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20051080.pdfDATE RECEIVED .� CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION OWNER NAME/NAME OF BUSINESS MAILING ADDRESS CITY ZIP TELEPHONE ADDRESS g ' 2 CITY A ZIP TELEPHONE NA4E A,trrjCBL# 4 ADDRESS Po (,ice j I PERMIT EXPIRES11 fL e� USE PERMIT ZONE INUMBER1�r>`� JOB B t yUITE/APT# ADDRESS00001 n PLAT NAME/SUBDIVISIOA NO LOT, 140. LID NO. LID FEE S TESCP PUBLIC RIGHT OF WAY PER OFFICIAL STREET. MAP RW Pe Approved -- RW Permit Required • Street Use Permit Req'd EXISTING PROPOSED Inspection Required Sidewalk Required REQUIRED DEDICATION Fr Underground i Wiring required METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED iI I i YES ❑ NO ❑ REMARKS OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE caZI at"I' X ) 4�0;lvj Col mAi NEERING REVIEWED BY ATE r nay ,>n� I� IV FIRE REVIEWED BY VAIt CITY ZIP TELEPHONE STATt LICENSE NUMBER EXPIRATION DATE CHEQUID BY VARIANCE OR CU SHORELINE OR ADB# INSPECTION BOND REO'D POST D G = Q l U( o _f4;� / ❑YES ONO g SEPA REVIEW SIGN AREA ' HEIGHT PROPERTY TAX ACCOUNT PARCEL NO. COMPLETE EXEMPT ALLOWED PROPOSED ALLOWED PROPOSED 7 0 EXP /� � 1 m3 I Z. %S NEW RESIDENTIAL J� PLUMBING/ MECH LOT COVERAGE REQUIRED SETBACKS (FT) PROPOSED SETBACKS (FT) ALLOWED PROPOSED SRQPF ii c'^c .t7CAR 1 COMPLIANCE OR03 • . + ,L ,��41JIdG S S ZSI ❑ ADDITION ❑ COMMERCIAL ❑ CHANGE OF USE �� / 1 PARKING LOT ARE PLANNING REVIEWED BY DATE ff ❑ REMODEL [IMULTIFAMILY ❑ SIGN REO'D PROVIDED ❑ REPAIR GRD CYDS ❑ FENCE �11� ry T T O�` �� ❑ ( X FT) REMARKS000e p' E]DEMOLISH 777❑__ TANK ❑ OTHER No 9 }-�, 2 GARAGE RETAINING WALL FIRE SPRINKLER IZ'0 L``�� tJ & 5 t f vrh J 114. CARPORT ❑ ROCKERY ❑ FIRE ALARM Ind nh.� e)t*-b fA U4W45 V jTYPE7OF USE, BLIA1.111110s OR ACTIVITY) EXPLAIN: 1 1 J }'sem", 1 CHE E RU BY TYPE OF C CTION CODE OCCUPA t5l GROUP �j NUMBER NUMBER OF CRITICAL ✓ OF �+ DWELLING AREAS ���— SPECIALINSPE TION A EA OCCUPANT. STORIES UNITS NUMBER REQUIRED LOAD DESCRIBE WORK TO BF DONE YES 3190 % REMARKS PROGRESS INSPECTIONS PER UBC 108/ ISC109/IRC109 FINAL INSPECTION REO'D f rii_Dd) I 1 II nh, ✓dot,/ + !.l-; k I 1 >;►J• -r -I -1\ 1r:7&, r"� IJ-/� p r U.K. 7 $ >� e"7 �J — Description /FEE Description FEE 52 Plan Check G / State Surcharge1 HEAT SOURCE GLAZING % T SLOPE % ��• � 00 IT SLOPE Building Permit ' � City Surcharge , PLAN HECK NO: f� VESTED DACT•E 1 ..,_ Plumbing 3 %. Base Fee S Mechanical — 1,gqo 7z - THIS PERMIT AUTHORIZES ONLY THE WORK NOTED, THIS PERMIT COVERS WORK TO It BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE Grading �J � SEPARATE PERMISSION. i eVteW PERMIT APPLICATION: 180 DAYS IL PERMIT LIMIT. 1 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, Depositffy IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF J� i EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection Receipt k ZLt! Cf ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE Landsca a Ins Total Amt. Due f r� 9 DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE P p• ,' 0 Lt = NOR LIMIT IN ANY WAY THE CITY'S 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- CALLThis 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/Iter Deputy: and Foes aro paid, and IN VIOLATION OF THE LABO CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provided. WORKMEN'S COMPENSATP IN RANCE AND RCW 18.27. 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II Cosi C �� pZ, Fw3 ",-" g Dm 110 fn> O Or ZD Z D C� O "gumNZ p-ve 'L. �mn Z�M oxx 2m Ur) --�- O m o r*t Z �" m C O m O to -- o m V� w --- - 9 City of Edmonds C/o Gurnee Company Builders March 29, 2005 Page 2 Visual evaluation of the property reveals. no evidence of any geotechnical distress: no slides, no settlements, no soil tension cracks, or any evidence of erosional degradation. The adjacent property to the west consists of a single -family residence on z similarly sloped property. . o 01 4 EVALUATION: m In order to augment the existing site geotechnical information, 4 soil test pits N were dug under this engineer's. observation on March 10, 2005 using a rubber-tired c o backhoe (see photographs). Two test pits were dug in the probable vicinity of the o proposed southerly residence. Two test pits were dug in the probable vicinity of the o c t proposed northerly residence. All 4 test pits revealed similar sub-grade conditions, = m namely: m z 10 C Z 0" to 8 Forest duff, organics and organic silt _ 8" to 8'its of bottom ( pits) Dense to veru dense sands with gravels ca wn Nowater was encountered in any of the 4 test pits. All test pit walls remained _ vertical and stable. No sloughing or caving occurred. M m o� CONCLUSIONS / RECOMMENDATIONS: r �m C CD rn Based on the findings of this investigation, and experience with similar sites in z the area, the property at 182xx Homeview Dr., Edmonds, Washington is geotechnically approved for the proposed two new residences, subject to the I following: } z Soil cuts steeper than 1:1'and greater than 5 feet in depth will require temporary Cft shoring consisting of Ecology Blocks, per on-site geotechnical engineer. z 0 • Standard reinforced continuous and spread footings. Allowable bearing M m 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 POO*�. City of Edmonds c/o Gurnee Company Builders March 29, 2005 Page 3 Geotechnical inspections by this engineerrip or 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 sub -section entitled General Earthwork and Structural Fill for. o' structural fill placement and compaction recommendations. Continuous and individual -� spread footings should have minimum widths of eighteen (18) and twenty-four (24) rn inches, respectively, and should be bottomed at least eighteen (18) inches below the lower adjacent finish ground surface. -� Depending on the final site grades, some over -excavation may required below m v footings to expose competent native soils. Unless lean concrete is used to fill the over Q n excavated hole, the width of the over -excavation at the bottom must be at least as wide _ rn as the sum of two times the depth of the over -excavation and the footing width. For m example, an over -excavation extending two feet below the bottom of a three-foot wide Q -Z+ footing must be at least seven feet wide at the base of the, excavation. Footings constructed according to the above recommendations may be designed for 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 rn >' considering short-term wind or seismic loads. For the above design criteria, it is o,CA anticipated that total post -construction settlement of footings founded on competent, m native soils (or on structural fill up to five (5) feet in thickness) will be about one-half � inch, with differential' settlements on the order of one-quarter inch. a z 0 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 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 CA design values be used for the foundation's resistance to lateral loading: o 0 Parameter Design Value M Coefficient of Friction 0.55 Passive Earth Pressure 350p.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 Gurnee Company Builders March 29, 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: Slab -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 rn i. 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 N = slab with minimum overlaps of 12 inches for sealing purposes, m o 0 ` PERMANENT FOUNDATION AND RETAINING WALLS: ° 0 mz Retainingwalls backfilled on one side only should be designed to resist lateral earth pressures imposed by the soils retained by these structures. The following a z recommended design parameters are for walls less than twelve (12) feet in height, which restrain level backfill: 0 Ti . Mn l Parameter Design Value im X M M.. Active Earth Pressure* 35p.c.f. ° Passive Earth Pressure 350 p.c.f. C N Coefficient of Friction 0.55 m ° Soil Unit Weight 125 p.c.f. M Where: z (1.) p.c.f..Is pounds per cubic foot y _ (2) Active and passive earth pressures are computed using equivalent fluid :.. densities: z 0 For restrained walls which cannot defect at least 0.002 times the wall m . height, a uniform lateral pressure of one hundred (1.00 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. i 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 ' i,. City of Edmonds - c/o Gurnee Company Builders March 29, 2005 Page 5 walls. If these conditions exist, then those pressures should be added to the above 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. Z Heavy construction equipment should not be operated behind retaining and 0 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 Mn and compaction of retaining wall backfill should be accomplished with hand -operated CO = equipment, c rn Retaining Wall Backfill o MMI X Backfill laced within eighteen 18 inches m z p g ( ) of any retaining or foundation walls - should be free -draining structural fill containing no organics. This backfill should contain C` Z 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 i -n i be between twenty-five (25) and seventy (70) percent. Due to their high silt content, if ° Mn r I 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 MM should be hydraulically connected to the foundation drain system. The purpose of these 0 CO backfill requirements is to assure that the design criteria for the retaining wall is not c v, exceeded because of a build-up of hydrostatic pressure behind the wall. The f rn ca subsection entitled General Earthwork and Structural Fill contains recommendations regarding placement and compaction of structural fill behind retaining and foundation walls, a t Z EXCAVATION AND SLOPES: _ N At the time of this report, this engineer understands that temporary cuts will be Z shallower than 1:1. On-site geotechnical inspections to verify. If soil cuts are deeper than 5 feet in total depth and cannot be made at a 2H:1 V slope, then temporary m shoring consisting of Ecology -Blocks will be required. On-site geotechnical engineering inspections to verify. 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 j height greater than four (4) feet, the cut, should have an inclination no steeper than 1:1 j (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 pera ent cuts into, native soils should be inclined no I+ City of Edmonds c/o Gurnee Company Builders March 29, 2005 Page 6 steeper than 2:1 (H:V). Fill slopes should not exceed 2H:1 V. It is important to note that sands do.cave suddenly, and without warning. The contractors should be made aware of this potential hazard. 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 o appropriate species of vegetation to reduce erosion and improve stability of the surficial m : layer of soil. DRAINAGE CONSIDERATIONS:CD -� . c m >' Footing drains are recommended at the base of all footings and retaining walls, m o These drains should be surrounded by at least six (6) inches of one -inch -minus washed o c 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 m the bottom of the footing and it should be sloped for drainage, All roof and surface a z water drains must be kept separate from the foundation drain system. CO No groundwater was observed in any of the 4 test pits during the fieldwork. 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 m rn drainage ditches, perforated pipe, French drains, or by pumping from sumps CO interconnected by shallow connector trenches at the bottom of the excavation. 0 M The excavation of the site should be graded so that surface water is directed off r 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 z 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. CO Z GENERAL EARTHWORK AND STRUCTURAL FILL: 0 M The proposed building and pavement areas 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. • City of Edmonds c/o Gurnee Company Builders March 29, 2005 Page 7 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. Z. The allowable thickness of the fill lift will depend on the material type, compaction n equipment, and the number of.passes made to compact the lift. In no case should the rn lifts exceed twelve (12) inches in loose thickness. The following table presents mn recommended relative compaction for structural fill: C4 Location of fill Placement Minimum Relative 0 Compaction o c Beneath footings, slabs or walkways 95%rn -Zi A �z Behind retaining walls 90%O. _ f Beneath pavements 95% for upper 12 inches of Wn: Sub grade, 90% below that levelI . M r Where: Minimum relative compaction is the ratio, expressed in percentages, of CO) the compacted dry density to the maximum dry density, as determined in C N co accordance.with ASTM Test Designation D-1557-78 (Modified Proctor). ► Z Use of On -Site Soils If grading activities take place during wet weather, or when the sand on-site Y. ► z soils are extremely wet, site preparation costs may be higher because of delays due to rains and the potential need to import additional granular fill The on-site soils are C4 generally sandy and thus are not highly moisture sensitive. Grading operations will be Z 0 difficult when the moisture content of these soils greatly exceeds the optimum moisture content. m 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 i 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. pip City of Edmonds c/o Gurnee Company Builders March 29, 2005 Page 8 The use of "some" on-site soils for fill material may be acceatable if the upper - organic materials are segregated and moisture contents are monitored by engineering inspection. DRAINAGE CONTROLS: z 0 No drainage problems were evident with the overall property at 182xx Homeview rn Dr. As stated, the property contains significant contours with numerous discontinuities. No evidence of any drainage course. or "stream" was found on the property. Obviously, ., Wn there are high points and low points within the overall contours. _ c m The clean g m v , permeable. sub- rade sands allow for on-site infiltration. '4 0:� This engineer recommends a drainage criteria permeability rate of 13 inches per; = m hour for design purposes. m z A� aZ Once specific house plans have been completed, this engineer is available to F i provide infiltration design and specific criteria. Own 41 ACCESS TO LOTS mm At the time of this re* port,g bin this engineer understands that access to the southern � m residence will be off Ridgeway Rd. at the western end of the property. This access CA location is geotechnically approved, subject to specific inspections by this engineer. } m z'n It is understood that the northern residence will have access off of Homeview Dr. in the vicinity of the."flatter" section of the property, a i Both these locations are geotechnically viable, subject to on-site inspections. CONCRETE: co z O All foundation concrete (footings, stem walls,. slabs, any retaining walls, etc.) m shall have a minimum cement content of 5-1/2 sacks per cubic yard of concrete mix. SLOPES - SETBACKS — BUFFERS: There are no geotechnical conditions that limit or restrict the location of either of the two proposed new residences, As stated, the actual excavation depths and proximity to slopes may require temporary shoring consisting of Ecology -Blocks: • City of Edmonds c/o Gurnee Company. Builders . March 29, 2005 Page 9 .. Oi, INSPECTIONS: E The recommendations of this report are only valid when key geotechnical aspects are inspected by this engineer during construction: I r • Soil cuts z 0 • Temporary Eco -Block shoring f required) 0 • Foundation sub -grade verification m "f • Any retaining wall, or rockery placementmn ` Any fill placement Co -� Subsurface drainage installation m • Temporary and final erosion control M oc SUMMARY: m� The proposed.two new residences at 182xx Homeview Dr:, Seattle, Washington. A z by Gurnee Company Builders 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 t+ construction: i mrn GEOTECHNICAL REVIEW OF FINAL PLANS: n CA rn �: At the time of this investigation and report, final house plans were not available t z for review: As stated in this report, the proposed two new residences may be constructed on 1 conventional footings, subject to geotechnical inspections. Actual excavation criteria z } may require use of temporary Eco -Block shoring. _ Prior to final permit issuance, this engineer should review the final house plans to z 0 verify compliance with the recommendations of this report. M Upon satisfactory review, a "Statement of Minimal Risk" will be issued. 4 . 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 areencountered during construction that appear to be different _T Vivo to S if Of Y �. /rte+ ��QJJjj If or If TY' to y, tao. / f P. ' ,1 A.Itooo :• to, foof of I or �iftt of If I. YOP If J� �•If r I + / .i .1 . • -or t000t 6 If. IN for So If It If If it Y� r 1 1• '� b'^:.. i• �� as � /.[f � -� at( r l•S fly � iti- fo it r a1 if. I •1a- A' kj 4eY 1J T1 j 5 1 ht" •�`. • ..J fill If < f\ 1IF r �7 If I if r 4/�f5 h ��i.' �;' Y.>rl {. rr•�•i �j��^y;��1�. a l l •'� ` y Tj'. '•Y . �"i' �S• M 11' f'.� 1 J... r r• r Yom{;' . .' 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Bruce, P.E. ©�T .7. ao©S M.S.C.E., M.B.A. Geotechnical/Civil Engineer Cc -Y aE�oo��s 00 lavptmulE Co'OR S UILTSCT : �- vZ I �G w he tN��� �E�P4�sE To �OJloiAs ,h B 30 '�OaS� m. •SEE C t-t't�o �REeTtoNs S FP"� { apt; UziOb WIG ��EPARJOrIAENT G, CITY OF Ft;MG 10S Cn _ i2E : STo R.NI it �4) N'R Lac c M GEo'tE« �ZE�'o0U' m o kite w- ;Loo 57 Am6 On to (XT Ttk.v M Z p � Sol LIS 00 sts�" o `RPr Aoevik pl 1�1.y l Njpr IS-T114fJ6 �j%fJaS , Z G ��VEL C iLWlst:1� - b1� P E t<S t; o � we %r, �5 A ASOMV Tk4F WM�'T�Rmn - 'pEtc ATMLIE Sot t - W sk'T E is T m l tJ'ro t g NoT � S RL.�"Lw�`� m m o S p��uPiES• FT' S©t rL t� � N NA tw p ©ooFT lksA 1E L 1 ifapElw1°�s I _ U P To i Z SuRsrAd� FLOW �-� FT VJp�S Ee jam'©C:i� /- ���,� 4 SEA N • �R W ELL � t; TA t L C� Z Y ° Sot p(T�g lei. 8 0 L Fa I� M 1 N ' 3 © lag > of w�sp�yc 44 rn S?I�IA C•$ SES .p g1•740abdc�cva` • �RlVEW�1r S�Tt- o�. ., �U RivEWAy f� ALA �SSt�NALF•�G 1 ooh .�JR•t�s �c l,eJ-To TTs LOW s Po u-rs UJ ELL LA�1. � S waw I NSP F Url 1) �-s SOILS FOUNDATIONS SITE DEVELOPMENT • INSPECTION DRAINAGE DESIGN & PERMIT LEGAL P.O. Box 55502 Shoreline, WA 98155 (206) 546-9217 FAX (206) 546-8442 IN GARY HAAKENSON ... �ti. CITY OF EDMONDS. MAYOR 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 t :» Website: www.ci,edmondsma.us DEVELOPMENT SERVICES DEPARTMENT jh c 1 gq0 Planning Building • Engineering October 11, 2005 - fi - Z1. Joe J. Gurnee Gurnee Company Builders, Inc COPY €+ P.O. Box 3446 0 M (` Lynnwood, WA 98046 .T a it - SUBJECT: Request for Exemption from Sidewalk Requirements — 7421 Ridgeway O M _ C m0 Mr. Gurnee, n 0 a F The City has reviewed your request for sidewalk exemption received September 14, 2005. = m mz Sidewalks are required along the property frontage of 7421 Ridgeway per ECDC.18.90.030 10 ,' k however, you have requested exemption from this requirement due. to economic unfeasibility. a z After further review of the site conditions it has been determined that it would not be economically unfeasible to construct sidewalks along the property frontage. T • The site topography is relatively flat within the right-of-way area of sidewalk - k. construction. MM vca • Retaining walls are not needed to construct the sidewalk. 0 r v Sidewalks can be constructed to City of Edmonds standards. c N Therefore, sidewalks, curb and gutter, will be required as a condition of building permit approval E z for the single.family residence at 7421 Ridgeway. Sidewalks shall be constructed 5' wide with concrete curb & gutter. Face of curb shall be placed 12' from painted centerline along Homeview Drive. Along Ridgeway, sidewalks shall be placed at a location that allows for a 12' lane width for either direction of travel. z Please update the site plan for the single family residence building permit accordingly and resubmit three copies to a Development Services Coordinator. O Please feel free to contact Jeanie McConnell at 425-771-0220; ext. 1338 should you have any m questions regarding these requirements. Sincerely i D K. GEBERT, P.E.- CITY .E.CITY ENGINEER I c: Plan Check 05-290 Street File Incorporated August 1 If 1890 • Sister Citv - Hekinan. Japan City. of Edmonds Re: Gurnee Company Builders December 9, 2005 Page 2 All excavation cuts are tastable_through this date (December 9, 2005). Geotechnical inspections. continue. • Temporary Eco=Block Shoring: This engineer has verified that the soil cuts are stable and sufficiently sloped that no temporary shoring is required. The z contractor has the option to utilize. Eco -Blocks as a construction expedient. At o the time of this report (December 9,:2005) all soil cuts are stable and temporary ; shoring is not required. m .� mn Foundation Sub -Grade: This engineer made recommendations for over- ca excavation of the roadside fill material. Imported structural rock (2 inch 4 inch) vm , was properly placed in compacted lifts under this engineer's inspections (see m o photographs).. o ' The majority of the excavation encountered dense native sub -grade sands easily m z providing. 2,000 p.s f. bearing capacity. ty• c Z y r z "OK" to proceed with foundation formwork, reinforcing steel and concrete CD placement in accordance with City of Edmonds approved Plans and inspections. o -� s Retaining Wall / Rockery Placement: Not yet: NOTE: This engineer continues to m rn work with Gurnee Builders and City of Edmonds regarding optimum slope, o in u stabilization adjacent the City of Edmonds streets (Ridgeway and Homeview 0m Drive). r m t n • Placement of Fill: As stated, localized pockets of unsuitable fill material were encountered in the City of Edmonds road sub -grade (within property lines). This engineer recommended over -excavation of the unsuitable material and replacement with compacted rock. All fill material was properly placed in z accordance with this engineer's inspections and good construction practices. i Subsurface. Drainage Installation: Not yet. o 0 Erosion Control Measures: Contractor has properly placed down-slope siltation m fencing and a rocked construction entrance.. No adverse erosion problems have been observed through this date (December 9, 2005). NOTE: This engineer has observed a City of Edmonds drainage line (off Ridgeway) that "dumps" onto the Gurnee lot. This uncontrolled. roadway discharge creates adverse impacts to the Gurnee building site. i' City of Edmonds Re: Gurnee Company Builders April 3, 2006 Page 2 Temporary Eco -Block Shoring: As previously discussed, the dense.soil cuts were stable and did not require temporary shoring. The contractor chose to use localized Eco -Blocks as a construction expedient, All Eco -Block placement complied with this engineer's on=site recommendations and inspections. Z 0 • Foundation Sub -Grade: Previously verified extremely dense, native sub -grade m sands easily providing 2,000 p.s.f. bearing capacity. Contractor subsequently placed foundation formwork, reinforcing steel and ca _ concrete in accordance with City of Edmonds approved Plans, c rn M O • Retaining Wall / Rockery Placement: This engineer provided on-site inspections o c during the installation of the perimeter rockeries (see photographs).. All base = m ense, native sub -grade soils. Rock size, rocks were properly embedded in drn linkage, batter and drainage zone comply with industry standards and this D z engineer's on-site inspections. M. -1 Cn All rockeries are geotechnically approved as constructed. T • Placement of Fill: Previously verified. Localized areas of "mediocre" fill material m m from the City of Edmonds roadway were over -excavated. Subsequent imported o granular fill material was properly placed. in the areas of over -excavation. Cn r ch r z0 All structural fill material is approved, as constructed. Additionally, the interior of the garage sub grade required fill placement. This _ engineer verified proper placement of granular fill in compacted lifts. Approved. D Z • Subsurface Drainage Installation: This engineer verified proper placement of _ footindrains in accordance with City of Edmonds approved Plans and normal Z g good practices. All subsurface drainage is geotechnically approved. o 0 • Erosion Control Measures: Contractor continues to properly maintain perimeter rn siltation and protective fencing. Additionally, the rocked construction entrance prevents excessive siltation on the roadway. All temporary erosion control measures are approved through this date (April 3, 2006). : SUMMARY: • Ongoing geotechnical inspections have verified proper construction methods through this date (April 3, 2006). i No It .i . r,• toil .:Y• Ft ii' I v f mo 1 -i c IV jo root -� —wVo Om I IF VIVO �L,,,;)' '�.� , • t,• ., .`'• `yam O cn ra c (nor IA . 07 oe ro ty f t...5ii3 r ✓r,.' A: v_n f `yir +,:oflrt rAWIi,.P' '�+ f w;.✓�tis(' to :16 I.l %f •/' - D _ - A., T ,;I D {+ -! f 07.26 2008'yC��yj 1 Z Oil 0 lit Ali 'AAt: A14114 JIA IF It i 'ham . tr +� }'- A•ny1 -� ISR. !'' •t r4 ...,t i r� VIA, JJiI a1. 40 141 .. y.. [ 'tt 1• l 5 d IF I -ir S,� *.ia• :a i4%t�'� iar� ,+554. f�4•!f, Y..:r`r ♦ rr� r«q 4 'y017' ¢.!'YG: . •>.ct 7* ".? : w { A s n r ``" `� • F 'x.+ Q ' 27h2008"? _ } 'I Is .. - _f t .. .. + .. ., i heb lb U'/ Uy: 24a ll. Hruce, N.E. 2Ub b4. U442 p. 1 Dennis M. 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