Loading...
980802.pdfZ = Z w cc W J U U0 tno ww 2 —1 1-- Ln O Uj 2, Q J. ( Q In �. = w H Z_ I— H O Z F— LU w U <n O W w 2 C_ F- F- LL C —Z w N U = O~ Z O to 9 CITY OF EDMONDS ZONE CONSTRUCTION PERMIT APPLICATION Los OWNErt NAME NAME O/ BUSINESS ADOR PERMIT NUMBER 980502 PUBLIC RIGHT OF WAY PER OFFICIAL STREET ER EXISTING ____.___nEQOIPEDOEDiCAIION— PROPOSED ME ER SIZE LI [SIZE NO OFF fl 3 (f REMARKS / II/// IER s �� '� /AIS )—OI�fD� .7QA�.v.4GtT' NUMBER Tao Account 43% W3 0�4 0; Q\ Percel No. 1N ® NEW ® RESIDENTIAL PLUMBINGIMECH COMPLIANCE OR ADDITION COMMERCIAL O CHANGE OFUSE REMODEL APT BLDG. SIGN OREPAIR ® Gta CYDS PENCE _ K_F1 ElDEMOLISH WINOSUSTOVE SWIM POOL ERT HOT TUB/SPA jn GARAGE RETAINING WALL/ ❑ CARPORT I(]I ROCKERY RENEWAL IT}'PE OF USE. BUSINESS 9 ,C IVITV) E%PLAIN: 7 4\B NJt NUMBER MY NUMBER OF CRITICAL OF DWELLING , AREAS rA —It,O TESCP Approved ❑ RW Pelmd RNRV,IBd ❑ Sheet uee P.—I A, 1 ❑ ,n.P;-Required ❑ S,de_ k Requ,red ❑ PRV REQUIRED YES NO ❑ VARIANCE OR CU ADS a SHORELINE Ir SEPA REVIEW SIGN AREA HEIGHT COMPLETE E%EMPT ALLOWED PRO e— ALLOWED PROPOSED � � o E%P LOT COVERAGE REQUIRED SETBAC (FT.) PROPOSED SETBACKS (FT) ALLOWED PROPOSED FRONT SIDE R AR FRONT URSIDE REAR 7 % ,6 fit? L,TAREA P NING VIE BY ATE l ! x/ s IL crl l �". RE/ A KS l� L. Rm,CLy'1 g,i" z- .k uJliv WI>!/Lv 5'01.1), C, SG IiAC� Nv%Ru.H�tr.O C r_(TI UrL Ate -A ;r'PRZ , CHECKED BY TYPE OF CONSTRUCTION C O G UP SPECIAL REQUIRED SPECTO /5 fy I 7 i�M rL. Iw OPANT YES kin REMARKS PROGRESS INSPECTIONS PER t SC 08 GitR o L LLB 7734 FINAL INSPECTION REOUIRED ' - « PLAN CHECK FEE HE T SOURCE. GLAZING BUILDING 15 PLUMBING Plan Check No. / 9 - - � I MECHANICAL This Permit covers work to be done on private property ONLY. GRADINGIFILL L� Any construction on the public domain (curbs, sidewalks, U driveways, marquees, etc.) will require separate permission. STATE SURCHARGE Permit Application: 180 Days Permll Limit: 1 Year - Provided Work Is Started Within 180 Days STORM DRAINAGE FEE O "Applicant, On behalf of his or her spouse, heirs, assigns and ENO. INSPECTION FEE 3 o v, successors in interest, agrees to indemnify, defend and hold w harmless the City of Edmonds, Washington, its Officials, i employees, and agents from any and all claims for damages a whatever nature, arising directly or indirectly from the Issuance x of this permit. Issuance of this permit shall not be deemed to PLAN CHECK DEPOSIT _ I I omodify, waive or reduce any requirement of any city ordinance x nor limit in any way the City's ability to enforce any ordinance TOTAL AMOUNT DUE provision." 1 hereby acknowledge that I have read this application; that the information given is correct; and that I am the owner, or the duly ATTENTION APPLICATION APPROVAL authorized agent of the owner. I agree to comply with city and THIS PERMIT state laws regulating construction; and In doing the work authoriz. AUTHORIZES This applica ion is not a permit until ed thereby, no person will be employed in violation of the Labor ONLY THE signed by the Building Official or his/her Code of the Slate of Washington relating to Workmen's Compensa. WORK NOTED Deputy; and fSes are paid, and receipt is lion surance aria RCW 18.27. INSPECTION acknowledge in space provided. SIG E IOI4N OR AGENT) OA SI/GLNEO DEPARTMENT (TES �A N IS �`f� 1 O ,•i CITY OF EDMONDS OFFICIA SIG LRE ATE j / 9 ATT NTION CALL FOR INSPECTION RELEASED BY D TE r IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UN71L A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR 771 _0220 ORIGINAL — File YELLOW — I specfor A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK — Ow ,er GOLD — ASS or IDaaT 4 3 2 X I larah'4m z Z Lu cc LU U —i 0 O Lu Lu _9 Ln L'L 0 ui LL Na Lu z I-- '0 I-- w? U 0 LL LL L LL c Lu F 0 z 52 E w 0 U L('.r(rr 1207D J "k' 'r.PITY Copy (MIRRORED) TO Of 0 C T 1 2 1998 BY: EAGLEWOOD HOMES, INC. f6O /2 01— DECK z. EL.068.8-�, LOWER FLOOR. EL.:160 , 51 MAIN FLOOR ELA70.5 RIDGE HGT..j%0' I UC 151 .0 c, 0 Z. 1511)' (10EANZ 10,75' k aS,D I q PI-P,05 htm-Y> 09/21/98 MRR PROV B NP ALM MSCORD DEINGN ASSOCIATES. DO.0 G NOT LIABLE FOR THE ACCMACY IN THE 70POfA1— KOINATON. IT 6 THE SOLE RESPONSIRItT OF THE &ADER TO VEWY AL SITE CDI TMS. OQW.4 W FILL PLACED ON TIE SITE MO WM O*WRS OF ANYPOTIDITIJU FIELD MOOFCATION& A L A n rl A f ( 0 R D D C f I'l A f f 0 C I A T C f In 1305 N.W. 18TH AVENUE, PORTLAND, OREGON 97209 (503) 225-9161 S C A L E 2 0 0 0 10 1 0 32X z 2 F r- w im awl w U J U � Tn w s' J F o w u- a .. p Ln d Z I— F w Lu � O U Ln O— o w wl x� LLz Lii U T OF z E AGGEPTABLET'- �U1CD1N SA51�w6P. 1207D SI;f1 (MIRRORM) SDR 35 o P g sv 4�1 EAGLEWOOD HOMES, INC. WADE �Si �y'1 OA\�Y Sz. ��E 4'iST6M` INTO S'\DRM � pQ-• 1 �0►^ONAS `�IA°\RD2U 5(51,G� \-OLP'Em 1N 0M, r 1-••/60 QQOPEPn WWA'. QLi1'Q\l IYANA Oti s'"� le6 O��i^Q�L VICNG( 1I� I c.3 !sg•'' `,,......• _ . I 60MD N4i w A q�?0 "'16 oo3 0M oa M t r.�DECK -- -� •- c. ,o•.G. J 1 Xv LOWER FLOOR- ELA60,5' olu MAIN. FLOOR If ��ppEL:110.5 E of GE HGT..V%i'o .' nl(t1A(,� 170 rnaer 1 Hi�btit Ulcs'. v :1�3"0 q=151.D' VIN - 6533.0' hfAN:163,a5' + ACZuRt� I`el•5 1 n : 7�T• i it 9f je.^T.+. �F [J Z �J (/V/ t J N/ rve:wAw��, 1b 32 s6 yo✓stT 07 � 99.28;01" 100 00. JM5TA\L S\LS thwU ipm-pENl NOt"i5 %ENt� 1-40. F007-1A& j) 2$1e/S Se=p,4aT' Flats DpcA1/�SPaJ}r/-647LN 7D✓ c0.0S\oN C1N"Mt_ ALAM MASOM CC" W,MG ASSOCIATES' S NOT LWa FOR OE A=MACY OE t!E TOOOOVAPW IICISLATO,I IT IS THE SOLE T1E BUILDERMLVM TO / AIA SITE COI TC F%L ALL EO N TIE &IF, 10 PFO AM' WR RACED ON TIE SOE AAD Y OYIIM s OF AMT roTEMTMI Eno MOO:iCArgMS. N A L A n 11A/C0RD D C f I a n AIIOCIATE/ I I C 09/21/98 MRR umv)t4E P1-AN O t• 1305 NW. 18TH AVENUE, PORTLAND, OREGON 97209 (5031 225.9161 C A L E 1' : 2 0 ' - 0 Kra 32X I Z = Z � W wU' J U U o U) I] ww, 2 J I— �o J. w� TO _. Z� H- O Z LU W � O U UJ W WI =L F— H LLz UUX U = O~ Z Ci U E STANDARD DRAINAGE DETENTION SYSTEM WORKSHEET OWNER laIM V�Onh hL, cAl.c BY: CV�,A tikll c ADDRESS wt.o�L V�Ca pf. —_ --,— PHONE: (tvatil?w(am HIV A MQ(3 DATE: --N)1M% *****DESIGN DATA***** IMPERVIOUS AREA PIPE DIA PIPE LG ORIFICE It ' DCTENTION PIPE LENGTH OCKING LID FINISHED GRi %TYPICAL) ' MINIMUM NN�� CCL` RpAA EE TIGNTLI E T MEASUREDEt�ROM CTOP OF .SX TO IX SLOPE CONC a0% OR RISER DUTL T OUTLET CONTROL S9MIN. UPPER CATCH BASIN ORIFICE CONTROL CATCH BASIN SYSTEM CROSS SECTION 2'%2'X6',DEEP, I-6' $PALLS OR EQUAL FROM CONTROL CB 2'X 2'X 3' DEEP,' 3/4' CRUSHED ROCK %(STING GRADE FROM CONTROL GUILE. 7UD pE Ci0N 8E LEVF�LLdNG.V�/ICNED`CANP[SCR��IXPRAP PRIORTO PLAC1MCN1 OF VASNCC DIGIN ROCK OUTL6r RUNOFF SPREADER. TRENCH FOOTING DRAINS SHALL NOT BE CONNECTED TO DETENTION SYSTEM NOTES: ,. � / • 1. Call Engineering Division (771-MO) for a tighdine and detention system inspection (�b' Ar OpVED BY before backfilling and for final inspections. 2, Responsibility for operation and maintenance of drainage systems ca private proF .. j is the tD( figo responsibility of the property owner. Material accumulated in the storage pipe must be flushed out and removed from the catch basins to allow proper operation. The outlet control orifice DATE must be kept ow at all times. o • O �IIIA�A�� 10 32 X Z I 2 ~ w Q LU J U U a Ln 0 Lu w 2 LU (n O J I, LL 3 N a' Z I- ,0 z� Lu LU �0 �o U N 0-1 LL LL 2 c. LL0 —z LU U) U = 0 z r rom C7 w `' Vv GEOSCIENCES INC. 9� \� Post Office Box 4385 VV ,.' �[( ./ Kirkland, WA 98083 n !Telephone (425) 827-1084 O��jC?0 % DAILY FIELD REPORT TRIP CHARGE P • jtv * JOB NO �Q OV TIME ON SITE JOB TITLE ?,r7 PAGE 1 OF WE VEER - S ~UCH PERMITNUMBER AB}y,,O�CATION �Z7�e Z'7 UL4il., /J.L l�r /� tv CLIENT(OWNER iLC,/�"t-` DATE I./ I/ rjfi OAYOF WEEK %--ljv<.; GENERALCONTRACTOR .�46,,,.,,,-& GENERAL CONTRACTORB SUPT. C AA,c, /Le,,,,.c,,_ ITET MIN VISITORS GRADING CONTRACTOR GRADING FOREMAN ON•SITET YIN i Ca -- - , v n ,, PA c - i1 /I. o C.4 LAP, i �s/Ci�c.ceA_ NEXT SITE VISIT: L+ PO COPY TO: $IGNATUR 32 x " MIN z =z r- w ¢U w U J U O0 U)w w 2 J f - LnLL — O w g i cc J LL Qj Ln M z�' �_ o' z w w U V) o - o L-i l w wl sL LL o' Lij U N O I z I r 17 v E LOCI 0 GEOSCIENCES INC. Post Office Box 2385 Kirkland, WA 98083 Telephone (425) 827-1084 Facsimile (425) 828-9443 Eaglewood Homes, Inc. 847 Daley Street Edmonds, WA 98020 Subject: Geotechnical Engineering Report Proposed Residence 1 g(oZ- Olympic View Drive Edmonds, Washington Dear Mr. Reimer: OCT 1 2 1998 Job Number 8088 September 30, 1998 CITY COPY We are pleased to present the Geotechnical Engineering Report for the proposed new residence to be constructed on the vacant parcel at 18XXX Olympic View Drive in Edmonds, Washington. The purposes of our work were to professionally evaluate subsurface soil and groundwater conditions, recommend general procedures for the grading and underslab treatment in the buildings, and recommend bearing capacities for shallow wall footings. The scope of our services included: 1) Logging and sampling two test pits excavated to a maximum depth of nine feet below existing grades. The test pits were located in a manner to provide broad coverage of the proposed building site. The test pits were excavated with a rubber -tired backhoe and logged by the undersigned professional engineer. Selected samples were taken of subsurface soils. 2) Reviewing collected soil samples in our office, and assigning appropriate laboratory tests consisting of moisture contents and sieve gradation tests. At the conclusion of the testing program, laboratory results were analyzed and compared with field notes and logs. 3) Preparation of this preliminary summary report in accordance with our understanding of project requirements and generally recognized local geotechnical engineering practices. No other warranty is expressed or implied. Plate 1, attached, provides the guidelines in the use of this report. Project Understanding_s:. This office was provided with a site plan which documented site conditions including site topography and lot dimensions. Another small plan showed the location of the proposed new residence. Our knowledge of this project is generally limited to the information on these plan sheets site plan. We anticipate the new structure will be a wood -frame and multiple storied with a daylight basement. A setback of ten feet and buffer of fifteen feet from the slope crest is planned. 0 ULM1 32 X aZ FI W' ate. w U J O c.� o (n ww x J F— (n LL w 0' � FI JI11 =1 N O. iA z� rO z �- ww �o U cn, 0 Ha w 1� x c, LL Q' -z IL U) U = O ~ z O 0 0 18XXX OLYMPIC VIEW DRIVE September 30, 1998 General Site Conditions - Surface: Job Number 8088 Page 2 The proposed new residential structure will be constructed on the vacant parcel at 18XXX Olympic View Drive in Edmonds, Washington. The attached Vicinity Map, Plate 2, shows the general vicinity of the site. At the time of our fieldwork, the proposed building site had been cleared and was covered with some shrubs, tree stumps, and grass. The property had a gentle to moderate slope down towards the west. l Subsurface Exploration and Description7 Two test pits were excavated with a rubber -tired backhoe to a maximum depth of nine feet below existing grades at the locations shown on the Site Plan, Plate 3. The test pits were logged and sampled by the undersigned engineer during the excavation process. The test pit logs are attached to this report. Recovered soil samples were subjected to moisture content and sieve gradation tests. Test results and field density information are summarized on the test pit logs. Although there may very well be some variation in the subsurface and/or conditions may not be readily apparent from the ground surface, we expect the following subsurface interpretation will be essentially correct: The proposed building site is generally overlain with two to three feet of loose to medium -dense gravelly silty sand with some cobbles and trace boulders. Underlying the site is gray -brown medium -dense to dense gravelly silty sand with C some cobbles and trace boulders. There are some lenses of gravelly silty sand in this underlying layer. No groundwater was encountered in our test pits. The final test pit logs attached to this report present our interpretation of the field data and laboratory tests. The stratification lines on the logs represent approximate C boundaries between soil types at the exploration location. In actuality, the transition may be gradual. The relative densities and moisture descriptions on the logs are interpretive descriptions based on observed conditions during excavation. The logs should be reviewed for specific subsurface information at the location tested. �� I���I�r� OI � A OI/�■1lIIAA IIO �R�II�AI�P 32 x v n M 77 18XXX OLYMPIC VIEW DRIVE September 30, 1998 Conclusions and Recommendations Job Number 8088 Page 3 General: The following general geotechnical conclusions can be drawn from our field and laboratory test data: 1) The native medium -dense to dense gray -brown sandy soils at about three feet below existing grades can provide adequate bearing to the structure. A bearing pressure of 2000 pounds per square foot (psf) can be utilized in design 2) We recommend footing drains around all sides of footings at the elevation of the footings. Positive drainage to an appropriate drainage structure is recommended. 3) Soils with a high percentage of silt and/or clay (>15%) are moisture sensitive and difficult to impossible to utilize as structural fill is the soil is more than two to three percent wetter or drier than the optimum moisture content at the time of compaction. The soils at this site are silty, and are moisture sensitive. 4) The site slopes are currently stable. Our analysis indicates a setback of ten feet and a buffer of fifteen feet is appropriate for this site. 5) In our opinion, this site could be safely developed during the wet winter months. Foundations: The proposed new structures may be supported on conventional continuous and spread footings bearing on the medium -dense to dense gray -brown gravelly silty sandy soils at about two to three feet below existing grades. Alternatively, the footings may bear on the compacted structural fill built up from competent dense native soils. All footings should bear at a minimum depth of two feet below existing grades. A bearing pressure of two thousand (2,000) psf may be assumed for footings bearing directly on the medium -dense to dense native sandy soils. Footings bearing on compacted structural fill should be designed for a maximum bearing pressure of two thousand (2000) psf. The design bearing pressure may be increased by one-third to accommodate short term wind and seismic loads. To provide protection against shear failure, we recommend continuous and spread footings have minimum widths of sixteen (16) inches and twenty-four (24) inches, respectively. 32 X c a 18XXX OLYMPIC MEW DRIVE Job Number 8088 September 30, 1998 Page 4 t a Structural fill or crushed rock that is placed under footings should extend out beyond the Wedges of the footings a minimum distance equal to one-half the fill depth. For example, if i two feet of structural fill was placed under a sixteen -inch -wide footing, the total ao minimum width of the fill (and therefore the footing excavation) would be forty inches. U 0 W= We estimate that footings bearing on medium -dense to dense native sand soils or on -' compacted structural fill will settle approximately one-half (1/2) inch between building w0 corners or for every forty feet of continuous footing distance. LL al, Lateral loads such as wind and seismic forces are accommodated by friction between the y dl foundation elements and the bearing soils and by passive earth pressure against the F =,. foundations. However, passive earth pressure is only available if compacted structural z �_ fill is used to backfill against the foundations, or the foundations are poured against the z o' existing soil. The passive resistance of undisturbed native soil and properly compacted u, W ice. structural fill may be assumed to be an equivalent fluid pressure of three hundred fifty � 0 a1 . (350) pounds per cubic foot (pcf). 0 0 t=! _ `4' Seismic Design: LL w The site is classified as Seismic Zone 3 by the Uniform Building Code. We recommend F the designer utilize site soil coefficient SD in their analysis. 0 z r Site Drainage: t The site should be graded during construction so that surface water is directed away from any excavation. Water should not be allowed to pond where foundations, pavements, or slabs are to be constructed. (. Final site grades adjacent to the buildings should be sloped away from the structure for a minimum distance of ten feet. Roof and surface water drains should discharge to an O appropriate facility. Footing drains are required and should consist of a slotted four -inch -diameter PVC pipe bedded in, and covered with a minimum of six inches of drain rock. The invert of the pipe should be placed at the elevation of the footings. A non -woven geotextile fabric (Mirafi MON, Supac 4NP, or other equivalent) should be wrapped around the outside of © the drain rock. The PVC pipe should be sloped to drain, and may be connected to the roof and surface water discharge pipe down -gradient and away from the structures. The pipes should discharge to an appropriate discharge facility. dw 32 x M L 18XXX OLYMPIC VIEW DR[ VE Job Number 8088 September 30, 1998 Page 5 c a Excavations and Slopes: xZ �- w ? Temporary and permanent excavation and slopes for this project must meet all applicable LUL government safety regulations. Temporary cuts to a depth of four feet may be attempted cn o vertical, although they may not hold. Excavation slopes greater than four feet in depth W = should be cut no steeper than 1:1 (Horizontal:Vertical) through the sandy soils. Flatter J slopes may be required depending upon location variations in soils conditions and Wowhether there is groundwater present. Temporary construction slopes should be r ; protected with plastic during the wet winter months. Contractors working in excavations -' should use caution at all times. Sudden caving of the side slopes is possible. Permanent g P L o cut and fill slopes which are not otherwise reinforced should not exceed 2:1 (H:V). F =. z� z Cc)' Foundation and Retaining Walls: o Foundation and retaining walls must be designed to support the lateral earth pressures o `" � which abutting soils will impose. The following recommendations are for walls which are less than twelve feet high that support level backfill: w w7' H LL z Active Earth Pressure .........................40 pcf w z Passive Earth Pressure .......................350 pcf U i( Unit Weight of Soil ..........................125 pcf z ~j Coefficient of Friction ...........................0.40 The Active Earth Pressure recommended above assumes the wall can deflect at least 3 t 0.002 times the wall height. If this assumption is incorrect, a uniform lateral pressure of one hundred psf should be added to the wall pressure given above. iThe values recommended above are ultimate values, and should be reduced by an appropriate safety factor. As a guideline, we recommend a minimum Factor of Safety of <. 1.5 for overturning and sliding. The resultant force from the soil (neglecting the passive pressure force) can be calculated by taking moments about the toe of the wall. The - O resultant force should pass through the middle third of the footing. The above design values do not include hydrostatic pressures behind the walls and assume that no surcharge slopes or loads (such as traffic) are placed above, or near the walls. Design values can also be exceeded if heavy construction equipment is allowed within twelve feet of the wall. If any of these conditions exist, then the above design p values should be augmented be appropriate additional pressures. If walls higher than twelve feet are required for this project, please contact our office for additional recommendations. IN 32 X z =Z' �w aU w U 0 U 0 W w wx J F- N LL WCC j{ LL a( N dl �_ z F- F- o' z LLIo. U Cn;� 0 o t=l w LW' xL F- - LL Z? di 0 0� z z O 0 E E 18=OLYMPIC VIEW DRIVE Job Number 8088 September 30, 1998 Page 6 Foundation walls should be appropriately waterproofed, and then backfilled with a clean, compacted, free -draining granular soil or an approved drainage composite. This will prevent the buildup of hydrostatic pressures. The wall backfill should contain no more than five percent silt and clay, no organics, and no cobbles greater than four inches in diameter. The percentage of sand (from the #4 sieve to the #200 sieve) should range from 25% to 75%. During compaction of the wall backfill, care should be taken to not damage the wall. The top one to two feet of wall backfill should consist of a relatively impermeable soil or topsoil. General Earthwork and Structural Fill: Site construction should begin by stripping and clearing the property of all roots, vegetation, organic -rich topsoil, and any other deleterious material. Stripped materials may have to be removed from the site. Groundwater seepage was not noted during our fieldwork. Nevertheless, the contractor should anticipate, and be prepared to accommodate moderate seepage into even shallow excavations. Structural fill is defined as any fill placed below structures, including slabs, where the fill soils would need to support loads without unacceptable deflections or shearing. Structural fill should be placed above unyielding native site soils in maximum eight -inch - thick loose lifts and compacted to a minimum of 95% of Modified Proctor (ASTM D 1557). Soil is typically difficult to place and compact as structural fill if more than three percent from the optimum moisture content at the time of compaction. During wet weather or under wet conditions, structural fill should consist of a granular soil having less than five percent silt or clay (measured on that portion which passes the'/, -inch sieve). During dry weather, water may have to be added to the soil to achieve the required soil density. Wet Weather Construction: If the site is developed during extended periods of wet weather or in the winter, the following are anticipated additional costs and changes which should be anticipated: 1) Excavated slopes and fill piles will have to be protected with plastic. 2) Some to most of the excavated soils will be unusable as structural fill. 3) Foundation excavations will required over -excavation on the order of six inches to one foot), and replacement with crushed rock. 4) Numerous site visits will be required by this office to evaluate soil conditions, confer with the contractor, and make remedial recommendations. 0• W 32 X I z = Z F- w aU w U J U 0 U)w J H N LL . w0. ai L01 F =� z� F 0' zF- ww' � o U o -1 0 W xL � r_: LL Ql w U O~ z 0 M 18XXX OLYMPIC VIEW DRI VE Job Number 8088 September 30, 1998 Page 7 5) Costs of maintaining the site and cleaning adjacent streets/property will increase. 6) Construction access road reinforcement may be required. This may require quarry spalls, geotextile fabric, lime or cement addition, or some combination of these methods. 7) Total construction costs will rise a minimum of twenty to thirty percent above summer construction costs. Closure: It is recommended we be retained to review the final development plans to verify site specific subsurface requirements are met and our recommendations have been accurately interpreted in the plans. It is also recommended that we be retained to provide professional geotechnical consultation and observation services during design and construction. This allows us to: 1) Confirm that design conforms to specific subsurface requirements; 2) Confirm that subsurface soils conditions exposed during construction are consistent with those indicated by this report; 3) Evaluate whether earthwork and foundation construction activities conform to the intent of the contract specifications and plans; and, 4) Provide recommendations for design changes in the event of changed conditions. While on the site during construction, we will not direct or supervise the contractor or work, now will we be responsible for providing on -site safety or dimensional measurements during construction activities. It has been a pleasure providing you with our professional services. If there are any questions concerning this report, please contact me directly at 425-827-1084. Thank you, DODDS Geosciences Inc. Mark K. Dodds, P �t O.._..... ..... • F 32X z aj-:, �W a� wU J0 U 0 v' W rn J H Ln u.' w 0' Q J LL 7�to a �_ zr 'o z W ? U tn. o t='. w w �F u. 0 z ui U = 0O~ z 0 0 M DODDS GEOSCIENCES INC. PLATE 1 GUIDELINES IN THE USE OF THIS REPORT This report for Job No. 8088 was prepared in accordance with local generally accepted engineering principles and standards. No warranty is expressed or implied. The findings and recommendations contained in this report are based upon the limited services which you requested. Geotechnical engineering requires the application of professional judgment, as no study can completely quantify subsurface conditions. The owner should seriously consider any recommendations for additional work contained in the report, as it is then our professional opinion that this additional work is necessary to augment and/or fulfill site specific requirements. This report is an informational document, and is not to be used for contractual purposes. Any interpretation of subsurface conditions in the report including the test pit logs, and/or text discussions are based upon our testing, analysis, experience, and judgment. There is no warranty that these subsurface interpretations represent subsurface conditions other than that which occurred at the exact locations tested at the time the fieldwork was conducted by this firm. Groundwater levels can be especially sensitive to seasonal changes. This firm is not responsible for interpretations others make using this report. The conclusions and recommendations in this report assume that the field tests that were conducted accurately represent subsurface conditions of the site. If, during construction, significantly different subsurface conditions are encountered from those described in this report, our firm should be notified at once to review these conditions and revise our recommendations as necessary. Also, if there is a significant lapse of time between this report submittal and the start of work at the site, our firm should be allowed to review and verify site conditions. Unanticipated soil conditions are commonly encountered during excavation and construction, and simply cannot be fully anticipated by periodic soil and/or rock sampling at widely spaced testing locations. The owner should be prepared to accommodate potential extra costs through the development of a contingency fund. This firm cannot be responsible for any deviation from the intent of this report including, but not limited to the nature of the project, the construction timetable, and any construction methods discussed in the report. The recommendations contained in the report are not intended to direct the contractor's methods, techniques, sequences or procedures, except as may be specifically described in the report. This firm will not be responsible for any construction activity on this site, nor are we responsible if others attempt to apply this report to other sites. f � M z =z F- W U U Q CAIfn W .WJ F (n LL1 W �I �4 N d. = W� F =. z F- 1 z� WC W G � � Q U ca o E1 (u WI! F HI LL OI Z) W U O z 111 i DDS GEOSCIENCES INC. m PI[xLRICK Pl np OY(P(IXAY PR � a n A rurr� nsv 4 Iv s �,Tp 6�• 1®M M L• < INM - 1 PUGET n :_n 1196R ST w SW A q'8 wxl+la "o� « nol:i" = yrr/. � [ •p a eaares &�i �CASP `ST __ ---- • n aa? """ e zaoM s s. x ..---- -- x•.-i°ar°.ri1i�s .` � :„ul � � "•< •y r v[xa` �w� ai � t'iy v �: ,SPA �r � s � ' GLFN_ •5T " e�^ ,i �i .�,y,` �i � �' wtlr ` J 24 y sT '9 I - � � i C � �' � Y • " `` ';Mq/ J� 4 , � �r sP" r--- x - sr :f � e.' � ~� • � 3$� _7 r __ e I •� jrrc ST 1--i .,�• to xi sv tr •yr •. "s Job Number 8088 - Plate 2 Vicinity Map Eaglewood Residence Olympic View Drive Edmonds, Washington DODDS GEOSCIENCES INC. � a z �w oc g UJ w () v0 w J F LLi O w J LL ?�Ln d = w" Z F F F- Z F ww i U cn 1 0 w 4l' N LL l.. ui U — O~ Z c r z = Z F W wU J U U0 �W w y LL W 0' �I It QJI It _� 07 � z I- 1-0 z W W �0 U0 i o �-1 W Wl � FI LL QI ui U T 0 z TEST PIT i o m w DATE EXCAVATED:8/28/08 u 5 i EXCAVATION METHOD:Backhoe o x rn W DESCRIPTION LOGGED BY: Mark K. Dodds, P.E. SURFACE ELEVATION: ! 181 MSL Sand with some Slit, slightly moist, medium -dense. SP-SM Brown Gravelly With Ife ce cobbles and boulders. 2 own Gravelly Sand to Sandy Gravel, slightly moist, dense. SP Gray-b . 1 3.0'- 4.0' 2.4% tJ Sloppe. at 7.0 feet. No groundwater seepage noted during digging. 8 10 TEST PIT 2 C w w 2 DATE EXCAVATED:8/28/98 a t w = EXCAVATION METHOD:Backhoe N w 'o vi o x n a N M o (D DESCRI LOGGED BY: Mark K. Dodds, P.E. PTION SURFACE ELEVATION: s 159 MSL SP-SM Brown Gravelly Sand with some Silt, slightly moist, medium -dense. With trace cobbles and boulders. 2 SP Gray-b own Gravelly Sand to Sandy Gravel, slightly moist, dense. Q 6 2 7.0'- 8.0' 8.0% With lenses and layers of Gravelly Sand with some Sill, moist. 3 85- 9.0'10.8% Sloppe J at 9.0 feet. No groundwater seepage noted during digging. 10 DODDS Geosciences Inc. P.O. Box 8988 LOG OF TEST PITS 1 AND 2 TEST PIT Bellevue, Washington 18XXX Olympic VIBW Dr. Tele: (200) 887-3297 Edmonds, W$shington REPORT r 32XI z =Z. F W Q U w U J U W w = J H Cn _ O'. w �IQ J LL �{ � d r =., zr F o' z W w o w W1 S L I' w Ci Z ui U U ~' z r 0 O M DODDS GEOSCIENCES INC. MATERIAL: Native Soil SOURCE: TP-2; 8.5'- 9.0' SAMPLED BY: Mark K. Dodds, P.E. DATE: 8/28/98 ASTM C136 ASTM D1'140 Sob Number 8088 - Plate 6 Sieve Analysis Eaglewood Residence Olympic View Drive Edmonds, Washington X SCREEN SIZE ACCUM- WEIGHT RETAINED (Grams) ACCUM- PERCENT RETAINED PERCENT PASSING 2" 100.0 3/4" 100.0 3/8" 20.5 5.1 94.9 #4 43.2 10.8 89.2 #10 67.0 16.8 83.2 #40 188.2 47.1 52.9 #100 314.3 78.6 21.4 #200 341.0 85.3 14.7 DODDS GEOSCIENCES INC. MATERIAL: Native Soil SOURCE: TP-1; 3.01- 4.0' SAMPLED BY: Mark K. Dodds, P.E. DATE: 8/28/98 SCREEN SIZE ACCUM- WEIGHT RETAINED (Grams) ACCUM- PERCENT RETAINED PERCENT PASSING 2" 100.0 3/4" 111.2 21.3 78.7 3/8" 224.8 43.0 57.0 #4 279.3 53.4 46.6 #10 334.0 63.9 36.1 #40 426.3 81.6 18.4 #100 494.0 94.5 5.5 #200 504.3 96.5 3.5 X ASTM C136 ASTM D1140 r z a� sz �w a� J U U � w wx J {- L LL —0 we r a J sa = W �x z� ,0 ww �0 �o o0 - � ww s c. �F LL C -z wLn U = � F- z Z U A 101 FINAL PROJECT APPROVAL FORM TO: Lv ia DATE: � SvdT 5 MEMO TO: PERMIT COORDINATOR, BUILDING DIVISION FROM: FIRE DEPARTMENT DATE nr.seace 2" ENGINEERING DIVISION DATE n.ersesmw PLANNING DIVISION DATE - fLEtiSE51GN PROJECT SITE ADDRESS FS C "L-7 PERMIT # `� 0 �O 2 ADB#1 DATE INSPECTED —e4- DESCRIPTION OF WORK TO BE INSPECTED F `N A — A field inspection was conducted to determine compliance with approved plans. Final approval denotes that there are no objections from the above signed Department to the granting of: Final approval of the described work Performance Bonds associated with the project may be released a*a***s**�**rs<r*****�a***r*ors*rrs***rr�w+k*rs�x*sa***s**»*ssa**r*s*�»*•s*�*r****«r:*�** GRANT FINAL PROJECT APPROVAL GRANT FINAL PROJECT APPROVAL WITH CONDITIONS NOTED 1. FAILED FINAL INSPECTION - OUTSTANDING ISSUES 1. 2. 3. RE -INSPECTED OUTSTANDING ISSUES - GRANT FINAL PROJECT APPROVAL ocaprvl.doc.l: temp:bldg:forms6/98 Z = z 0 0 RECORD OF CONTACTS I 21 2 22 3 23 4 24 5 25 6 26 27 28 RW PERMIT 0 DATE ISSUED RECEIPTJ 29 30 31 c 32 PAID RECEIPT DATE 33 SS PERMIT DATE I ED / / � 4t PAID $ RECEIPT /1 DATE 34 5 35 6 36 7. 37 METER SIZES/ PAID DAT / /'/ RECUPT, I/ 8 38 9 39 0 40 z z sg .0 0 nW Zn fa z _ 0 z 0to — o Ln 0 z ro, PRO �ECT REVIEW CHECKLIST N PROJECT AME PLAN CHECK: PROJECT ADDRESS: RECEIPT DATEq RE"if"BLIDG., PLAMIWATER SEWER STREE ENG Setbacks/Variance/Setback Adjustment Conditional Use Permit ADB Requirements Other Zoning Requirements Under ground Wiring Required Lot Slope.1 5% SEPA Environmental Checklist/Hydraulics Permit Tree Cutting Plan g. Plat/Subdivision Requirements Legal Description Verification Quit Claim/Street Dedications Easements - Public/Private A Engineering Storm Drain Review Fee Engineering 2.2 Inspection Fee Drainage Plan (On -Site) Setback - To of Bank, Stream, Water Courses Setback - Storm Drain Line Open Ditch - Existing Culvert Required f7-L- A : tg Culvert Size Shoulder Drainage/Shale Open Runoff -Catch Basin Required Driveway Slope & Vehicle Access Z.,4 V gm Sidewalk Required 24 Curb & Gutter Required -25 Curb Cut For Driveway Required V 2 Street Paving Required Right -Of -Way Construction Permit Required Street Name Sign Required Other Signing Required Bond Required For Public Improvements FEMA Map Check/Water Table Side Sewer Availability Calculate Sewer Connection Fee If No LID # Create Street File Existing Water Main Size Water Meter Size Service Line Size U30., Water Motor Charge Required Hydrant Required Hydrant Size Existing 4 A Fire Line Charge Required - Sprinkler Street Cut mo- Miscellaneous Reviewed By: FIRE PLANNING ENGINEERING SLP V. PUBLIC WORKS E I RECORD OF INSPECTIONS INSPECTOR DATE APPROVED SETBACKS...................rQ: _/-Z LAY FOUNDATION: ��'R N4 3�t er&aR_S _ Footing................1-__�,S �/ • /'�' t a Wall ...................... -- c /2 • ( ? Pier/Porch................ Retaining Wall............ Slab Insulation............ !� PLUMBING: Underground ............ --- `3 �=� • lA�B• q�Q� Rough -In ............� Commercial Final........ HEATING: 2 q Gas Test ................ Gas Piping ................ Equipment ................ Commercial Final......... EXTERIOR SHEATHING NAILING .................' FRAMING ...............��/ INSULATION: Floor Insulation........... Wall Insulation ........... Gelling Insulation......... SHEETROCK NAILING .� •-S •99 .. SPECIAL INSPECTION ...... MISCELLANEOUS FINAL APPROVAL J C� F OCCUPANCY.......... CONTr��CToiC_ �iyl�✓ Clfh'h►�C /1?AN GIo�C /9r✓� o ®. 3, 2 xt �■®11