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20030960.pdfI ___� F;� CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION OWNER NAME/N.AWE-OF BUSINESS -t(-- MAILING ADDRESS CITY ZIP TELEPHONE N ME A Eo 1-& /2,/ ADDRESS -46 (0 90 6 1 / 6 P -5,— - CITY ZIP TELEPHONE Z )1",00klako6 V90 3 779c)!S� ADDRESS /49// 6)_� — CITY ZIP TELEPHONE E 0/ 7 A. 10 �?&- a � � q7A STATE LICENSE NUMBER EXP VH16�1 W1 CHE TM x PROPERTY TAX ACCOUNT PARCEL NO. ,5�0 V< m URONEW 5200"6ESIDENTIAL �PLUMBING / MECH ADDITION 0 COMMERCIAL COMPLIANCE OR CHANGE OF USE REMODEL APARTMENT SIGN REPAIR E300o'G-RADING 21Ad CYDS FENCE ( — x — FT) j 0 DEMOLISH [3 TANK 0 OTHER N ARAGE 0 RETAINING WALL KCARPORT n�^Vlrmv 0 RENEWAL (TYPE OF USE, BUSINESS 09.ACTIVITY) EXPLAI% NUMBER NUMBER OF CRITICAL OF WELLING AR f, f . STORIES AAVTS N U ., I � DESCRIBE WORK TO BE DONE Z. M !! F �-_- i W5 Lf w- I V= % I / LOT SLOPE % e4hftb� U5 USE ZONE PERMIT EXPIRES PERMIT 1C.Wj_ NUMB!2;!2.iK/ 7F JOB SUITE/APT# ADDRESS B DRE SS NT .AT NAM E/SU BDIVI SION NO. LOT NO. LID NO. FEE $ P UBL C .'Approved UBLIC RIGHT OF WAY PER OFFICIAL STREET MAP W permit Required Sliest Use Permit Raqd 13 XISTI VEXISTINGI - PROPOSED Inspection ReqUilred Sidewalk Required A- 0 QUIP REQUIRED DEDICATION FT Underground Wiring required METER SIZE LINE SIZE NO. OF FIXTURES PRVJREQUIRED A/All I 1 11 1 _111W YESX NO 0 1.7 PLAN CHECK NO: �7- Z731 VESTED DATE THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO t BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC a DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE 1:3 SEPARATE PERMISSION. I. - cc PERMIT APPLICATION: 180 DAYS W PERMIT LIMIT. I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS all SEE BACK OF PINK PERMIT FOR MORE INFORMATION 'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS IN INTEREST. AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF :E EDMONDS. WASHINGTON, ITS OFFICIALS, EMPLOYEES. AND AGENTS FROM ANY AND ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE. ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.' I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRLIC- TION; AND IN DOING THE WORK AUTHORIZED THEREBY NO PERSON WILL BE EMPLOYED IN VIOLATION K THE LABOR CODE OF THE STATE 6F ASHINGTON RELATING TO WORKMEN'S CZ40CE77SATION INSURANCE AND RCW 1 OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE IV1'_Ak_1 I &� .& �. Ie - 40r\ -r--inkicills I RING REVIEW� K 1. k Aeo; I I k FIRE REVIEWED BY DATE cc W z z a z W UJI 0: E-L VARIANCE OR CU SHORELINE OR ADB# INSPECTION BOND REO'D YES &1<0 POSTED I 13 SEPA REVIEW SIGN AREA HEIGHT COMPLETE EXEMPT ALLOWED PROPOSED ALLOWED PROPOSED I V , 0 1�5' ZV4`1 I EXP LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT.) ALLOWED PROPOSED FRONT SIDE REAR FRONT UR SIDE REAR z PARKING LOT AREA I PLANNING REVIEWED 13Y DATE REO'D I PROVIDED 2� -3 It 0471 Nor-&� IZV41,24.21 CHEQjE,D,BY ITYP 5 — SPECIAL IN�jP§CTOI REQUIRED IN YES AREA GROUP I( OCCUPANT LOAD REMARKS PROGRESS INSPECTIONS PER UBC 1081FINAL INSPECTION REQ 'ATTENTION ( IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PLAN CHECK FEE BUILDING PLUMBING MECHANICAL GRADING/FILL STATE SURCHARGE ENG. REVIEW FEES ENG. INSPECTION FEE LANDSCAPING INSPECTION FEE PLAN CHECK DEPOSIT TOTAL AMOUNT DUE CALL FOR INSPECTION (425) 771-0220 EXT 1333 771-0221 FAX 'A W,? WAWA MILWAr-o- 441111!�A FJW MA ............ ....... Iz APPLICATION APPROVAL This application is not a permit until signed by the Building Official or his/her Deputy: and Foes are paid. and receipt is acknowledged in space provided. ��qAj WIR /.�,G N A E DATE ED BY ORIGINAL - FILE YELLOW - INSPECfOR PINK - OWNER GOLD - ASSESSOR u 5 z 0 4 0 m "4 T, 7W � am a MID -48 Oc �2 K m m 10 CO) CII _n m m a Mj) 0 0 Fn C K8 0 z z 0 I 0 m d I I I d I I d I I I PlI o, It GEOTECHMC"DMSTIGATION Eckberg Residential lot lu st Pi QSMU & OW Ave W EdmonA Washington October 9, 2000 M1 �v I , , I I I I . I I I 1 4 1 L. l, I I t IV �V�%3 JOY", ff"t . 44T, 9;�, q I . d Prepared For: I I d 0 :if �.V I I I V, _tt VIf I . 1 0 1 1 I I If Ir 0 111 ( t., V� If el. . 0 I.Q.1 I I I. I 1 7 1 � I I ; . I I I , L C lf ti f . % j o". Bob & Jo Anne Eckberg . ...... ......... I -I lot Ill., If, 4111ptit I d f 7, 1 . , . I I tq.� 23319 94" Place West "'lk, 1 1, 111'. P. 1 4 1 IV, ::I I, IV I I % I IV of I V L to Edmonds, Washington 98020 I jk I I If k I I i,�) 1. 4 4 P, 0 1 V I V. I I I f I I 7 It V.. I lL I I I I d f I I I L: I I V I ;l 4 I It d . I % I A ILI L % V d I I L PreparedBye L I I I d I I I) I I I 'IN I I I N. t I I f I! � � I I lL d I I 1 1. VL Dennis Joule, P.E. L 1 11 4 31700 S*E9 46th Street to I 'I L % I I f L 4 1 I I j I 'L -,l I L 11 City, Washington 98024 Fa i I L 1 4 L. d 'lLl I I I I I I L 4 1 1 1 L d L I I 't, L I I "d 1, 4 1 1 �4 I 4 1 1' 1 I k 4 IV Lj L 4L L d l. CoNsuLorANT IN GEoTECHNICAL ENGINEERING I. 1 4 I l 1 4 I I It. o' or, S,6 l P I 1 4 Dennis Joule, P.E. CM Engineer Consultant in 31700 S.E. 4P Street Fall City, Washington 98024 Geotechnical Engineering PhonelFAX (425) 222-4661 Jouk4@40LCOM Bob & Jo Anne Eckberg 23319 94" Place West Edmonds, Washington 98020 October 6, 2000 Re: GEOTECHNICAL ENGINEERING REPORT - Eckberg Residential Lot 181" Place SW & 7e Avenue W, Edmonds, WA INTRODUCTION At I your request I have performed a Geotechnical Investigation of your single-family residential lot located on the southeast comer of the intersection of 181d Place SW & 71Vd Avenue W, Edmonds, WA INFORMATION PROVIDED The following informe, ion was provided: 1) A set of drainage plans titled Temporary Erosion and Sediment Control Plan, Sheets C I and C2. dated 9-19-00, prepared by Erich 0. Teitze and Associates, Inc., 2) A set of building plans titled Eckberg Construction, Sheets I through 11, dated 9-19-00, prepared by Ed. L. Huri, Architect, and 3) A set of structural plans and notes titled, Eckberg Construction Residence, dated 9-6-00, prepared by Forsman Engineering. SCOPE The scope of work in this investigation included the following: 1. Subsurface exploration by means of three backhoe test pits, 2. Engineering evaluation and analysis of field data, review of published documents and the plans listed above, for the purpose of providing recommendations regarding the geotechnical aspects of site development, and Page I 'JA W IF: t Ti. IF_ October 6, 2000 Project 1736 3. Preparation of this report in accordance with Chapter 18 of the U.B.C., presenting the findings and re(.-Dmmendations. FINDINGS Surface Conditions The site slopes down toward the southeast at an average slope of about twenty percent. The main portion of the building area is nearly level and then slopes down at about 2:1 to a lower nearly level area. The slope is about ten feet high. At the time of the field investigation the ground surface was covered with a moderate growth of native grasses and berry bushes. No structures, wet areas, standing water, or streams were observed on'the property. Subsurface Conditions The site is underlain b,, one to five feet of medium dense slightly silty to silty sands with some gravel, over moderately consolidated glacial till. No groundwater or soil color mottling was encountered any of the test pits. No expansive or compressible soils were encountered. Test pit logs are appended to this report. CONCLUSIONS & RECOMNMNDATIONS Seismic Considerations As with a land in the Puget Sound region, this property lies in Seismic Zone 3. When determining nummum earthquake forces for structures in accordance with U.B.C. Section 2312A, Method B, consider the site to be underlain by soil Profile Type S2. Seasonal Perched Groundwater The moderately consolidated glacial till underlying this property is relatively impermeable. Water landing on the site as rain, or water entering as off -site drainage percolates through the one to five feet of permeable surface soils. It is then trapped on top of the less permeable glacial till and must travel downslope on top of this layer. This groundwater should be anticipated in excavations made during or just following the wet season. Page 2 Jn 'X October 6, 2000 Project 1736 Site Preparation Depressions and loose soil zones resulting from the removal of trees, large shrubs, or underground structures (that may be encountered during construction) should be carefully backfilled with thoroughly compacted on -site inorganic soil or approved import soil. The surface of the site within the proposed building and pavement areas should be stripped to remove vegetation and organic topsoil. Soil containing more than two percent by weight organic matter should be considered organic. Stripping depths should be decided in the field at the time of construction but for planning purposes an average stripping depth of six inches may be assumed. Strippings may be stockpiled for subsequent use in landscaped areas. An soil stockpiles should be covered with visqueen to prevent erosion and minimize saturation. Building Foundations The proposed house may be supported on conventional shallow foundations bearing on the underlying firm native soil. Where isolated areas of fill are encountered the footing areas should be excavated to firm native soil. Reinforced concrete continuous footings may be designed to impose pressures on foundation soils up to 2000 pounds per square foot from dead plus normal five loading. Individual reinforced concrete foundations, such as may be used for supporting columns, may also be designed to impose pressures of up to 2000 pounds per square foot from dead plus normal live loading, but should be at least 24 inches in minimal plan dimension. Retaining Walls Retaining walls constructed as part of the foundation system cannot be allowed to 11rotate", developing "active" soil pressures. Therefore an "at rest" lateral soil coefficient of 0.5 should be used. Retaining walls may be designed using the equivalent fluid pressure method. For non -compacted granular soil an average backfill soil unit weight of 100 lb/cu ft may be assumed (lateral pressure would then be 50 lb/cu ft). The lateral coefficient of sliding between the concrete base and the soil may be designed at 0.40 underlying firm native soils. Page 3 M !:I W J� J� October 6, 2000 Project 1736 Footing and Retaining Wall Drains Footing drains are required for all retaining walls and perimeter footings. A perforated drainpipe should be placed at the upslope base of the footing. The drainpipe should be covered with at least a 12 inch wide zone of washed 1/2" to I" drainrock. The drainrock layer should extend to within twelve inches of the top of the soil backfill on the upslope side of the retaining wall or footing. The drainrock should be covered with filter fabric, and a layer of native soil should be placed over filter fabric as a soil cap. Concrete Slabs -On -Grade Concrete floor slab should be constructed on compact soil subgrades prepared as described in the sections under Grading and Compaction. Where floor dampness must be minimized, a minimum 4 inch section of capillary break material covered with a membrane vapor barrier should be placed between the floor slab and the compact soil subgrade. The capillary break should be free -draining, clean gravel or rocl� such as 3/8" pea gravel. The membrane vapor barrier should be at least 10 mil thick polyethylene or its equivalent. Surface Drainage and Landscaping The Drainage Plan shows all site drainage collected and discharged into the storm sewer system. Exposed ground should be seeded or landscaped as soon as possible. Graded slopes twenty percent or steeper should be covered with visqueen or straw until they are landscaped. MMATIONS Changes in development plans will render these specific recommendations invalid unless such changes are reviewed by this office and these recommendations modified accordingly. Subsurface exploration of any site is'necessarily confined to selected locations, and conditions may and often do vary between these locations. Should varied conditions come to light during project development these conditions should be reported to this office for evaluation. Report Prepared By: Page 4 is J, WAS A. I 0 16173 43 L Expires 7-9-01 -0 t A., Etc- 11 dodow,ioddiddisdoIddooddoIdd,IdooddId� , I . . I I � I I � . I I I . . I . . � . . I I dooddiddiddiddiddiddiddooddidoodooddid I I I I I I I . I I I . I . . . I � I I � � I I . . I I I I . . � I I I I I I . I � � I � . . . I . � I I I , . 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"All 0 A SOIL LOG - TEST PIT No. I PROJECT: Eckberg Residence DATE: 10-5-00 EXCAVATED BY: Case 580 Extendahoe HOLE ELEVATION: 94' DEPTH TO GROUNDWATER: INITIAL FINAL LOGGED BY: DJ SOIL DESCRIPTION COLOR MOISTURE CONSISTENCY SOIL TYPE DEPTH PENITR. 70RVANE Fine to Medium Grained SAND Gray Damp Medium SPF Brown Dense -2- -3- -4- -6- (becomes slightly cemented) Dense -7- Bottom Hole 1W -10- No Water -12- -13- -14- -15- -16- -17- -18- -19- -20- CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR. INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT DENMS JOULE9 P.E. CIVILENGINEER SOIL LOG - TEST PIT No. 2 PROJECT: Eckberg Residence DATE: 10-5-00 EXCAVATED BY: Case 580 Extendahoe HOLE ELEVATION: 86' DEPTH TO GROUNDWATER: INITIAL FINAL -- LOGGED BY: SOIL DESCRIPTION COLOR MOISTURE CONSISTENCY SOIL TYPE DEPTH PENITR. TORVANE FELL - Fine to Medium Grained SAND Gray Damp Medium SPF Brown — Dense— -1- Silty Fine. to Medium Grained SAND Red Damp Medium SPN Brown Dense -2- -3- -4- -5- ------- Gray ------ Dense -6- (becomes slightly cemented) Brown -8- Bottom Hole 8' No Water -9- _10- -12- -13- -14- -16- -17- _19- -20- CONSISTENCY AND SOIL TYPE INDICATE SOIL CLASSIFICATION BASED ON THE SUGGESTED REVISIONS TO THE UNIFIED SOILS CLASSIFICATION SYSTEM - PENITR. INDICATES READINGS TAKEN WITH A SOILTEST POCKET PENITROMETER INSTRUMENT - TORVANE INDICATES READINGS TAKEN WITH A SOILTEST HAND TORVANE INSTRUMENT DENNIS JOULE9 P.E. CIVIL ENGINEER