Garage Addition, Carter Residence Site Class C (very dense soil), in accordance with Table 1613.5.2 of the 2006 International Building Code (IBC). The potential for liquefaction, lateral spreading, or a deep seated slide to occur as a result of a large magnitude seismic event, is negligible. No known faults intersect the 'kk ; subject property and the risk of surface rupture, as a result of a large magnitude seismic event, is l very low. No geotechnical seismic mitigation measures are recommended. SLOPE EVALUATION & IMPACT ANALYSIS The slope on the property below and north of the subject lot appears to be an undisturbed, natural slope. We did not observe evidence of past landslides or slope instability on the subject lot or on the adjacent slope. The trunks of the trees on the slope are generally straight and we did not observe signs of slope instability such as slumps, slides, scarps, or tension cracks, or water seepage emanating from the slope. The slope appears to be stable, based on the geology and the site condition observations. The driveway fill was likely placed when the house was constructed in 1973. The fill is loose, consisting of reworked Advance Outwash sand and gravel based on the soils encountered in . Boring HA-2 at the north end of the driveway. We estimate the fill thickness to be about 6 feet along the west side of the driveway, decreasing in thickness up -slope to the east. The surface of the driveway slopes down to the. west and southwest and the surface has a slight concave appearance. A small settlement crack wa s as observed in the asphalt in the middle of the driveway in front of the garage. The driveway appears to have settled several inches since it's (: construction. No downslope movement.of the driveway fill was observed. The driveway fill has been in place some 40 years and appears to be stable. Landslide Type and Risk There is minimal risk for a deep seated slide to occur due the presence of dense glacially consolidated Advance Outwash soil. Construction of the proposed addition will not decrease the factor of safety for a landslide occurrence beyond the current condition. There is a minor risk for shallow sloughing or slumping to occur in the loose driveway fill. This is due to the loose nature of the fill soil. The driveway fill appears stable and no site work, grading or vegetation removal is proposed in that area. It is our opinion the risk is low for sloughing or slumping to occur, based on the site conditions and past performance of the driveway fill. This risk will not be increased as a result of the construction of the proposed addition. GEO Group Northwest, Inc. August 26, 2013 G-3501 Geotechnical Report v Page 6 °j Proposed Garage Addition, Carter Residence Hazard Analysis The top of the steep slope is located at the west edge of driveway. The west end of the garage addition will be set back approximately 38 feet from the top of the slope. The addition will not be located within the area of the driveway fill soil, based on the soil encountered in boring HA-1. The area of the proposed garage addition principally consists of gravel surfacing and ornamental plants. Based on the site conditions and presence of dense glacially consolidated Advance Outwash soil, it is our opinion the addition will not negatively impact the stability of the steep slope area, during construction or post construction, including the subject property and adjoining properties. RECOMMENDED BUFFER AND SETBACK Based on the findings of this geotechnical site evaluation, the garage addition, as proposed, will not negatively impact site stability and will not increase erosion. We recommend a reduction of the buffer to 10 feet from the top of the slope and a building setback of 20 feet from the buffer, thus allowing, construction of the proposed addition. Based on the results of this geotechnical evaluation, the recommended buffer reduction will not increase the threat of the geologic hazard to adjacent properties beyond predevelopment �-' conditions; will not adversely impact the steep slope critical area; is designed so that hazard to the project is eliminated or mitigated to a level equal to or less than predevelopment conditions; and is certified as safe as designed and under the anticipated conditions by the geotechnical engineer and engineering geologist. MITIGATION Mitigation recommendations consist of the following: 1. Installation of erosion control measures prior to the start of earthwork. 2. Deepening of the west foundation wall footing of the addition. Details regarding the above mitigation recommendations are discussed in the following sections. GEO Group Northwest, Inc. August 26, 2013 G-3501 Geotechnical Report Page 7 Proposed Garage Addition, Carter Residence DISCUSSION & RECOMMENDATIONS EROSION CONTROL lea Temporary erosion control measures should be installed prior to the startof grading, such as perimeter silt fencing installed down -gradient of the work area. If the existing gravel surface is not adequate to mitigate tracking of mud onto the street, a crushed rock construction entrance should be installed. During wet weather, exposed soil should be covered with straw mulch and cut slopes protected with plastic sheeting to mitigate erosion. Minimal surface water runoff is anticipated due to the sandy nature of the site soils, however crushed rock check dams, hay bales, _ and silt fencing should be used, as needed, to reduce suspended sediment and reduce the velocity of the runoff. TEMPORARY EXCAVATION Temporary cut slopes for the foundation excavation should not exceed 1H:1V in the loose sandy soil. We anticipate a maximum cut of about 6 feet at the northeast corner of the addition. We anticipate the base of the perimeter footing will be approximately Elev. 191.8 feet (about 1.5 feet below the finished floor elevation of the addition), except across the west side where we are recommending the footing be deepened. The addition will be setback about 8 feet from the north property line, so there appears to be adequate space for the temporary cut without encroaching into the neighboring property. Minimal regrading is anticipated around the addition for the final site grades. In general, permanent cut or fill slopes should be inclined no steeper than 2H:1 V. Permanent fill slopes should be compacted to a minimum of 90 percent of the material's maximum dry density and be constructed with a granular material. Permanent slopes of 3H:1V, or less, are recommended if the slope is to be mowed and maintained. SUBGRADE PREPARATION Soils supporting the building foundation, slab -on -grade floor, retaining walls, and driveway should be grubbed and stripped of topsoil and soils containing wood and organic debris. Soils supporting the addition should be dense and non -yielding. If loose soils are present we ri4} recommend the subgrade be evaluated by the geotechnical engineer. Compaction of the subgrade, or removal of the loose soil and replacement with compacted structural fill may be GEO Group Northwest, Inc. �I si August 26, 2013 G-3501 Geotechnical Report Page 8 Proposed Garage Addition, Carter Residence required. STRUCTURAL FILL Structural fill is defined as compacted engineered fill soil used to support building foundation loads, floor slabs, patios, porches, retaining walls, sidewalks, and pavements. During dry weather, any non -organic granular soil may be. used as structural fill, provided the material is near the optimum moisture content for compaction purposes and the material achieves the compaction specifications when compacted. The sandy site soil should be a suitable material for use as structural fill. During wet weather we recommend a sand and gravel material with the following specifications in order for the material to achieve the compaction specification: 1. Free draining, granular material, which contains no more than 5 percent fines (silt and clay -size particles passing the No. 200 mesh sieve); 2. Free of organic and other deleterious substances; 3. Maximum size of three -inches. Structural fill material should be placed and compacted at or near the material's optimum moisture content. The optimum moisture content is the water content in soil that enables the soil to be compacted to the highest dry density for a given compaction effort. If feasible, the site grading and earthwork should be performed during the dry summer months. Soils containing organics, debris and/or rubble should not be used as structural fill. STRUCTURAL FILL COMPACTION SPECIFICATIONS =� Structural fill should be placed at or near the material's optimum moisture content and be compacted in 10-inch thick lifts, or less. Structural fill supporting building foundations, slab -on - grade floors and other structural elements, should be compacted to a minimum of 95 percent of the material's maximum dry density, as determined by ASTM Test Designation D-1557 :. (Modified Proctor). Fill adjacent to foundations should be compacted to 90 percent (95 percent if supporting slabs, patios, porches, CMU retaining walls, or other structural elements). Structural fill supporting driveways and sidewalks should be compacted to 90 percent, with the n exception of the top 12-inches which should be compacted to 95 percent. Structural fill within the street right-of-way should be compacted to the city/county specifications. The Utility District may require 95 percent compaction for trench backfill below pavements. Structural fill in utility .:I trenches should be compacted to the utility district or city/county specifications. ;,� GEO Group Northwest, Inc. August 26, 2013 G-3501 Geotechnical Report Page 9 Proposed Garage Addition, Carter Residence FOUNDATION SUPPORT Foundations may be supported on conventional spread strip and column footings. We recommend the west (down -gradient) foundation footing be deepened to a minimum of 30-inches P . below the finished floor elevation. Footings may be supported directly on dense soil or on structural fill that extends down to dense soil. A representative from GEO Group Northwest should verify that the soil bearing conditions are suitable for foundation support. Fill supporting g PP PP g. foundations should be compacted to 95 percent of the material's maximum dry density. Structural fill below footings should create a prism that extends out and below the footing at '. 1H:2V, so for 2 feet of over -excavation the structural fill should extend out beyond the footprint _ by a minimum of 1 foot. The following building foundation design criteria is applicable to spread footings supported as.described above: • Allowable bearing pressure, including all dead and live loads: Supported by structural fill soil or dense undisturbed soil: = 2,500 psf • Minimum depth to bottom of perimeter footing below final exterior grade: . = 18 inches • Minimum depth to bottom of perimeter footing below final exterior grade for the west foundation footing: = 30 inches • Minimum depth to bottom of interior footings below top of floor slab: = 12 inches • Minimum width of strip footings: = 16 inches • Minimum lateral dimension of column footings: = 24 inches • Estimated post -construction settlement: = 1/4 inch — Across building width: = 1/4 inch A one-third increase in the above allowable bearing pressures can be used when considering short-term transitory wind or seismic loads. Lateral loads can also be resisted by friction between the foundation and the supporting compacted fill subgrade or by passive earth pressure acting on the buried portions of the foundations. For the latter, the foundations must be poured "neat" against the existing undisturbed soil or backfilled with a compacted fill meeting the GEO Group Northwest, Inc. August 26, 2013 G-3501 Geotechnical Report Page 10 Proposed Garage Addition, Carter Residence requirements of structural fill. Our recommended parameters are as follows: - Passive Pressure (Lateral Resistance) • 350 pcf equivalent fluid weight for dense site soils and structural fill - Coefficient of Friction (Friction Factor) . • 0.35 for dense site soil and structural fill EXISTING HOUSE FOUNDATION The existing garage floor steps up about 16-inches to the game room located on the east side of the garage. The foundation footing of the north wall of the existing structure may also step up in this area. If it steps up and it is higher than the finished floor elevation of the addition, then the existing house foundation footing will need to be extended deeper. The above geotechnical design parameters may be used for the deepened foundation footing, however we recommend the geotechnical engineer review the condition and provide recommendations to avoid compromising the existing foundation support. SLAB -ON -GRADE FLOOR Subgrade support for the slab -on -grade floor should be prepared so the floor slab is supported on dense soil or supported on structural fill compacted to 95 percent of the material's maximum dry density, in accordance with the specifications for structural fill. s ! Slab -on -grade floors should be laced on a capillary break to prevent wicking of moisture .:.� l� P P az'Y P g =' through the slab. The capillary break should consist of a minimum of six (6) inch thick free - draining layer of 1.5 inch minus gravel containing no more than five (5) percent fines passing the No. 4 (1/4-inch) sieve. To reduce water vapor transmission through the slab we recommend installing a 10-mil reinforced vapor barrier, such as Moistop® by Fortifiber Corporation, between r: the capillary break and concrete floor slab. Two to four inches of sand may be placed over the membrane for protection during construction (optional). GEO Group Northwest, Inc. August 26, 2013 G-3501 Geotechnical Report Page 11 Proposed Garage Addition, Carter Residence DRAINAGE Subsurface Footing Drain The below grade portion of the foundation walls should be waterproofed and a perimeter footing drain installed, as illustrated on the Footing Drain Detail, Plate 5. The foundation walls should be backfilled with a clean free -draining granular soil. The onsite sandy soil should be usable for this purpose. The footing drain should consist of a four (4) inch minimum diameter, perforated, rigid drain pipe laid at or near the bottom of the footing with a gradient sufficient to generate flow. The drain line should be bedded in washed drain rock and the drain rock protected from clogging with geotextile filter fabric, such as Mirafi 140N, or equivalent, wrapped around the drain rock. The footing drain should outlet to the storm drain or an appropriate discharge location. The footing drain will not generate much water due to the sandy soil conditions. If a storm drain system is not available, discharge to the bed at the end of the driveway is acceptable in our opinion. Roof, yard, and other drain lines should not be connected to the footing drain system. The l footing drain should be separately tight -lined to the outfall point. We recommend that sufficient clean -outs be installed to allow for periodic maintenance of both the footing drains and roof down -spout tight -line systems. Roof Drains Roof downspout water from the existing house discharges onto the ground surface and infiltrates into the ground or is directed to the asphalt driveway. Driveway surface water appears to flow south, down the driveway. No areas of erosion or concentrated surface water discharge onto the slope below the driveway was observed. Concentrated water should not be discharged directly on the slope. The existing roof water discharge system appears to function without being detrimental to the stability of the slope. The addition plans call for roof downspouts to discharge to splash blocks on the ground surface. It is our opinion that discharge to splash blocks is acceptable, provided a stormwater drainage system is not available. If a stormwater drainage system is available, we recommend the roof downspout water be tight -lined to the storm drain. GEO Group Northwest, Inc. August 26, 2013 " G-3501 Geotechnical Report Page 12 Proposed Garage Addition, Carter Residence CONSTRUCTION MONITORING It is recommended that GEO Group Northwest provide geotechnical monitoring/inspection services to confirm that the subsurface conditions are consistent with those described in this report and allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. It will also allow us to evaluate whether the geotechnical aspects of the construction activities conform to the contract plans, specifications, and geotechnical recommendations. While on the site during construction, we will not direct or supervise the contractor or the contractor's work, nor will we be responsible for providing or reviewing on -site safety or dimensional measurements. We request that the contractor provide a minimum of 24 hours advance notice to perform inspections so that we can arrange to have personnel available. LINIITATIONS This report has been prepared for the specific application to the subject project. The findings and recommendations stated herein are based on our field observations, the subsurface conditions encountered in our site exploration, our experience, and judgement. The recommendations are our professional opinion derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area and within the budget constraint. No warranty is expressed or implied. Iq the event that soil conditions vary during site work, GEO Group Northwest, Inc., should be notified and the recommendations herein re-evaluated, and where necessary, be revised. GEO Group Northwest, Inc. August 26, 2013 G-3501 Geotechnical Report Page 13 Proposed Garage Addition, Carter Residence Please contact us if you have any questions regarding this report. Sincerely, GEO GROUP NORTHWEST, INC. o� vVashi �99 C"� 1116 Wade J. Lassey used Geo\ 0 Engineering Geologist Wade J. Lassey WAS/yj� �a C0 , T 9 2o114 William Chang, P.E. s�ON Principal Attachments: Plate 1 - Vicinity Map Plate 2 - Topographic Survey Plate 3 - Garage Addition Plan Plate 4 - Cross Section A - A' Plate 5 - Footing Drain Detail Appendix A - USCS Soil Classification Legend and Boring Logs / C a r GEO Group Northwest, Inc. Adapted from "The Thomas Guide," 2007. 0 1000' 2000' Approximate Scale: 1 inch =1000 feet v h1 9q1LShq RO "4N 3TH MY s Sill 61RC11 ST 3 Z 0 1 TH WY SW ,,, 14TH ST SW 22 <n� -j W KULSH i �y o lane d o = 14 ~ 3 3 Q LN ALGONQUIN 1 226TH ST S 1 "'SW �srHPLsr a 226TH PL SW S 130 10600 22 �. 0 3 2.PL h` 22 aPLSW jEo `�' 00 ' c`°„ �O �� gl 7TH 22 W oNo ' `\' _ 228TH S a /f� cv S J 31050 . / WfETERY 9 0 J Q 228TH PL SW FM TH P < o0 RV a SW PROJECT CoSITE r= 1-4~ DEER D 3 s sw 232ND = 231ST L 5� N 3 ROBI a rn < �` 232ND = 3 FRIAR Q� o rn a' 23 W' = Z 0 234TH 3 ST o N NOTTINGHAm RD ' PL WJ 97 � i 3 23 L a 235TH CM - WWONAVEN ST S L E I3I3E = PL SW 23 TH PL Fta oMC a PL SW s O� PL Sw ^ . I238TH ST — SW < a Q to �? 3 a' N a 3 11100 ,�� = p Q� N Q� W .- 238TH� a ST SW o. 3 v-4 0 a 237TH �' 1040o ti 238TH i 239T�H G7i 40TH ST W `` a c o 10000 39 -� 3 ( ,: .,Y:.; 102NDQJ '" s o 239TH Pt. SM a s 3 $T $� wIL�-M 240TH 3 4 3 PL i - a _ I �Uj �-aa2QUAIL�P O �LN 4 �n 41S� F �.FLT CL P .. .� _ F BERRY LN 243RD _ U P C < 242HD P PL SW �� SW xf Y _ P 2 Sr SW r ., 243RD ti PL S OR = • Group Northwest, Inc. VICINITY MAP PROPOSED GARAGE ADDITION Geotechnical Engineers, Geologists, s 10406 - 231st STREET SW Environmental Scientists EDMONDS, WASHINGTON SCALE As Shown DATE 8/26/2013 MADE WJL CHKD WC JOB NO. G-3501 PLATE 1 01 LEGEND NAP 1/4 OF THE NW 1/4 IN SECTION 36, TOWNSHIP 27N, RANGE 3E, W.M. SNOHOMISH COUNTY, WASHINGTON •! (� i'/ // \ ` Il, TAX PAIRCEL - 0OS!;4f;-()()0-0-:)F:-00 EDHOHDS SCHOOL Cf::TF.I±'T N0. 15 -51.0% I I I , TOP OF SLOPE ; I m , -wx I , ) iO i 2 I 7—� 1 • i S I � i f t � I vae I 4• I { i ; i I 161 I f I � I �0, i L 1 I n EK1 ' • ' ! i 1 1 i i I + 1 I L' 5�92S EASRNG NOUSE F007PRWT o ' Q 1 I I -Ie41I ! ! I t i HAND AUGER BORING NO. AND APPROXIMATE LOCATION R-20.00' �\ ti 9 Lr31.94' } -` t I - E A-1 his Site Plan adapted from "Topographic Survey" dated 8/12/13, by American Surveying & Engineering, LLC. GRAPM SCAM 69 1 INCH = 20 FT JXGAL DESCRIPTIONS PER STAIUTORY WARRANTY D® IBC NO. 200701120991: (TAIL PARCEL NO. 004291--000- 009-00) L07 B OF 9EAM M ESTATES, AS PER PLAT RECORDED N %UiJME 31 OF PLATS. PAGE 90. RECORDS OF SNONOMIS 1 COUNTY; TOGEIIEIOMT01 THAT PORTION OF YAWED 140TH AVENUE SOURLM[ST ADJOROiG. NOCK UPON VACATOk ATTACHED TO SAND PROPERTY BY OPERATp1 OF LAM. SNUATE N TIE CITY OF EDMONDS. COUNTY OF SNONOMISK STALE OF WA99NGTON. (NOTE - TTE DEED OESCRFTION CADS OUT 140TH Amwx 110MEVER, IT IS ASSUMED i BE A TYPOGRAPHICAL ERROR AND SHOULD BE 104TH A%USJQ HORIZONTAL: DATUM WCAL PROLI= DATUM ASSUMED COORMA70 NORTH AME7ICAN VERRCAL DATUM OF 19M CONTOUR INTERVAL 2 FT PER CONTOUR NORTH; 289,mew U.S. Fr. EASE. 1.261,m.437 U.S. R. EEVA70k 101.197 U.S. FT BENCH MARK MS1ED AND OBSERVED AUGUST 2. 2013 1 SURVEYORS NOTES THE POSTION AND LOCATION OF IE BOUNDARY LINES AND CORNERS SOW NEREOM V40W NOT WCA10 ON 7HE GROUND FOR I IS TOPOCRARK SORVEY. THE PO4TIONS OF SAID UIQS AND CORNERS 910MN ARE PER OM OESCRi ON AND ARE SIOMN N INEIR RELARLE POSnlaMS MIN RE`iECT TO ALL THE FELD MAPPED HARD-ScAPE STRIOC URES ,US. SURFACES DEPICTED HEREON. i THIS TOPOGAMk"K SURVEY WAS OOHWCIED aN DE GROUND ON THE GALES W AUGUST 2 AND 9. 2013 AND THE CONDf110NS AS SHOW HEREON ARE CURRENT AS TO.TNE DATES STATED HEREON. LOT AREA :c I I.SM SO. FT.I t 0.298 ACRES* 1o4a Co 23 I5 i �✓ i S \�1 �bM01�1��`Wa ID 004ZGI0000o800 Ni b(2 o exl5il N cl i r 0 30' 60' Approx. Scale: 1 inch = 30 feet 4H %P-W aD D r=6To-'iE5 6_tLr-- 000 — D 00 Lc7T. '': . to _ N yjl rE P� 1-4 zD N Adapted from the Site Plan on Sheet I of the plans titled, The Carter Residence "Garage Addition", dated 6/9/13, by Keith Beddow, CBD. SITE PLAN • Group Northwest, Inc. PROPOSED GARAGE ADDITION G80t � Engineers.,;�� gt'' & 10406 - 231st STREET SW EDMONDS, WASHINGTON SCALE As Shown DATE 8/20/13 MADE WJL CHKD WC JOB NO. G-3501 PLATE 3 n A At 220' 220' 210' 210' Proposed Garage Addition 200' Existing 200' Asphalt Driveway Gravel j �f------------►t Surface FF ELEV.:119:3�.j3�1+�/- Top Of Slope 190, (Edge of Driveway) .1 190, Fill'T _ Advance t0 aOutwash 180' Existing Grade i b.0 180' / o cc i 170' i 170' 160' 160' 0" 10, 20' 30' 40' 50' 60' 70' 80' 90' 100, 1 100' 120' 130' HORIZONTAL DISTANCE: 1 inch = 10 feet I VERTICAL ELEVATION: 1 inch = 10 feet _ CROSS SECTON A -A Group Northwest, Inc. PROPOSED CARTER GARAGE Geotechnical Engineers, Geologists, 8 Environmental Scientists 10406231ST STREET SW EDMONDS, WASHINGTON SCALE As Shown DATE 8/26/13 MADE WJL CHKD WC IJOB NO. G-350LI PLATC 4 REED & ASSOCIATES, PS C1W& s"edwel EnpHeehq A' 8311212Ih GL SW.ENn". M 6eo26 015. (425) 776.2M F-(425) 775-2073 SHEARWALL & HOLDOWN NOTES (U.W0.) : (1) Simpson or equal.. Locate at end of shearwall u.n.o. Install per manufacturer recommendations for foundation minimum end distance and embedment, deepen foundation as required. (2) Construct cripple wall same as shearwall (SW) above, and gable -end same as shearwall (SW) below. (3) Requires 3x or (2) 2x foundation sill plate (4) Threaded rod and coupler as required. (5) Common nails, UNO: 8d=0.131"x2%", 10d=0.148"x3", 12d=0.148"x3%11, 16d=0.162"x3%", 16d sinker=0.148"x3'Y4". (6) Install H1's on all trusses/rafters, A35's at 24"o/c on gables & rim joist (or solid blkg) to top plate (sill plate at fdn) u.n.o.; When specified spacing is less than 24"o/c, install A35's at roof solid blk'ing to SW top plate, and install H1 or H2.5 on all trusses/rafters. LTP4, LTP5 or LS50 can be substituted for A35. Conn. per Simpson Strong -Tie or equal. (7) Minimum 3x or dbl-2x stud lam'd w/ (2)-16d @ 6" o/c at abutting panel edges. (8) Anchor bolts shall be embedded at least 7" into concrete; there shall be a minimum of two bolts per piece with one bolt located not more than 12" or less than seven bolt diameters from each end of the piece. 2x min PT, u.n.o. 9 All sheathing must be Structural I sheathina U.N.O. HOLDOWN SCHEDULE REED& ASSOCIATES, PS 4/22/2013 93112125 SL -27 3 F...(4 5) 2 5 207 ®� Onmp2nnr.ne3F..(4u)n5:m3 13-138 MARK HOLDOWN / FASTENERS TO FOUNDATION STRAP *(1) (2)-STUDS MIN U.N.O. ANCHOR '(1)(4) COMMENTS T=1 STHD14/14RJ (38)/(30) - 16d N/A SREED&ASSOCIATES, PS HEARWALL SCHEDULE N 1i/8t�SK EA,"v' VA BOOM OMm (425) 771.2193 F. (425) 72S2073 MARK SHEATHING -APPLY TO SHEATHING EDGE NAILS'(5) .(2) 2x HF STUDS @ 16"o/c ALL EDGES BLOCKED BASE PLATE U.N.O. 13ELOW '(9) (do not penetrate past flush NAILS '(5) SW-1 7/16" OSB 8d @ 6" o/c (12" o/c field) 16d @ 9 " o/c SW-2 7/16" OSB'(7) 8d @ 2" o/c staggered (12" o/c field) ' 16d @ 4 " o/c ROOF TO TOP PLATE, FLOOR TO TOP PLATE & SILL PLATE '(6) A35 @ 24 " o/c A35 @ 8 " o/c REED & ASSOCIATES, PS Civil & Structural Engineering 19626 76th Avenue West - Suite IN ® Lynnwood, Washington 98036-5877 Office (425).778-2793 Fax (425) 775-2073 General Structural Notes - Unless Noted Otherwise Date: 4/22/2013 Job M 13-138 SILL PLATE ANCHORS w/ 3" x 3" x 1/4" WASHERS '(8) 5/8"0x10" AB's @ 60 " o/c 5/8" Ox10" AB's @ 12 " o/c GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2009 EDITION, OR OTHER GOVERNING CODE,. AS REQUIRED BY LOCAL JURISDICTION. DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS. INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL JURISDICTION. FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR FOOTING SHALL BE l'-6" MINIMUM BELOW OUTSIDE FINISHED GRADE. COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL -GRADED, GRANULAR SOIL, FREE OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8' LOOSE LIFTS AND COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST PROCEDURES, CONCRETE fc = 2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0 GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4'. SEGREGATION OF MATERIALS TO BE PREVENTED. REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 BARS SHALL BE GRADE 40, IN ACCORDANCE WITH ASTM A-615, LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 AND SHALL BE 6X6- W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: BEAMS AND POSTS (4x_AND GREATER): DF-L#2 JOISTS / STUDS (2x_): HF#2 / STUD GLUE LAMINATED.BEAMS (GLB) 24F-V4 (24F-V8 AT CANTILEVERS) 2x_ TIMBER- SHALL BE KILN DRIED. GRADES SHALL CONFORM TO'WWPA GRADING RULES FOR WESTERN LUMBER% LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE IBC. ALL CONNECTIONS PER IBC TABLE 2304.91. ROOF DIAPHRAGM INSTALL MINIMUM 1/2' CDX PLYWOOD (32/16) OR 7/16" OSB SHEATHING. NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 8d AT 6' O.C, AND INTERIOR SUPPORTS WITH 8d AT 12' O.C.; BLOCKING NOT REQUIRED. FLOOR DIAPHRAGM INSTALL. MINIMUM 23/32" T&G STURD-I-FLOOR (240c) SHEATHING. GLUE AND NAIL ALL SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6' O.C.; AND INTERIOR SUPPORTS WITH 10d AT 12" O.C., BLOCKING NOT REQUIRED. MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE -FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. WIND DESIGN -CRITERIA : BASIC WIND SPEED iL 85 MPH IMPORTANCE, Iw = 1.0 WIND EXPOSURE, B SEISIMIC DESIGN CRITERIA: IMPORTANCE, le = 1.0 Ss = 1.25 Site Class, D 81 = 0.40 SEISMIC DESIGN CAT., D SOS = 0.83 SEIS. FORCE RES, SYS, A.13. Sol = 0.43 DESIGN BASE SHEAR = 2,406 Ibs Cs = 0.13 SIMPLIFIED METHOD R = 6.5 ID I 1 1 ! / I ' I I I N 1 / + rrw I I rE CELINE y =-xT�fx� -i'`--=�-x x yM1 J x-x x _N 9.40'43'W N80'80'14wE ! - 110.00' ,-:? ez 20.00'•x-_ 1 , ;, ; 1 I , 1 I I I r a•{. t I ! t I I •h 11 , ,y / I D>> ' :: /9e' I te343� .'\ .' >• .. .. .. 1 d- : ;I:. ..\: Ale ( � EpSTING� 1x MUIL01Na I 1 i 1 I ! t I C• I m , R I ! I I -i`: �,:� . 1¢;Siiao4. • r5r< ' �' • ----------- A".. ..a` ! i ' i I 1 1 � / - P p.., r A�Tr�rTRIC •.x \li7 X-JCi - ` ..• ��. so ax I 1 - ADv.ER•• CAS ; iJVi,, +(j �(. .\.• a ). ME $ 4mv\T toht.un2olr0 ROOF ELEV: 214.1 .� n ! ti tl 'IL i )".♦ SHERWOOD ESTATES i[I I f a i�11 /gB` W W Al) `n1 ROOF ELEV: 213.8' i 1 1n a u Q t 1! 1 I I I + 6 1 ! 1 !! 8 i V �S� ! 1 I ! I 84.0< I I / / t ' / / ' �9/ EXISTING HOUSE I O 1 ! 1 I i 1"� yT TPRINT I / / i 41 5 / ! / i� - A ^ FINISHED FLOOR ELEV: 203.1' t tONCR£TE / tl STAIR 11127 7 1 t ' /!. •2. 42Al ! ! It 11-718% it ij \ , 1 ROOF ELEV. 2U'r 4601: 1 , l' 1 ! t I ? I I I ! r ' 1 to i(` `� �•� \ y \2otTf . t , i , \ \\�"' r!y61r I I 1 \ \ 1Q 14 I-�9.2X! 7i (,)I li.?) `I ! \ 1 \\ \\ Hy' WATT 1 { I ,. .a } EAEini \ \ 4a 0.2x -0. �}° I!. -x x-2o.0o'•X- ! ) I ace ' s hoA 00` (1 l� �r�d to 5�fzP �(,��' Via' • 1 ; I I \ p x{r 11 ti ut• , \ \ \\ Na93021 W ) 1 Na030'14`E °° I \\oQ 1k74�Ct.j 1, "� �\ \\ \ \ I �.. zoz '52' R-20.00' ) 1 \ 9 / �(�(f L-31.04' J ) �" `\ \ • 1� ��(J�V'_ W' 1 It k J �� d� ENGINE �IVOTON AP OVER 2 �� V6 6�f 4 I p IJ ICI Date: l ®. T ��_ PLI/\ Iz I I N N � l4;-� f c���� L� 1 117 � 1 �' frh t�U` : I ©-�i�c7:r5 ExISr;!►� IR�DLi ��2 ►973 oG tl�i� 3D ` Svc ��,>r�� Iq�• 5 Zone._ Corner, _._Flag K I U 2-(o,V ihnae s �- duired ActualM �X Z21 S aPQfront ides 4=-' - -. ". APPROVED BY PLAN IN R ar S_ %< 5 1 1 Ot 119 er IEei t �'L� 2613 0678 1 �Y15i I �� pz��F Z137 � N b�Fl,o Z O, ` �55 t G��IG STEPS �j �' 5yo I I-i P4i2.�1�o�t5 - 4?00 T LUG( = 22,1 REVISIONS BY • J 1 G\ �• i C1 i Ir. 3� Yn� I � I V 0 11S V I- UG r 312013 ALDINC DEP rIWIENT- CITY OF EDMONDS Date Scale �= zo o Drawn 1�a li"\ .gob Sheet Of (22 Sheets 03 A W4 a.asiere B. 9 FOUNDATION WALL WATER -PROOFING SLOPE TO DRAIN o ° 0 0 0 0 0 0 ° o O o ° ° o o O o •: o O o 0 FREE -DRAINING ° 0 0 o BACKFILL o O ° 0 0 0 ° o 0 0 ° o 0 GEOTEXTILE FILTER FABRIC (Mirafi 140 N, or equivalent) WASHED GRAVEL O O SLAB 0 0 CAPILLARY BREAK 0 Dense oil or Structural Fill FOOTI111G:: Compacted to 95% .................................., FOOTING DRAIN Minimum 4-inch diameter rigid slotted or perforated PVC pipe with positive gradient to discharge. NOT TO. SCALE NOTES: 1.) Do not replace rigid PVC pipe with flexiible corrugated plastic pipe. 2.) Perforated or slotted PVC pipe should be tight jointed and laid with perforations or, slots down, with positive gradient to discharge. 3.) Do not connect roof downspout or other drains into the footing drain system. . FOOTING DRAIN DETAIL • Group Northwest, Inc. PROPOSED GARAGE ADDITION c E,v`r«,Engineers. �sts & 10406 - 231st STREET SW EDMONDS, WASHINGTON SCALE NONE DATE 8/26/13 MADE WJL CHKD WC JOB NO. G-3501 I. PLATE 5 APPENDIX A USCS SOIL CLASSIFICATION LEGEND AND BORING LOGS :s LEGEND OF SOIL CLASSIFICATION AND PENETRATION TEST G- UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) MAJOR DM31ON GROUP TYPICAL DESCRIPTION LABORATORY CLASSIFICATION CRITERIA SYMBOL CLEAN GIN GRAVELS GP GRAVELS (ifitie at no COARSE- (More Than Half fires) Coarse n GRAINED SOILS Larger Than No.4 SI—) DIRTY GM GRAVELS rGC � SANDS CLEAN SW SANDS (More Than Halt More Than Halt by Coarse Grains 0'00 or no SP Weight Larger Smaller Than No fines) Than No. 200 4 Slave) Sete DIRTY SM SANDS SC twith some fines) SILTS Liquid Limit ML (Below Aline an < SM Plasticity Chart, Liquid Limit FINE-GRAINED Negligible SOILS Organic) > SM MH CLAYS Liquid Limit CL (Above A -Line an < 301A Plasticity Chan Liquid Limit Negligible Organic) > 50% CH More Than Halt by Weight Larger Liquid Limit OL Than No 200 ORGANIC SILTS S < 50% Sleve CLAYS (Below A-Une on Plasticity Chats Liquid Limit OH > 50% HIGHLY ORGANIC SOILS Pt SOIL PARTICLE SIZE U.S. STANDARD SIEVE FRACTION Passing Retained Size Size SIee Sleve (mm) (min! SILT / CLAY 02W 0.075 SAND FINE . w Q425 0200 0.075 MEDIUM 010 2.00 /40 0.425 COARSE f4 4.75 110 T.00 GRAVEL FINE 19 94 4.75 COARSE 7e 19 COBBLES 76 mm fb 203 mm BOULDERS > 203 mm ROCK > 78 mm FRAG90ffS ROCK >0.78 cubic meter in volume WELL GRADED GRAVELS, GRAVEL -SAND Cu = (DOD / 010) greater then 4 MDaURE. LITTLE OR NO FINES DETERMINE PERCENTAGES OF Cc = (D30') / (1310 • DOM between 1 and 3 POORLY GRADED GRAVELS, AND GRAVEL -SAND GRAVEL AND SAND NOT MEETING ABOVE REQUIREMENTS LITTLE OR NO FINES FROM GRAIN SIZE DISTRIBUTION CURVE ATTERBERG LIMITS BELOW SILTY GRAVELS, GRAVEL -SAND -SILT MIXTURES I 'A' LINE CONTENT OF FINES EXCEEDS 12% or P.L LESS THAN 4 CLAYEY GRAVELS, GRAVEL -SAND -CLAY ATTERBERG LIMITS ABOVE MOCTURES COARSE GRAINED 'A"LINE. SOILS ARE CLASSIFIED AS or P.I. MORE THAN 7 WELL GRADED SANDS, GRAVELLY SANDS, FOLLOWS. Cu = (1380 / DIU) greater than 6 UTTLE OR NO FINES < 5% Fine Grained: C0 = (D30r) / (D10' D80) between 1 and 3 POORLY GRADED SANDS, GRAVELLY SANDS, NOT MEETING ABOVE REQUIREMENTS LITTLE OR NO FINES GW, GP, SW, SP ATTERBERG LIMITS BELOW SILTY SANDS, SANDSILT MIXTURES > 12% Fine Grained: 'A' LINE GM, GC, SM, SC 5 to 12% Rns CONTENT OF FINES EXCEEDS 12% with P.LLESS THAN 4 ATTERBERG LIMITS ABOVE CLAYEY SANDS, SAND -CLAY MDCTURES Grained: use dual "AUNE symbols with P.I. MORE THAN 7 INORGANIC SILTS, ROCK FLOUR, SANDY SILTS OF SLIGHT PLASTICITY 50 INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS, FINE SANDY OR SILTY SOIL INORGANIC CLAYS OF LOW PLASTICITY, 40 GRAVELLY, SANDY, OR SILTY CLAYS, CLEAN a CLAYS Z � 30 INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS V ORGANIC SILTS AND ORGANIC SILTY CLAYS OF a LOW PLASTICITY 10 - 7 ORGANIC CLAYS OF HIGH PLASTICITY 4' 0 16 r RE 11151181111 11='511111 151101 0 10 20 30 40 50 60 70 80 90 1W 110 to PEAT AND OTHER HIGHLY ORGANIC SOILS LIQUID LMT (%) GENERAL GUIDANCE OF SOIL ENGINEERING PROPERTIES FROM STANDARD PENETRATION TEST'(SP'T) SANDY SOILS . SILTY 3 CLAYEY SOILS Blow Relative Friction Blow U wonflned Counts Density Angle Description Counts dve enim Description N % a degree N qu, fat 0 - 4 0.15 Very Loose < 2 < 0.25 Very sat 4-10 15 - 35 28 - 30 L00" 2-4 0.25 - 0.50 Soft 10.30 35 - 65 28 - 35 Medium Dense 4-8 0.50 - 1.00 Medium Stiff 30-50 65 - 85 35 - 42 Dense 8 - 15 1.00 - 2.00 Slit '50 85.100 38 - 48 Very Dense 15 - 30 ZOO - 4.00 Very Stiff > 30 > 4.00 Hard • Group Northwest, Inc. Geotechn" Engineers, Geologists, S . Envlro nmentaiSclentlsts 13240 NE 20M SbeeL Suite 12 Bellevue, WA 98005 Phone (425) 64"757 Fax (425) 049-USS PLATE Al HAND AUGER BORING NO. HA-1 LOGGED BY . WJL EXCAVATION DATE 8MI3 GROUND ELEV. 194.5 feet (t) DEPTH I'L USCS SOIL DESCRIPTION SAMPLES COMMENTS SM Crushed Rock Gravel, with dark brown sandy soil mix ( �) - Probed < V at 9" Sp- SAND, light brown, fine grained with subrounded pebble S 1 - Probed 6" at 14" SM gravel and some silt, medium dense to dense, damp 2 (Advance Outwash) S2 -probed <1 " at 24" 3 Total Depth = 2 feet (Gravel Refusal) No Groudwater Seepage Approx. Boring Location: I F N & 4' E of . 4 SW Corner of Existing Garage HAND AUGER BORING NO. HA-2 LOGGED BY WJL EXCAVATION DATE 8M13 GROUND ELEV. 190.5 feet (t) DEPTH ft. USCS SOIL DESCRIPTION Samples COMMENTS SM Silty SAND with organics, dark brown (FILL) ----------------------- SM SAND with silt, gray -brown, some gravel, loose, damp (FILL) S 1 - Probed to 4' bgs at 18" Sp- SAND, brown, fine grained with subrounded pebble gravel SM and some silt, loose, damp (FILL) s J — ---------------.-- S2 -Probed to14"at40" Top Soil Layer at 3.4' a Sp- SAND, light brown, fine grained with subrounded S3 SM pebble gravel and some silt, loose to medium dense - Probed 0" at 4.4' (Dense) (dense at 4.4'), damp (Advance Outwash) 5 Total Depth = 4.4 feet (Gravel Refusal) No Groundwater Seepage Approx. Boring Location: 14' N & 23' W of SW Corner of Existing Garage • Group Northwest, Inc. Geotechnical Engineers, Geologists, & Environmental scientism HAND AUGER BORING LOG PROPOSED CARTER GARAGE 10406 231ST STREET SW EDMONDS, WASEUNGTON JOB NO. G-3501 DATE 8MI3 PLATE A2 City of Edmonds Critical Area Notice of Decision Applicant: �— Property Owner: Critical Area File #: Zo I do S� Permit Number: Zo 13 o 6 7 Site Location: 1090 6 Z 3 1 sr St arcel Number: d 0 y 16 1 0000 D 9-0 0 Project Description: ;( J f �(tp,r¢ e f .s v T -Z of 7-0 I s ❑ Conditional Waiver: No critical area report is required for the project described above. 1. There will be no alteration of a Critical Area or its required buffer. 2. The proposal is an allowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or 23.80.040. 3. The proposal is exempt pursuant to ECDC 23.40.230. ❑ Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and sediment control plan in compliance with ECDC 18.30. &aXritical Area Report Required: The proposed project is within a critical area and/or a critical area buffer and a critical area report is required. A critical area report has been submitted and evaluated for compliance with the following criteria pursuant to ECDC 23.40.160: 1. The proposal minimizes the impact on critical areas in accordance with ECDC 23.40:120, Mitigation sequencing; 2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare on or off the development proposal site; 3. / The proposal is consistent with the general purposes of this title and the public interest; 4. Any alterations permitted to the critical area are mitigated in accordance with ECDC 23.40.110, Mitigation requirements. 5. / The proposal protects the critical area functions and values consistent with the best available science and results in no net loss of critical functions and values; and 6. The proposal is consistent with other applicable regulations and standards. ❑ Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.1.60 and the provisions of the City of Edmonds critical area regulations. See attached findings of noncompliance. Favorable Critical Area Decision. The proposed project as described above and as shown on the attached site plan meets or is exempt from the criteria in ECDC 23.40.160, Review Criteria, and complies with the applicable provisions of the City of Edmonds critical area regulations. Any subsequent changes to the proposal shall void this decision pending re -review of the proposal. ❑ Conditions. Critical Area specific condition(s) have been applied to the permit number referenced above. See referenced permit number for specific condition(s). M; k Cry 5 Reviewer Signature t1 J' r Date Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any, for the permit or approval involved. Revised 12/16/2010 PLANNING DATA SINGLE FAMILY RESIDENTIAL STREET FILE Name: GV -F-{� �� = 00Lf �61 Odo o08'OO� _ Oate__ f /' Site Address: %0c10 6 3 1 Plan Check ff: q 2_,o 1 '3 o6 "7 O Project Description: �qeN Reduced Site Plan Provided: ( S NO) Zoning: Map Page Corner Lot: (YES /� Flag Lot: 0/ NO) Critical Areas Determination 9: Ludy Required of ❑ Waiver SEPA D ermination: 7xempt ❑ Needed (for over 500 cubic yards of grading) ❑ Fee ❑ Checklist ❑ APO List with notarized form 1 Required Setbacks i J Si0e: 1 /✓ Actual Setbacks ,f, �� Side: -7S t yr 51 •�Cl Detached Structures: �/ [✓ ❑ Rockeries: ❑ FencesJTrellises: ❑ Bay Windows/Projecting Modulation: ❑ Stairs/Deck: Buildin Height Datum Point; /tj'-f- I n UI�I�w Datum Elevation:—k9o' j r Maximum Height Allowed: Z �� Actual Height: 3 Z S - Other Parking Required: Parking Provided: 3 ®$ e Lot Area: / ( _76 C� Maximum Lot Coverage: 35% Proposed: Lot Coverage Calculations: g hu�u_ /1�Z4 '\ 60f-4 = 260 0 ADU Created: (YES / NO Subdivision: Lf FWC9o� �� S Legal Nonconforming Land Use Determination Issued: (YES J (� comme s ii cir( 5 a I ;,� S"itl FU �t0 OLA)l Oft cN r Plan Review By: �< �l s Ice\ I S Planning Data Form 04-11-06.doc I CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION EAR/NAME/I AME OF BUSINESS T1 Q MAILING ADDRESS lQA06 Z315�A w. ADDRESS ;ITY ZIP. TELEPHONE NUMBER NAME (� QUSSe \ \ Gnc ADDRESS CITY ZIP TELEPHONE NUMBER ? 10 ?a 6-�1 - -7'6 9TA E LICENSE NUMBER .'iL/ EXPI 71 DATE ass _C o38rn�� r.� �9 Legal Description of Property - include all easemerits ¢r M PERMIT '. lFs NUMBER 970955 y int. /Y" iiI S� G 1. . G /I SUITE11 PUBLIC RIOHT.OF WAY PER OFFICIAL STREET MAP. TESCP Approved DATED SEPA EVIEWSIGN AREA HEIGHT COMPLETE I EXEMPT' ALLOWED I PROPOSED ALLOWED PRO EXP LOT COVERAGE REQUIRED SETBACKS (Fr.) I PROPOSED SETBA ALLOWED I PROPOSED FRONT SIDE REAR I FRONT L/R SIDE Properly '� //� ri TeX ACCOInt �� (�U 0 0 LOT.AREA PLANNING REVIEW BY DATE Parcel Na REMARKS NEW {�L, RESIDENTIAL PLUMBWG/MECH La COMPLIANCE OR ADDITION COMMERCIAL CHANGEOFUSE ElREMODEL APT. BLDG. ' ION a GRADING A[REPAIR CYDS. CNECKEDBY TYP F UC CODE OCCUP ORCUP , DEMOLISH ❑, WOODSTQVE ❑ HOT POOL INSERT SPECIAL INSPECTOR AREA OCCUPANT REQUIRED OYES LOAD GARAGE RETA WALL/O RENEWAL CARPORT R CKIERYG REMARKS (TYPEOF USE, BUSINESSO TY PLAIN: PROGRESS INSPECTIONS PER UBC 108 ' NUMBER NUMBER OF CRITICAL G OF DWELLING I AREAS �- Id STORIES UNITS NUMBER DESCRIBE WOR TO BE DONE (ATTACH PLOT PLANT T 0 C., 1-t.Z O XI U P FINAL INSPE ON REOUIR VALUATION. FEE 0 \,, "k A• y- 1< 6 x I tJ PLAN CHECK FEE H CE: GLAZING BUILDING B PLUMBING Plan Check No. " MECHANICAL This Permit covers work to be done on private prop ty ONLY. GRADINGIFILL Any construction on the public domain (curCs, aldewpiks, driveways, marquees, etc.) WIII require Separate permission. STATE SURCHARGE Permit Application: 180 Days Permit Limit: I Year - Provided Work is Started Wlthin 180 Days STORM DRAINAGE FEE "Applicant, on behalf of his or her spouse, heirs, assigns and ENO. INSPECTION FEE , in interest, agrees to Indemnify, defend and hold wsuccessors harmless the City of Edmonds, Washington, its officials, 1. employees, and agents from any and all claims for darriages'of l� whatever nature, arising directly or Indirectly from the Issuance L = of this permit. Issuance of this permit shall not be deemed to PLAN CHECK DEPOSIT j 9 modify, waive or reduce any requirement of any city ordinance L ° nor limit in any way the City's ability to enforce aqy, ordinance TOTAL AMOUNT DUE provision." I hereby acknowledge that'Yh&b read this app I6atlort; th t the Information. given is correct; and that I am the owner, ok'rth drily ATTENTION APPLICATION APPROVAL authorized agent o tie owner. I agree to comply • ifh' city and i THIS PERMIT' state laws rag at n onstruc Ion, aj!d oln work authoriz- ed thereby oyl a on wi�J t> e p1 yl ation of the Labor AUTHORIZES ONLY THE This application pp cation Is not a permit until si ned the Buildin Official W�flfs/her Code I t "t t sFin I et g o 6yorkmen's Compensa- A WORK NOTED �putyend fees are paid, and receipt is ti0 SUra firia N$PECTION ` acknowledged in Space provided, NATUR/ OW NE A DATE SIGNED DEPARTMENT Gr ^7 ( f _ CITY. OF EDMONDS. OFF 'S ATUR DA7 . ATTENTION CALL FOR R EAs BY: ATE INSPECTION ` IT IS UNLAWFUL USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL SPECTION HAS BEEN MADE AND APPROVAL OR �Jy 7 / 1-0220 ORIGINAL — File YELLOW — Inspector ! A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 IO2aT ��! G// PINK — Owner GOLD — Assessor O EXISTING REQUIRED DEDICATION RW Parrt,a Required O SUM Use Pemlll Ree'A D. PROPOSED Inspepbn Required O I SI0ewX1A Required D � METER SIZE. LINE SIZE NO. OF FIXTURES PRY REQUIRED B YES O NO O iEMARK3 7s