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18627 OLYMPIC VIEW DR.PDF1111111111111 12563 18627 OLYMPIC VIEW DR PRO dE T REVIEW CHECKLIST PR09ECT NAME PLAN CHECK #: PROJECT ADDRESS: I p RECEIPT DATE. REVIEW ED D' BY* *( hiti2l/D ate) PLAN. WAtR WATER E -::bOM4EN1TS FIRE BLDG.:'SEWER WE STREET - Setbacks/Variance/Setback Adjustment -- - ------- --- Conditional Use Permit 2 ADB Requirements 101 X.0 Other Zoning Requirements -M MIN Underground Wiring Required Lo t Slope 15% ................. 6 SEPA Environmental Checklist/Hydraulics Permit .:'7 Tree Cutting Plan . . . . . . . . . . . . ..8 Plat/Subdivision Requirements 14 9 Legal Description Verification 01! Quit Claim/Street Dedications ----- . . . . . . . . . . . . . . . . .0 .. Easements -Public/Private Engineering Storm Drain Reviewfee Engineering 2.2 Inspection Fee ..... . .... Drainage Plan (On -Site) Set -back - Top of Bank, Stream, Water Courses ... X Setback - Storm Drain Line . . . . . . . . . . T. Open Ditch - Existing 18 Culvert Required P, 1,441 Culvert Size Shoulder Drainage/Shale Open Runoff M. Catch Basin Required ................... 1.3 - MEN -T— Driveway Slope & Vehicle Access Sidewalk Required Curb & Gutter Required - Curb Cut For Driveway Required Street Paving Required Right-Of-Way Construction Permit Required -Y- T: 29.. Street Name Sign Required f. . . . . . . . . ..... Other Signing Required Bond Required For Public Improvements FEMA Map Check/Water Table Side Sewer Availability 3 Calculate Sewer Connection Fee If No LID # Create Street File Existing Water Main Size Water Meter Size .;Jf: Service Line Size Water Meter Charge Required Hydrant Required o rr Hydrant Size Existin Fire Line Char Required - Sprinkler 2.-' ,Street Cut Miscellaneous Reviewed By: FIRE PLANNING Q1.11100/ INGINEERING 4--CC,55 dk o1v PUBI R-",L L) R K$,� C SEP 1 8 Zqoll CIO, PUBLIC WORKS OFIF, O SC00 ;�.4 Cn' V.:,W N' F-� O tD 00- V 01 In A W N , •-• a a v v 42-1 � z m m c-) c-) m m A a m m ? W W W W W W W W w W N N N N N r%3 N FNCDcG 00 V C1 DTI -A W N �- O t0 00 V N r m 'o z m m (n 3 3 a v v a v n rn m L Ln v c m m c m m m � 0 m O d 1 N a I� r (X 4N Q J v, Ir. 0 0 SP� V • r' O d 0 z w Co e- em fd r) lb 03 CS v' n cr:T0 52!> a a - _ =� gQ�. R 52 9(DaK� a� on a� R. p .o m� 0 a :0 a— �a A $ �� tu ID C =I -� Lisp iia g z m O z C O z 0 n 17 S fD n 0 m CL 3 0 N 23 CD CD 0' CD a� i ca CITY OF EDMONDS 8g0.1q c�o Address of Construction: Property Legal Description (Include all easements): Owner and/or Contractor: /:r A�)091,I Yo _DAys SIDE SEWER PERMIT PERMIT N-0 8993 TREATMENT PLANT ( Is �-, KN pURi._ rsfn_ G � �o Spa `"�'°i State License No. ,6Ar� �_ � 10 4 y S 5 Building Permit No. . I Single Family ❑ Multi -Family (No. of Units ) la t ' ❑ Commercial ❑ Public Invasion into City Right -of -Way -A& 0 *Yes RW Construction Permit No. Cross other Private Property No ❑ Yes Attach legal des(ri, n and copy of recorded easement I cely that I have read and shall comply with all city requirements as i dicated on the back of the Permit Card. y Ia Da e * CALL DIAL -A -DIG (1-800-424-5555) BEFORE ANY EXCAVATION I OFFICE USE ONLY * FOR INSPECTION CALL 744-SM, PUBLIC WORKS DEPT. Permit Fee: Issued By I�LL� Trunk Chargeo Date Issued: i Assessment Fee: r Receipt No.: /a Lid No.: nn Partial Inspection: AeeAS Adu5,e Co:1ne-fil -% 4I-1011>C C,0_ iv ,SWIcrli Date-)7"5ktialAC— Comments Reason Rejected: Date —Initial — Final Inspection Approved: DateZ'1p"9ol Initial-//�� — ** PERMIT MUST BE POSTED ON JOB SITE ** White Copy: File Green Copy: Inspector Bull Copy: Applicant Revised 3!90 W b 0 S'- V y x_t= n $ ,� cX o. r 1 r "Zi" c o � oh a.: rn m 2v !70 'z M 0 d d 0 z rB(lZ7 BUILDING 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 15(o2 77 -� Olympic View Drive Edmonds, Washington Dear Mr. Reimer: 0 C T 12 1999 Job Number 8088 September 30, 1998 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 r geotechnical engineering practices. No other warranty is expressed or implied. Plate 1, attached, provides the guidelines in the use of this report. Project Understandings: • 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. • 18=OLYMPIC VIEW DRIVE September 30, 1998 General Site Conditions — Surface: The proposed new residential structure 18XXX Olympic View Drive in Edmonds, 2, shows the general vicinity of the site. Job Number 8088 am will be constructed on the vacant parcel at Washington. The attached Vicinity Map, Plate 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. Subsurface Exploration and Description: 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 • 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 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. 0 • 18XXX OLYMPIC VIEW DR[ VE Job Number 8088 September 30, 1998 Page 3 Conclusions and Recommendations 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 0 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: 0 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. 0 • r, r, 18XXX OLYMPIC VIEW DRI VE Job Number 8088 September 30, 1998 Page 4 Structural fill or crushed rock that is placed under footings should extend out beyond the edges of the footings a minimum distance equal to one-half the fill depth. For example, if two feet of structural fill was placed under a sixteen -inch -wide footing, the total minimum width of the fill (and therefore the footing excavation) would be forty inches. 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 corners or for every forty feet of continuous footing distance. • Lateral loads such as wind and seismic forces are accommodated by friction between the foundation elements and the bearing soils and by passive earth pressure against the foundations. However, passive earth pressure is only available if compacted structural fill is used to backfill against the foundations, or the foundations are poured against the existing soil. The passive resistance of undisturbed native soil and properly compacted • structural fill may be assumed to be an equivalent fluid pressure of three hundred fifty (350) pounds per cubic foot (pcf). Seismic Design: • The site is classified as Seismic Zone 3 by the Uniform Building Code. We recommend the designer utilize site soil coefficient SD in their analysis. Site Drainage: • 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 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. 0 I• 18XXX OLYMPIC VIEW DRIVE September 30, 1998 Excavations and Slopes: Job Number 8088 Temporary and permanent excavation and slopes for this project must meet all applicable government safety regulations. Temporary cuts to a depth of four feet may be attempted • vertical, although they may not hold. Excavation slopes greater than four feet in depth should be cut no steeper than 1:1 (Horizontal: Vertical) through the sandy soils. Flatter slopes may be required depending upon location variations in soils conditions and whether there is groundwater present. Temporary- construction slopes should be 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 cut and fill slopes which are not otherwise reinforced should not exceed 2:1 (H: V). • Foundation and Retaining Walls: Foundation and retaining walls must be designed to support the lateral earth pressures which abutting soils will impose. The following recommendations are for walls which are less than twelve feet high that support level backfill: Active Earth Pressure .........................40 pcf Passive Earth Pressure .......................350 pcf Unit Weight of Soil ..........................125 pcf Coefficient of Friction ...........................0.40 The Active Earth Pressure recommended above assumes the wall can deflect at least 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. The 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 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 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. U • 18XXX 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. F-1 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 D1557). 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 3/4-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. [7 18XXX OLYMPIC VIEW DR[ VE September 30, 1998 Job Number 8088 • 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.E. 9/3►/9e, El • • • Cl • • • 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 1united 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. C DODDS GEOSCIENCES INC. J DODDS GEOSCIENCES INC. E u 0 • 10 �m Um ' TEST PIT 1 O :. w W L) DATE EXCAVATED: 8/28/98 a w (n ii a EXCAVATION METHOD: Backhoe W (U o (n a CC o LOGGED BY: Mark K. Dodds, P.E. u) o z ur W DESCRIPTION SURFACE ELEVATION: 1 161 MSL SP-SM Brown Gravelly Sand with some Silt, slightly moist, medium -dense. With trace cobbles and boulders. 2— SP Gray -brown Gravelly Sand to Sandy Gravel, slightly moist, dense. 1 3.0'- 4.0' 2.4% I 4 Stopped at 7.0 feet. No groundwater seepage noted during digging. f TEST PIT 2 o Z v cn w - DATE EXCAVATED: 8/28/98 n w U) a s EXCAVATION METHOD:Backhoe (D cn o o U)i a s cn ¢ o co LOGGED BY: Mark K. Dodds, P.E. DESCRIPTION �� SURFACE ELEVATION: ! 159 MSL SP-SM Brown Gravelly Sand with some Silt, slightly moist, medium -dense. With trace cobbles and boulders. SP I rxA Gray -brown Gravelly Sand to Sandy Gravel, slightly moist, dense. 4 2 7.0'- 8.0' 8.0% With lenses and layers of Gravelly Sand with some Silt, moist. 8 3 85-9.0'10.8% Stopped at 9.0 feet. No groundwater seepage noted during digging. 10 DODDS Geosciences Inc. P.O. Box 6960 LOG OF TEST PITS 1 AND 2 TEST PIT Bellevue, Washington 18XXX Olympic View Dr. Tele: (206) 867-3297 Edmonds, Washington REPORT 10 DODDS GEOSCIENCES INC. MATERIAL: Native Soil SAMPLED BY: Mark K. Dodds, P.E. SOURCE: TP-2; 8.51- 9.0' DATE: 8/28/98 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 X ASTM C136 ASTM D1140 Job Number 8088 - Plate 6 Sieve Analysis Eaglewood Residence Olympic View Drive Edmonds, Washington J J • J 7 7 ,DODDS GEOSCIENCES INC. MATERIAL: Native Soil SAMPLED BY: Mark K. Dodds, P.E. SOURCE: TP-1; 3.01- 4.0' 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 ;0 ev 9 cn 562Z-7 0 ��1'C�%�.� SA sl�� ACCEPTABLE TIGHTLINE MATI N-12 ADS SEP Sch 40 PVC SDR 35 (tTffVP4) COPY v Ail ti (on SID W\V\ v\�� 9Q`' ...--'' . .. ... ........ \,01LO-b 1-460 � i 16 c' 5 2 6'- 07 �s -I WA to 39-280r] E f- 10*-0- (MIRRORED) BY EAGLEWOOD HOMES. INC. Plow" \0%6 M(f\0M 4346 003 OM ea b\ L 01 1%,'ZMY- 1vsm 5'�' "Mm Iwo, IDINV- 653,0' (""EAN: } Amv h\- %1. S 17 1w -t- -1 6 o e_:�o L. ku 32 S0 f4vas8- cn 4-o -7 s- o P.#IAJS Sajq4k77E F740M Do WAI Stoll ')�/'o c;vv r7DA/ ALAN MASCORD OES= ASSOCIATES. 1C 6 MDT LIABLE FOR THE ACCLRACY OF THE APPR09D AS NOTED TOPOGRAPW IFORUTIOK IT 6 THE SOLE REPONSOLITY OF THE BULDER TO VMY ALL SITE CONDITIONS, WMUOING ANY FILL PLACED Of TIE SITE AIIIO WON O%*RS OF MV POTENTIAL MD MODIFICATIOM A L A n MAICORD D C f 10 n A f f 0 C I A T C f I n C 09/21/98 IVIRR A �kl . I I �. 11 �.k 10 0 5 a t (5 1305 N.W. 18TH AVENUE, PORTLAND, OREGON 97209 (503) 225-9161 S C A L E 2 0 0 STANDARD DRAINAGE DETENTION SYSTEM WORKSHEET OWNER`SwOo� ADDRESS ` 0� `� V �Cv► pt . CALC BY: PHONE: DATE: *****DESIGN DATA***** IMPERVIOUS AREA _PIPE DIA PIPE LG ORIFICE OCTENTION PIPE LENGTH FINISHED GR MINIMUM TIGHTLI E .SX TO IX SLOPE UPPER CATCH BASIN NG LID ICAL) MEASURED P&C#GP OF CONC BOX OR RISER --�T OUTLET OUTLET CONTROL MIN. fo�r�rr CONTROL CATCH BASIN SYSTEM CROSS SECTION W. 2'X2'X6' DEEP, 4-6' SPALLS OR EQUAL FROM CONTROL CB 21 2'X 3' DEEP, 3/4' CRUSHED ROCK FROM CONTROL' 01 WWI RIPRAP OUTIr4T \PRI0RNT0 PLACEl1EN1N0F MASH RORAIN ROCK RUNOFF SPREADER. TRENCH FOOTING DRAINS SHALL NOT BE CONNECTED TO DETENTION SYSTEM NOTES: I. Call Engineering Division (771-0220) for a tightline and detention system inspection before backfilling and for final inspections. 2, Responsibility for operation and maintenance of drainage systems on private property is the 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 " OVED BY ca f jqg DATE l�Z-7 0 VD suJ'Lj)jjwJ; ^STY Copy OCT 12 1998 -V O�- SIN ....... ... ........... NOV 160 pL�. . . ........... AM CD m 26'-0** of .................. . . . ......... In "'01 , 70' io "101 XA� L SX2 DECK EL.-168.8' — — \ , r - - - Z \V LOWER FLOOR; EI-AbOV. MAIN..FtOOR EL':170 6 G.ARAG EL.:: 110.0 C? �Q 4/ ONC*, ''DAIVEWAYySj1 ,N 19*28.07E 106.00, QavEO Emtrkv� NO-Y> 1207D (MIRRORED) BY EAGLEWOOD HOMES, INC. 0041 ()hW( 5l' U(110011' P'omw-k%( m 43%% 003 VA 0 M L 0*1 MR-N', k\'st\ 53' WWI CALLS'. r h lg;-A n to -\Al- 653,01 Lk MEAN: k I 0� Ki 10 Wy - pk-Nos I 09/21/98 MRR ALAN MASCORD DESIGN ASSOCIATES. PC IS NOT LIABLE FOR THE ACCURACY OF THE c TOPOGRAPHY INFORMATION. IT IS THE SOLE RESPONSIBILITY OF THE BUILDER TO VERIFY ALL SITE CONDITIONS, INCLUDING ANY FILL PLACED ON THE SITE AND WORM OWNERS -7 OF ANY POTENTIAL FIELD MODIFICATIONS. A L A n tl A f C 0 Q D D C f 10 n A f f 0 ( 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 v cn 09101mo SA s� E� SEP 2 5 1998 STREET FILE ..............160 16o —7 LOWER FLOORP, EI-AbO.5'cl� MAIN...FLOOR EL'.A70.5- I:E L co IO ^ Im GAOAG I. 1110.0 10.0 10 0" 26'-0" 0 M " 4. WIR 9 0RIVE AX VE AX E In Nsli . .......... ....... ...... ..... . . .............. .—N'39*2 .'.074 E 1 6.00, ALAN MASCORO DESIGN ASSOCIATES. INC. IS NOT LIABLE FOR THE ACCURACY OF THE TOPOGRAPHY INFORMATION. IT IS THE SOLE RESPONMITY OF THE BULDER TO VERIFY ALL SITE CONDITIONS. INCLUDING ANY FILL PLACED ON THE SITE AND INFORM OWNERS OF ANY POTENTIAL FIELD MODIFICATIONS A L An 11 A f ( 0 D D 1z' z vW-b, P\ILLv--Y> jDjq I ql D C f 10 n A f f 0 C I A T [ f I n C 1207D (MIRRORED) BY : EAGLEWOOD HOMES, INC. 1%41 (AtEl( 4:;Vl Umook)S 'Ar\o\%D�0 P'oK(vX%( N00k'6s'- M 43\D D3 OM 01 M, L0-\ KR-P\'- k\"5t\ 5S, 09/21/98 MRR 1305 N.W. 18TH AVENUE, PORTLAND, OREGON 97209 (503) 225-9161 S C A L E : 1 " : 2 0 ' - 0 " Igo ; , ex (Hv c�� b e\ev ac�. o MIS - lowe �.\e�►e� FF = I(o��5' - q�Ccvo��e �v e�ev��;on 6�.. v m, Ar G 1 u ( S�a�--..eAti -e.�cb,�e.�-. vesu��, of ,_ a,O.O _� : e _��, ,��.o�- �►c�� -. � �; _ _ • I j -f � I r I , i ; I 1 , `(Z"'\ *ILL- OAUL k'e, ,0� a �� O Rr ;t��vt NrLQ\<ETD '; � i I 14 i D-- .71 up -Y v 7, 1A I- SEP 2 5 1998 5A S` �� kBLETIGHTLINE 1207D ACCEPTP N-1 DS (MIRRORED) sch BY SID)R 35 FILE EAGLEWOOD HOMES, INC. SID Wtf\ ... ............ .......... f6O NA� t� � L01 KRE-k. 1\"5t\ 53, /, C4 io DECK 1 .0• r. EL.-168.8' 4 - - - 4 LOWER FLOOq--' EL A60.5' 0l� MAIN ..FLOOR 9 c n16 bfEDGE HGT..Rjj() 6 CD im GARA EL.- 11 L 6 6 s.N 'R 39. 28,DT E 41 7 �o r FooimJ(5 1>04,v 09/21/98 MRR P�t��.a.Rc�E-ems F& M -SPlv-1 /�)e7-ZA1771AI — ALM MAW= CES G ASSOCIATE& W. 4 407 LIABLE FM TIE ACCWACY OF TFIE TOPOMAMIT 100MUTIM IT IS TM SOLE FIE"ISMITY OF PC MDR TO VW'f A D AS NOTED ALL SITE COMMIS, MMUM AIIY F&L PLACED 00 TIE SITE M FFM OWNERS OF Nff Ponink mo mowaim A L A n fl A f ( 0 P D D C f 10 n All cCI T---[ f In .1305 N.W. 18TH AVENUE, PORTLAND, OREGON 97209. (503) 225-9161 SCALE: 1* 20'.0- STANDARD DRAINAGE DETENTION SYSTEM WORKSHEET OWNER-L66,�(woo� ADDRESS �� ,��o� (, V �Cr► pr . w PHONE: DATE: *****DESIGN DATA***** IMPERVIOUS AREAPIPE DIA 4,0 -K ^ �� • DETENTION PIPE LENGTH FINISHED G ' MINIMUM TIGHTLI .SY. TO IX SLOPE UPPER CATCH BASIN PIPE LG ING LID ICAL) ORIFICE l� ONC BODEGRaRIS RP OF OUTLET OUTLET CONTROL �9MIN. fa�r�rr CONTROL CATCH BASIN SYSTEM CROSS SECTION 2'X2'X6' DEEP, 4-6' SPALLS OR EQUAL FROM CONTROL CD 2'X 2'X 3' DEEP, 3/4' CRUSHED ROCK FROM CONTROL' R/PRAP OUTLET LUNG. VASNEDI DRAIN ROCK RUNOFF SPREADER. TRENCH FOOTING DRAINS SHALL NOT BE CONNECTED TO DETENTION SYSTEM NOTES: I. Call Engineering Division (771-0220) for a tightline and detention system inspection (•b� before backfilling and for final inspections. AP ROVED BY 2, Responsibility for operation and maintenance of drainage systems on private property is the t 0 lm responsibility of the property owner. Material accumulated is the storage pipe must be flushed out and removed from the catch basins to allow proper operation. The outlet control orifice DATE 0 0 0 N ��sLDs�G STREE"T FILE 0 C T 1 2 1998 -r �AP ; Lo �RVEO ERSEfhENS P azY> ALAN MASCORD DESIGN ASSOCIATES. W- IS NOT LIABLE FOR THE ACCURACY OF THE TOPOGRAPHY WORMATIDN. IT IS THE SOLE RESPOWMITY OF THE BUILDER TO VERIFY .� ALL SITE CONDITIONS. WCLUDDIG ANY FILL PLACED ON THE SITE AND WON OWNERS OF ANY POTENTIAL FIELD MODIFICATIONS A L A n f1Af(0DD DE110f1 AIIOC 1207D (MIRRORED) BY EAGLEWOOD HOMES, INC. 04� ORLE`( Qfrlool15 p��PEt�i�c �ooaE�s•. VDffv S W R 01\%;o "46 003 MIL as M L n AVER'. 1\,58\ 5,�, HE16K1 CALKS', - Iwo, r 0=151.D iml.- 653.0' :t� MEAN: 163'75' aS,DF MA`S = Igg,aS' AnvN\- IS �I.EvA�I0ti5- 09/21/98 MRR ROVE NN O iarei inc 1305 N.W. 18TH AVENUE, PORTLAND, OREGON 97209 (503) 225-9161 S C A L E . 1 " - 2 0 ' - 0 " OEOSCIENCES INC. Post Office Box 2385 Kirkland, WA 98083 Telephone (425) 827- 9 084 Facsimile (425) 828-9443 Eaglewood Homes, Inc. 847 Daley Street Edmonds, WA 98020 Subject: Geotechnical Engineering Report Proposed Residence . 18XXX Olympic View Drive Edmonds, Washington Dear Mr. Reimer: Job Number 8088 September 30, 1998 STREET FILE 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 mall 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 Understandings: 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. 18XXX OLYMPIC VIEW DRIVE September 30, 1998 General Site Conditions — Surface: Job Number 8088 MM 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. Subsurface Exploration and Description: 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 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 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. 18XXX OLYMPIC VIEW DRIVE Job Number 8088 September 30, 1998 Page 3 Conclusions and Recommendations 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. 18XXX OLYMPIC VIEW DRIVE September 30, 1998 Job Number 8088 sm Structural fill or crushed rock that is placed under footings should extend out beyond the edges of the footings a minimum distance equal to one-half the fill depth. For example, if two feet of structural fill was placed under a sixteen -inch -wide footing, the total minimum width of the fill (and therefore the footing excavation) would be forty inches. 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 corners or for every forty feet of continuous footing distance. Lateral loads such as wind and seismic forces are accommodated by friction between the foundation elements and the bearing soils and by passive earth pressure against the foundations. However, passive earth pressure is only available if compacted structural fill is used to backfill against the foundations, or the foundations are poured against the existing soil. The passive resistance of undisturbed native soil and properly compacted structural fill may be assumed to be an equivalent fluid pressure of three hundred fifty (350) pounds per cubic foot (pco. Seismic Design: The site is classified as Seismic Zone 3 by the Uniform Building Code. We recommend the designer utilize site soil coefficient SD in their analysis. Site Drainage: 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 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 140N, 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. 18XXX OLYMPIC VIEW DRIVE Job Number 8088 September 30, 1998 Page 5 Excavations and Slopes: Temporary and permanent excavation and slopes for this project must meet all applicable government safety regulations. Temporary cuts to a depth of four feet may be attempted vertical, although they may not hold. Excavation slopes greater than four feet in depth should be cut no steeper than 1:1 (Horizontal: Vertical) through the sandy soils. Flatter slopes may be required depending upon location variations in soils conditions and whether there is groundwater present. Temporary construction slopes should be 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 cut and fill slopes which are not otherwise reinforced should not exceed 2:1 (H:V). Foundation and Retaining Walls: Foundation and retaining walls must be designed to support the lateral earth pressures which abutting soils will impose. The following recommendations are for walls which are less than twelve feet high that support level backfill: Active Earth Pressure .........................40 pcf Passive Earth Pressure .......................350 pcf Unit Weight of Soil ..........................125 pcf Coefficient of Friction ...........................0.40 The Active Earth Pressure recommended above assumes the wall can deflect at least 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. The 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 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 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. 18XXX 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 n6 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 D1557). 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 3/4-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. 18XXX OLYMPIC VIEW DRIVE September 30, 1998 Job Number 8088 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. V3 0 IS Mark K. Dodds, P.E. 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. DODDS GEOSCIENCES INC. DODDS GEOSCIENCES INC. a w U ru a) p cn o x n SP-SM TEST PIT 1 N U DATE EXCAVATED: 8/28/98 i a EXCAVATION METHOD: Backhoe N � DESCRIPTION LOGGED BY: Mark K. Dodds, P.E. SURFACE ELEVATION:: 181 MSL Brown Gravelly Sand with some Silt, slightly moist, medium -dense. With trace cobbles and boulders. SP 2 1 3,0'- 4.0' 2.4% I 4 6 Gray -brown Gravelly Sand to Sandy Gravel, slightly moist, dense. Stopped at 7.0 feet. No groundwater seepage noted during digging. tn TEST PIT 2 o zz v w DATE EXCAVATED: 8/28/98 a y rn a CL EXCAVATION METHOD: Backhoe fu ch N CC DESCRIPTION LOGGED BY: Mark K. Dodds, P.E. �� SURFACE ELEVATION:: 158 MSL SP-SM Brown Gravelly Sand with some Silt, slightly moist, medium -dense. With trace cobbles and boulders. SP 4-1 Gray -brown Gravelly Sand to Sandy Gravel. slightly moist, dense. 6 2 7.0'- 8.0' 8.0% With lenses and layers of Gravelly Sand with some Silt, moist. 8 I 3 8.5'- 9.0' 10.8% Stopped at 9.0 feet. No groundwater seepage noted during digging. 10 DODDS Geosciences Inc. P.O. Box 8988 LOG OF TEST PITS i AND 2 TEST PIT Bellevue, Washington 18XXX Olympic View Dr. Tele: (208) 887-3297 Edmonds, Washington REPORT DODDS GEOSCIENCES INC. MATERIAL: Native Soil SAMPLED BY: Mark K. Dodds, P.E. SOURCE: TP-2; 8.51- 9.0' DATE: 8/28/98 SCREEN SIZE ACCUM- WEIGHT RETAINED (Grams) ACCUM- PERCENT RETAINED PERCENT PASSING 21, 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 X ASTM C136 1. ASTM D1140 DODDS GEOSCIENCES INC. MATERIAL: Native Soil SAMPLED BY: Mark K. Dodds, P.E. SOURCE: TP-1; 3.01- 4.0' 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" 224.8 434 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 PLANNING DATA NAME: SITE ADDRESS: l �Z �! U0 • DATE: ZONING: PC— 1 Z PLAN CHK#: Ik - 3 3 / PROJECT DESCRIPTION: s/A6e F*,,. Rej• CORNER LOT AQ (Yes/No) �LQWG LOT 'yb (Yes/No) SETBACKS: 2 s Required Setbacks: Front: Z Left Side: Right Side: Rear: f Actual Se b cks: Front: 5 Left Side: Zit Right Side: l 6 Rear: Z Street map checked for additional setback required?_ (Yes/No) LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED (YIN) LOT COVERAGE: '' Maximum Allowed: 5 �' Actual: �� BUILDING HEIGHT: 115 Maximum Allowed: Actual Height: Z� 3 Datum Point: 11744)/1� Datum Elevation: /72 A.D.U. CREATED?: Alo SUBDIVISION: CRITICAL AREAS #: 2S SEPA DETERMINATION: eu%'%. LOT AREA. ll 5� Plan Review By: a\r1c9kpamie\^p1a,aa.a« 4 - J U N 2 3 1998 City of Edmonds uhr% PLANNING DP ET. FILE NCW CRITICAL AREAS CHECKLIST The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of a development permit to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical Areas inventories, maps, or soil surveys). An applicant, or his/her representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g., site plan, topography map, etc.) or studies in conjunction with this Checklist to assist staff in completing their preliminary assessment of the site I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). BUILDING Owner/Applicant: 0�\ ' Nam Street Address City State Zip Te hone �f - /1LJ . Sign ture ;MM Date c: mception\Jana\cacl.doc Applicant Representative: SEP 2 5 1998 Name Street Address City State Zip Telephone Signature Date (over) CA FILE NO. Critical Areas Checklist -------------------------------------------------------------- Site Information (soils/topography/hydro logy/vegetation) 1. Site Address/Location:ti ,��D�f i O�W tne,t.�i�Q,y► �jC, 2. Property Tax Account Number: 3. Approximate Site Size (acres or square feet): 4. Is this site currently developed? yes; no. If yes; how is site developed? 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: Approx. Depth: 7. Site contains areas of seasonal standing water: Approx. Depth: What season(s) of the year? 8. Site is in the floodway floodplain of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year- round? _INO Flows are seasonal? A9 (What time of year? )• 10. Site is primarily: forested meadow ;shrubs ;mixed urban landscaped (lawn,shrub etc) 11. Obvious wetland is present on site: rq) -- -=--= --- - -For City Staff Use Only --- -- 1. Site is Zoned? S f-- 3. 4. 5: SCS mapped soil types)?' Weiland inventory or C.A. map indicates wetland present on site? 1 .� Critical Areas inventory: or C.A. map indicates Ctitical.Area on sites Site within designated earth subsidence landslide hazard area? Site designated on the Environmentally Sensitive Areas Map? ,y1c ]�)+; Ilk' WATION "ea_onk.doc Rev 10/03/97 City of Edmonds Critical Areas Determination Applicant: Craig Reimer Determination CA-98-169 Project Name: Site Location: 18607 Olympic View Drive Project Description: Non -Project Specific Determination: Study Required: Permit Number: Property Tax Acct 4346 003 014 02 #: During review and inspection of the subject site, it was found that the site appears to contain and/or is adjacent to a Steep Slope Hazard Area pursuant to Chapter 20.15B of the Edmonds Community Development Code (ECDC). To determine if a Steep Slope Hazard Area does exist, a topographic survey prepared by a Licensed Land Surveyor delineating Steep Slope Hazard Areas must be completed. Any slope over 40% with more than 20 feet of rise will be classified as a Steep Slope Hazard Area. A 50 foot buffer is required from both the top and toe of the slope. A 15 foot building setback is required from the 50 foot buffer. For development of any kind which is proposed within the critical area, 50 foot buffer or 15 foot buffer setback, it must be shown that the development will not adversely impact the Critical Area or its buffer, by doing one or possibly both of the following depending on the outcome of the study: 1. For development proposals which will occur within the 50 foot buffer, but no closer than 10 feet from the top or toe of the slope, the 50 foot buffer requirement may be reduced to 10 feet if a study is completed by a licensed geologist or geotechnical engineer which clearly demonstrates that the proposed buffer alteration will have no adverse impact upon the site, the public or any private party. All Critical Area Studies must be completed by a licensed Geotechnical Engineer (as defined in ECDC 20.15B.020.Y) or under a three party contract where the City hires the professional required, and the applicant pays for the study (pursuant to ECDC Section 20.15B.140). 2. If development must occur within the critical area, buffer, and/or buffer setback, and is not identified as an exception per ECDC Chapter 20.15B, a Reasonable Use Exception and Variance must be obtained pursuant to ECDC 20.15B.170A and 20.15B.040C. All proposed development of the subject lot must meet the requirements of Chapter 19.05 (Building Permits - Earth Subsidence and Landslide) of the Edmonds Community Development Code. If the property owner wishes to apply for a specific development permit which they feel would not impact the Critical Areas located on the site, they may submit their proposal to the Planning Department for review. If the Planning Department finds that the proposed development permit will not adversely impact a Critical Areas or its buffers, a conditional waiver may be issued on a project by project basis. Name Signature Date 2 _� 'ax .. -- �^r^ �.,. 7 a`e aJ+' y` � M rtr .,,rwr . 't. r• ✓ - - e F .. IT9i. e„r City of. Edmonds RIGHT-OF-WAY CONSTRUCTION PERMIT,c Permit Number. Issue Date: A. Address or Vicinity of Construction: nc lg9 0 B: Type of Work (lie specific): C. Contractor: Mailing Address. State License #: D. Building Permit # (if applicable): Contact: C'tA I� 1 MR r Phone: Liability Insurance: \YQk_ Bond: $ LMA,00 Side Sewer Permit# (if applicable): E. ❑ Commercial ❑ Subdivision ❑ City Project ❑ 'Utility (PUD, GTE,. WNG, CABLE, WATER) ❑ Multi -Family Single Family ❑ .. Other INSPECTOR: INSPECTOR: F. Pavement or Concrete Cut: ❑ Yes ❑No G. Size of Cut:. z H. Charge $ APPLICANT TO READ AND SIGN INDEMNITY: Applicant understands and by his signature to this application to hold the City of Edmonds harmless from injuries, damages, or. claims of any kind.or description whatsoever, foreseen or unforeseen, that may be made against the City.of Edmonds, or any of its departments or employees, including or not limited to the defense of any legal proceedings including defense costs and attorney fees by reason of granting this permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPEC- TION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR, CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. Two sets of construction drawings of proposed work required with. permit application. A 24 hour notice is required for inspection. Please call the Engineering Division, 771-0220. Work and material is to be inspected during progress and at completion. Restoration is to be in accordance with City Codes. Street shall be kept clean at all times. . Traffic Control and Public Safety shall be in accordance with City regulations as required by the City Engineer. All street cut trench work shall be'patched with asphalt or City approved material prior to the end -of the working day; NO EXCEPTIONS. I have read the above statements and understand the permit requirements:and the pink copy of the permit will be available n ite at V times for inspection purposes. (Contractor or Agent) Date:IVILon CALL DIAL -A -DIG PRIOR TO BEGINNING WORK FOR CITY USE ONLY APPROVED BY: RIGHT OF WAY FEE:{� TIME AUTHORIZES. VOID AFTER DAYS DISRUPTION FEE/FUND I 1 l: SPECIAL CONDITIONS: RESTORATION FEE: T OTAL FEE: _5 0 • cc RECEIPT NO.: 42 .tom (" ISSUED BY: 1/ NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE Eng. 1997 j - J !1. N ♦. ��t ,.- ail:.. _ '1MVJM'rn . �'`' . r ..... - FIELD INSPECTION NOTES (Fund II1 = Route copy to Street Dept.) Comments CONTRACTOR CALLED FOR INSPECTION ❑ YES ❑ NO Partial Work Inspection by P.W.: Work Disapproved By: Date: FINAL APPROVAL BY: Date: in c. -1.g9� City 'of Edmonds RIGHT-OF-WAY CONSTRUCTION PERMIT Permit Number. Issue Date: A. Address or Vicinity of Construction: 164 2 7 0 B. Type of Work (be specific): 6X APfkO ✓4�D jr4 r-7L A Al C. Contractor: 6y\,Q1co \0f*, ` \( Contact: \ v Mailing Address: �� t. . �• Phone: 'S ) -i -�O�a State License #: r_1-A1\104 75 Liability Insurance: Bond: $ D. ;Building Permit # (if applicable): Side Sewer Permit # (if applicable): E. ❑ Commercial ❑ Subdivision ❑ City Project ❑ Utility (PUD, GTE, WNG, CABLE,. WATER) ❑ 'Multi -Family [r]'Single Family. ❑ Other INSPECTOR: WO / 7-Gd77- INSPECTOR: F.. Pavement or Concrete Cut: B-Ye�, QNo 'G. Size of Cut: x H. Charge,$ APPLICANT TO READ AND. SIGN INDEMNITY: Applicant understands and by his signature to this application to hold the City of Edmonds harmless from injuries, damages, or claims of any kind 'or description whatsoever, foreseen or unforeseen, that may be made against the City)»of Edmonds, or any of its departments or employees, including or not limited to the defense of any legal proceedings including defense costs and attorney fees by reason of granting this permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPEC- TION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PA TCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. Two sets of construction drawings of proposed work required with. permit application. A 24 hour notice is required for inspection. Please call the Engineering Division, 771-0220. Work and material is to be inspected during progress and at completion. Restoration is to be in accordance with City Codes. Street shall be kept clean at all times. Traffic Control and Public Safety shall be in accordance with City regulations as required by the City Engineer. All street cut trench work shall be patched with asphalt or City approved material prior to the end of the working day; NO EXCEPTIONS. I have read the above statements and understand the permit requirements and the pink copy of the permit will be available orlsli t 9R7ime,�for inspection purposes. V V Date: NAM (Contractor or Agent)- CALL DIAL -A -DIG PRIOR TO BEGINNING WORK FOR CITY USE ONLY APPROVED BY: `''/ 6, � n RIGHT OF WAY FEE: 3 +G TIME AUTHORIZED: VOID AFTER 9� DAYS DISRUPTION FEE/FUND 111: SPECIAL CON RESTORATION FEE: T OTAL FEE: .3y ..— FIELD INSPECTION NOTES (Fund 111 - Route copy to Street Dept.) Comments I Diagram CONTRACTOR CALLED FOR INSPECTION ❑ YES ❑ NO Partial Work Inspection by P.W.: Work Disapproved By: Date: FINAL APPROVAL BY: Date: fnc.� 1.89v City of Edmonds RIGHT-OF-WAY CONSTRUCTION PERMIT permit Number: Issue Date: A. Address or Vicinity of Construction: 18(,z7 Q L YM P I G V t E Li D B. Type of Work (be specific): "ewtj C N R LW —> 80 RL9 ROAIS--to 1,q-T1"A C L UG Fowase C. Contractor: !�nlo O MI SP( C n QU ti oey P(JJ. i Contact: Q O3 K A K A L E Y Mailing Address: Z 1 p l A #W Y i i Phone: ( y Z S) (o 70 - 3 2 1 1 State License #• -'.a -A oN eix �� R 8 O � �, Liability Insurance: Bond: D. Building Permit # (if applicable): Side Sewer Permit # (if applicable): E. ❑ Commercial ❑ Subdivision ❑ City Project ❑ Utility (PUD, GTE, WNG, CABLE, WATER) ❑ Multi -Family (Single Family ❑ Other 3 d INSPECTOR: INSPECTOR: ; F_ Pavement or Concrete Cut: ❑ Yes ❑No G. Size of Cut" x H. Charge $ t k. APPLICANT TO READ AND SIGN INDEMNITY: Applicant understands and by his signature to this application to hold the City of Edmonds harmless from injuries, damages, or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds, or any of its departments or employees, including or not limited to the defense of any legal proceedings including defense costs and attorney fees by reason of granting this permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPEC- TION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE'APPLICANT r. Two sets of construction drawings of proposed work required with permit application. _ A 24 hour notice is required for inspection. Please call the Engineering Division, 771-0220. Work and material is to be inspected during progress and at completion. Restoration is to be in accordance with City Codes. Street shall be kept clean at all times. Traffic Control and Public Safety shall be in accordance with City regulations as required by the City Engineer. All street cut trench work shall be patched with asphalt or City approved material prior to the end of the working day; NO EXCEPTIONS. I have read the above statements and understand the permit requirements and the pink copy of the permit will be available on site at all times for inspection purposes. Signature: R . 4 . ' �( Date: V (Contraobr or Agent) CALL DIAL -A -DIG PRIOR TO BEGINNING WORK FOR CITY USE ONLY APPROVED BY: � �� .► RIGHT OF WAY FEE: / (f � Do TIME AUTHORIZED: VOID AFTER 59::1 DAYS DISRUPTION FEE/FUND 111: SPECIAL CONDITIONS: q6 RESTORATION FEE: T O'4 FEE: —70 ' 00 RECEIPTTNO.: ISSUED f 1 NO WORK SHALL BEGIN PRIOR TOP RMIT ISSUANCE Eng. Div 1997 FIELD INSPECTION NOTES Comments: I Diagram (Fund 111 - Route copy to Street Dept.) CONTRACTOR CALLED FOR INSPECTION ❑ YES ❑ NO Partial Work Inspection by P.W.: Work Disapproved By: Date: FINAL APPROVAL BY: Date: Public Utility District No. 1 of Snohomish County 1476-W Rev. 11198 Location: 18627 OLYMPIC VIEW DR EDMONDS WA Qar»n Oni MU Y`P11 IAIT/n Pole No.: 27 N R: 2 E S: 13 A(NE1/4 Date: 12/31/98 W. 0. No.: 306445 Reason For Work: install sec ug power for eaglewood homes Engineer. Kakaley Task No.: 05 Drafter. U.G. No.- gas heat Scale: nts Date Work Completed: Approved: Date Printed Foreman: Fee's Req'd: ®Yes ❑No Environmental Analysis ❑Exempt El Not Exempt Substation: 46 - Maplewood Para. Item Circuit No.: 12-345 Phase: 1 Primary Overhead O.H. U.G. Cond. KV ❑Residential ❑Commercial ADD CKT.FT. PH REM CKT.FT. PH Enges Tel. # LEO # NET CKT.FT. 1 (425)-670-3214 '@ P =$ 0.00 Engr's Pager # (425)-787-7523 O.H. U.G. Cond. KV _ ADD CKT.FT. PH Secondary Overhead Basic Fee $0.00 REM CKT.FT. PH '@ P =$ 0.00 NET CKT.FT. Meter/Conv. Pole $0.00 Permits (Date Granted) ❑Tree Trim Primary Underground ❑Residential ❑Commercial ❑State Basic Fee $0.00 ❑County LEU # ®City '@ P =$ 0.00 ❑__ Secondary Underground Easements Basic Fee ❑Required ®Not Required_ @ /' _$ 0.00 Underground Plat Date Released Basic Fee $0.00 c-ft@ P =$ 0.00 Foreign Contacts ❑GTNW . JPN # Street Lighting c-ft@ P =$ 0.00 ❑CAN .. JPN # ®Joint Trench GTNW & CATV Work in Right of Way ❑Primary ❑Joint Bore GTNW &CAN ❑Secondary ❑ Pole Stenciling From To c-ft@ /' =$ 0.00 Miscellaneous Fees Vault $0.00 Take Off Pole Permit $30.00 Pre-Const. Requirements cost estimate $2,893.55 ❑Tree Trim ❑PUD Locator $0.00 ®Backhoe ®Flagging ®One Call Date Total bue: $2,923.60 # PassPort Pole Date Paid: Logs GIS Receipt #: Phasing 1-Line Location Map Page 454h-3 NSA #: A Set UG distribution ped at base of pole as staked Intercept existing 4/0 triplex in 2" riser and re-route into new distribution ped Rmv 2" riser from pole Install new 3" riser on pole(iU707) and run — 45' of 350kcm Al triplex into distribution ped B From distribution ped, trench 111' N and install 111' of 3" PVC Bore road/sidewalk(27' E) BY PACIFIC CABLE Connect on to 23' of customer installed 3" PVC and set UG secondary ped as staked inside of P.C. Run 170' of 350kcm Al triplex from distribution ped to new secondary ped LEGEND -®- utility pole E — electic line telephone/ T ® water servi -& fire plug —X—X— fence Q sanitary se ® storm drain catch basir set rebar, ® "LEE 1766° water valve top of 4W D E R L D 10*05'57" R 593.08' L 104.54' ,k« =jWJP,'HV �I LE NOTES: This survey was performed by field traverse with a five second theodolite and EDM. Basis of bearings is the plat of . Edmonds Sea View Tracts; volume 3, page 76. Basis of position is the east quarter corner of section 13, T27N, R4E. Vertical daturn is City of Edmonds per the invert elevation of manhole #235, 172.00'. All vertical information on this map was derived by vertical angle rneasurFment. Expected vertical accuracy is f s Traverse closures meet or exceed the requirements of WAC 332-130 -090. This snap is a modification of a drawing dated August 13, 1998. Top of slope occurs off —site to the east. Toe of slope is the .east edge of the Olympic View Drive roadway. The average slope for the site does not exceed 40%. 120 INDEX DATA: SE 1 /4, NE 1 /4, 13-27N-4E