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17037 76TH AVE W.PDFIIIIIIIIIIII 6112 17037 76TH AVE W ADDRESS: TAX ACCOUNT/PARCEL NUMBER: W5% Q 06 1 (p OQ.P5 BUILDING PERMIT (NEW STRUCTURE): c)co ¢ •- c)(og `i COVENANTS (RECORDED) CRITICAL AREAS: @MG Uf-j�j DETERMINATION: ❑ Conditional Waiver Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: --DQS DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PERMITS PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: V 0 SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMTI'(S) #: ocmu- �Z GEOTECH REPORT DATED: V i bl a p Lo?- fuo STREET USE / ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: OTHER: LATEMP\DSTs\FonmlStreet File Checklist.doc 41 ;: Temporary Bench POWER L VAJ � I �\• I ELEV=� � i A 1I Hz0 EL- 11 ce Olf.79 i �ls, -�' DRIW x_____ __ / SS C.01, y�•s�-------- 4" SIOE SEWER/ O. t:,: / L7,5 I t 15'XT� EASEMENT ELa 12f 1.3D I I TO - 124 rOE�-143. �F�OZF0077 G 0139.0_ a 28 iu / ,f B itMENT FF=115.0 / 2ND FF= 25.6 z�. / 1S 1 9 t APPROVED AS NOTED 1�DE��►23. ttTOPiw 13� j I TOE�12715 . I 1 I I I II II 1 � 1.i31 S. . (ORO$S) 1 I IF, 0 1 F. (NET I 1 45'. 1 1 1 33Rq SLyrrt I ZS 0, co I 1 I 41 `Gr I 1 �I8/11,7 12J0' --130- c 91= SOT VERAGE: 2,590_ S.F. (22%) AVERAGE GRADE INSPE124 8N 0 oA' APPROVED py P LOWEST FOOTING 114.1 M� ,_LOTREA: _12.00o S.F� �AVER,AGE CUT 9.50 MM -40Tf LOPE: L9 % % bi ) 1 ,4Oi , TIDE-127.5 %j Tip-p��I C�� ©� IMPERVIOUS SURFACE CALCS HO MAic1. �V�I�uAEF 2,400 S.F. PROPOSED DECK OUTLINE: � SF PROPOSED BUILDING ROOF OUTLINE: '1.590 S.F. 2, CTIOM&R€MB00 PROPOSED PAnO/WALK: 236 S.F. r���, PROPOSED GARAGE (INCLUDED IN ROOF OUTLINE) " 6 PROPOSED DRNEWAJ 9 REEI'FIL PROPOSED PORCH� CALL 425-771-0220 EXT.1326 Inml. `Ct' i TW 16LE TIGH I MATERIAL H 140 .4 SCALE 1" = 20' 10 IHA COR c I f to N CD .. y rq � N GIB a Z I i N — i I 4 �. E = AND DRAINAGE CONTROL 00 c_ M C=130.3 0 Qo AVG. GRADE=124.8 m � Ka+25. 0' o<_ MAXIMUM=149.8 ACTUAL=149.66 Z A N y d C AUG 1 0O LOT PLAN BUILDING� HOMEBUILDERS CITY 0 �.fEW i CITY OF EDM vi-E 121 5T11 AVENUE NORTH - EDMONDS,Wq9"o PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 5/30/2007 Expiration Date: 6/8/2007 Parcel No: 00513100012225 ..O P ERTYONNI N. ER APPLICANTO. S&KJOINT VENTURE S&KJOINT VENTURE WATHNE CONSTRUCT [ON 7503 BRAEMAR DR 902 6TH AVE S 21407 40TH AVE W EDMONDS, WA .98026 EDMONDS, WA 98020 MOUNTLAKE TERRACE, WA 98043 425-344-1371 425-344-1371 425-345-9645 LICENSE#: WATRNC1959PP EXP:10/18/2007 JOB DESCRIPTION SFR UPPER FLR 1258SF, MAN FLR 1804SF, LOWER FLR 1218SF, GARAGE 852SF, DECKS 344 SF RETAINING WALL VALUATION: $429,351 PERMIT TYPE: Residential PERMIT GROUP: 64 - Single Family Residence New GRADING:N CYDS: 1156 T YP E OF CONST RUCT ION: VB RETAINING WALL ROCKERY: Y OCCUPANT GROUP: R3 OCCUPANT LOAD: FENCE: N ( 0 X 0 FT.) CODE: 2003 OTHER: N------- OTHER:DESC: ZONE: RS•12 NUMBER OF STORIES: 3 VESTED DATE: NUMBER OF DWELLING UNITS: I ExisTivi AREA BASEMENT: 0 1ST FLOOR: 0 2ND FLOOR: 0 PROPOSED AREA BASEMENT: 0 IST FLOOR: 1218 2ND FLOOR: 1804 3RD FLOOR:0 GARAGE:0 DECKA OTHER: 0 13RD FLOOR: 1258 GARAGE: 852 DECK: 344 OTHER:0 FRONTSETBACK SIDESETBACK' EQUIRED: PROPOSED: REQUIRM 10 PROPOSED:25 REQUIRED: PROPOSED: [EIGHT ALLOWED:25 PROPOSED:25 REQUIRED: 10 PROPOSED: 10 ETBACK NOTES: Interior lot, setbacks are 25, 10, 14, and 50. I AGREE TO COMPLY WITH CITY AND SPATE LAWS REGULATINGCONSTRUCTION AND IN DOING THE WORK AUTHORIZED. THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE SPATE OF WASHINGTON RELATINGTO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICAT ON IS NOT A PERMIT UNTIL SIGNED BY THE BUIL DING OFFICIAL JqR IRSV&DEPUTAY AND ALL FEES ARE PAID. iSI-79011f7 S b Q-+ Signature Print Name Date. IS' e By Date ATTENTION ITIS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS 8 N MADE AND PPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC1091 IBCI 101 IRCI 10. ARCHIVE APPLICANT ASSESSOR OTHER As9ciated Earth Sciences,. Ceke6Nabnj 25'Jeaty o[Semw August 2, 2006 Project No. KE060165A AU6 0 7 2006 8'f1D DIINQ�F DEPARTMENT �'Y EDMpNDS Soundview Homebuilders 9026 6`' Avenue South Edmonds, Washington 98020 T FILE T SREE Attention: Mr. Ron Den Adel / Subject: Response to City of Edmonds ( / J P Y Proposed Rockery Construction 17037 76'h Avenue West Edmonds, Washington Dear Mr. Den Adel: As requested, Associated Earth Sciences, Inc. (AESI) is pleased to provide this letter in response to the City of Edmonds requirements for the proposed rockery construction at the above -referenced site. As required by the City of Edmonds and reiterated in our telephone discussion with Mr. Dave Gebert and Mr. Lyle Christman of the City of Edmonds, this letter specifically addresses the requirements of Handout #63, Section 6, Rockery Design Calculations. Attached to this letter is a geotechnical report for the project prepared by AESI in April 2006, and two rockery design details. This report provides the following information pertinent to the requirements of Section 6 of Handout #63: Soil Classification: Allowable Bearing Pressure Active Earth Pressure: Passive Earth Pressure Coefficient of Friction: Pre -Fraser Glacially Consolidated USC: SM-ML 1,500 psf 40 pcf unrestrained 55 pcf restrained 250 psf 0.35 Kirkland Office • 911 Fifth Avenue, Suite 100 • Kirkland, WA 98033 • P (425) 827-7701 • F (425) 827-5424 Everett Office • 2911 1/2 Hewitt Avenue, Suite 2 • Everett, WA 98201 • P (425) 259-0522 • F (425) 252-3408 www.aesgeo.com • Seismic Loads (per IBC 2003) Water Table Information: period = 0.2 seconds: 1.22g Period = 1 second: 0.43g Minor seasonal seepage at 2 feet Maximum Slope Behind Rockery: 2H:1V (Horizontal: Vertical) Rock Specifications: See attached details Based on the above -referenced geotechnical report, in our opinion, the potential for the site soils to liquefy during a large earthquake is low due to their high density and silt content. Based on experience, we would estimate the moist unit weight of the native soils to be approximately 130 pounds per cubic foot (pcf). To our knowledge, based on review of the project plans, there are no additional surcharges applied to the rockeries. We appreciate the opportunity to be of service to you on this project. Should you have any questions regarding this letter or other geotechnical aspects of the project, please call us at your earliest convenience. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Jon N. Sondergaard, P.G. , P.E.G. Principal Engineering Geologist 16 EXPIRES Z / b / +, Matthew A. Miller, P.E. Associate Engineer Attachments: Subsurface Exploration and Geotechnical Engineering Letter -Report Unreinforced Rockery Detail Terraced Rockery Detail JNS/Id KE060165A2 Proj ects\20060165 T EM P Aseciated Earth Sciences, 1c. ON EE C466nJc 25 Zfeatsof�'e April 10, 2006 Project No. KE060165A Soundview Homebuilders 902 6 h Avenue South Edmonds, Washington 98020 Attention: Mr. Ron Den Adel Subject: Subsurface Exploration and Geotechnical Engineering Letter -Report 17039 76'h Avenue West - Lot 3 Edmonds, Washington Dear Mr. Den Adel: Associated Earth Sciences, Inc. (AESI) is pleased to present this letter -report summarizing the results of our subsurface exploration and providing design criteria for foundations and rockeries for the proposed home to be built on Lot 3 of the subject property. A geotechnical report is required for this property based on Section 19.10 of the City of Edmonds Municipal Code for property with slope inclinations exceeding 15 percent, and City of Edmonds review comments issued for your project on December 28, 2005. Subsurface Exploration We completed one exploration pit (EP-1) in the building envelope for Lot 3 on January 2, 2006. We encountered 12 inches of topsoil over 1 foot of loose silty sand with roots overlying brown grading to gray, medium stiff grading to hard, sandy silt to the maximum depth explored of 10 feet (approximate elevation 118). Elevation estimates are based on plotting the exploration pit location on a site survey provided by you (Figure 1). Very slow, perched ground' water seepage was observed at a depth of 2 feet within exploration pit EP-1. The seepage depth represents the contact between the loose surficial sediments and underlying denser sediments. Samples were collected at each strata change. We interpreted the sand to be Vashon advance outwash and the silt to be pre -Fraser sediments consistent with those mapped on the "Composite Geologic Map of the Sno-King Area, " Booth et al., 2004. Advance outwash consists of sand that has been deposited in front of an advancing glacial ice sheet and has been overridden by several thousand feet of glacial ice. Pre -Fraser fine-grained sediments are sediments deposited in a large proglacial lake formed by ice dams that blocked the outlet to the Pacific Ocean prior to the advance of the ice sheet that eventually covered the Puget. Sound area during the Fraser Glaciation. As such, this material has also been over -consolidated by the weight of glacial ice. Kid&nd Office • 911 Fdth Avenue, Suite 100 • KiMand, WA 98033 • P (425) 827-7701 • F (425) 827-5424 Everett Office • 2911 1/2 Hewitt Avenue, Suite 2 • Everett, WA 98201 • P (425) 259-0522 • F (425) 252-3408 www.aesgeo.com 0 • Recommendations and Design Criteria Erosion Mitigation Measures The site slopes are defined as Erosion Hazard Areas by the City of Edmonds. The surface sediments underlying the site generally contain silt and fine sand and will be sensitive to erosion and moisture, especially in the sloping portions of the site. In order to reduce the amount of sediment transport off the site during construction, the following recommendations should be followed. 1. Temporary silt fencing should be placed around the lower perimeter of all cleared area(s) and at the base of sloped areas. The fencing should be periodically inspected and maintained, as necessary, to ensure proper function. 2. To the extent practical, earthwork -related construction should proceed during the drier periods of the year, and disturbed areas should be revegetated as soon as possible. Temporary erosion control measures should be maintained until permanent erosion control measures are established. 3. Areas stripped of vegetation during construction should be mulched and hydroseeded, replanted as soon as possible, or otherwise protected. During winter construction, hydroseeded areas should be covered with clear, plastic to facilitate grass growth. 4. If excavated soils are to be stockpiled on the site for reuse, measures should be taken to reduce the potential for erosion from the stockpile. These could include, but are not limited to, covering the pile with plastic sheeting, the use of low stockpiles in flat areas, and the use of straw bales/silt fences around stockpile perimeters. 5. To the extent necessary, interceptor swales with rock check dams should be constructed to divert storm water from construction areas and to route collected storm water to an appropriate discharge location. 6. A rock construction entrance should be provided to reduce the amount of sediment transported off -site on truck tires. 7. All storm water from impermeable surfaces, including driveways and roofs, should be tightlined into approved facilities and not be directed onto or above steeply sloping areas. Temporary Cut Slopes Review of the project plans indicate that cuts up to 13 feet high along the east side of the house will be required to obtain the design basement floor elevation. In our opinion, stable construction slopes should be t&..,re-9ponsibility of the contractor, and should be determined during construction based on actual soil and ground water conditions encountered. For estimating purposes, we anticipate that temporary, unsupported cut slopes in the advance 2 outwash sand and underlying pre -Fraser silt can be planned at 1H:1V (Horizontal: Vertical) or flatter. Temporary, vertical cuts should be no taller than 4 feet. Permanent cut or structural fill slopes should not be steeper than 2H:1V. These slope angles are for areas where ground water seepage is not encountered, and assume that surface water is not allowed to flow across the slope faces. If ground or surface water is present when the excavation slopes are exposed, flatter slope angles or shoring may be required. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. Engineering Design Criteria Based on our calculations, the basement retaining walls for the structure must be completely founded within the dense to very dense natural soils in order to reduce the risk of slope failure along the sand/silt depositional plane that is characteristic of the failure mechanism within the Meadowdale Landslide Complex. Interior spread footing foundations, and the west and portions of the north and south walls of the home, can be founded in medium dense to dense, brown or gray sand. For the residential structure founded on the prescribed bearing stratum, spread footings may be designed for an allowable foundation soil bearing pressure of 1,500 pounds per square foot (psf), including both dead and live loads. This bearing pressure is also appropriate for approved granular on -site or imported structural fill, compacted under our observation and testing to at least 95 percent of American Society for Testing and Materials (ASTM):D 1557 and to a firm, non -yielding condition, as determined by the geotechnical engineer or their representative. The on -site sand is appropriate for structural fill use. However, the silt is not considered appropriate for use as structural fill due to its extreme moisture sensitivity. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive. Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather and dry subgrade conditions. If fill containing moderate quantities of silt is placed during wet weather or if proper compaction cannot be obtained, a select material consisting of a clean, free -draining gravel and/or sand should be used. Free -draining fill consists of non -organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction and at least 25 percent retained on the No. 4 sieve. These recommendations are predicated on a member of our firm observing footing foundation excavations to determine if the proper bearing capacity has been reached. Anticipated settlement of footings founded as recommended should be on the order of 3/4 inch or less, with differential settlement of 1/2 inch or less. However, disturbed material not removed from footing trenches prior to footing placement could result in increased settlements. 3 Structural design of the residence should follow 2003 International Building Code (IBC) standards using Site Class "D" as defined in Table 1615.1.1. The 2003 IBC seismic design parameters for short period (Ss) and 1-second period (Si) spectral acceleration values were determined by the latitude and longitude of the project site using the United States Geological Survey (USGS) National Seismic Hazard Mapping Project website (http://earthquake.usgs.gov/hazmaps/). Based on the more current 2002 data, the USGS website interpolated ground motions at the project site to be 1.22g and 0.43g for building periods of 0.2 and 1.0 seconds, respectively, with a 2 percent chance of exceedance in 50 years. Upslope from the east basement retaining walls, short rockery structures are currently planned. The rockeries should be founded at least 8 feet in horizontal distance from the east basement retaining wall on medium stiff/dense to hard/dense native silt or sand sediments, or on structural fill compacted to at least 95 percent of ASTM:D 1557. The slopes above the rockeries should not exceed 2H:1V. Horizontally backfilled basement walls that are free to yield laterally at least 0.1 percent of their height may be designed using an equivalent fluid equal to 40 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of 55 pcf. If parking areas are adjacent to walls, a surcharge equivalent .to 2 feet of soil should be added to the wall height in determining lateral design forces. As required by the 2003 IBC, retaining wall design should include a seismic surcharge pressure in addition to the equivalent fluid pressures presented above. Considering the site soils and the recommended wall backfill materials, we recommend a seismic surcharge pressure of 4H and 8H psf, where H is the wall height in feet for the active and at -rest loading conditions, respectively. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the midpoint of the wall. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of excavated_ on -site granular (sandy) soils, or imported granular structural fill compacted to 90 percent of - ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the walls. A lower compaction may result in settlement of the slab -on -grade or other structures supported above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings or heavy construction equipment must be added to the above values. Lateral loads can be resisted by friction between the foundation and the native, medium stiff/dense to hard/dense soils or supporting structural fill soils, or by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with granular structural fill, compacted to at least 95 percent of the maximum dry density, to achieve the passive resistance provided below. We recommend the following allowable design parameters: • Passive equivalent fluid = 250 pcf • Coefficient of friction = 0.35 4 Drainage Perimeter footing drains should be provided for all retaining walls and footings. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. This would involve installation of a minimum, 1-foot-wide blanket drain to within 1 foot of finish grade for the full wall height using imported washed gravel against the walls. If a drainage mat is used, it should be installed according to the manufacturer's specifications. The retaining wall detail drawing shown on the building plans we reviewed included this drain. All footing drains should be tightlined separately from roof drains to an approved discharge location. Closure We trust this information meets your current needs additional information, please contact us. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington i Wash �. r J �� 704 o\aj ; \\ Ge Jon N. S dergaard Jon N. Sondergaard, P.G. , P.E.G. Principal Engineering Geologist Attachments: Figure 1 - Site and Exploration Plan Exploration Pit Log JNS/ld KE060165A 1 Projects\20060165\KE\W P If you have any questions or require ',1o. EXPIRES 2 / b / i Matthew A: Miller, P.E. Associate Engineer 5 RAY►alV C M M IS r 17011 76M A£ W. mwp� w4 \ _41F •• ►❖.y9r ♦�i•ii t�ww�• 4 \ 17009 76M AM W. EDW Cs. WA I � � I .4jr� I r L7 * � EXPLoIZ A�'raiJ ►ACF"a L HATHAWAY 17016 74TH AYEW. c EDMO&M Wit 1 + u i i -i f �- ' z1.ya• \Demo-�voo•Oo' �' R-20.o0 / L-J1.42' -VNVNt i v a i QcarRv HAKSEN 17107 76M AYE. X EDMONDS. MR .$e kum I . W 0 N A 1 "=30' S Associated Earth Sciences, Inc. FM SITE AND EXPLORATION PLAN 1 EDMONDS SHORT PLAT DATE a/os MCI ® ® EDMONDS, WASHINGTON PROJ. NO. KE060165A LOG OF EXPLORATION PIT NO. EP-1 South Home t This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be for read together with that report complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are aai 0 a simplfication of actual conditions encountered. DESCRIPTION Topsoil 1 Weathered Soil/Colluvium Loose, very moist, brown, silty SAND with roots, mottled. 2 Pre -Fraser Deposits Medium stiff, very moist, brown, sandy SILT. 3 4 Medium stiff to stiff, very moist, brown, sandy SILT, little gravel. 5 6 Very stiff, moist, gray, sandy SILT, trace gravel and cobbles. 7 8 9 Hard below 9'. 10 Bottom of exploration pit at depth 10 feet 11 Slow seepage at 2'. 12 13 14 15 16 17 18 19 Edmonds Short Plat Edmonds, WA Associated Earth Sciences, Inc. Logged by: SGB R% & a Approved by: ME Project No. KE05957A 1 /3/06 Min. 16"—i 0 1 \ 0 5 s v+ 12":�:\ Firm undisturbed soil (See Note 2) NOTES: No roadway, parking lots or building footings in this area FA ' Min. for flatter) I 1 4n. 1' wide layer of 2"-4" quarry spoils adjacent to rockery /a1 Stable cut face in natural material Y (See note 5) 1" (or less) diameter washed gravel min. 6" cover over pipe, 2" gravel under pipe Min. 4" diameter perforated rigid PVC pipe. Min. 1% continuous slope to outlet 1. Rockeries higher than 5' shall be constructed of rocks of graduated sizes from 5—man to 2—man, from bottom to top. Rockeries of 5' or lower shall be constructed of 3—man to 2—man, from bottom to top. 2. Inspection of subgrade, placement of base course and drainage, and finished rockery by engineer is required. 3. Rock shall be sound and have a minimum density of 160 pounds per cubic foot. 4. The long dimension of all rocks shall be placed perpendicular to the wall. Each rock should bear on two rocks in the tier below. 5. Rockeries are erosion —control structures, not retaining walls. Natural material mi free standing in cut face. Maximum height of 3 feet for rockeries facing fill soil Rocki Lb. ! Avg. Dimension (In.) ; L T30284� V' 1-Man f 100-300 I 12 to 18 i `F ��♦ I 2-Man 1300-800 18 to 28jUNAl zi 3-Man o ; 4-Man 1800-1500 j 28 to 36 36 to 48 EXPIRES 2 / $ / i 1500 2200 5-Man N l0 O O 12200-4000 :. _ 48 to 54 , Associated Earth Sciences, Inc. UNREINFORCED ROCKERY DETAIL FIGURE 2 DATE 5/06 76th AVENUE WEST, LOT 3 ® ® ® ® EDMONDS WASHINGTON PROJECT NO. KE060165A 0 Firm undisturbed soil (See Note 2) Min. 4" diameter perforated rigid PVC pipe. Min. 1% continuous slope to outlet Rock Lb. _ _Avg. Dimension (In.) 1-Man 100-300 12 to 18 2-Man 300-800 18 to 28 3-Man 800-1500 _ 28 to 36 4-Man 1500-2200 _ 36 to 48 5-Man 2200-4000 48 to 54 -1' Min. for flatter / / / /a1 No roadway, parking lots 1' Min. or building footings in this area 2 for flatter) t , � / Min. 16" tin. 1' wide layer of 2"-4" quarry / spoils adjacent to rockery i; Al in 5 / Stable cut face in natural material 6 (See note 5) L _rn n / 1" (or less) diameter washed gravel min. 6" cover over pipe, 2" gravel under pipe Stable cut face in natural material (See note 5) / 1" (or less) diameter washed grovel min. 6" cover over pipe, 2" grovel under pipe Min. 4" diameter perforated rigid PVC pipe. Min. 1% continuous slope to outlet EXPIRES 2 / b / Q • �Q(p NOTES: 1. Rockeries higher than 5' shall be constructed of rocks of graduated sizes from 5—man to 2—mon, from bottom to top. Rockeries of 5' or lower shall be constructed of 3—man to 2—man, from bottom to top. 2. Inspection of subgrade, placement of base course and drainage, and finished rockery by engineer is required. 3. Rock shall be sound and have a minimum density of 160 pounds per cubic foot. 4. The long dimension of all rocks shall be placed perpendicular to the wall. Each rock should bear on two rocks in the tier below. 5. Rockeries are erosion —control structures, not retaining walls. Natural material must be stable and free standing in cut face. Maximum height of 3 feet for rockeries facing fill soils. Associated Earth Sciences, Inc. TERRACED ROCKERY DETAIL FIGURE 1 '92EDMONDS, W R N a 76th AVENUE WEST, LOT 3 DATE 5/06 ff" WASHINGTON PROJECT NO. KE060165A AsSciated Earth Sciences, Imo. EDM 06-32 a9"6nj Vealyo[s�ce FILE _ EEEi April 10, 2006 Uy Project No. KE060165A Soundview Homebuilders 902 a Avenue South Edmonds, Washington 98020 Attention: Mr. Ron Den Adel REECEIVED JUN 0 2006 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS Subject: Subsurface Exploration and Geotechnical Engineering Lett-Ke o �n D 17039 76 Avenue West - Lot 3 W E lr�t� U Edmonds, Washington JUN 14 2006 Dear Mr. Den Adel: EECE Associated Earth Sciences, Inc. (AESI) is pleased to present this letter -report summarizing the results of our subsurface exploration and providing design criteria for foundations and rockeries for the proposed home to be built on Lot 3 of the subject property. A geotechnical report is required for this property based on Section 19.10 of the City of Edmonds Municipal Code for property with slope inclinations exceeding 15 percent, and City of Edmonds review comments issued for your project on December 28, 2005. Subsurface Exploration We completed one exploration pit (EP-1) in the building envelope for Lot 3 on January 2, 2006. We encountered 12 inches of topsoil over 1 foot of loose silty sand with roots overlying brown grading to gray; medium stiff grading to hard, sandy silt to the maximum depth explored of 10 feet (approximate elevation 118). Elevation estimates are based on plotting the exploration pit location on a site survey provided by you (Figure 1). Very slow, perched ground water seepage was observed at a depth of 2 feet within exploration pit EP-1. The seepage depth represents the contact between the loose surficial sediments and underlying denser sediments. Samples were collected at each strata change. We interpreted the sand to be Vashon advance outwash and the silt to be pre -Fraser sediments consistent with those mapped on the "Composite Geologic Map of the Sno-King Area, " Booth et al., 2004. Advance outwash consists of sand that has been deposited in front of an advancing glacial ice sheet and has been overridden by several thousand feet of glacial ice. Pre -Fraser fine-grained sediments are sediments deposited in a large proglacial lake formed by ice dams that blocked the outlet to the Pacific Ocean prior to the advance of the ice sheet that eventually covered the Puget Sound area during the Fraser Glaciation. As such, this material has also been over -consolidated by the weight of glacial ice. — I . 1 —fr _ n. I n:GL •_______ c_.:-_ inn. V:J. --A NWA OQA22. A I /h7G1 Q77_77A1 . F I l47G1 R77_G474 Recommendations and Design Criteria Erosion Mitigation Measures The site slopes are defined as Erosion Hazard Areas by the. City of Edmonds. The surface sediments underlying the site generally contain silt and fine sand and will be sensitive to erosion and moisture, especially in the sloping portions of the site. In order to reduce the amount of sediment transport off the site during construction, the following recommendations should be followed. 1. Temporary silt fencing should be placed around the lower perimeter of all cleared area(s) and at the base of sloped areas. The fencing should be periodically inspected and maintained, as necessary, to ensure proper function. 2. To the extent practical, earthwork -related construction should proceed during the drier periods of the year, and disturbed areas should be revegetated as soon as possible. Temporary erosion control measures should be maintained until permanent erosion control measures are established. 3. Areas stripped of vegetation during construction should be mulched and hydroseeded, replanted as soon as possible, or otherwise protected. During winter construction, hydroseeded areas should be covered with clear plastic to facilitate grass growth. 4. If excavated soils are to be stockpiled on the site for reuse, measures should be taken to reduce the potential for erosion from the stockpile. These could include, but are not limited to, covering the pile with plastic sheeting, the use of low stockpiles in flat areas, and the use of straw bales/silt fences around stockpile perimeters. 5. To the extent necessary, interceptor swales with rock check dams should be constructed to divert storm water from construction areas and to route collected storm water to an appropriate discharge location. 6. A rock construction entrance should be provided to reduce the amount of sediment transported off -site on truck tires. 7. All storm water from impermeable surfaces, including driveways and roofs, should be tightlined into approved facilities and not be directed onto or above steeply sloping areas. Temporary Cut Slopes Review of the project plans indicate that cuts up to 13 feet high along the east side of the house will be required to obtain the design basement floor elevation. In our opinion, stable construction slopes should be the responsibility of the contractor, and should be determined during construction based on actual soil and ground water conditions encountered. For estimating purposes, we anticipate that temporary, unsupported cut slopes in the advance 2 outwash sand and underlying pre -Fraser silt can be planned at 1HAV (Horizontal: Vertical) or flatter. Temporary, vertical cuts should be no taller than 4 feet. Permanent cut or structural fill slopes should not be steeper than 2H:1V. These slope angles are for areas where ground water seepage is not encountered, and assume that surface .water is not allowed to flow across the slope faces. If ground or surface water is present when the excavation slopes are exposed, flatter slope angles or shoring may be required. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. Engineering Design Criteria Based on our calculations, the basement retaining walls for the structure must be completely founded within the dense to very dense natural soils in order to reduce the risk of slope failure along the sand/silt depositional plane that is characteristic of the failure mechanism within the Meadowdale Landslide Complex. Interior spread footing foundations, and the west and portions of the north and south walls of the home, can be founded in medium dense to dense, brown or gray sand. For the residential structure founded on the prescribed bearing stratum, spread footings may be designed for an allowable foundation soil bearing pressure of 1,500 pounds per square foot (psf), including both dead and live loads. This bearing pressure is also appropriate for approved granular on -site or imported structural fill, compacted under our observation and testing to at least 95 percent of American Society for Testing and Materials (ASTM):D 1557 and to a firm, non -yielding condition, as determined by the geotechnical engineer or their representative. The on -site sand is appropriate for structural fill use. However, the silt is not considered appropriate for use as structural fill due to its extreme moisture sensitivity. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive. Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather and dry subgrade conditions. If fill containing moderate quantities of silt is placed during wet weather or if proper compaction cannot be obtained, a select material consisting of a clean, free -draining gravel and/or sand should be used. Free -draining fill consists of non -organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction and at least 25 percent retained on the No. 4 sieve. These recommendations are predicated on a member of our firm observing footing foundation excavations to determine if the proper bearing capacity has been reached. Anticipated settlement of footings founded as recommended should be on the order of 3a inch or less, with differential settlement of 1/2 inch or less. However, disturbed material not removed from footing trenches prior to footing placement could result in increased settlements. 3 Structural design of the residence should follow 2003 International Building Code (IBC) standards using Site Class "D" as defined in Table 1615.1.1. The 2003 IBC seismic design parameters for short period (Ss) and 1-second period (Si) spectral acceleration values were determined by the latitude and longitude of the project site using the United States Geological Survey (USGS) National Seismic Hazard Mapping Project website (http://earthquake.usgs.gov/hazmaps/). Based on the more current 2002 data, the USGS website interpolated ground motions at the project site to be 1.22g and 0.43g for building periods of 0.2 and 1.0 seconds, respectively, with a 2 percent chance of exceedance in 50 years. Upslope from the east basement retaining walls, short rockery structures are currently planned. The rockeries should be founded at least 8 feet in horizontal distance from the east basement retaining wall on medium stiff/dense to hard/dense native silt or sand sediments, or on structural fill compacted to at least 95 percent of ASTM:D 1557. The slopes above the rockeries should nol._exceed-3H4*.-- r ontally backfilled basement walls that are free to yield laterally at least 0.1 percent of their height may be designed using an equivalent fluid equal to 40 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of 55 pcf. If parking areas are adjacent to walls, a surcharge equivalent to t of soil should be added to the wall height in determining lateral design forces_ As required by the 2003 IBC, retaining wall design should include a seismic surcharge pressure in addition to the equivalent fluid pressures presented above. Considering the site soils and the recommended wall backfill materials, we recommend a seismic surcharge pressure of 4H and 8H psf, where H is the wall height in feet for the active and at -rest loading conditions, respectively. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the midpoint of the wall. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of excavated on -site granular (sandy) soils, or imported granular structural fill compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the walls. A lower compaction may result in settlement of the slab -on -grade or other structures supported above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings or heavy construction equipment must be added to the above values. Lateral loads can be resisted by friction between the foundation and the native, medium stiff/dense to hard/dense soils or supporting structural fill soils, or by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with granular structural fill, compacted to at least 95 percent of the maximum dry density, to achieve the passive resistance provided below. We recommend the following allowable design parameters: • Passive equivalent fluid = 250 pcf • Coefficient of friction = 0.35 4 Drainage Perimeter footing drains should be provided for all retaining walls and footings. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. This would involve installation of a minimum, 1-foot-wide blanket drain to within 1 foot of finish grade for the full wall height using imported washed gravel against the walls. If a drainage mat is used, it should be installed according to the manufacturer's specifications. The retaining wall detail drawing shown on the building plans we reviewed included this drain. All footing drains should be tightlined separately from roof drains to an approved discharge location. Closure We trust this information meets your current needs. If you have any questions or require additional information, please contact us. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington v— ash rrJ\: eo %� kA f Jon N. Sfidergaaru � Jon N. Sondergaard, P.G., P.E.G. Principal Engineering Geologist Attachments: Figure 1 - Site and Exploration Plan Exploration Pit Log JNS11d KEM165A1 P,ojectsU0060165\KBW P EXPIRES 21 b / ` Matthew A. Miller, P.E. Associate Engineer 5 .\N r 701" 7 W AVE W. � GEORGE WDOW40Rn 17009 7W H AYE W. I EDMIIDNm MA. I 40 \ FEX. OR41NAGE I IN, �4# - �y 1 \ t EXF11-0-- P►T1o" AffCk4a L HAYMWAY AVE 170rs 7ar rZae IF. p4E7) E1 w g` 1AM2 S.F. (GAM) ' I o smfomm WA A. AVERAGE ELM 151.1 H� u WX HdrT. EL-14+1.1 i I� 4 \ ' 7 I I Z1.9B' Y , r....we•Al•W 1 •►. 111 •11J11 . i'1J�11♦ >1JJ1� 11•►1♦ ♦1/1 111�►,11 ©0 ' $ _4e Ail Q, Izwl sF ` 1.xf19 S.F. f� I isUt 4'tl At ------------- 40 17107 7M AVE W. a EUMaWa WAA 1"=30' 15, Um EASEwEw FIGURE 1 - Associated Earth sciences, Inc. SITE AND EXPLORATION PLAN ® ® ® ® ® EDMONDS SHORT PLAT DATE a/os EDMONDS, WASHINGTON PRoi. No. KE060165A LOG OF EXPLORATION PIT NO. EP-1 South Home This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be that for interpretation. This summary appplies only to the location of this trench at the w n read together with report complete time Subsurface conditions may change at this location wdh the passage of time. The data presented are p of excavation. a simpification of actual conditions encountered. DESCRIPTION Topsoil 1 Weathered Soil/Colluvium Loose, very moist, brown, silty SAND with roots, mottled. 2 Pre -Fraser Deposits Medium stiff, very moist, brown, sandy SILT. 3 4 Medium stiff to stiff, very moist, brown, sandy SILT, little gravel. 5 6 Very stiff, moist, gray, sandy SILT, trace gravel and cobbles. 7 8 9 Hard below 9'. 10 Bottom of exploration pit at depth 10 feet 11 Slow seepage at 2'. 12 13 14 15 16 17 18 19 Edmonds Short Plat Edmonds, WA Associated Earth Sciences, Inc. Logged Approvedd by:: 0 W 9% & U Project No. KE05957A 113106 yOf EDAI O yo CITY OF EDMONDS F:r aqa 121 5TH AVENUE NORTH, EDMONDS, WA 98020 (425) 771-0220 RCW 197-11-970 Determination of Nonsignificance (DNS) DETERMINATION OF NONSIGNIFICANCE Description of proposal: A new single family residence on a vacant lot in the RS-12 zone. 900 cubic yard of soil are proposed to be graded. (File No.: Plan Check BLD20060694) Proponent: Phil Lehn, Architect Location of proposal, including street address if any: 16234 72nd Ave. W. Lead agency: CITY OF EDMONDS The lead agency has determined that the requirements for environmental analysis and protection have been adequately addressed in the development regulations and comprehensive plan adopted under chapter 36.70A RCW, and in other applicable local, state, or federal laws or rules, as provided by RCW 43.21C.240 and WAC 197-11-158 and/or mitigating measures have been applied that ensure no significant adverse impacts will be created. An environmental impact statement is not required under RCW 43.21.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. There is no comment period for this DNS. XX This DNS is issued under 197-11-340(2); the lead agency will not act on this proposal for 14 days from the date below. Comments must be submitted by July 14, 2006. Project Planner: Steve Bullock Responsible Official: Robert Chave Position/Title: Manager - Planning Division Phone: 425-771-0220 Address: City of Edmonds, 121 5th Avenue North, Edmond, WA 98020 44 4 , Date: Jruo i �/ , �CL�� Signa, e: XX You may appeal this determination to Robert Chave, Planning Manager, at 121 5th Avenue North, Edmonds, WA 98020, by filing a written appeal citing the specific reasons for the appeal with the required appeal fee, adjacent property owners list and notarized affidavit form no later than July 15, 2006. You should be prepared to make specific factual objections. Contact Rob Chave-to read or ask about the procedures for SEPA appeals. XX Posted on June 30, 2006, at the Edmonds Public Library, Edmonds Community Services Building, and the Edmonds Post Office. XX Distribute to "Checked" Agencies on the reverse side of this form, along with a copy of the Checklist. Page I of 2 PC06694.DOC 6/29/06.SEPA 0 • Mailed to the following along with the Environmental Checklist: XX Environmental Review Section Department of Ecology P.O. Box 47703 Olympia, WA 98504-7703 XX COMCAST Outside Plant Engineer, North Region 410 Valley Ave NW #12 Puyallup, WA 98371-3317 XX Department of Fish & Wildlife 16018 Mill Creek Boulevard Mill Creek, WA 98012 XX Snohomish County Planning & Development Services 3000 Rockefeller Everett, WA 98201 Attachments pc: File No. SEPA Notebook XX Snohomish County Public Works Attn.: Environmental Coordinator 2930 Wetmore, #101 Everett, WA 98201 XX Puget Sound Energy Attn: Elaine Babby PO Box 97034, MIS EST-11 W Bellevue, WA 98009-9734 XX Dean Saksena, Senior Manager Snohomish Co. PUD PO Box 1107 Everett, WA 98206-1107 XX Ron Den Adel 902 6`h Ave. S. Edmonds, wA 98020 Page 2 of.2 PC06694. DOC 629/06.SEPA