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20050265.pdfDATE RECEIVED 2 j I PERMITEXPIRES USE PERMIT CITY OF EDMONDS ZONE NUMBER CONSTRUCTION PERMIT APPLICATION JOB _7 SUITE/APT# ADDRESS OWNER N ME/NA E OF 13USINESS f Ve4r _Rq PLAT NAME/SUBDIVISION NO. LOT NO. LID NO. MAILING ADDRESS W P-1�),27 LID FEE S PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TESCP Approved 0 cuttll tog RW Permit Roqu d CITY Street Use Porm:t1lect'd ZIP TELEPHONE EXISTING PROPOSED 4" Inspection Required Sidewalk Required REQUIRED DEDICATION FT Undergnmind Witingrequircid NAME METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED YES 13 NO 13 W t: ADDRESS uj REMARKS z z OWNERICONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE 5 z L-t 11-7 cIsi 0 Ij M�� M wz� d:JE CITY ZIP TELEPHONE NAME rKt6-nk ft.�;3 IfOZS-A CB ESIGINEERING REVIEWEIT1W m ADDRESS DATE 0 �f Ale- 6(�& Y2oLV,5� IRE REVIEWED BY DATE LU CITY zip TELEPHONE 0 LMILU STATE LICENSE NUMBER EXPIRATION DATE VARIANCE OR CU SHORELINE OR ADBT#INSIPECTION BOND H EZ7KD Y 0 REO'Dor POSTED OYES Ai&O IS SEPA REVIEW SIGN AREA HEIGHT PROPERTY TAX ACCOUNT PARCEL NO. COMPLETE EXEMPT ALLOWED PROPOSED ALLOWED PROPOSED Lu 0 W-0 OD 5-DD EXP NEW RESIDENTIAL LUMBING MECH LOT COVERAGE REQUIRED SETBACKS (Fr.) PROPOSED SETBACKS (FT.) x R01- ALLOWED PROPOSED FRONT SIDE REAR FRONT URSIDE REAR 0 ADDITION k COMPLIANCE OR z COMMERCIAL E CHANGE OF USE A ko T5� /Of z PARKING LOT AREA PLANNING REVIEWED BY DATE !3 E] REMODEL MULTIFAMILY SIGN. REO'D I PROVIDED CL REPAIR CYDS FENCE I,- L 147W A5 14 X FT) DEMOLISH TANK 077HER GARAGE RETAINING WALL FIRE SPRINKLER z CARPORT ROCKERY FIRE ALARM 0 t4 ?�YPE OF U E, BUSINESS OR ACTIVITY) EXPLAIN: RE CHqCKED BY TYPE OF ;UCTION IC OCCUPANTV9 GROUP r NUMBER NUMBER OF CRITICAL up CR' OF DWELLING I PTA� AREA! SPECIAL INSPECTION OCCUPANT U, 0 STORIES UNITS NUMB REQUIRED YES LOAD DESCRIBE WORK TO BE DONE REMA z PROGRESS INSPECTIONS PER UBC 108/ IBC109/ IRC109 FINAL INSPECTION RECI'D audim J ; him r g h!bWIG(A AIA 7:373 VALUATION 05 3_0 Description FEE Description FEE Plan Check State Surcharge HEAT SOU E GLAZING % SLOPE % Building Permit City Surcharge PLAN dHECK NO: VESTED DATE Plumbing Base Fee 0 THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK -to Mechanical tz BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC 2 DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS. MARQUEES, ETC.) WILL REQUIRE Grading :3 SEPARATE PERMISSION. ell) Engr. Review PERMIT APPLICATION: 180 DAYS PERMIT LIMIT I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS SEE BACK OF PINK PERMIT FOR MORE INFORMATION Engr. Inspection U) '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 2 EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND 45 ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY Fire Inspection Receipt # 2L FROM THE ISSUA14CE OF THIS PERMIT ISSUANCE OF THIS PERMIT SHALL NOT BE - DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscapeinsp. Total Amt. Due I * 0 1 21 NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION.* Recording Fee Receipt # I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION R417, U 0 0 U GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF APPLICATION APPROVAL� THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC. This application is not a permit until signed by the TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED CALL Building Olficial or his/her Deputy: and Fees are paid, and IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt Is acknowledged in space provided. WORKMEN'S COMPENSATI5WVMh%RANCE AND RCW 18.27. SIG"TURE (OWNER On DATE SIGNED (425) -TKYLS SIGN RE DATE A (A7-1t�(74Et4 kll�� W. � e J (h 5A)z I-/)Is D S:j 771-01220'—RE I OASED BY DATK/ ATTENT16W E)ff , 1333 IT IS UNLAWFULTO USE OR OCCUPYA BUILDING OR STRUCTURE UNTILA FINAL INSPECTION HAS BEEN MADE AND APPROVAL ORA CERTIFICATE OF OCCU- PANCY HAS BEEN GRANTED. UBC109/18CI10/IRC110. ORIGINALI-FIL YELLOW. IkISPECTOR 09/03 PRESS HARD -YOU ARE MAKING 4 COPIES PINK - CLV R - GOLD -ASSESSOR z 0 i 0 M 11 n M C M 0 0 10 0 C I rb 7- M ITIZ 1c) --i C —Z q -n "n I x M M 0 0 0 rn C (1) 1 rb Cn M 0 z X > z Cl) z 0 1 0 M LOT 5 MAINTAIN PLAT INSTALLED EROSION CONTROL CITY CuPy MIS 6ft K K WHOM% I'm PARC49- KHEM 014N75-000-005-00 3040/ MATERIAL LOT AREA� 1=6 SGUARE MET ACCEPF kBLE T113HTLIN E SDR 35 MEADO"AftZ neR&r Lanw M. OVACK AC40011** To TIC MAT SCH 40 RwoFu= IN VOUM 5 OF RATS, PMEW 06, RW.OM* Or Im =161.1 `EVT N - 12 A�v LKcapr TW- 5011M 2W M!Er OFnm ivST loo m!Er TrMtSor', v ne ony 01. 13*10NDS FOR ROAD rAW05125 fly PEW tHom SHORT PLAT go 141 P810 HANCOR mo aw"r ne sovrH 5 MET Of- SAID LOrr t26 ooHVV= TO ROSION CONTROL -Z' 251506. E MEA5URES TO SMIA10 IN THE CWITY OF STATE OF' 00-5046TOK BE MAINTAINED. vZRnQ&2ADM. HAD 65A PER RECORDED SILT FEWE PER aftMf 02000051450M CITY STD. DETAIL FOOTING DRAINS NOT morJOILAIM 0". Ium or so -MAW S&M PAM" 6' PVr, MHTd� TO BE TIED INTO g�=AX "SM51 FOR It DETENTION SYSTEM A I -LAN 5256. RIE51DENaE In arr, II4CU.YVS.,FCUVATM0=AVATWK RLL. 114 aL YD&. LOTS S. 4 BALM= ON SM N in C' U 01-0. tit Ef ANIT RY EASTTOVMT ==60 r1b.00 LWAR F=r Aft 51� -15SEWEFF 45AFEAC5 1 12 mtc F=LF;L. a 55&.0' �Jg%�S REQ'D. 846 SF I N S P'L�' 25'-q' I 1 6 IS- W6 CAJ-L rXT* 1" TEMP0R'ARY CONSTRUCTION 1121 5F LOT ENTRANCE REQUIRED TYPE 1 65. mpZpo-mm)) op. 355 S RMWEIZZ Iwo SGUAW r= REC-EIVED 546 SGUAM MW IL COY. ARM 11.4q, mn 5GLVJM r= 7 o'j by, 2.105 SGUAIM FEET 04.0V r Kk T COMW &E MAR 0 q 2005 IN65 salAm MET Orner— PERMIT COUNTER DRIVE A KALK Lwo Sal-sm In= Actual TOTAL 4PW SIAIARZ PEET (SSqW b A 1TE �,TEINMAN'S ME DbWD A�TE A PLANNED RESIDENTIAL D VELO SECTION 8, TWP. 27N., R.4E.,Vgd CITY,,OF EDMONDS es SNOHOMISH COUNTY, WASHINGTON Reu IIM -LAN. fter Heiw_ N lei NOTICE:� IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTI L IT IS DUE TO THEQUA ITY OFTHE DOCUMENT.' vp: N Lu CL -MD 0 r- ;T.( 41 6 Er PC PC Cornerstone 17625-130'h Ave. NE, C102, Woodinville, WA 98072 Phone: 425-844-1977 Geotechnical, Inc. Fax: 425-844-1987 January 6, 2.005 Ms. Cathy Patterson Z -loover Premier Homes 16300 Mill Creek Boulevard, #108 M Mill Creek, WA 98012 Gcotechnical Engineering Report CD M C Meadowdale Estates M 0 Edmonds, Washington 0 CG File No. 1791 M M Z�. Dear Ms. Patterson: > Z' INTRODUCTION �3: This report presents the results of our geotechnical engineering investigation for your Meadowdale 0 -n -n Estates residential development in the Meadowdale area of Edmonds, Washington. The site is located at X rn M nd -172 Street SW, as shown on the Vicinity Map in Figure.l. 0 r �6880 0 rn C Site development, including grading, road construction, and utility placement, has been substantially M 0 z completed. We understand that you have purchased all of the building lots, with the exception of Lot 2, for the purposes of constructing single-family residences. The City of Edmonds has required a M geotechnical report for the lots with slopes greater than 15 p ercent, and you have requested that we z ev luate the s lots and provide foundation recommendations for the proposed a ubsurface conditions of your residences. For our use in preparing this report, we have been provided with a copy of a site plan by CHS Engineering, dated Se mber 2003, that shows lot, road, and utility layout. We have also been provided -Z 0 -------------- with ;Qlope Stability Evaluation, prepared by GeoEngineers and dated June 18, 2 t addresses the -07—'t�p M detention facility. AdFffionaT1y-,-w-"e--fi-a'v" cen provided with field reports prepared by Sky Valley Testing that document compactio n testing performed during the main. eartliwork phase of the project. PROJECT DESCRIPTION ns of approxim th and 440 feet The L-shaped project site has maximum dimensio ately 640 feet north to sou east to west. The development consists of a total of 12 lots. We understand that you intend to.construct Geotechnical Engincering Report Meadowdalc Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page 2 single-family residences on all of the lots with the exception of Lot 2, which you do not own. The provided grading plan indicates cuts totaling 6,000 cubic yards (CY) and fills totaling 12,000 CY. The grading plan also indicates that fills may be at least 12 feet deep in some areas. At this point in time, site Z. 0. grading has been completed and utilities have been installed. A completed storrn water detention vault is 0 located close to the western site boundary. =n- SCOPE Cn C The purpose of this study is to e ent xp.lore and characterize the subsurface conditions and pres M recommendations for site development. Specifically, out scope of services as outlined in our Services 0 C Z Agreement, dated December 23, 2004, includes the following: M M Z C Z > .1. Review available geologic maps of the area and available project documentation. 2. Explore the subsurface conditions at the site with badkhoe -excavated test pits. 0 -n 3. Provide recommendations for building foundations, including lateral pressures for -n retaining walls. M M 4. Provide recommendations f6r site preparation and grading. 0 r 5. Provide general recommendations for site drainage. 0 M C (D , .11 M ch 6. Prepare a written report to document our conclusions and recommendations. M 0 Z SITE CONDITIONS Z Surface Conditions At the time of our exploration, the access road (69th Place W) was paved.. Site grading was also. complete CD Z and grass was growing on- all of the lots. The storm water detention vault and utilities bad all been 0 completed, but no residences bad been constructed yet. layout of the site is shown on the Site Plan in 0 M Figure 2. Generally, the ground surface slopes downward towards the west at approximately 3 Horizontal to I "d Vertical (3H: IV). An existing residence borders the soutbwestem comer of the site and 172 Street SW borders the site to the south. The rest of the site is surrounded by a wooded area with brush and evergreen trees up to approximately 2 feet in diameter. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Meadowdale Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page 3 Geology. Most of the Puget Sound Region was affected by past, intrusion of continental glaciation. The last period of glaciation, the Vashon Stade,of the Fraser Glaciation, ended approximately 11,000 years ago. Many of z the geomorphic features seen today are a result of scouring and overriding by glacial ice. Du I ring the 0 Vashon Stade, much of the Puget Sound region was overridden by over 3,000 feet of ice. Soil layers m overridden by the ice sheet were compacted to a much greater cx tent than those that were not. Part of a =i 5i typical glacial sequence includes recess ional outwash sand underlain by glacial till. C icial Geologic Map of the Edmonds The -site is mapped as being underlain by glacial till (Prelimina!y Surf m —10 00'. East and Edmonds West Quadmngles, Snohomish and King Counties, Mackey Smith, 1975). The map C: M, also indicates the presence of advance and recessional outwash in the general area surrounding the site.. m z jo Z r Out site explorations encountered glacial till, recessional out -wash, and fill. Glacial till, commonly referred t o as "hardpan is an unsorted Mixture of sand, silt, and gravel that is deposited at the bottom of 0 _n In a continental glacier. As a result of having been consolidated under the weight of the glacier, glacial till M n deposited by glacial melt exhibits both high strength and low pen eability. Alluvial sand and gravel m 0 Cft water during glacial recession. is known as recessional outwash. In contrast to glacial till, recessional 0 0 r m C CA: outwasb has not been glacially consolidated. Q0 z r Explorations X Subsurface conditions were explored at the site on December 28, 2004, by excavating a total of five test > pits. The test pits were excavated to depths ranging between 0.5 and 11.0 feet below the ground surface. z The explorations were located in the field by a representative from this fin nwho also examined the soils CD and geologic conditions encountered, and maintained logs of the test pits, The approximate locations of z - the test pits are shown on the Site Plan in Figure 2. The soils were visually classified in general 0 m accordance with the Unified Soil Classification System, a copy of which is presented as Figure 3. The logs of the test pits are presented in Figures 4 and 5. Subsurface Conditions A brief description of the conditions encountered in our explo rations is included below. For a more detailed description of the soils encountered, review the test pit logs in Figures 4 and 5. Cornerstone Geotechnical, Inc. Gcoiechnical Engineering Report Meadowdale Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page 4 Our explorations encountered glacial till, recessional outwash, andfill. Test Pits 3, 4 and 5 were excavated in cut areas and all encountered very dense till within one foot of the surface. Test Pits I and 2 encountered approximately 4.0 and 5.0 feet of fill, respectively. Beneath the fill, Test Pit I encountered recessional outwash. Test Pit 2 encountered a layer of topsoil underlying the fill. The topsoil layer was Z, underlain by weathered glacial till becoming glacial till. It should be noted that loose soils in the areas of Test Pits I and 2 extend at least 4.0 and 6.0 feet below the ground surface, respectively. C -4 0 Hydrologic Conditions M C M Shallow ground water seepage was encountered in Test Pit 2 at a depth of approximately 1 .0 foot. We 0 0 is consider this water to be perched, and associated with surface runoff. The on -site till, in particular, i C M considered poorly draining. During the wetter times of the year, we expect perched water conditions will M. Z occur as pockets of water on top of the till layer. Perched water does not represent a regional ground �C_ > Z -4 water "table" within the upper soil horizons. Volumes of perched ground water vary depending upon the time of year and the upslope recharge conditions. 0 M M Erosion Hazard C/) 0 The erosion hazard criteria used for determination of affected areas includes soil. type, -slope gradient, 0 M C Cn, vegetation cover, and ground water conditions. The erosion sensitivity is related to vegetative cover and M Cal M 0 Z F: the specific surface soil types (group classification), which are related to the underlying geologic soil -v units. The Soil Survey of Snohomish County Area Washington by the Soil Conservation Ser ice (SCS) was reviewed to determine the erosion hazard, of the on -site soils. The site surface soils were classified Z, using the SCS classification system as Unit 5 (Alderwood —Urban Land Complex). The, corresponding Cn geologic unit. for these soils is till, which is generally in agreement with the soils encounte red in our site Z 0 explorations. The erosion hazard for the soil is listed as being slight for slopes less than 8 percent. The 01 moderately -sloping portions of the site may encounter higher levels of erosion, but not to such a degree M that the site would be classified an erosion hazard. Best management practices (BMPs) and applicable. codes should be followed during site grading to limit potential for erosion.. We do not expect this site will. require unusual or extreme erosion management methods. There are no water bodies adjacent to the site Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Meadowdale Estates. Edmonds, Washington January 6, 2005 CG File No. 1791 Page 5 Seismic Hazard The site is classified based on its overa soil profile using Table 1615.1.1 of the 2003 International Building Code (IBC). Site conditions best fit the IBC definition for Site Class C ("Very dense soil and soft rock"). The IBC provides parameters and coefficients to be used in seismic design based upon this Z site class. 0 Additional seismic considerations include liquefaction potential and arnplific ation of ground motions by =j :H1 CD soft soil deposits. The liquefaction potential is highest for loose sand with a high ground water table. The M C underlying dense till is considered to have a very low potential for liquefaction and amplification o f M 0 0 ground motion. C M �v M Z CONCLUSIONS AND RECOMMENDATIONS > Z co General It is our opinion that the site is compatible with the planned d evelopment. The underlying medium dense 0 -n to very dense glacial till deposits are capable of supporting the planned structures and pavements. We M M ill, loose, or disturbed recornmend that the f6undations for the structures extend through any topsoil, f 0 0 soils, and bear on the underlying medium dense to very dense, native glacial till, or on.structural fill 0 M CD C 0 extending to these soils. Based on our explorations, we anticipate these soils will generally be M 0 Z encountered at typical footing depths in the cut areas of the site. Fill encountered in Test Pits. I and 2was loose. As a result, areas of fill ma need to be over -excavated and properly compacted. Alternative],,, y foundations could be constructed to extend through the loose soils. Z The soils likely to be exposed during construction are highly moisture sensitive and will disturb easily Z when wet or during wet conditions. We recommend that constructiontake place during the drier summer 0� 0 months, if possible. If construction takes place during the wet season, additional expenses and delays M sbould.be expected due to the wet conditions. Site Preparations and Grading The first step.of site preparation should be to strip the vegetation, topsoil, or loose soils to expose medium dense to very dense native soils in pavement and building areas. This material should be removed from the site, or stockpiled for later use as landscaping fill. The resulting subgrade should be compacted to a Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Meadowdale Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page 6 firm, non -yielding condition. Areas observed to pump or weave should be repaired prior to placing bard surfaces. The on -site glacial till likely to be exposed during construction is considered highly moisture sensitive, Z 01 and the surface will disturb easily when wet. We expect these soils would be difficult, if not impossible, 0 to compact to structural fill specifications in wet weather. We recommend that earthwork be conducted during the drier months. Additional expenses of wet weather or winter construction would include extra CO excavation and use of imported fill or rock spalls. rn C rn 0 0 Structural Fill .0 0 C General: All fill placed beneath buildings, pavements or other settlement sensitive features should.be M M Z placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and C Z standards, and is monitored by an experienced geotechnical professional or soils technician. Field - CA monitoring procedures would include the performance of a representative number of in -place density tests _n 0' n to document the attainment of the desired degree of relative compaction. rn M materials: Imported structural fill should consist of a good quality, free -draining granular soil, free of .01 .0 rn organics and other deleterious material, and be well graded to a maximum size of about 3 inches. C CO C co)� imported, all-weather structural fill should contain no more than 5 percent fines (soil finer. than a Standard M 0� r U.S. No. 200 sieve), based on that fraction passing the U.S. 3/4-incb sieve. The use of on -site soil as structural fill will be. dependent on moisture content control. Some drying of the Z: native soils may be necessary in order to achieve compaction. During warm, sunny days this could be cl); accomplished by spreading the material in thin lifts and compacting. Some aeration and/or addition of Z' 0 moisture,may also be necessary. We expect that compaction of the native soils to structural fill 0 M specifications would be difficult, if.not impossible, during wet weather. Fill Placement: Follow ing subgade Preparation, placement of the structural fill may proceed. Fill should be placed in 8- to 10-inch-thick uniform lifts, and ea cb lift should be spread evenly and be thoroughly compacted prior to placernent of subsequent lifts. All structural fill underlying building areas, and within a depth of 2 feet below pavement and sidewalk subgrade, should be compacted to at least 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Meadowdale Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page 7 determined by the'ASTM D 1557 compaction test pr ocedure. Fill more than 2 feet beneath sidewalks and pavement subgrades should be compacted to at least 90 percent of the maximum dry density. The moisture content of the soil to be compacted should be within about 2 percent of optim um so that a readily compactabic condition exists. It may be necessary to overexcavate and remove wet surficial soils Z 0, in cases where drying to a compactable condition is not feasible. All compaction should be accomplished 0 M by equipment of a type and size sufficient to attain the desired degree of compaction. -n Temporary and Permanent Slopes M C Temporary cut slope stability is a function of many factors, such as the type and consistency of soils, M 0 depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the 0: C presence of Surface or ground water. It is exceedingly difficult under these variable conditions to estimate M M Z 0.4 a stable temporary cut slope geometry. Therefore, it should be the responsibility of the contractor to C > maintain safe slope configurations, since the contractor is continuously at the job site, able to observe the nature.and condition of the cut slopes, and able to monitor the subsurface materials and ground water 0 -n -n conditions encountered. M M We. anticipate cuts for the daylight basements of your proposed residences. For planning purposes, we 0 0 M recommend that temporary cuts in the near -surface weathered soils be no greater than I H: IV. Cu ts in the C M 01 fill should be no greater than I.5H: I V. Cuts in the dense to very dense till may stand at a 0.75H: IV Z r inclination. or. possibly steeper. If ground water seepage is. en countered, we would expect that flatter inclinations would be necessary. Z We recommend that cut slopes be protected from erosion. Measures taken may include covering cut CA slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not Z 0 recommend vertical slopes for cuts deeper than 4 feet, if worker access is necessary. We re commend that 0 M cut slope heights and inclinations conform to local and WISHA/OSHA standards. Final slope inclinations for structural fill and the cuts in the nativ e soils should be no steeper than 2H: IV. Lightly compacted fills or common fills should be no steeper than 3H:IV. Common fills are defined as fill material with some organics that are "trackrolled" into place. They would not meet the compaction specification of structural fill. Final slopes should be vegetated and covered with straw or jute netting. The vegetation should be maintained until it is established. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Meadowdale Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page 8 Foundations Conventional shallow spread foundations should. be founded on undisturbed, medium dense to very dense, glacial till, or be supported on structural fill extending to those soils. If the soil at the planned bottom of footing elevation is not medium dense to very dense, it should be overexcavated to expose Z 0 suitable bearing soil, and the excavation should be filled with structural fill, or the footing may be 0� M overpoured with extra concrete. For residences planned to be built on sloping ground, we recommend a minimum horizontal distance of 10 feet between the bottom of the footing and the slope face. Cn M C Footings should extend at least 18 inches below the, lowest adjacent finished ground surface for..frost M 0. protection and bearing capacity considerations. Minimum foundation widths of 16 and 20 inches should 0 C be used for continuous and isolated spread footings respectively. Standing water should not be allowed to accumulate in footing trenches. All loose or dist urbed soil should be removed from the foundation C Z 1— -4 excavation prior to placing concrete. CA a For foundations constructed as outlined above, we recommend an llowable design bearing pressure of 0 -n _n 2,000 pounds'per square foot (psf) be used for the footing design. International Building Code (113C) X Fn m guidelines should be followed when considering short-term transitory wind or seismic loads. Potential CA 0 r- 0 M foundation settlement using the recommended allowable bearing pressure is estimated to -be less than I - CD inch total and Y2-inch differential between footings or across'a distance of about 30 feet. Higher soil 0 Z r bearing values may -be appropriate for footings founded on the unweathered till, and with wider footings. These higher values can be determined after a review ofa specific design. Z Lateral loads can be resisted by friction between the foundation and subgrade soil, and by passive soil resistance acting on the below -grade portion of the foundation. For the latter, the foundation must be Z poured "neat" against undisturbed soil or backfilled with clean, free -draining, compacted structural fill. 0 Passive. resistance may be calculated as a triangular equivalent fluid pressure distribution. We M recommend that an equivalent fluid density of 225 pounds per cubic foot (pcf) be used to calculate the late I passive resistance for the case of a level ground surface adjacent to the footing. An allowable ra allowable coefficient of friction between f6otings and soil of 0.45 may be used, and should be applied to the vertical dead load only. A factor of safety of 2.0 has been applied to the passive pressure to account for required movements to generate these pressures. The friction coefficient does not include a factor of safety. Cornerstone Geotechnical, Inc. (3cotechnical Engineering Report Meadowdale Estates Edmonds, Washington January 6, 2005 C Fil No. 1791 G e Page 9 Lateral Loads The lateral earth pressure acting on retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wali'movement that can occur as backfill is.placed, and.the Z inclination of the backfill. Walls that are free to yield at least one -thousandth of the height of the wall are 0 71 in. an "active" condition. Walls restrained from movement by stiffness or bracing are in an "at -rest" -jj condition. Active earth pressure and at -rest earth pressure can be calculated based on equivalent fluid -4 density. Equivalent fluid densities for active and at -rest earth pressure of 35 pounds per cubic foot (pcf) or and 55 pc.f, respectively, may be used for design for a level backslope. Equivalent fluid densities f -4 0 00 active and at -rest earth pressure of 45 pounds per cubic foot (pcf) and 75 pcf, respectively, may be used M for. design for a 20 degree backslope. These values assume that the on -site soils are used for backfill, M z and that the wall backfill is drained. The preceding values do not include the effects of surcharges due to r- -4 foundation loads, traffic or other surface loads. Surcharge effects should be considered where CD appropriate. 0 -n -n M M The above. lateral pressures may be resisted by ffiction at the base of the wall and passive resistance 0 (A against the foundation. A coefficient of fricti on of 0.45 may be used to determ ine the base friction when 0 r- 0 M C supported on the above recommended foundation subgrade preparation alternatives. An equivalent fluid 9 CD j M 0 z ff density of 225 pcf should be used for passive resistance. The friction value does not incorp orate a saf&Y X factor. A safety factor of 2 is applied to the passive pressure to limit movement. Z All wall backfill should be well compacted. Care should be taken to prevent the buildup of exc ess lateral soil pressures due to overcompaction of the wall backfill. This can be accomplished by placing wall backfill in 8-inch loose lifts and compacting with small, hand -operated compactors. z 0 0 Slabs -On -Grade Slab -,on -grade areas should be prepared as recommended in the Site Preparation and Grading subsection. Slabs should be su orted on medium dense to very dense native soils, or on structural fill pp extending to these soils. Where moisture control is a concern, we recommend that slabs be underlain by 6 inches of free-drainin' coarse sand or pea gravel for. use as a capillary break. A suitable vapor barrier,. 9 such as heavy plastic sheeting, should -be placed over the capillary break.. Cornerstone Geotechnical, Inc. Geotechnical Engineering Report Meadowdale Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page 10 Drainage We recommend that runoff from impervious surfaces, such as roofs, driveway and access roadways, be collected and routed to an appropriate storm water discharge syste in. Final site grades should allow for drainage away from any buildings. We suggest that the finished ground surface be sloped at a gradient of z 3 percent minimum for a distance of at least 10 feet away from the buildings. Surface water should be. collected by perm anent catch basins and drain lines, and be discharged into a storm drain system. We recommend that footing drains be used around all of the structures where mois ture control is important. The u nderlying till will pond water that accumulates in the crawl space. It is good practice to M C M 0 use footing drains installed at least I foot below the. planned finished floor slab or crawl space elevation to 0 0 provide drainage for the crawl space,. At a minimum, the craw I space should be sloped to drain to an X M outlet tied to the drainage system. If drains are omitted aroun d slab -on -grade floors wbere.moisture M z JO Z' control is important, the slab should be a minimum of I foot above surrounding grades. Where used, footing drains should consis t of 4-inch-diameter, perforated PVC pipe. that is su rrounded by 0 -n _n .0 free -draining material, such as pea gravel. Footing drains should discharge in o tigbtlines leading t an M M appropriate collection and discharge point. Crawl spaces should be sloped.to drain, and a positive r connection should be made into the foundation dr ainage system. For slabs -on -grade, a drainage path 0 M C should be provided from the capillary break material to the footing drain syste m. Roof drains should not C Cn M 0 Z r be connected to wall or footing drains. X MONITORING z We should be. retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, and to provide z 0 recommendations for desigri changes, should the conditions revealed during the work differ from.those M anticipated. USE OF THIS REPORT We have prepared this report for Hoover Premier Homes and tb eir agents, for use in planning and design of this project. The data and report should be pro vided to prospective contractors for their bidding and Cornerstone Geotechnical, Inc. ocotechnical Engineering Report Meadowdale Estates Edmonds, Washington January 6, 2005 CG File No. 1791 Page H e sions and interpretations should not be con strued as a warranty estimating purp os s, but our report, conclu 0 f subs rface conditions.� u The scope of our work does not include services related to construction safety precautio ns, and our recommendations are no t intended to direct the contractors' methods, techniques, sequences or Q. except as specifically described in our report, for cons ideration in design. There are possible 0 M procedures, Variations in subsurface conditions. We recommend that project p lanning include contingencies in budget ti vary from those desc ribed in this report. and schedule, should areas be found with condi ons that M C o work, we have strived to take care that our Within the limitations of scope, schedule and budget for ur M 0 0, w ork has been completed in accordance wi tb generally accepted practices f6llowed in this area at the time 01 0 A this report was prepared. No other con ditions, expressed or implied, should be understood. M M Z� C — > z 0 -n; 0 0. o MM, 0 0 M. C M 0! Z r-; Z� Z 0 M Cornerstone G eotechnical, Inc. .6. 9 Phone: (425) 844-1977 RH Hoover - Meadowdale Estates C.ornerstone Fax: (425) 844-1987 Geotechnical, Inc'. FRIe Number Figure 17625-130th Ave NE, C-102 Woodinville, WA 98072 1791 z .0 i 0 M 0) M c 0 --10 0 C M M z 0 -n n M M 0 C—/) 0 r, 0 M CC/) 9 CI) M 0 Z ;U > z C/) z . 0 0 M P P d dr, I 01 P Old ... . .... le Plan .. I ........ Zed., ...... do 'd 14 . ..... dd.. - dAI 71 1 ded. .0 . . . . 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Pit �4 i of 0 1 0 -- I 1 4 %d- 1 0 1 -1 do I I difell7idde 0 1 t I PI I I , l It 1 0 'de, de feldedIdIlAy �1 1 0... 111 0 P lei 1. dd:d�'tor� do .4 N:,o I., -IddV old. do I 1 0 of 0 0 0 f# it ;k. it 0 0 . go 4 lzt� % 6.N. 1 40 of l 1 j %ldd. A.� ddl, t lot* 0 0 1 1 1 dddd. 0 4. 4 0 ; I I 1� - 0 lee 0 k 0 1 --doe Nddlote. 4' 17 do 1' 0 0 of or I feel to 0 do k I P I 1 0 % 4 doe 0 4 It I %I I . . ed I I I dd I Aid 1." 0 ;1' of 1 6) did l- -ol1dddd% died, LEGEND -O%c I P 0 0 ,pop, .11 1 0 of �0' It 0.4-01 ko A I I . odeddeod. .111, ON I I I 1 4 1 1 1 1 6- All. %.1dN A delf..f.kAdd 00, 0 1 0 JA I I ddef do I do JI or A I It I I I I I I 1 0 1 It VIA I It 61 1, 44 it 't le I dd 0 1 0 0 do , I Mdi�l Av do % I I'd I I I I eld. 1 0 TPw1 0 00 0 1 .6 - . I dt V. I I I, of 0 1 1 1 P I 1 0 1 1 0 1 1 1 1 1 1 4 0 1 .1 Id, t I of 0 % 10 - , - 0 1 . i I I A ." 6. f 1 0 0 1 id 0 do .01 0 Number and Approximate I,,'/ ... a 1 40 1 do elool I I'd J.. 0 oded 0 0 1 - 0 d I 1 11 1 ed tioill-1:ii-le I'd ::., j a ; 1 4 1 6 1 ; t . 0 1 - of If lit, 0 0' 0 4 1 of I food I Imwa:: Location of Test Pit I led ode P / I I 1 0 rid: 0 do-, jdmo. dd P k I d. . I k k SIG d. 0 1100 200 1 k I Id ... ....... ... .... . scale 1" 100' d Reference: Site Plan based on scanned site plan by CHS Engineering, dated 09/2003, Phone* (425) 844w1977 RH Hoover too Meadowdale Estates Cornerstone I= (425) 844=1987, 1 MIX ��- Geotechnical, Inc. File Number Figure 17625o I 30th Ave N El Cwdl 02 Woodinville, WA 98072 1791 2 d to, N td. k L 'P. + + + 4 + + I dd dd + P + k + + k + + + + + + dd-, P dd ,FM7dd,. Id- ,`ddddl`� "d I 61 dd- I Tt%ll I P + Unified Soil Classification System MAJOR DIVISIONS GROUP SYMBOL GROUPNAME GRAVEL CLEAN GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE. GRAVEL COARSE - GRAINED MORE THAN 50% OF GP POORLY -GRADED GRAVEL COARSE FRACTION SOILS RETAINED ON NO. 4 GRAVEL GM SILTY GRAVEL SIEVE WITH FINES GC CLAYEY GRAVEL z MORETHAN50% RETAINED ON SAND CLEAN SAND sw WELL -GRADED SAND, FINE TO COARSE SAND 0 M, number 200 SIEVE SP POORLY -GRADED SAND MORE THAN 50% OF COARSE FRACTION 3: 0 M SAND PASSES NO. 4 SIEVE WITH FINES SM SILTY SAND C M 0 0 0 C sc CLAYEY SAND X M M z SILT AND CLAY INORGANIC ML SILT jo FINE - GRAINED LIQUID LIMIT CL CLAY cl). LESS THAN 50% 0 _n SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY -h M M MORETHAN50% PASSES NO. 200 SIEVE SILT AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT 0 0 0 M LIQUID LIMIT CH CLAY OF HIGH PLASTICITY. FAT CLAY C 0) 50% OR MORE M 0 Z ORGANIC OH ORGANIC CLAY. ORGANIC SILT. ;13 HIGHLY ORGANIC SOILS PT PEAT PNOTES: z SOIL MOISTURE MODIFIERS ca z 1) Field classification is based on Dry- Absence of moisture, dusty, dry 0 visual examination of soil in general to the touch accordance with ASTM D 2488-83. M Moist-. Damp, but no visible water 2) Soil classification using, laboratory tests is based on ASTM D 2487-83. Wet- Visible free water or saturated, usually soil is obtained from 3) Descriptions of soil density or below water table consistency are based on interpretation of blowcount data, visual a ppearance of soils, and/or test data. Cornerstone Phone: (425) 844-1977 Unified Soil Classification System Fax: (425) 844-1987 Geotechnical, Inc. Figure 3 17625-130th Ave NE, C-102 - Woodinville,.WAO 98072 LOG OF EXPLORATION DEPTH Usc SOIL DESCRIPTION TEST PIT ONE 0.0-3.0 SM GRAY -BROWN SILTY FINE TO COARSE SAND WITH GRAVEL (LOOSE, MOIST) (FILL) 3.0-4.0 sm DARK GRAY SILTY FINE'ro COARSE SAND WITH TRACE GRAVEL AND ORGANICS (LOOSE, WET) (FILL) 4.0-10.0 sm GRAY SILTY M GRAVEL (LOOSE TO MEDIUM DENSE, EDIUM TO COARSE SAND WITH WET) (RECESSIONAL OUTWASH/FILL?) SAMPLES WERE COLLECTED AT 3.5.8.0 AND 10.0 FEET Z' GROUND WATER SEEPAGE WAS NOT ENCOUNTERED 10 TEST PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 AND 4.0 FEET TEST PIT WAS COMPLETED AT 10.0 FEET ON 12/28/04 TEST PIT TWO 0.0-1.0 SM DARK BROWN TO BLACK SILTY SAND WITH GRAVEL (LOOSE, WET) (TOPSOIL/DUFF) M 1.0-5.0. SM GRAY -BROWN SILTY FINE TO COARSE SAND WITH GRAVEL (LOOSE, WET) (FILL) c C7 m 0 5.0-6.0 SM DARK BROWN TO BLACK SILTY SAND WITH GRAVEL AND ORGANICS (LOOSE, WET) 0 ol c (TOPSOIL) 6.0-10.0 sm RED -BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL AND ROOTS (LOOSE TO 3 M Z MEDIUM DENSE, MOIST) (WEATHERED TILL) c z 10.0-11.0 SM BROWN -GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE, MOIST) (TILL) > WERE COLLECTED AT 3.0 5.0, 9.0 AND 11.0 FEET SAMPLES GROUND WATER SEEPAGE WAS ENCOUNTERED AT APPROXIMATELY 1.0 FEET 0 _n SLIGHT TEST PIT CAVING WAS ENCOUNTERED BETWEEN 0.0 AND 6.0 FEET TEST PIT WAS COMPLETED AT 11.0 FEET ON 12/28104 -4 tv, �mm TEST PIT THREE ch 0.0-1.0 SM BROWN SILTY FINE TO MEDIUM SAND WITH GRAVEL (LOOSE, MOIST) (FILL) 0 r 0 1.0-4.0 sm GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (VERY DENSE, MOIST) (TILL) M 0'r SAMPLE WAS COLLECTED AT 4.0 FEET Z GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 4.0 FEET ON 12/28/04 TEST PIT FOUR Z 0.0-0.5 SM GRAY SILTY FINE TO MEDIUM SAND WITH GRAVEL (VERY DENSE, MOIST) (TILL) NO SAMPLE WAS COLLECTED Z' GROUND WATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOU NTERED TEST PIT WAS COMPLETED AT 0.5 FEET ON 12/28/04 '01 m CORNERSTONE GEOTECHNICAL, INC. FILE NO 1791 FIGURE 4 TAX loll 1111111111 217 ImNlik,13evelopment, LL( 20050 0454 9 PGS FEB 17 M5 -i 2th Avenue KE 02-17-2005 03:19pm $27.0o .A 98105 SNOHOmISH COUNTY. WASHINGTON CWly hawat MWitt-fille Co*V has placed this document of (geor as mistomer Courtesy. and accepts no A .... .. . or validity*of the document Z' t 0 %dLAFtATION OF EASEMENT FOR DRIVEWAYS rri.� Grantor levelopment LLC, a Washington corporation Q.M C Grantee 9R.04voki nt, LLC; a Washington corporation ma 0 Legal DeSeript or� tAlleg Aar, 7, 8, 9, 10, 11. and 12 of Steinman's Meadowdale .0. C: Eitaje;, plat recorded under Recording Number M. M z 9,%fecords of Snohomish County, Washington (the r Assessoes Tax Parcel lDft 00 010173 000006 00 ..21'6173 000W -40 .0 010173 006000 00 *0 010173' 0Q.000 06 M M 011.W3 00010 W. 01Q173. 0001100 0 0 M, 0 010173 6b012 This Declaration of Easement for DrWewayst (this "Easement") is made this MO day of f*.k&AXJ .2006 by the abov6 morittbried Grantor/Grantee, as the o or of the property described above (the 1LOtspy., wn X RECITALS % A Grantor/Grantee is the owner of Lol:6,51 60,71 9,0*9-1Q, I I and 12 of �i Who Number Steinman's Meadowdale Estates per plat recorded 6nde� Eli' ;r Cl) i gfort Oe�-Teft"). 200410085349, Records of Snohomish County, Wash n z 0 B� Grantor/Grantee is constru chng homes on Lots-1kh1di-will be served by a common driveway, as shown an the drawings attached 4ibrOb aitihibits A, 13' M C and D (the "Driveways"). T;. % % IVED R)R&YAP MAR 9 2005 % Cj`y Cd�'11017 UJL I PERMIT COUNTER Grantor/Grantee desires to create easements over the Lots for the '�evjbys for the benefit of itself and the future owners (the "Owners") of the Lots e for the common maintenance of the Driveways. able consideration, of the premises and other good and. valu the.jeodipt a' ereby acknowledged, Grantor and Grantee _Ind.-diiftiency of iihich are h hike. _jkJ14re a giant as follows' ft r z A. 0 of the f%f aekeement Grantor declares and grants to the Owners ss and egress for the 0 Lots an.- Merit 61 Dn eways, for purposes of ingre M 6ase Lots 2. 109h Rnapmpnt The Owners of the Lots shall not park motor 9 w6ways or use the Driveways in a manner that would restrict the vehicles in the.. M of any er.td the Qwner's Lot C access M 0 0 shall share equally in the cost Of .80 3. of one,share for ;��Jqjedinent of the Driveways on the basis maintenance, repai'Mantl. X M M z each Lot owned. C 4 Decisions ..All Aiasions:with,%respect to work to be done under this > z votg qf-the Owners of the Lots on the basis of -.1 Easement shill be made-b MdJow- Cn one vote for each Lot ownei 0 -a f 5. Pgoent In the event I d lci6ion jisInade under this Easement to have th Own es share of costs upon work done. on the Driveway, eaW*Owner sW pa e, e not less than 15 days' notice from another.-Owner-N.C.payment is due Payment may M M 0 F be required in advance of the work Wind dond*.' 0- r 0 M n each other Lot for Cn er of alxt thill We a lien upo Lien. Each. Own 6. femler, plu mey's :that Lots share of the cost of any work, he s, interest and atto Mo ii*lo sied in the same manner as a Z fees in the event of default, which lien rn rockp matenalman's lien is foreclosed. ;U hts granted hdre�n...004*'WeCfive as of the date Of 7. Duration. The ng ion hereof and shall be perpetual. Z execut es to inde' --anit-fiold. Grantor harmless M. 8. ind mnity. Grantee agre Mnh Co damage an Qtjhe Dfive from any loss or sing out of Grantee'smik, .5",y- z 0 The benefits and burc(ens.::gf..-*ifiis-"EaseMent are -4 9 Bindin Effect. 'theliansferees; or ?5 M appurtenant to and shall run with the Lots. shall be binding upqn- igns of the Grantee and Grantbr for*thd ten,64ereof, and successors in interest or ass title or transfer of an %6daiesl;-fn*the'j_ots- shall not be extinguished by merger of Y* #Mmounpa q- in the event it becomes necess�Wi6r.-Ntiy Owner to 10 djarilo�hbr QWner to a dings as a result of the failure defend or insbwte leg ply with the terms of the Easement, the substantially prevailling Poid coml ntitled to be reimbursed by the substanbally non,-.p*Q1ng_-Par.ty litigation shall be e 2 QV all.costs incurred or expended. in connection therewith including, but not limited to, .4or attorn cluding appellate fees) and court costs. ey's fees (in ...Vda�qhable In the event of a breach of any provision of this i�seffdntlthe parties shall be ent0 �d to any an d all remedies available at law or in eqtjd -ificl4din -bt4 not limited to, the equitable remedies of specific performance or g; _y . sdiction orj*.6r � q�Vltory injunction issued by a court of appropriate jun ypandat Z, Any addition, vanation, or modification to this Easement C.-12 shallnotlie Pffechv6'ujft*s in writing and signed by each of the Owners of the Lots. M, This Ea sament and the performance thereof shall b e the of goveme&`i rued, and regulated by the laws of State gterprpt94 ...9onst am C 14 NokLs Any noh6,-_!equired or permdted to be served upon a party -be to have been served when delivered in m 0, 01 0 hereto shall be A I vmbl3g ij� deemed p� -led by certified mail, postage prepaid, return receipt person to the, aFty_-4br,.-ffiai 0 X requested, addre ssed-to jh6* peirly. at the address'of the party's property described M. m Zr here in or to such othig-addrespas i.party shall by notice give to the other party 10 DATED as of the*#aj.and y9ar flf9t above written. Z GRANTOR: ...MKR` DEVELOPMENT, LLC, a Washington 0 _n. 1 pe*rabon _n M m deoe4ef e- 0 0 m MMR DtWOPMENT, L Lp, a Washington GRANTEE: . C Or rn 0� Z ra orl Corpo t, > its 00,46 /Aj Z; CO Z 0 m 3 % ...... % I%> -4 MO io o 40 so SCALE. IN FEET J 69TH PL W cl) 0 C, mz --I . r7 r — — — 10 b ca SHARED DRI IA)r .gASEMENT m M co 0 m I I V) ***r co co ...... ... ... m 0. LOT 10 Jl* q10173 000010 00 1 01.01.7z QO0009 0 L— — — — — — J CO M. DATE 02/07/05 111M.'an MOADO sww lot STEINMAWS MEADowoALE".ESTATE OMOW 194 MKV5qM SHARED DRIVEWAY EAS EXHIBIT C A P r. 8. 2CO5 7 5.9 A Vi Hoover P remier Homes. No. 0 15 2 P. .2 Field.Report Cornerstolle Geotechnical, Inc. 17625 -130th Ave NE, C1 02 ProjecL CG File No./79/ Date: D47-10910C,—_ Woodinville, WA 98072 Weather: gel, Report No: Ph: (425) 844-1977 Purpose Of Visit. Page: of Fax: (425) 844-1987 By: 0' z le-1 m/f- 0 1? _CL, 0 M a M C rn 0 All a 0 C' 4L M M z C z Lk Cn O.M —FV _n M M 0 r 0 M C S�fL M 0 i Z r- 71 Zt� L3 V z X. CO 9,23 U z 0 M Signature:_ A o r 8. .2005 7 5 9 AM Hoover Premier Homes No. 0152 P. .. . ......... RioR To commENCING ANY ST&mLIZE ALL SOILS EXPOSED By LANO 7. ES P PLANS PRIOR TO 2 AND 7. ENSURE At)EOUATE DUST COI` INTROL SEQUENCE. STANDARD NOTES. AND CONSTRUOTION MINIMUM, PROVIDE A WATER TRUCK FOF RUCnON. DARD NorL a PRIOR To COMMENCING B. UTILITf CONSTRUCTION SAALL IMPLEMEI :)N-SITE IN ACCORDANCE WITH ESC STM 9. INSTALL TEMPORARY PIPING AT TEMPOF AY CONSTRUCTION. �IN pROTEC1ION ON 17ZND AVE PRIOR To FAMLITME ROAOW )NSTRUcj3ON ENTRANCE AND CATCH BAS AND MAINTAINED AS CONDITIONS ON io. REMOVE CROSION AND SEDIMENTATI TION. r-SC FACILI�IjES SHALL BE UPDA= TRUC rAE CONS-MUCTION PERIOD. REFER To ESC 57ANDARD NOTE 4. I I f f ......... . ............. z "lit lit 0 .......... M if .. ......... Ayr. X, cl) M z c N" M 0 t 0 -/ f i J I /I , 111; 10 M M Z SA We dWA z j) 14 4 %A001 cl) 3H A 0 -n -n M M j i 'N 0 X 10 0 M W c'). 00 Q 0 Z T- ;u X > it' z A CUT y CD A z 100 so W11111 k, 0 EET M. TEMPORARY DRAINAGE SWAL SEE DETAIL (TYP-) v I. j % j. I'J, DEMOUSH EXIST ROCKERY 101 OCKERY hi 3- HIGH R �I% . R3. I, ........... N V. % FILL %A% RY DRAINAGE SWAI TCMPORA it DEMOLISH EXIST FENC END CURB DEMOLITION. SEE SHEET C-7 gwJ 4T d 5 T Height Calculation Worksheet Addms: J:jt IL (a Date: Inspector(s): M' , Al 1. Datum Po int: 2. Datum Point Elevation: 5, z 3. Average Grade: 39(�. tn + Maximum Elevation Allowed: (averii& &ade)"' 25"'4- Cl) 0 C M 5. Reference Point Elevation Shot to House: M 0': 0. ZW6.i.5(datum elevat on) + 6 (grade to transit level fine shot to house) C M M2 6. Measurements from line shot onto house to k6of ridge:' C z 0 M, M. 0 0 .0 M C Wi 0y MO M X, Z� Total z 0 (reference point elevation) +2a.%15 7. Actual Elevation: 3 6aj 6 ents rom f #6) tv, q �-5 Conclusion: iter (actual) is gres less anqjj.5 jallowed); therefore the house b/ is not over the height requirement per ECDC 16.20-30 requirements MEMO TO: PERMIT COORDINATOR, BUILDING DIVISION FIRE DEPARTMENT DATE -- FROM: PLEASE SIGN 0 E NGINEERING DIVISION Le PLHASFSIGN M PLANNING DIVISION DATE PLEASEsirN X 0 M c: 0 PROJECT M 0 0 RESS P-7 / I ft I 1/�/ SITE ADD 3: M M Z P I ERMIT # ADB#_ DATE INSPECTED— 10 --1 r 'TO BE INSPECTED .DESCRIPTION OF WORK Cn o -n was conducted to determine compliance with -approved plans. Final approval n A. field :inspection -4 e of x tes Ahat there are no objections. from Ahe above, signed Department to the releas M deno M PERFORMANCE BONDSand the granting of: Fn 0 Q M C: CD 9 cn, Q 0 GRANT FINAL PROJECT APPROVAL Z z GRANT PROJECT APPROVAL WITH CONDITIONS NOTED .65 0 Copy of CONDITIONS given to owner/contractor by inspector, z 0 M FAILED FINAL INSPECTION - OUTSTANDING ISSUES Copy of CORRE CTION NOTICE given to owner/contractor by inpect.or 2. 3.' RE -INSPECTED OUTSTANDING ISSUES GRANT FINAL PROJECT APPROVAL Date Signature 1:tcnip:b1dg:forn1s:oCapr%,1 3/25/04 I