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20030367.pdfDATE RECEIVE 00 I I PERMIT EXPIRES USE PERMIT �� CITY OF EDMONDS ZONE , NUMBER 7 CONSTRUCTION PERMIT APPLICATION JOB -/& 5�_,4 SUITE/APT# ADDRESS 2- 5k/ OWNER NAMEINAME OF BUSINESS 4Z . Z2&�y Allol/ PLAT NAME/SUBDIVISION NO. LOT NO. LID NO. FU OVILING ADDRESS LID FEE $ TESCP Approved 57 PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP RW Peffnit ed Ra=Z 111*� Street Use "'d CITY EXISTING.- PROPOSED inspectio Required [3 ZIP TELEPHONE SIdewa*'Raquired El REQUIRED DEDICATION to� FT Underground W 5 Wiringrequirod 13 NAME METER SIZE LINE SIZE NO. OF FIXTURES PRWEQUIRED YES NO 13 z 15 z ADDRESS REMARKS z OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROWDRAINAGE CITY ZIP ONE NAME BL 11 Ezz jt&L, + rjam= 69ftIN&I OE S rM 7 /Mff Ifzr 1-1 ENGINEERING REVIEWED BY DATE ADDRE I Acew FIRE REVIEWED BY DATE ul CITY ZIP TELEPHONE M VARIANCE OR CU SHORELINE OR ADD# INSPECTION BOND STATE LICENSE NUMBER EXPIRATION DAT7 CHECKED BY RW'D POSTED ...... 13YE12!§O S ..... _I SEPA REVIEW SIGN AREA HEIGHT PROPERTY TAX ACCOUNT PARCEL NO. COMPLETE EXEMPT ALLOWED PROPOSED ALLOWED PROP13SED , EXP LOT COVERAGE REQUIRED SETBAC S PROPOSED SETBACKS (Fr.) NEW RESIDENTIAL bd PLUMBING mECH ALLOWED PROPOSED FRONT SIDE R FRONT IJRSIDE REA5P �< r_% / 7 1 COMPLIANCE OR f 3 5 LZ P -7";? Tq94DDITION COMMERCIAL CHANGE OF USE IOL09 h _"161% z PARKING LOT AREA PLANNING REVIEWED BY --VATE 1;34EMODEL MULTIFAMILY SIGN REO`D PROVIDED 13 ;�t 5.7 2,11 q—_ I 1. GRADING FENCE REPAIR CYDS FT) MARKS/ A A*:b Is toidm [-] OTHER DEMOLISH 13 TANK —_2!5/ - S ga__ GARAGE RETAININGWALL F RE SPRINKLER op CARPORT 0 ROCKERY FIRE ALARM r-eda cedl+v 1;:;p pev! (TYPE OF USE. BUSINESS LAIN: CHECKED BY OF QWSTRUCTION COLD OCCUPA Ec ITYPE IYU -7 GROUP I T NUMBER fZ, NUMBER OF CRITICAL - OF DWELLING AREAS SPECIAL INPP�CTION JAREA OCCUPA STORIES UNITS NUMBER REQUIRED It LOAD YES DESCRIBE WORK TO BE DONE REMARKS PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION REO'D -7 .00, A— T-1 2 no VALUATION ry4yt), J( -:3 B1j,,C Description FEE Ion FEE Plan Check "712 State Surcharge H URCE GLAONG % LOT SLOPE % Building Permit City Surcharge ;cT/11 rEt-3 ()Kl M Ve I Ld, PLAN CHECK NO:,Q VESTED E Plumbing 10 _ 7. - Mechanical Wr THIS PERMIT AUTHORIZED ONLY THE WORK h c6IFF * BE DOME ON PRIVATE PROPERTY ONLX ANY CONSTRUCTION ON THE PUBLIC Grading * DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, UARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. Engr. Review 5L PERMIT APPIUCATION: 180DAYS PERMIT UMIr I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspection SEE BACK OF PINK PERMIT FOR MORE INFORMATION 'APPLICAK ON BEHALF OF HIS OR HER SPOUSE. HEIRS, ASSIGNS AND SUCCESORS Fire Review Plan Chk. Deposit IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF EDMONDS, WASHINGTON, ITS OFFICIALS. EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection Receipt # ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE. ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT ISSUANCE OF THIS PERMIT SHALL NOT BE Landscapelnsp. Total Amt. Due AV/0 DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE 0 NOR LIMIT IN ANY WAY THE CRYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION.' __ Recording Fee =Receipt # I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION: THAT THE INFORMATION APPLICATION APPROVAL 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 CONSTRUC- CALL This application Is not a permit until signed by the TION: AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building Official or his/her Deputy: and Fees are paid, and IN VIOLATION Of,;LHE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt Is acknowledged In space provided. 19N INSURANCE AND RCW 18.27. WORKMEN'S ffll`1214SA�T ATUM. DATE Sit N E DATE SIGNED Ilk A— -9 5) 771-0220 rfATE REL B ATTEfilTAN M 1333 Z_ dO iT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- 11.11 NAI - FILE YELLOW - INSPECTOR CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK - OWNER GOLD - ASSESSOR 04/02 PRESS HARD -YOU ARE MAKING 5 COPIES GREEN - ACCOUNTING z 0 0 5) a fn- C M 0 -40 0 C M In 10 z 0 -n M M 0 0 Fn C 0) 0 X z z 0 I M t lK 00 oo 10 op dop 00 00 Po 'o op op MW ap .0 a, 85"44 2 .0.0 N I I IT-T;a �J-t WIP m000, md u CONYROLANDOA low EROS ION l4b % Do -k PV4WhkYTeJP go ly lit plop OV, 08 or 4 MAXI DRIVEWA PE 10' ED 14 oo kb % 16 -14 WO NN (5 1 ImAs Al, NS-�J" 41-1 % 'A I ifou WALL 8MCK %b BMCK %b %4 1 13ARqEQUE ENS/DO s EXI %I %T�y w 1 1 1.7 w4b .... .. 07, C4 %b ap 00,0o C4 %b op ko� %b N Ir .0. .0% o'o Ot,67 1126 j�� WO 3 l4b 00 *14k. BAW 4% %b oo -208, k. 00� oo 110P % % % % %%.. %iip. o0, *a ov. :4.1 oo N %b 1% 1 %b *ft o0' a %b WOW %ft ftft -"*ft o-204---- ft. -� C.ZO bq loop an of %b . .1. '54 1% %b 0% l%b dO' X --o�200 Z I%b 04 'do .0e 44b 1% d% 1% %b 1% 'Ab . . . . . . . . %b qh #-%I %b L LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth Science April 8, 2003 Mr. Dan King 7812 — 175d'Street SW R4� E D Edmonds, WA 98020 APR 16 2003 Dear Mr. King: PERMIT COUNTER ject: Geotechnical Investigation Sub Addition to Dan King Residence CIT r 7812 — 175h Street SW ."Ut AL Edmonds, Washington L&A Job No. 3AO 17 INTRODUCTION We have completed a geotechnical investigation for the proposed addition to the your residence located at 7812 — 175th Street SW in Edmonds, Washington. The general location of the residence is shown on Plate I — Vicinity Map. The purpose of this investigation is to characterize the subsufface ject residence site and provide geotechnical recommendations for slope conditions of the sub stabilization, building setback from top of steep slope, site grading, surface and ground water or the proposed addition to the residence. control, erosion abatement, foundation design, etc., f Presented in this report are our findings and recommendations. PROJECT DESCRIPTION For our use in this investigation, you provided us with a copy of undated Topographic Survey Ian of your property with the location of the existing residence and proposed addition shown on the plan. We understand that the existing residence is a one-story, wood -framed structure with a basement, supported on perimeter concrete stemwalls and footings and interior posts and footings. The basement is below grade along the front (north side) and day -lighted along the back (south side). The garage is located at the southwest comer of the residence at the basement level. We understand that the proposed 19213 Kenlake Place NE Kenmore, Washington 98028 Phone (425) 483-9134 Fax (426) 486-2746 Rz April 8, 2003 Dan King Residence Addition L&A Job No. 3A01 7 Page 2 addition will be a two-story, wood -framed structure with a footprint of 20 feet by 32 feet, abutting the west end and flush with the south side of the existing residence. SCOPE OF SERVICES The achieve the purpose of this study, our scope of services specifically comprises the following: 1. Review the geologic and soil conditions at the residence site based on a published geologic map. 2. Visit the residence and observe the surface conditions of the residence site. 3. Provide recommendations for building setback form top of steep slope, site grading, drainage control, slope stability enhancement, and foundation design or building. 4. Prepare a written report to present our findings, conclusions, and recommendations. SITE CONDITIONS SURFACE CONDITIONS The residence site is located on the crest of a steep, southerly -to -southwesterly declining slope descending to a deep gully. The site is bounded by 175h Street SW to the north, adjoined by residential developments to the east and west, and bordered by a steep slope to the south. The site is a roughly 1.3-acre tract, with a 189 feet ftontage along 175th Street SW and about 302 feet deep. As shown on Plate 2 — Topographic Survey and Site Plan, roughly the northern two-fifffis is gently to moderately sloped, while the remaining area slopes steeply down southwesterly. The top of the bank of the steep slope cuts southeasterly across the site. Occupying the northern gently -sloped area are the existing residence and paved driveways. The grade of the building pad surrounding the existing residence generally ranges from 8 to 25 percent, while the grade of the steep slope south of the LIU & ASSOCIATES9 INC. j G a April 8, 2003 Dan King Residence Addition L&A Job No. 3AO 17 Page 3 residence is at 20 to 59 percent. The existing house is set back about 21 to 24 feet from the top of the bank. The proposed addition is to be constructed off the west end and flush with the rear (south side) of the existing house. Tall, mature evergreen trees dot the open area surrounding the residence and on the steep slope south of the residence. GEOLOGIC SETTING AND SOIL CONDITIONS The Geology Map of the -Edmonds East and Part of the Edmonds West Quadrangles, Washington, 1983, by James P. Minard, published in 1983 by U. S. Geological Survey, was referenced for the geologic and soil conditions of the site. According to this publication, the surficial soil units at and in the vicinity of the residence site are mapped as Vashon Till (Qvo underlain by Advance Outwash (Qva), which is in turn underlain by Transitional Beds (Qtb). The geology of the Puget Sound Lowland has been modified by the advance and retreat of several glaciers in the past and subsequent deposits and erosions. The latest glacier advanced to the Puget Sound Lowland is referred to as the Vashon Stade of the Fraser Glaciation which had occurred during the later stages of the Pleistocene Epoch, and retreated from the region some 14,500 years ago. The Vashon Till was deposited directly by glacial ice during the most recent glacial period as it advanced over an eroded, irregular surface of older formations and sediments. It is a very dense mixture of unsorted clay, silt, sand, gravel, and scattered cobbles and boulders, often referred to as "hard pan". The surficial soils in the top 2 to 4 feet of this Vashon Till unit are normally weathered to'a medium -dense state. The underlying fresh till is very dense and can provide excellent foundation support with little settlement expected. The Advance Outwash, normally underlying the Vashon Till, consists of stratified sand and gravel with minor amounts of silt and clay, deposited by the meltwater of advancing glacial ice. Having LIU & ASSOCIATES9 INC. Nil April 8, 2003 Dan King Residence Addition L&A Job No. 3A01 7 Page 4 been overridden by glacier, the Advance Outwash soils are generally dense to very -dense in their natural, undisturbed state. When exposed on slopes with poor vegetation cover, the Advance Outwash deposits may be gradually eroded and sometimes become unstable and slough to a flatter inclination. The Advance Outwash deposits in their native, undisturbed state can provide very good foundation support with little settlement expected for light to moderate residential structures. The Transitional Beds underlying the Advance Outwash deposits are glacial and non -glacial deposits underlying Vashon advance outwash. They consist mostly of massive, thick or thin beds and laminae of gray to dark -gray clay, silt and fine to very -fine sand. Some layers of peat and gravel may present in the lower part. The fine-grained sediment mostly was deposited in lakes some distance from the ice front, and in fluvial systems prior to the advance of the ice. The sediments of Transitional Beds were mostly deposited during the transitional period near the close. of pre -Fraser interglacial (Olympia Interglaciation) time and into early Fraser glacial time. The Transitional Beds are about 10 to 20 meter thick in exposure. This soil unit is very stiff to hard in its natural, undisturbed state, but because ofjointing they may become unstable in steep slopes when saturated. We manually pushed a steel T-bar into the ground within the footprint of the proposed addition to get an indication of the density or consistency of the surficial soils. The probe bar could penetrate generally no more than 28 to 40 inches. The ground probing results indicate that footprint of the addition is most likely underlain by very -dense fresh till at relatively shallow depths, and is overlain by a layer of weathered till not significantly thicker than 3 to 4 feet. GROUNDWATER CONDITIONS Stormwater infiltrating into the more permeable surficial soils may perched on and flow laterally along the surface of the underlying fresh till. This near -surface perched groundwater may fluctuate seasonally, depending on precipitation, surface runoff, ground vegetation cover, site uVilization, etc. LIU & ASSOCIATES, INC. .4 0. April 8, 2003 Dan King Residence Addition L&A Job No. 3AO 17 Page 5 11 During extended periods of heavy rains, the perched groundwater may accumulate and rise in the surficial more permeable soils. DISCUSSION AND RECOMMENDATIONS GENERAL Based on the geologic and soil conditions described above, it is our opinion that the subject residence site is suitable for the proposed addition from a geotechnical engineering viewpoint. Conventional spread footing foundations bearing on dense to very -dense. fresh till soils or on compacted structural fill placed over fresh till soils may be used to support the proposed addition to t he residence. Disturbance to the steep slope south of the residence should be prohibited to maintain the stability of the sensitive slope. GEOLOGIC HAZARD Landslide Hazard The dense to very dense fresh Vashon Till and Advance Outwash soils underlying the residence site and forming the core of the steep slope south of the residence are of high shear strength and have high resistance against slope failure. The risk for deep-seated landslide on the site should be minimal. The surficial topsoil and soils in the surficial weathered zone over the steep slope are weaker and when over -saturated may slough off and result in shallow, skin -type, mudflows. To minimize such hazard, the native vegetation cover over the steep slope should not be disturbed during the construction of the addition, and should be maintained to minimize soil erosion from storm runoff. Erosion Hazard The topsoil and the surficial weak soils in the weathered zone over the steep slope are of low resistance against erosion. To minimize erosion hazard over the steep slope, the vegetation cover of the slope, which will help anchor surficial soils in place, should be maintained. Spoil soils, LIU & ASSOCIATES9 INC. April 8, 2003 Dan King Residence Addition L&A Job No. 3AO 17 Page 6 yardwaste and construction debris should not be disposed of onto the steep slope. Storm runoff over impervious surfaces, such as roofs and paved driveways, should not be allowed to flow over the top of bank of the steep slope. Instead, it should be collected with underground drain lines and catch basins, and tightlined to discharge into a storm sewer, if possible. If this is not feasible, the stormwater should be discharged through a level, perforated, spreader pipe to disperse water over a wide, gently -sloped and well -vegetated area on the slope. Seismic Hazard The Puget Sound region is classified as Seismic Zone 3 by the Uniform Building Code (UBC). The high shear strength of the till and outwash soils underlying the site at shallow depths combined with the general lack of constant, extensive, continuous, static groundwater table, should make the risk for the occurrence of liquefaction or lateral soil spreading at the site rather unlikely. Therefore, the seismic hazard of the site should be minimal. The addition to the residence, however, should be designed for the seismic forces during strong earthquakes. Based on the soil data obtained from the test pits, the Soil Profile Type at the site underlain by dense to very -dense glacial soils should be classified as S,, in accordance with the 1997 UBC code. BUILDING SETBACK The purpose of building setback from the top or toe of a slope is to establish a distance between a structure and a slope, such that if a slope failure should occur, the damages to the structure can be minimized. In general, the greater the setback, the lower the risk for the structure to sustain damages from a slope failure. Municipalities also use buffer and setback to minimize potential disturbance to critical or sensitive areas, in addition to mitigate damages to proposed development. We understand that the setback of the proposed addition from the adjacent top of steep slope will be about 25 feet. According to City of Edmonds' development standards for geological hazardous areas, a 50-foot buffer from geologic hazardous area would be required, but allows the buffer to be LIU & ASSOCIATES9 INC. April 8, 2003 Dan King Residence Addition L&A Job No. 3AO 17 Page 7 reduced to 10 feet by a licensed geologist or geotechnical engineer if it can be demonstrated clearly that the reduced buffer will have no adverse impact upon the site, the pubic or any private party. According to the above -referenced geologic map and our on -site ground probing results, the site is underlain by very -dense, fresh till of very high shear strength at shallow depth. It is. our judgment that the buffer between the proposed addition and the top of the steep slope may be reduced to 10 feet, and that the proposed addition may be set a minimum of 10 feet from the buffer (i.e.'.00-fbot setback from the top of the steep slope). It is our opinion that at the such setback and with the full implement of our recommendations provided in this report, the proposed addition will be able to maintain its stability, and that the construction of the addition will have no adverse i m:pact upon the site, the public or any private party. SITE PREPARATION Site preparation should include clearing all vegetation, if any, removing the existing asphalt pavement� and stripping topsoil and unsuitable soils in the root zone within the footprint of the addition. The exposed native soils should be proof -rolled with a self-propelled vibratory compactor to a non -yielding state. Silt fences should be erected along the downslope side of the construction area to prevent sediments being washed down onto the steep slope and the street. STRUCTURAL FILL Structural fill is the fill placed under footings, on -grade slabs, pavements, and behind foundation walls and retaining walls where it undertakes loads. Structural fill, if required, should consist of clean soils with particles no larger than 4 inches and be free of organic and other deleterious substances. The on site soils contain a high percentage of fines and are sensitive to moisture. They may be suitable for use as structural fill only under fair weather condition during the dryer summer months. Imported material to be used as structural fill during wet weather condition should consist LIU & ASSOCIATES, INC. April 8, 2003 Dan King Residence Addition L&A Job No. 3AO 17 Page 8 of a clean, free -draining, granular soil containing not more than 5 % finer than the No. 200 sieve based on the fraction of the material passing the No. 4 sieve and have individual particles not larger than.4 inches. Structural fill should be placed with a moisture content at or near its optimum moisture content. The optimum moisture content is the water content in soil that enable the soil to be compacted to the highest dry density for a given compaction effort.. Structural fill should be placed in horizontal lifts no more than 10 inches thick in loose state, with each lift compacted to a minimum percentage of the maximum dry density determined by ASTM D 15 57-78 (Modified Proctor method) as follows: ARplication Under Footings Under Driveways and Floor Slabs Foundation/Retaining Wall Backfill Utility Trench Backfill EXCAVATION SLOPES % of Maximum Dry Densi 95% 95% for upper 2 feet, 90% below 95% for upper 2 feet, 90% below 95% for upper 4 feet, 90% below Under no circumstance should excavation slopes be greater than the limits specified by the safety regulations of local, state and federal governments. Cut slopes more than 4 feet deep should not be steeper than I H: IV in the surficial weathered zone, and may be vertical in the very dense fresh till soils if the overall depth of excavation is no more than 12 feet. The soils into which cuts are made should be verified by a geotechnical engineer during excavation. The above recommended cut slopes are under the assumption that groundwater seepage will not be encountered during construction. If encountered, the excavation should be immediately halted and the slope stability re- evaluated. The slopes may have to be flattened and other measures taken to stabilize the slopes. LIU & ASSOCIATES9 INC. April 8, 2003 Dan King Residence Addition L&A Job No. 3AO 17 Page 9 Surface runoff should not be allowed to flow freely over cut slopes into excavated area. Exposed temporary cut slopes should be covered with plastic sheets to minimize erosion and sloughing of the slopes from stormwater. FOUNDATIONS . Conventional footing foundations are suitable for supporting the proposed addition to the residence. Continuous strip footings may be used for supporting bearing walls, and individual footings for supporting columns or posts. The footing foundations of the addition should be placed on. very - dense fresh till soils or on structural fill constructed over fresh till soils. New footings abutting existing footings should be connected to existing footings with dowel bars to We structural pro,vi continuity. Moisture should not be allowed to accumulate in excavated footing trenches and over on -grade slab areas. If the above recommendations are followed, our recommended design criteria for new footing foundations are as follows: Allowable soil bearing pressure for footing foundations, including dead and live loads; should be no greater than 2,500 psf The footing bearing soils should be verified on -site by a geotechnical engineer after the footing trenches are excavated and before the footings are poured. The minimum depth to bottom of perimeter footings below adjacent final exterior grade should be no less than 18 inches. The minimum depth to bottom of the interior footings below top of floor slab should be no less than 12 inches. The minimum width should be no less than 16 inches for continuous wall footings, and no less than 24 inches for individual footings. A one-third increase in the allowable soil bearing pressure may be used when considering short-term wind or seismic lateral loads. For the proposed additions supported on loose to medium dense sandy LIU & ASSOCIATES, INC. nit 711 bi ca J April 8, 2003 Dan King Residence Addition L&A Job No. 3AO 17 Page 10 soils as, recommended under the above allowable soil bearing pressures, we estimate that the d he maximum total post -construction settlement of the additions would be 3/4 inch or less an t differential settlement across the building width 1/2 inch or less. oundations and the subgrade soils or the Lateral loads can be resisted by friction between the f passive earth pressure acting on the below -grade portion of the foundations. For the latter, the illed with a clean, free - foundations must be poured "neaf' against undisturbed native soils or backf draining, structural fill with sufficient compaction. We recommend that an equivalent fluid density or lateral resistance. A (EFD) of 350 pcf (pounds per cubic foot) for the passive earth may be used f coefficient of friction of 0.6 between the foundations and the subgrade may be used. These are unfactored values, and a proper factor of safety should be applied in the calculations against lateral loads on the building. SLAB -ON -GRADEFLOORS Slab -on -grade floors, if used, should be placed on firm subgrade soils prepared as outlined in SrM PREPARATION AND GENERAL GRADING an d STRUC TURAL FILL sections of this report. Where moisture control is critical, the slab -on -grade floors should be placed on a capillary break which is in turn placed on the compacted subgrade. The capillary break should consist of.a minimum four -inch-thick layer of free -draining gravel or crushed rock containing no more than 3 percents by weight passing the No. 4 sieve. We recommend that a vapor barrier, such as a 6-mil rom migrating upwards. plastic membrane, be placed over the capillary break to keep moisture f BASEMENT WALLS or an active soil pressdre of 40 pcf Basement walls required to retaining soils should be designed f equivalent fluid density (EFD). To counter the active pressure, a passive soil pressure of 375 pcf EFD may be used, except that the passive pressure within the top 12 inches of the finish subgrade LIU & ASSOCIATES9 INC. April 8, 2003 Dan King Residence Addition L&A Job No. 3AO 17 Page I I should be ignored. The active soil pressure may also be resisted by the friction force between the footings and the subgrade soils based on a coefficient of friction of 0.60. The above soil parameters are unfactored ultimate values, and proper factors of safety should be applied for the design of the walls against sliding and overturning failures. A vertical drainage blanket, consisting of 12-inch-minimum washed gravel backfill, should be placed behind the basement walls. In lieu of the washed gravel drainage blanket, a vertical drain mat, such ,,is Miradrain 6000, may be used. The vertical drainage blanket or drain mat should be hydraulically connected to a footing drain at the base of the walls to collect and drain away grou . ndwater flowing towards the basement walls. SITE DRAINAGE Surface Drainage The finished ground around proposed building should be graded such that surface water is directed away from the building, but not to be allowed to flow over the top of bank of the steep slope. Water should not be allowed to stand or accumulate within the footprint of the addition where foundations or on -grade slabs are to be constructed. Final site grades should allow storm runoff over impervious surface to be collected by catch basins and drained by tightlines into a permanent storm drain system. The ground should be sloped at a minimum gradient of 3 percent for a distance of at least 10 feet away from the building except in paved areas. Roof runoff should be collected by an underground drain line system connected to the downspouts, and should be tightlined separately to drain into a storm sewer or a suitable disperse system. Groundwater Drainage A footing subdrain system should be installed around the perimeter of the addition to minimize groundwater flowing toward and accumulating under the building. The subdrain should consist of a LIU & ASSOCIATES9 INC. a April 8, 2003 Dan King Residence Addition L&A Job No. 3AO 17 Page 12 f -inch-minimum-diameter, perforated or slotted, rigid, PVC pipe, laid a few inches below the our bottom of footings with a gradient sufficient to generate flow by gravity. The drain line should be embedded in, surrounded by, and covered with free -draining pea gravel or washed rock, wrapped in a layer of filter fabric. The footing subdrain should be tightlined separately from the roof drain system to discharge into a storm sewer or a suitable disperse system. Sufficient cleanouts be installed at ic locations to allow for periodic maintenance of the footing and roof drain systems. strateg RISK EVALUATION STATEMENT. The Vashon Till and Advance Outwash soils underlying the site at. relatively shallow depths are very dense and quite stable. It is our judgment that provided the recommendations of this report are closely followed during construction and after the completion of the development, the areas disturbed by construction will be stabilized and remain stable and will not increase the potential for p rom the soil movement. In our opinion, the risk of damage to the proposed develo ment and f development to adjacent properties from soil instability should be minimal. MUTATIONS This report has been prepared for the specific application to the proposed addition to the subject residence for the exclusive use by Mr. Dan King, and his consultants and representatives. We or the recommend that this report, in its entirety, be included in the project contract documents f information of prospective contractors for their estimating and bidding purposes. The conclusions and interpre ace tations in this report, however, should not be construed as a warranty of the subsurf c on safety conditions. The scope of this study does not include services related to constru ti precautions and our recommendations are not intended to direct the contractor's methods, techniques, or desi considerations. sequences or procedures, except as specifically described in this report f gn LIU & ASSOCIATES9 INC. April 8, 2003 Dan King Residence Addition L&A Job No. 3AO 17 Page 13 The recommendations presented in this report are based on the site surface conditions observed and the geologic and soil conditions indicated on the above-refereficed geologic map. We have not performed any subsurface exploration to characterize the subsurface conditions of the site. Soil and groundwater conditions actually encountered during construction may vary from those described in this report. The nature and extent of such variations may not become evident until construction. If variations appear then, we should be retained to re-evaluate the recommendations of this report, and to verify or modify them in writing prior to proceeding with the construction. CLOSURE We are pleased to be of service to you on this project. Please call if you have any questions regarding this report or need finther consultation. Two plates attached Yours very truly, LIU & ASSOCIATES, INC. 9 J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer LIU & ASSOCIATESt INC. I 3W PACIFIC BOATS PAGE 02 05/30/2003 03:51 3606537554 DAILY tILLI) IREPORT Top. I of I I 3AJDIT J. Lks rAe III a LIU MC' Me n Fri. & By iap .... .. re me 1-m I'miar W"14" Mrs 0 n Rig, bi T" 12. 1 Toils jo pan Km Hc*imn"m cankg" Wdem UnO% ddluon 1 5 Fit. or no mnstrucle.d. steminn hill j8dry tho footina bfiannQ W .. I nyo5t of Dan Kim _Iaomb a Allm" "I 111"j-"InVUR Mel L At the I me -rho f�'" 'III bearigg soils is a _. ioanwork fo..r the 10 led jjndrebfir8D1aC We to 00mrso Savo.__- p S0113 to ggt sn indication 0 the dQr*%qjjf the s r. The n WTr-bmi Into the footng bamt I manualiteeta 4611 n t h a f oot I qq b es 1i rig 3 0 0 s a re d er�g _eG�9�00_01e( !ttRRO-� chess indlostiol o within the bar oan P metrot o no morG than 4 to�Bln been pushed t n Minor loose d d soils have I ni fixcW31101 r!Lr doval to .. .... Is not encountered;,Wthin th6 foot Dd Ummirt-wo IVA sm it , mkI M 1110(ouGh gon j(8M0. foot drit. Sf finfootio "611 . oorwiru.. _._ for the footings. . ............. � . ...... firmimn a beaA 510115 dor to Potmd��. ----------- footing DeCleflng sols will be..able to r0nd8F 111A jft�70 it, ----------j--- d pinion that 111 L—m-0 I 1 111114, U F003_6W_j�ufdM*d,So1IS 8rc rsmn"Te , it 15 . . . ............ ----------- -------- . . ....... ---------- ---------- 13 C01014100 on Next 1) Dan Klng 2) P026 9'7 R E C E I VF7 D j BUILDING DEPT. 'Y' Z, C. C Z,. rZ 0 c 1c PR FINAL PROJECT APPROVAL FORM TO: z 0 m =, 9 55 -4 3: OM c mo 0 0 c Ic 3: M m z CM 0 0 _n n m m 0 0 o C cl) c (j) M 0 Z .1� X -4 X z cl) z 9 0 m 2. 3. RE -INSPECTED OUTSTANDING ISSUES - GRANT FINAL PROJECT APPROVAL Date Signature l:temp:bldg:forms:ocaprvl 3/25/04 rl RECORD OF INSPECTIONS INSPECTOR DATE APPROVED SETBACKS ........................ FOUNDATION: MS. Footing...................... fy) (o (9-0 Wall.......................... Pier/Porch ................. Retaining Wall . ........... Slab Insulation .......... PLUMBING: n Underground ............. YY)-S Rough -in .................... 16 Commercial Final ...... HEATING - GasTest .................... Gas Piping .......... ...... Equipment................. Commercial Final ......... EXTERIOR SHEATHING NAILING .......................... `7 FRAMING ........................ FIRST FLOOR FRAMING... INSULATION .. ................. MS 0 41� J6, Floor Insulation ......... .00, L . \?'- " C& - I., I . Wall Insulation ........... "010" Ceiling Insulation ....... SHEETROCK NAILING ... vv\ ?Wll SPECIAL INSPECTION ... MISCELLANEOUS .......... FINAL APPROVAL FOR .................. 4� Side Sewer 0 1& A m o u t Pa 1 11, �01� r C C I P va Date In zzu 1,x.441�44) x7h t C T M C r F,; - if Amount Dateftra!imc LOW 0 Amount SIC., d $ Rmipt 6 T. DATE RECEIVED r— aa �ilc /0 O'n PERMIT EXPIRES e:�-' CITY OF EDMONDS US e PERMIT /r 111E NUMBER 0 CONSTRUCTION PERMIT APPLICATION JOB SUrrE/APT# ADDRESS f12_ 17 I OWNE R NAMIYNAME OF BUSINESS . ___ - PLAT NAME/SUBDIVISION NO. LOT NO. LID NO. LID FEE S KWLING ADDRESS 7-k/ z 7 TESCP Approved PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP RW Permit Requ,"6d Roq'd street Use Perm CITY h ZIP TELEPHONE EXISTING PROPOSED Inspectio Required SidewatknRequired 'E!Lal Underground REQUIRED DEDICATION FT Wiring required 13 _TNO. NAME METER SIZE LINE SIZE OF FIXTURES P R EQUIRED YE NO 13 SW z ADDRESS a 0 REMARKS OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE CITY 114 "EW WKdWAS VffffW [Al sloo NAME CBL# (2 VINNIL, + rlN*V- r-n9ftIN161 ef S IEEE. ENGINEERING REVIEWED BY DATE 510 !S W��Wre_LL JZ&3 -A FIRE REVIEWED BY DATE CITY ZIP TELEPHONE M I VARIANCE OR CU SHORELINEORADB# INSPECTIO14 STATE LICENSE NUMBER EXPIRATIONDATE CHECKEDBY PBOND OS REO'D TED E3yE;,*O $ 1EXP SEPA REVIEW SIGN AREA HEIGHT PROPERTY TAX ACCOUNT ARCEL NO. COMPLETE EXEMPT ALLOWED PROPOSED ALLOWED PROP08ED Q -7a7 '0zC 0 la -!5 4P , NEW RESIDENTIAL PLUMBING MECH LOT COVERAGE ALLOWED - PROPOSED REQUIRED SETBACKS (FT.ji. PROPOSED SETBACKS (Fr.) FRONT SIDE REA FRONT QRSIDE REA�e DITION COMMERCIAL COMPLIANCE OR 0 OF USE oil CHANGE ;Af --VATE =KE MODEL MULTIFAMI LY SIGN 'I ING r R MD- PROVIDED LOT AREA PLANNING REVIEWED BY IL 13 REPAIR CYDS FENCE X FT) loidoli 10-10ba;fiz:� 0 DEMOUSH TANK OTHER -se44;ac GARAGE CARPORT RETAMING WALL ROCKERY [3 FIRE SPRINKLER FIRE ALARM b 10 F R AC971V_ fXPIAIN: (71E 0 USE, BUSINESS 0 CHECKED BY OFLOSTR LICTION CqE OCCUPANT ITYPE GROUP EP-1 NUMBER OF NUMBER OF DWE LLING CRITICAL 151wbt.1 AREAS (Y SPECIAL INS2CTION OCCUPANT LOAD STORIES UNITS NUMBER M-14-:50 JAREA R EQUIRED YES DESCRIBE WORK TO BE DONE 12 IWI je REMARKS PROGRESS INSPE��tONS PER UBC 108/FINAL INSPECTION RECtD _17V., 111(1�5F t;1,ah?,6C 10 VAILUATION AMI 2 AKIA.1 ----------- V?_'5F L EE VI— / Lvt ryio). iun Ir IIL2tr;��t Description FEE Descr6tion F -7jlq harge V Plan Check State Surc HEAEAOURCE LAZING % L T 1 % Building Permit City Surcharge 6 LIM PLAN CHECK NO: VESTED DATE Plumbing Mechanical THIS PERMIT AUTHORIZMES ONLY THE WORK NOTED. THIS PERMIT CfIVERS WORK TO t: BE DOME ON PRIVATE PROPERTY ORLY. ANY CONSTRUCTION ON THE PUBLIC Grading DOMAIN (CURBS. SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. Engr. Review 15 PEAMMAPPIUCATION: 180DAYS IL PERMIT LIMM I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspection SEE BACK OF PINK PERMIT FOR MORE INFORMATION 'APPLICANT ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS Fire Review Plan Chk. Deposit IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF Fire Inspection Receipt # I EDMONDS, WASHINGT6N. ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND S FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY TFOCMLTHE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE Landscapelnsp. Tot6l Amt. Due DEEMEDTo MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE A IfAlp j NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION.- Recording Fee Receipt # 114� 461 k I HERE13Y ACKNOWLEDGE THAT I HAV9 READ WIS 4�PUICATION; THNt, THI� INFOAMATION i GIVEN IS -CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTIJORIZED AGENT OF , I APPLICATION APPROVAL THE OWNER: I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- CALL This. applicittlon Is not a permit unfit signed by the TION. AND IN DOING THEWORK-AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building Officlall or his/her Deputy: and Foes are paid, and IN VIOLATION OjqHE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION I rgcolptisocknovAodgedinsp000provWed. WORKMENW13014 N INSURANCE AND RCW 18.27. t - I ATU DATE (42 QFFICLAL 8 E DATE 9IGNED 5) 7) 771-0220 RE IfATE viouct NTJ N 1333 2 IT IS UNLAWFUL TO USE'OR 011CUPY A LNN UNTI '61�JiqI5 ff rL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- IV nR'n'NAI -FILE YELLOW - INSPECTOR CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 G- 65 -PINK-OWNER, GOLD -ASSESSOR (54 GREEN - ACCOUNTING F7 r/02 -,,Y0UARE MAKING 5 COPIES PRESS HARD 55 M C: M 0 Z -10 3 c E2 C v M M 10 0 Irn M 0 o Fn C9 C MO ;a z z 0 M