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20060537.pdfDATE RECEIVED PERMIT EXPIRES PtR CITY OF EDMONDS NUMBIER UlQ -ti50 CONSTRUCTION PERMIT APPLICATION JOB SURE/APTN ADDRESS OWNER NAMENAME OF BUSINESS y�•� - %v) �'1� T w V\ PLAT NAMEISUBDIOSION NO, LOTNo, J :Ji •(�''!.r�/Jti LID NO. LID FEES M LNG ADDRESS 0 ��• I� Y� N.�j PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP EXISTING PROPOSED NEOUIREDGEDICANON FT_ NESCPAogo.va� vreo usoPml avyvveu awae, Roan - w ^ CITY ( L�21P >r , TELEPHONE J�.V an`I: lam% y VL'�2_•) v_7~JC, ~ i < NAME l/ C . 1/L,h Lo ADDRESS_ _ _% ' (� L'�1t'��!'^' r y, METER SI E LINE SIZE NO. OF FI%tURES PRV REQUIRED LI it •33 YES NO13 REMARKS OWNERICONTRACTOR RESPONSIBLE FOR EROSION CONTROIJORMNAGE LA-"i CITY ZIP TELEPHONE W NAMEj��KE.M..ERIN. D Vj• V -1• s ✓ REVI ED BV DATE ADDRESS J AA 1/� h 1 'J, �I o !T 1 FIRE REVIEWED By GATE CI V �P,vt��c ZIP TELEPHONE L'2sL77�'T��'3 06 Fri rir,Kl"Fa �� SHORELINE OR ADBN INSPECTION SEPA STATE LICENSE NUMBER EXPIRATIO GATE CKE B �,L 7 C- VARIANCE OR CU REGG OYES i COMPLETED Ex N0 y CE N I / 11 L n `i 7 /j 1+ VL ✓ F. •J 51 CAN ZONE SIGN AREA /� HEIGHT PROPERTY TAX ACCOUNT PARCEL NO. �/s���1/ (J - 000 - 00's - O WAIVER,O,.r- 1. STUDY 16001)? K F jn— 1 /^" All P0.0F09ED OWED PROPa 7-5 1 25 NEW RESIDENTIAL ® PLUMBING/MECH LOT COVERAGE ALLOWED PROPOSED RE IRED KS .) PROPOSED FRONT SIDE REAR gONT SETBACKS(I e> RE� ADDITION COMMERCIAL MIXED USE COMPLIANCE OR ❑ CHANGE OF USE �/'/- ��' J . /1 +�I o1 �� �"J �)sn 1LLtY 2 REMODEL MULTIFAMILY ❑ SIGN PARKING REO'D PROVIDED I4dy.� - s„r LOTAREA Ci L -_ PLANNINGREVIEWEDBY DATE /�L �„ . • ^1/y� Ot_ CT! ���/{�V VY W REPAIR- FENCE G DI CYDS ❑ FENCE REMARKSAf) I] DEMOLISH TANK - ❑ OTHER p'' ^^ t , .n r'4W role of cL* 'h - w' ` GARAGE CARPORT RETAINING WALL FIRE SPRINKLER ❑ ROCKERY ❑ FIRE ALARM (TYP OF USE, BUSINESSORACTIVITY,IEXPLAIN; • Ct w'C' / �, 1 �•V\ TYPE OF C0STRUCTION CO��EE lJ 1% OCCUPANT GROUP �. NUMBER 1 NUMBEROF OF ' 'i' STORIES ,t.Z!pvL. L� VWELLING f SPECIAL INSPE TION REQUIRED YES CONSULTANT L_lTAN 1--c-c •• OCCUPANT LOAD $ 51 Description FEE Description FEE Plan Check State Surcharge HEAT SOURCE LO S E% VESTED DATED( '75Building Permit `I City Surcharge PLAN CHECK NO: Plumbing j 'Jif) Base Fee O MechanicalCZ THIS PERMITAUTHORIZES ONLY THE WORK NOTED, THIS PERMIT COVERS WORK TOI BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBICGradln g GONMAIN (CURBS, SIDEWALKS. DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE '. SEPARATE PERMISSION. Engr. Review PERMIT APPLICATION: SEE ECOC 14.00.005(A)15) Engr. Inspection PERMIT LIMIT: SEE ECDC 19.00.0051A)(6) SEE BACK OF PINK PERMIT FOR MORE INFORMATION Review Plan Chk. Deposit, 'APPLICANT. ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESSOFire b IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY F 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 REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscape Insp. Total Amt. Due DEEMED TO MODIFY, WAIVE OR NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.- Recording Fee Receipt # I HEREBY ACKNOWLEDGE THAT 1 HAVE READ THIS APPLICATION; THAT THE INFORMATION APPLICATION APPROVAL GIVEN IS CORRECT. AND THAT I AM THE OWNER. OR THE DULY AUTHORIZED AGENT OF TMs appl�catapn is not n perreal u1NN IT— by Ina THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC, CALL BuildingO;X,,I or Insane, Deputy'. and Fees are pal, and TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE Oi THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is achnpwlaNOetl in space papvitle0. WORKMEN' ENSATION INSU::�CE AND RCW 19:27. FICIALS SIG T DATE 'SIGNATU OR DATE SIGNED (425) C l AGENT)„ ( 771-022 ABED BY DYE ATTENTION EXT. 1333 IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL ;OR A CERTI• ORIGINAL -FILE • YELLOW INSPECTOR FICATE OF OCCUPANCY HAS BEEN GRANTED. USC109I IB6110 ( IRC110. PINK -OWNER • GOLD - ASSESSOR 10f0e PRESS HARD - YOU ARE MAKING 4 COPIES 4J 0 d 0 m =1 � orn mo On C mz II O i C Z �N .n T -n rnrn Q (n i orn C( --I� a x z z -+ x 65 I z Q jI O m 1. ■ 17qoV IwIR4�� 4 r APPROVED BY PLANNING rn O N-0-F,-T H o _"ce RESUB zone IZS-17- Corner 0 0 Flag N 0 Q1 Setbacks Required Aqw9 MAR 06 2006 ovp Front s 05- BUILDING DEPARTMENT 0 C�' CITY or EDIVIONDS Sides ejwl0_ b Rear N 2,5 716. other — 5 2-6- Uv�� tog . -n -RUW mewlt _0 _ _ .18 13 % 56'__I�678 ��0-4 q u A/ z , > tovg 6 cn > N01*02'27" 1 -W -150 ft 0 sf�� (-rot SA-p it= b L'PATIO 41 Cu > 0 0 03 Kj 'Ot' — > VJ3- 7- - 13 0 > z QN 404- L - - o Sao l5cl q 'W 44.45' kil Vp z 0 m vi -4 c ma 80 c An- pz c z > n T cl) T. 4 X z z cn z 9 0 m 4r FIRE AND AID ADDRESS SIGN REQUIRED A� PROVIDE YARD DRAIN a (0 �6 FOR DRIVEWAY RUNOFF ° a� \ CONNECT TO STORM DRAIN c ww C / V WATERSp METER ��, ! MAX. 209b DRIVEWAY E� STORM66FF -To FT (!r R. VJA%vm ' DRAIN SANIT: \ WATER & SEWER SEWER PROPOSED \ i \02 SERVICE r INgpgoTIANS READ. WATER SERVICE 1 ` LINE, TIE TO EXI57' WATER METER w TEMPORARY CONSTRU -�7� o N 'I ENTRANCE REQUIdr RE \,J '<� r of A, t — h biw ACCEPTABLE TicpaiNEEPROVIDE 18" CURB \.� MATFR{AL p EITHER 511E S. SERVICE IBGu• wl I'Zli OCKA 61 $DR 36 DRIVEWAY AS SHOWN ` ! L LRNti�dOLfi�1R SCH 40 CONNECT HOUSE TISHTLINE TO EX15TING STORM DRAIN P810 IONCOR PROVIDE YARD DRAIN u m 0 SILT FENCE FOR DRIVEWAY RUNOFF n PER DETAIL Q _ CONNECT TO STORM DRAIN w 58q°OI'15"E �3.35' _ TEM ON5TR. RAN OME DP MILLER CONSTRUCTION, LLG 22515 HW ( qg N, STE 4 EDMONDS, WA g8026 PH: 425.776.80143 SITE: Al;)I-, At D ik3 NOTED LOT 5 BY !�'.NCi SEE IY-1 KAIREZ DRIVEEDMONDS, WA . r._ . ELEV oilOr DATUM: SS QJ (BUJ LOT C0\/ERA(5E j LOT AREA: 14572 5.F. HOU5E/6ARA6E AREA: 5427 S.F. PORCH/DEGK5 AREA: 50g S.F. TOTAL AREA: 4256 S.F. = 25.5% I MFERV I CUS AREA LOT AREA: 14872 S.F. HOU5E/6ARA6E AREA: 3427 S.F. PORCH/DEGK5 AREA: 80g S.F. DRIVEWAY AREA: 1752 S.F. TOTAL AREA: 5g88 S.F. ClIrry Cox C-,UT � FILL AMOUNT Ig JGUBIG YARDS U5-0c`% --CU- HT. CALCUL ATI QN LIAR 06 2006 BUILDING DEPARTMENT A = Ic14.0 CITY Or EWONDs B = 202.5 G = 204.25 D = ig8.0 4 = Igq.7 (AVE. EXIST. GRADE) + 25 (MAX. HT. ALLOWABLE) = 224.7 (MAX. RIDGE ELEVATION) - 224.4 (PROPOSED RIDGE ELEVATION) 0.5 FT. (BELOW HT. LIMIT) rn 3 � z wr:.w A Va o3d oho F � N U) N W z Cti ui 9Q U O W LL z O J T o 7 Ln U u L� U °` OG C3 "a 0 ,D� W11I(el? 1:7�it?q I�tltre� bRESUB P.E.JAN 112006 Dennis M. Bruce, BUILoiN6 DEPARTMENT _ e1TY OF FnMONOS— M.S.C.E., M.B.A. q� q1I �ry7 COPY Geotechnical/Civil Engineer X,i.6Lrr�.G. Wa...O31 Y RECEIVED December 19, 2005 City of Edmonds c/o D.P. Miller Homes, LLC LdOfi 1 22315 Hwy 99 N., suite 4 LL DP MILLER CONSTRUCTION Edmonds, WA 98026 Subject: Geotechnical Evaluation / Foundation Recommendations Proposed 2 New Residence (Lots #4, #5) Kairez Dr. Edmonds, WA s This engineering report presents the results of a geotechnical evaluation of Lots #4, and #5 owned by D.P. Miller Homes, LLC at the Vista Del Mar subdivision on Kairez Dr. This evaluation was required due to owner concerns, as well as City of Edmonds requirements for critical areas — steep slopes. REFERENCES: Preliminary Site Plans by Architects Northwest • Geotechnical Evaluation Report dated April 26, 1993 by Nelson - Couvrette and Associates • Site photographs by D. Bruce, P.E. BACKGROUND: This engineer understands that the overall Vista Del Mar — Kairez Dr. development consists of approximately 7 acres with a number of single family residence lots. The April 26, 1993 geotechnical report provided recommendations for the overall development, access roads, and top -of -slope stability issues above the Burlington Northern right-of-way. It is understood that DP Miller Homes proposes to construct a single family residence on lot #4 and another residence on lot #5. See project plans. Each of these lots is "nominally' rectangular in shape with approximately 12,000 sq. ft. of total area. Visual evaluation of lots #4 and #5 reveal no evidence of any geotechnical distress: no slides, no soil tension cracks, nor any evidence of erosional degradation. The access road into the overall development (Kairez Dr.) has been constructed as evidence in the photographs. Lots #4 and #5 exist above the access road. It is SOILS • FOUNDATIONS • SITE DEVELOPMENT • INSPECTION • DRAINAGE • DESIGN & PERMIT • LEGAL P.O. Box 55502 • Shoreline, WA 98155 • (206) 546-9217 FAX (206) 546-8442 0 d O m w� cM rno On c cZ, O m M k chi m c rn 3m �r s z s; 0 g m ( City of Edmonds c/o D.P. Miller Homes, LLC December 19, 2005 Page 2 understood that each of the two new residences will be built in the relatively "flatter" portion of the lots above the access road. See site plans. The 1993 geotechnical report utilized 17 soil test pits to find a consistent sub - grade soil of dense sand The 1993 report recommended that the future residences be founded on standard reinforced concrete footings. Using an allowable bearing pressure s of 2,500 p.s.f. EVALUATION: In order to augment site geotechnical information, 2 soil test pits were dug Under this engineer's observation by track on November 17, 2005 (One test pit per lot). Both test pits revealed similar sub -grade conditions, namely: ( 9, to 6, Grasses, moots, organic silt. 6" to 8' Dense sands with occasional gravels. i No water was encountered in either test pit. Test pit walls remained vertical and stable. No sloughing or caving occurred. CONCLUSIONS t RECOMMENDATIONS: Based on the findings of this engineer's investigation as well as experience in the area with similar projects, lots #4 and #5 are geotechnically approved for the proposed two new residences, subject to the following: i • Temporary Shoring: At the time of this investigation and report, specific excavation plans were not available for review. It is understood that soil cuts may be made up to 8 feet in depth (below existing grade). Temporary shoring using eco-blocks are required, subject to this engineer's onsite inspections. • Standard reinforced continuous and spread footings founded in dense native soils. Allowable bearing pressure: 3,000 p.s.f. • Equivalent fluid pressure of 35 p.c.f. is recommended for any retaining wall design provided drainage zone is inspected and verified by this engineer. • For retaining wall design, use friction factor of 0.55 and passive pressure of 350 p.c.f. o: 0 m N� 0m ma �0 O �C 1, mM, D2 OT n 1, MM �. oN 0m m0 X z i Z 0 n m. City of Edmonds c/o D.P. Miller Homes, LLC December 19, 2005 Page 3 • Geotechnical inspections by this engineer prior to any foundation concrete placement. The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed native soils or on structural fill placed above native soils. See the later entitled General Earthwork and Structural Fill for r o structural fill placement and compaction recommendations. Continuous and individual m spread footings should have minimum widths of eighteen (18) and twenty-four (24) inches, respectively, and should be bottomed at least eighteen (18) inches below the lower adjacent finish ground surface. rn = Depending on the final site grades, some over -excavation may be required below a m o footings to expose competent native soils. Unless lean concrete is used to fill the over p c { excavated hole, the width of the over -excavation at the bottom must be at least as wide = m as the sum of two times the depth of the over -excavation and the footing width. For m z example, an over -excavation extending two feet below the bottom of a three-foot wide c z footing must be at least seven feet wide at the base of the excavation. i Footings constructed according to the above recommendations may be designed for o ' �n an allowable soil bearing pressure of three thousand (3,000) pounds per square foot (p.s.f.). A one-third increase in this design bearing pressure may be used when m m, considering short-term wind or seismic loads. For the above design criteria, it is o 5 anticipated that total post -construction settlement of footings founded on competent, c co native soils (or on structural fill up to five (5) feet in thickness) will be about one-half v, inch, with differential settlements on the order of one -quarter inch. 1 Lateral loads due to wind or seismic forces may be resisted by friction between X the foundations and the bearing soils, or by passive earth pressure acting on the vertical, embedded portions of the foundations. For the latter condition, the foundations z must either be poured directly against undisturbed soil or the backfill placed around the _ outside of the foundation must be level structural fill. We recommend the following w design values be used for the foundation's resistance to lateral loading: o Parameter Design Value 0 M Coefficient of Friction 0.55 Passive Earth Pressure 350 p.c.f. Where: (1) p.c.f. is pounds per cubic foot. (2) Passive earth pressure is computed using the equivalent fluid density. City of Edmonds c/o D.P. Miller Homes, LLC [Jecem6er 19, 2005 Page 4 We recommend that a safety factor of at least 1.5 be used for design of the foundation's resistance to lateral loading. SLABS -ON -GRADE: Siab-on-grade floors may be supported on undisturbed, competent native soils or on structural fill. The slabs may be supported on the existing soils provided these soils can be re -compacted prior to placement of the free -draining sand or gravel underneath the slab. This sand and gravel layer should be a minimum of four (4) inches thick. We also recommend using a vapor barrier such as 6-mil. plastic membrane beneath the slab with minimum overlaps of 12 inches for sealing purposes. PERMANENT FOUNDATION AND RETAINING WALLS: Retaining walls backfilled on one side only should be designed to resist lateral 1 earth pressures imposed by the soils retained by these structures. The following recommended design parameters are for walls less than twelve (12) feet in height, which restrain level backfill: i Parameter Design Value Active Earth Pressure* 35 p.c.f. Passive Earth Pressure 350 p.c.f. Coefficient of Friction 0.55 Soil Unit Weight 125 p.c.f. Where: (1) p.c.f. is pounds per cubic foot (2) Active and passive earth pressures are computed using equivalent fluid densities. * For restrained walls which cannot defect at least 0.002 times the wall height, a uniform lateral pressure of one hundred (100 p.s.f. should be added to the active equivalent fluid pressure). The values given above are to be used for design of permanent foundation and retaining walls only. An appropriate safety factor should be applied when designing the walls. We recommend using a safety factor of at least 1.5 for overturning and sliding. The above design values do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharge slopes or loads will be placed above the walls. If these conditions exist, then those pressures should be added to the above w 0 0 m � � 1 0m- c �ID n 1. 0 -4 mz Dz ,r= oLd mm O0 r C N ze 74 x z z 0 m City of Edmonds c/o D.P. Miller Homes, LLC December 19, 2005 Page 5 lateral pressures. Also, if sloping backfill is desired behind the walls, then we will need to be given the wall dimensions and slope of the backfill in order to provide the appropriate design earth pressures. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of the wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. Placement and compaction of retaining wall backfill should be accomplished with hand -operated equipment. Retaining Wall Backfill Backfill placed within eighteen (18) inches of any retaining or foundation walls should be free -draining structural fill containing no organics. This backfill should contain no more than five (5) percent silt or clay particles and have no particles greater than four (4) inches in diameter. The percentage of particles passing the No. 4 sieve should be between twenty-five (25) and seventy (70) percent. Due to their high silt content, if the native soils are used as backfill, a drainage composite, such as Mirafi and Enkadrain, should be placed against the retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. The purpose of these backfill requirements is to assure that the design criteria for the retaining wall is not exceeded because of a build-up of hydrostatic pressure behind the wall. The subsection entitled General Earthwork and Structural Fill contains recommendations regarding placement and compaction of structural fill behind retaining and foundation walls. EXCAVATION AND SLOPES: At the time of this investigation and report, specific excavation soil cuts were not available for review. It is understood that soil cuts up to 8 feet in depth may be required. Thus, temporary shoring using eco-blocks, subject to this engineer's inspections, are required. if soil cuts are less than 5 feet in total depth, temporary shoring may not be required subject to this engineer's onsite evaluation. In no case should excavation slopes be greater than the limits specified in local, state and national government safety regulations. Temporary cuts up to a height of four (4) feet deep in unsaturated soils may be vertical. For temporary cuts having a height greater than four (4) feet, the cut should have an inclination no steeper than 1:1 (Horizontal:Vertical) from the top of the slope to the bottom of the excavation. Under specific recommendations by the geotechnical engineer, excavation cuts may be modified for site conditions. All permanent cuts into native soils should be inclined no steeper than 2:1 (H:V). Fill slopes should not exceed 2H:1V. It is important to note that sands do cave suddenly, and without warning. The contractors should be made aware of this potential hazard. z o a rn am cM rno On C mMA_ DZ .r O� t, rn , mm o`o r � N .-Zi r- x z s CO Z 0 m City of Edmonds c/o D.P, Miller Homes, LLC December 19, 2005 Page 6 Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil, DRAINAGE CONSIDERATIONS: Footing drains are recommended at the base of all footings and retaining walls. These drains should be surrounded by at least six (6) inches of one -inch -minus washed rock wrapped in non -woven geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At the highest point, the perforated pipe invert should be at least as low as the bottom of the footing and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. No groundwater was observed in either of the 2 test pits. Seepage into the planned excavation is possible, and likely if excavation occurs during winter months, and if encountered should be drained away from the site by use of drainage ditches, perforated pipe, French drains, or by pumping from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation of the site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Any exposed slopes to be covered with plastic to minimize erosion. Final site grading in areas adjacent to buildings should be sloped at least two (2) percent away from the building, except where the area adjacent to the building is paved. GENERAL EARTHWORK AND STRUCTURAL FILL: The proposed building and pavement area should be stripped and cleared of all surface vegetation, all organic matter, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill. Structural fill is defined as any fill placed under the building, behind permanent retaining or foundation walls, or in other areas where the underlying soils needs to support loads. This engineer should observe site conditions during and after excavation prior to placement of any structural fill. All structural fill should be placed in horizontal lifts with a moisture content at or near the optimum moisture content. The optimum moisture content is that moisture content which results in the greatest compacted dry density. The moisture content of fill soils is very important and must be closely controlled during the filling and compaction process. o -n n M M a —CO 0 0 C 0) C Cn Q 0 Z ;0 Z IN Z 9 0 M City of Edmonds c/o D.P. Miller Homes, LLC DecemlSer 19, 2005 Page 7 The allowable thickness of the fill lift will depend on the material type, compaction equipment, and the number of passes made to compact the lift. In no case should the lifts exceed twelve (12) inches in loose thickness. The following table presents recommended relative compaction for structural fill: Location of Fill Placement Minimum Relative Compaction Beneath footings, slabs or walkways 95% Behind retaining walls 90% Beneath pavements 95% for upper 12 inches of Sub -grade, 90% below that level Where: Minimum relative compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D-1557-78 (Modified Proctor). Use of On -Site Soils If grading activities take place during wet weather, or when the sandy, on -site soils are very wet, site preparation costs may be higher because of delays due to rains and the potential need to import granular fill. The on -site soils are generally sandy and thus are not highly moisture sensitive. Grading operations will be difficult when the moisture content of these soils greatly exceeds the optimum moisture content. Moisture sensitive soils will also be susceptible to excessive softening and "pumping" from construction equipment traffic when the moisture content is greater than the optimum moisture content. Ideally, structural fill, which is to be placed in wet weather, should consist of a granular soil having no more than five (5) percent silt or clay particles. The percentage of particles passing the No. 200 sieve should be measured from that portion of the soil passing the three -quarter -inch sieve. The use of "some' on -site soils for fill material may be acceptable if the upper organic materials are segregated and moisture contents are monitored by engineering inspection. City of Edmonds c/o D.P. Miller Homes. LLC DecemGer 19. 2005 Page 8 DRAINAGE CONTROLS: No drainage problems were evident with lots #4 and #5 of the Vista Del Mar overall development. It is understood that the existing access road and driveway have complied with City of Edmonds approved plans and overall development storm water controls. o , Lots #4 and #5 contain porous sub -grade sands and are thus good candidates 0 m for onsite storm water infiltration. This engineer is available to provide specific storm water infiltration designs if �= r m necessary. o ; oc CONCRETE a M m z All foundation concrete (footings, stem walls; slabs, any retaining walls, etc.) 10 c _ shall have a minimum cement content of 5-1/2 sacks per cubic yard of concrete mix. ,--n 0 TEMPORARY SHORING: At the time of this report, soil cuts up to 8 feet in depth are anticipated. m m } Temporary shoring consisting of eco-blocks is required subject to this engineer's o � s: N onsite inspections. See attached typical eco-block design criteria. m � INSPECTIONS: � The recommendations of this report are only valid when key geotechnical aspects �b are inspected by this engineer during construction: x rn Excavation Temporary Shoring (eco-blocks) if required, z o i . Foundation sub -grade verification m Any retaining wall, or rockery placement Any fill placement Subsurface drainage installation Temporary and Permanent erosion control measures City of Edmonds c/o D.P. Miller Homes, LLC December 19, 2005 Page 9 SUMMARY: The proposed 2 new residences by D.P. Miller Homes on Lots #4 and #5 (on Kairez Dr.) are geotechnically viable when constructed in accordance with the recommendations herein, compliance with City of Edmonds approved plans and requirements, and key geotechnical inspections during construction. GEOTECHNICAL REVIEW OF FINAL PLANS`. At the time of this investigation and report, final house plans for lots #4 and #5 were not available for review. As stated in this report, normal reinforced concrete foundations are geotechnically approved, subject to inspections by this engineer. Additionally, excavation cuts require temporary shoring per this engineer. Prior to final permit issuance, this engineer should review the final house plans to ygibt compliance with the recommendations of this report. Upon satisfactory review, a "Statement Of Minimal Risk" will be issued. CLOSURE: The findings and recommendations of this report were prepared in accordance with generally accepted professional engineering principles and practice. No other warranty, either express or implied, is made. The conclusions are based on the results of the field exploration and interpolation of subsurface conditions between explored locations. If conditions are encountered during construction that appear to be different than those described in this report, this engineer should be notified to observe the situation and review and verify or modify the recommendations. If there are any questions, do not hesitate to call. �lg M. WASgJ� Dennis M. Bruce, P.E. _ 14 05' Geotechnical / Civil Engineer M, z m x, c M m0 -4o oC m Mz V DZ µ ql mrn O N r N �r X i z z 0 n m - z 0 0 m v m mo -i O OC rnm Az �Z r= O� mm O� s ,�Di M Aug 25 06 09:17a D. Bruce, P.E. 206-546-8442 P.1 Dennis M. Bruce, P.E. ,awl. R5, a©d 6 M.S.C.E., M.B:A. J Geotechnical f Civil Engineer C t i `>r +}�1b�d.1 s �v'T3�E EC'ibCN�fc' Lo t`7�o�c EAR �O S— � OiJ c3o1 N6 ��"b'2`�Ctf . t,US�'ECTrad� 1'�R,F'0tk1�.t�'4 73r �t5 E"tJG6: • �E'NSE r'�tvLG o 7C C+�kv �T I0A1 .STAZLE ' �� AoV�kst= CQu�tT4C c,",rPIliCT00Q OGLE r S �oP� Y$Aecc p p �6RFT 7t Scotitt�d�u rroa3s No 7eEt�. Soot Cca-cs LE1 SEoRtNt� �EG21� �3�5 r:ASILY • SuE hjE7 �n>s� dJk�tvr; a,oao �S'� ft�tu�-C�AAet-rY —s- �•i<. wt`t� Kot3uD�A-Ctou d/' woRtl� k STEED-� k �of�3elzE z� fzw C't� v EL�b�o1Jt�� A"i �'LflR�c k it1S�! C-tfa�t s �srT�tti , W t�L �RoeKERY r No • Staasc�R��c� �.i��itns+4�� � �o� ��T . �'(�csSftSN �akt r eE'oGL�=A At�,u1q-{� ` �� P �o P t R �y l kJS'i ft cc��t, r��.r b�--�� �g•as-o�� c�.0�?,��vzo do Fi'tt6( SOILS • FOUNDATIONS • SITE DEVELOPMENT • �CTION • DRAINAGE • DESIGN & PERMIT • LEGAL P n Rox 55.�i0? Shoreline '"I.A 9^' 55 f2rr•.1 546-9217 FAX (2061 546-8442 0 0 m a9i vm ma �0 OC mZ A a z r ,Z O'n m m �- o u, O �- M0 z a s 0 00 m Hsu . Nov 06 06 02:1Op O. Bruce, P.E. 206-546-8442 P.1 Dennis M. Bruce, P.E. M.S.C.E., M.B.A. Geotechnical/Civil Engineer November 2, 2006 SpNp{y03 A11D 813 S331AN3S 1dD Iu AdOT3A3Q 9 u ON City of Edmonds clo D, P. Miller Homes 3A 13 ja 22315 Hwy 99 N, Suite # 4 Edmonds, WA 98036 Subject: Field Reports - Geotechnical inspections Vista Del Mar — D.P. Miller Homes 17910 Kairez Dr., Edmonds, Washington (Lot No.4) 17909 Kairez Dr., Edmonds, Washington (Lot No. 5) This engineering report presents the results of ongoing geotechnical inspections for the D.P. Miller Homes project at Vista Del Mar (17910, 17909 Kairez Dr., Edmonds, Washington). These inspections were required as a condition of permit by City of 3 Edmonds. j REFERENCES: • City of Edmonds approved Project Plans • Previous Geotechnical and Inspection Reports by D. Bruce, P.E. Site photographs 17910 KAIREZ DR (LOT NO. 41: • Previous geotechnical inspection reports have verged the proper installation of pin -piles with reinforced grade beam to provide additional support for the home. As previously stated, this engineer has worked closely with project structural engineer (Mike Mitchell) and verified that all pin -piles were driven to refusal depths. All pin -piles and foundation footings are geotechnicaliv approved for this house site. • Site grading: The excavation for the home site has been properly back filled in accordance with this engineer's inspections and recommendations. The final site grading and frontage rockeries have yet to be completed. Geotechnical inspections are ongoing. Soil bearing: Previously approved with pin -piles / grade beams, as well as dense, native soils. SULS • FOUNDAVONS • SITE DEWLOPMENr • fNSPEC770N • DRAINAGE • DESIGN &PERMfr • LEGAL P.O. Box 55502 - Shoreline, WA 98155 • (206) 546-9217 - FAX (206) 546.8442 z O mm S c m 0 O C mz; 1_ #` DZ - N D T f, m m o K co z0 z r 2 § z -O In Nov 06 06 02:10p D. Bruce, P..E City of Edmonds Go D.P. Miller Homes November 2, 2006 . Page 2 206-546-8442 p.2 Subsurface drainage: This engineer observed and verified proper installation of subsurface drains in accordance with City of Edmonds approved plans and normal good practices. All subsurface drains are approved. • Final grading 1 permanent erosion control measures: Not yet— inspections are ongoing. 17909 KAIREZ DR. fLOT NO.5): This engineer continues to provide daily on -site inspections during active geotechnical phases. • Excavation: All excavation encountered the dense, native sands as anticipated by the geotechnical report. Sufficient setback distances were available to perform the excavation with no temporary shoring required. All soil cuts were stable throughout the project. The entire site is stable through this date j (November 2, 2006). + Temoorary shoring fEc __I_cks): The dense, sub grade sands allowed for a stable open cut without the requirement for Eco-Block shoring (see photographs). Total depth of cut was less than 5 feet (vertical) with an appropriate "lay back" slope above, The Eoo-Blocks were not required. Foundation sub -grade: This engineer verified extremely dense, native, sub - grade sands easily providing 3,000 p.s.f. bearing capacity. "OK" to proceed with foundation formwork, reinforcing steel and concrete placement in accordance with City of Edmonds approved plans and inspections. This engineer observed that the residence foundation footings were properly placed. • Retaining wall: The foundation stem walls function as retaining walls. This engineer verified that all foundation stem walls were properly placed in accordance with City of Edmonds approved plans. • Rockery placement: Not yet. Fill placement: No fill material was required for geotechnical support purposes. Inspections continue to monitor any placement of fill, if required. • Subsurface drainage: This engineer inspected and verified proper placement of subsurface drains in accordance with City of Edmonds approved plans and normal good practices. O O n m � m O m m , 0 8c i in m mz 0-4 C Z z N 4 O n T m m ov, f. r C0) Z r a x a z i• N z 0 O m Nov 06 06 02:10p D. Bruce, P.E. 206-546-8442 p•3 ,I City.of Edmonds C/o D.P. Miller Homes November 2, 2006 Page 3 . - Erosion control: Contractor continues to properly maintain erosion control ea msures: rocked construction entrance, siltation fencing and diligent cleanup. SUMMARY: f j Ongoing geotechnical inspections have verified proper completion of geotechnical aspects to date for 17910 and 17909 Kairez Dr., Edmonds, Washington. j Geotechnical inspections are ongoing. If there are any questions, do not hesitate to call. ht. g G c ` ,boo NAV Dennis M. Bruce, P.E. expaes 1 Geotechnical / Civil Engineer DMB:abj cc: D.P. Miller Homes i z s O n m I - V om co In . On is in z D � s} tt: �4t O m I- m m )N r CN mW i z z o' 0 m a i, i 1 FHf,INEERS i tIIRVFY07t / PIANHF0.5 / OtVROPiAENT COtl$UITANA March 20,,2007 f ; Pile No. 4866-0-06 1 Z O Edmonds Building Department 250 5111 Avenue N. !" Edmonds, Washington 98020 E ` re: D.P. Miller Homes, LLC - Residence at 17909 Kairclz Drive.(.of5) t w c mo Dear Sirs, -4c At the request of D.P. Miller Homes, LLC, the project contractor, we have dispatched a M M survey crew to the above referenced property to ascertain currently under construction. We find the elevation of the rc�of the.elevatian of the residence sheathing:ta,be 224:67. This s z ; r . elevation is based upon CB#16_as-t3uilt top..et, 160.2? ta�CenrFrom.UisCa,Del:Mar as -built ! storm drainage plans. j RF i Should you require any additional information, please call meat 425-775-1591. m m: 0Fn ^ �o CN I M 0 Sincerely, b V4. A kt(� 04 xASIA! 2 Jeffrey Treiber P.L.S. Z 1 President 2, fl ITI i orYeea /brl6us7 RECEIVED I 1 I MAY 1 12007 l< f DEVELOPMENT SERVICES CTR, CITY OF EDMONDS i i ` - 1940033Td Ave. W., Suite 200. Lynnwood. WA198036 LOVEII-SdVA7IflnCI R.A$$OClatf!5, llil'. 425.775.I591 425-6724998 (az IsaenSinecriug.can Z a8ed `Wd9L*4L L0-I?-Jew `•868LZL99ZV ! `•0NI033NI0N M :An IL I j FINISH C GRADE — -- ' Jam,. 72" OUT tE�965. S � `!F I�i S i it 117"x79" PI ARCW ..55X ' 2 iF 38" CMP 1 f1G4 �RIVE�.�..,. ---^ 1 is t i fin YEf2r160.?2 � � at5S.37 i2" IN } oe . 1 -147.27 g «n 17 7 } 1 �! 0 Z O -. m.. �2 cm m0 , 80 C � 3 +. mm y. Oz nz Om m m o CA 1� 2 Z S N Z O nj m { I z. 1 } i m m 1„ 4 -n a 1 0 � BENCHMARK . • � m p� E30ATSPIKE IN EAST SIDE OF Pd POLE NO. 27X ON TALROT ROAD I'; ELEY-111.70 DATUM; CITY OF EOMCNiDS {M.L..W.) (a 0 fl � m m oN 0 c cn Z O a' Him m FENCE FENCE 1. $' NICK CHAIN FEHCt: .....,�y_UNtt I� 1 00 •+ �vw..iw.a� ace an i ' G UhN.J JINN/ i:11 /fl If1P.1(.1 /ORR I]ll7C7fi �,.. IC��ITU7'�nlTnni J4le'•hri � i G z � o - � V1 � C� pC n3 fJ DZ bF ,�N r m m { Oco Co N'.: � N r A W O t� m ' :Aq }u -�-^•��., _ - : y 8 _ ,�,� ~ " ^ - - `•• w sMs ten. ` , , o USE 80 WAU. -.. ,.� � c r m tst uc AS-1 0� 1 mm c Co MT 01 � p r 6• m i z ; _ N ,-.. L. m i j I E I j 6/L aP)Pd WHLI tt 1.0 LZ ��W B�f LZL�JSZti `•ONIN33NIOOVS) :L+E3 ?u Tit ccxa a.t { U j < f f' 14 �a, Q =1 ceo IE-178 8' W m IE-177.1 12' OUT ISA w 1HmIRQ. 9" i 618 a6tid :viv. IF LO-IZ-.IetN `•866aLJSZh `ONI833NION3G'Sl :A8 f'W Mar.21. 2008 10:3'AM Reel Property Associates No.7491 P. 1 Dennis M. Bruce, P.E. MAZc# ai, 2008 M.S.C.E., M.B.A. Geotechnical/CiVil Engineer �a = CtYY E✓aP10PAS It' �e T �i,tt.L"- +6xk '7 g0�. KA`r� ��• tNAI. Ei}'dC"( E�`C�CEfdUtCkG lIUSewc tCSitJ`� k IN,soEc-rrau .dot aee, 8 e strE {�tav�'o-'• lNsp&GTfaltlS oR g4lpRSsrTe h t��VJo�t1 ! NsP c TioN s 1'ot N ow Trft $ECENED rs Now CalaPt rEs• MAR 2l1 200E j S0mAAIcY BUILDING DE rj OF EDIAONoS U •rtOl.) � s'fAd3�E `CSEE �iiEUlOf1t R�P'�"T� • "j"�ltAl. ,$goRlNd NoN-/t64UlRE� (�el/aYt�L7eD . $UII-GRME ; VEttt�lEd AfpRaUBA. A4� �TGS. 8►otT�oN S90ppa T' ' • FicL f cAGEMEwr: N� $TIEt)CT. F[LL � Fe SAe,Pt . *Ar-T1\ ; CLEAN skNbs Ytowd&�. • $Ua.SURFAGE k�,Rp1uA6E oSto✓J 6firRl'L C�krES oc$hY t�Cr • �,aCK.eR.1E.S _ �N.�•ScAPn�ER. (IoMPI-EYE1.. 2�ocK Sr7r, EDP R �PLAGYN.sKA66 CKtNCENG, � .A�PttN AGE •�N� 14PPR r • RAStoK1 eaterkof- �trittP. SIC dJtEASUc6s We�l- -5--, ,7 t A% AAU&26&'(MPA�fs. MAlNYAfAl" Ztftcvou our/ SLj 90koSS, Wool,"t F-INAL- IFIC ('oMPLErED '>' -qe FINALls;��5W+4 �u�icD rg AirA �mµPL.�YEA. T+EERt fF�� No GXPacEb EAR'�''� �L SppgecAL 6EotEctl, 1p�Cf`rcYJ �fEMs atn� ' PR'APEA` Ly C'oM PG T &D . ,� EkplREq y SOILS • FOUNDATIONS • SITE DEVELOPMENT • INSPECTION DRAINAGE • DESIGN & PERMIT • LE P.O. Box 55502 • Shoreline, WA 98155 • (206) 546.9217 • FAX (206) 546.8442 M1� Permit Inspection Details Permit: BLD20060537 PERMIT 1001 - E-Erosion Control/Mobilization Complete? Y 08/03/2006 Ed 30 Y .Total Time: 30 1013 - E-Storm Tightiine Complete? Y 10/12/2006 MCCONNEL 15 TL Installed and backfilled without Inspection. Contractor was told geotech was responsible N for inspection. Need to water test at final & review geotech report. 03/31/2008 Sibrel 0 Approved Y / Total Time: 15 `. 1014-E-StormConnecttoStub Complete? Y Z p , 10112/2006 MCCONNEL 10 Okay to backfill, _ Y -t ' O y Total Time: 10 m 1018 - E-Footing Drywall Complete? Y 05127/2008 Sibrel 10 Approved. Y �{ 1025 - E-Sewer Lateral/Main Inspection Total Time: Complete? - 10 Y OM C 10/06/2006 Sibrel 30 OK to Backfiil N O r 05/2712008 Sibrel 10 Approved. Y O C Total Time: 40 1034-E-Water Service Line Complete? Y... OZi 10/11/2006 Hawkins 45 Partial ok to backfill. Not connected at the meter. N C Z - 03131/2008 Sibrel 10 approved Total Time: Y 55 r- - = 1044. E-Driveway Form &Slope Ver. - Complete? ; Y ` p 03/31/2008 Sibrei 45 DWY over 20 % In places --advised owner, He stated he will appeal. Y Total Time: 45 m .. 1077--E-EngineeringFinal Complete?.. Y' In p E; 03/18/2008 Zulauf 0 See Correction Notice N n IT052712008 Sibrel 10 Approved. Dwy slope waiver was last condition for approval. Y IT Total Time: 10 1106 - 6-Setbacks Complete? Y —mZi 08125/2006 JR 0 PROPERTY LINES STRUNG BY CONTRACTOR. Y Total Time: 0 1108 - B-Footings « Complete? Y D Z 08/25/2006 JR 0 REC'D SUBGRADE VERRICATION SPECIAL INSPECTION REPORT ON FILE. FOOTINGS OK. SITE, PUT IN Y - Total Time: 0 N 1110 - B-Foundation Wail Complete? Y Z 00/07/2006 MS 25 APPROVED Y 9 11/0712006 Snook 20 APPROVED Y In Total Time: 45 1118 - B-Slab Insulation Complete? Y 10/12/2006 Snook 20 APPROVED Y Total Time: 20 1120 - B•Plumb Ground Work Complete? Y 10104/2006 Snook 25 APPROVED Y Total Time: 25 1126 -B-Plumb Rough in Complete? Y Iy 03/302007 Snook 25 APPROVED - Y 6/1812008 3:36:16 PM Page 1 of 2 - - Total Time: 26 1126 - B-Gas Testilaipe ' Complete? Y 05/03/2007 Snook 25 APPROVED Y Total Time: 26 1130 - B-Equipment-Mech Complete? Y 03124/2008 TEMP- 40 : Y NATOLA Total Tim.: 40 1132 - B-Exterior Sheathing Complete? Y 01/1812007 Readwin 30 WROTE CORRECTION -PARTIAL APPROVAL N 05111/2007 Snook 45 APPROVED Y Total Time: 75 1136- B-Shear Nailing . .Complete? Y : 05/11/2007 Snook 45 APPROVED Y Total Time: 45 - 1 1140 - B-Height Verification Complete? Y . i 05/11/2007 Snook 45 APPROVED Y ! Total Time: 45 1142 - B-Framing Complete?, Y s - 05/1112007 Snook + 45 APPROVED Y Total Time: 45 I 1144 - B-Wailinsulation/Caulk Complete? Y 05/17/2007 Readwin 20 NO ACCESS. LEFT CORRECTION N 05/21/2007 Snook 25 APPROVED Y Total Time: 45 1146 - B-Floor insulation/Caulk Complete? Y 05/17/2007 .Readwin 20 NO ACCESS. LEFT CORRECTION. N 0512112007 .Snook 25 APPROVED Y Total Time: 45 1148 - B-Ceiling Insulation/Caulk Complete? Y 05/1712007 Readwin 20 NO ACCESS. LEFT CORRECTION. N 05/2112007 Snook 25 APPROVED Y _ Total Time: 45 1150 - B-Sheetrock Nail - - _Complete?.. Y 1 05/31/2007 Snook 25 APPROVED Y Total Time: 25 1158 - B-Building Final - Complete? ` Y, 03124/2008 TEMP- 60 Approved subject Engineering Final approval Y NATOLA Total Time: 60 Total Inspections: 34 Total Time: 826 6118/20083:36:16 PM Page 2of2 s.. z n t. m � pp Cm m o 5, O C! mzz'. fJ --I '11, DZ to r 0 M' m I` m t ON r S' fA 1m , D y Z O m R .' cityoW i Oc� anyCertftCate o DEPARTMENT OF BUILDINGS PER INTERNATIONAL RESIDENTIAL CODE SECTION R110 AT: 4 7000 Kairez Drive Building Permit M 2006-0537 Occupancy established by this certificate: R3 Dwelling Units: No. Stories: 2 Basement: N/A Type of Construction: VB owner of building: DP'(51i11er Homes LLG . The _Single Family Residence at 17909`KelreZ Drivehas been inspected and approved complying with the requirements of the 2003 edition of the International Residential Code as a dopted'by'thb.City'for the group and division of occupancy and the use for which the proposed occupancy is classified. Issued this 181h day of June 2008 Chief Building Official By: Any change of occupancy or use requires a building permit and a new Certificate of occupancy issued by the City of Edmonds Building Official.