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18607 OLYMPIC VIEW DR.PDF18607 OLYMPIC VIEW DR In w k4 L STREET FILE cm tD 41. 0 t_ i W-1 O W4 4 0 ok m 0 a n lb i r CITY OF EDMONDS CIVIC CENTER —WATER-SEWER DEPARTMENT Call PRospect 6-1107 when work inspec- tions Saturday, Sunday holidays.) 'NO 2 7 2 1 or SIDE SEWER PERMIT ADDRESS .......... 8607... Olympic Avenue --------------- ............................... -............................................................................. OwN>'R Ms rg x'et M --Hannah------------------------------------- CONTRACTOR ....... Roy ... Allen Permission is granted ---February 12 , ig 68 , for ........................ days to REPAIR- or CONNECT a side sewer with City Sewers in accordance with application on file and governing ordinances. ATTENTION IS CALLED TO THE FOLLOWING: NOTE No. 1—The owners of the property may obtain a permit to construct sewer inside property line. A licensed Side Sewer Contractor must be employed to construct side sewer in street area. Do not cover any portion of sewer before it has been inspected. NOTE No. 2—Obtain full information regarding Ordinance 11.16.030 and Regulations governing side sewers when you get permit. NOTE No. 3---Top of side sewer must have at least 30 inches covera ge at property line and 12 inches inside property line; minimum grade of 2q,. No bends in grade sharper than ;¢ will be permitted. NOTE No. 4—Trenches in street must be water settled and surface of street restored to original condition. Contractors shall be responsible for failure due to improper work which may develop within one year of completion. NOTE No. 5—It is unlawful to alter or do any other work than is provided for in the permit, or to do any work on the main sewer or Its appur- tenances except to insert the pipe into the wye. I MA2nG .QET M. HZ-�Nl 4 . ISGO7 OLYMPIG VMEW; / 4� hME�� eA. re: E!L7 NOrLTHf�Of `:.1 4, 04. 1 1-.5 U i4 IE:ro25 OLYMP!C VIE\\/ �ASE°UiEhtT r2)y k4)C\NNNH + SON M/�! 1J SE\VET. NAE_S'SNcr MIFF' of JCS! NT USE LaT'S fie-- E.-3 !\10 \/A E-� ®El111uE, GOIVTi C.u6u—s To NLY 50 eF L(d)-r 15 P, , -=-LY 5rD'o;rL"CDTkrz,, �C�rv1ONo5 51;i1-\/tm�\/ `iTz� GTS� 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 18XXX Olympic View Drive Edmonds, Washington Dear Mr. Reimer: jp7 D 2 U I L MImil C/Q 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 shallowmall 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 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 Exnloration 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 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 (3 50) 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 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 backf ll: 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 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 94 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 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 Pill 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 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 professionalgeotechnical 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. 22,08 N^L EXPIRES 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. O 47 a w N N U) O D SP-SM TEST PIT 1 DATE EXCAVATED: 8/28/08 a EXCAVATION METHOD:Backhoe N DESCRIPTION LOGGED BY: Mark K. Dodds, P.E. SURFACE ELEVATION:: 161 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 1 6 8 10 Gray -brown Gravelly Sand to Sandy Gravel, slightly moist, dense Stopped' at 7.0 feet. No groundwater seepage noted during digging. TEST PIT 2 LU DATE EXCAVATED. 8/28/98 n w ' U) a s EXCAVATION METHOD:Backhoe fu N u' 0 U) N Cc DESCRIPTION LOGGED BY: Mark K. Dodds, P.E. 01 SURFACE ELEVATION:: 159 MSL SP-SM Brown Gravelly Sand with some Silt, slightly moist, medium -dense. With trace cobbles and boulders. SP 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 6966 LOG OF TEST PITS 1 AND 2 TEST PIT Bellevue, Washington 18XXX Olympic View Dr. Tele: (206) 867-3297 Edmonds, Washington REPORT DODDS GEOSCIENCES INC. so MATERIAL: Native Soil SAMPLED BY: Mark K. Dodds, P.E. SOURCE: TP-2; 8.5'- 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 ,DODDS GEOSCIENCES INC. MATERIAL: Native Soil SOURCE: TP-1; 3.0'- 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 nnnna GEOSCIENCES INC. / j� (j' Post Office Box 2385 V `� Kirkland WA 98083 Telephone (425) 827-1084 Facsimile (425) 828-9443 _ 2 1998 Ea lewood Homes Inc. gig._ ID .,I. Job Number 8088 847 Daley Street October 28, 1998 Edmonds, WA 98020 Subject: Addendum.,.N-a;-I-- — eotechnical Engin4 i g Report Lot West of 18607 Olympic View-D.u- d New Garage Edmonds; Was�ltng o� n Dear Mr. Reimer: This addendum addresses the proposed development of the parcel west of 18607 Olympic View Drive in Edmonds, Washington. We have visited the site and observed surficial conditions on the new lot. It is our opinion that the geotechnical report prepared for Eaglewood Homes (JN8088) is directly applicable to the lot west of 18607 Olympic View Drive. All indications we observed indicated soils conditions will remain the same. In addition, we understand a new garage will be constructed on the driveway for 18607 Olympic View Drive. In our opinion, the native soils in this area will also be similar to that described in our previous geotechnical engineering report. Construction observation monitoring to verify anticipated conditions are accurate is recommended. If there are any questions concerning this letter, please contact the undersigned directly at (425) 827-1084. Thank you, DODDS Geosciences Inc. OU L O e t ,;ar • s wyy� a LL. r �,•O•OOip Op°__1 NA1+�FD1 EXPIRES vU� Mark K. Dodds, P.E. giREET FILE 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 18XXX Olympic View Drive Edmonds, Washington Dear Mr. Reimer: 0 C T 9 2 1998 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 shallowmall 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: The proposed new residential structure 18XXX Olympic View Drive in Edmonds, 2, shows the general vicinity of the site. Job Number 8088 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. 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 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 (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 September 30, 1998 Job Number 8088 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 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 DR[ VE 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: 7 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 geoteclmical 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 chose 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 6n 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 Geoscience:3 Inc. 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 subsurf .tce conditions in the report including the test pit logs, ad/or text discussions are based upon our testing, analysis, experience, and judgment. There is no warranty that these subsurface mt;erpretations represent subsurface conditions other than that which occurred at the exact locations tested at the time the fieldwork was conducted by this furin. Groundwater levels can bi: 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 notifieii 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 ommer should be prepared to accommodate potential extra costs through the development of a contingency fund. This finn cannot be responsible for any deviation from theintent 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. '.Ms 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. Job Number 8088 - Plate 1 Guidelines Eaglewood Residence Olympic View Drive Edmonds, Washington DODDS GEOSCIENCES INC. DODDS GEOSCIENCES INC. i TEST PIT 1 N U DATE EXCAVATED: 8/28/98 a ' (n v N ii a EXCAVATION METHOD:Backhoe (U o .N O a N CC o co _j LOGGED BY: Mark K. Dodds, P.E. DESCRIPTION SURFACE ELEVATION:: 181 MSL SP-SM Brown Gravelly Sand with some Silt, slightly moist, medium -dense. With trace cobbles and boulders. 2 SIP Gray -brown Gravelly Sand to Sandy Gravel, slightly moist, dense. 1 3.0'- 4.0' 2.4 % 4 6 Stopped at 7.0 feet. No groundwater seepage noted during digging. 8 -10 TEST PIT 2 , LU DATE EXCAVATED: 8/28/98 a N a a EXCAVATION METHOD: Backhoe f C.)CC DESCRIPTION LOGGED BY: Mark K. Dodds, P.E. 0 SURFACE ELEVATION: ! 159 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 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 6966 LOG OF TEST PITS 1 AND 2 TEST PIT Bellevue, Washington 18XXX Olympic View Dr. Tele: (206) 867-3297 Edmonds, Washington REPORT DODDS GEOSCIENCES INC. MATERIAL: Native Soil SAMPLED BY: Mork K. Dodds, P.E. SOURCE: TP-2; 8.5'- 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 DODDS GEOSCIENCES INC. MATERIAL: Native Soil SAMPLED BY: Nark K. Dodds, P.E. SOURCE: TP-1; 3.0'- 4.0' DATE: 8/28/98 SCREEN SIZE ACCUM- WEIGHT RETAINED (Grams) ACCUM- PERCENT RETAINED PERCENT PASSING 209 100.0 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 PLANNING DATA STREET FILENAME: El�''� SITE ADDRESS: �D7 0 VP DATE: IvL411 l /9 ZONING: %S_ PLAN CHK#: 7k- 3// PROJECT DESCRIPTION: CORNER LOT �'v (Yes/No) FLAG LOT .�/ (Yes/No) SETBACKS: �Cr.tJ� 1)"*ew �v� de Required Setbacks:I.r Front: %'-$ Left Side: _Right Side: `�D Rear: 1� Actual Setbacks: Front: 63 Left Side: Right Side: 7iS Rear: 72 Street map checked for additional setback required? (Yes/No) LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED (YIN) LOT COVERAGE: Maximum Allowed: 3 S� Actual: BUILDING HEIGHT: I-' / Maximum Allowed: ZS Actual Height: ZL Datum Point:_ _Datum Elevation: 17%, 3 A.D.U. CREATED?: SUBDIVISION: CRITICAL AREAS #:_ �� - 0�' �`'�� 12fipu`tong SEPA DETERMINATION: C'16yn►2'f LOT AREA: ,S�o OTHER: Plan Review By: J %0,,i 1 b✓27�u� clfiles%permitl" plandatdoc City ''of Edmonds RIGHT-OF-WAY CONSTRUCTION PERMIT Permit Number. Issue Date: A. Address or Vicinity of Construction: 18607 & IN27 Olympic View Dr Install. a I JLas is Pipe in pvt drive,, B. Type of Work (be specific): • emend 360'N to serve A60 & 18627 Olvmcic View, C. Contractor: PUGET SOUND ENERGY Contact: F9EIAA H. Mailing Address 7 th St: SW Everett, WA W-W (425) State License #: Liability Insurance: 7550 Bond: $ . D. Building Permit # (if applicable):: Side Sewer Pe t # (if applicable): E. ❑ Commercial ❑ Subdivision El Project/ City, Project Utility (PUD, GT , V�NG, CABLE, WATER) E]Multi-FamilyEl Single Family ❑ them INSPECTOR: INS Pavement or Concrete Cut : [Yes []No of Cut: 2 Charge APPL 1A O AD AND, A,0,1� INDEMNITY: Applicant understands and by,his signal \e t t is p icati n tool the Cityb}�Edmond hssfrom �ies, damages, or claims of any kind or description whatsoever, foresecrn orn rese n,at m made aga rt the Cit dinonds, any of its departments oremployees, including or not limited to the defense of an le 1 oc ings i ludingde �e costlain rney fees b re son of granting this permit. THE CONTRACTOR IS RESPONSt(BLE:F_OR:>WOR M S IP"AN ATERFALS`FO PERT'ONE'YEAR FOGLOWING'THE'FINAL INSPEC- TION AND ACCEPTANCE OF THE WORK. ES D ESTORA N FEES I ELD NTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEb'I R, E IT WILL BE P OCESSED FOR UANCE TO THE APPLICANT. Two sets of construction d aw�\ingkif pr pos d perk requ' ewith permit application'. A 24 hour notice is require i` it, pec on. se call t ngineering Division, 771-0220. Work and material is to be i spected uri g ogress a d at completion. Restoration is to be in accor nc w th Cit odes. Street shall be kept clean at all tim s. �> Traffic Control., and Public Safety shall be in accordance with City regulations as -required by the City Engineer. All street cut trench work shall /patched with asphalt'or City approved material prior to the end of the working day; NOEXCEPTIONS. I have read the above state ents and understand the permit requirements .and the pink copy of the permit will be . available onIse at all tle for inspection purposes. Signature: I7 ' 67U a Date: 12/30/98 (Contractor or Ag t) C LL DIAL -A -DIG PRIOR TO BEGINNING WORK APPROVED BY: J& K� M ^ TIME AUTHORIZED: VOID AFTER SPECIAL CONDITIONS: FOR CITY USE ONLY DAYS RIGHT OF WAY FEE: DISRUPTION FEE/FUND 111: RESTORATION FEE: T OTAL FEE: RECEIPT NO.: ISSUED BY: NO WORTS: SHALL BEGIN PRIOR TO PERMIT ISSUANCE Eng. Diy 1997 y FIELD INSPECTION NOTES Comments . Diagram c� CONTRACTOR CALLED FOR INSPECTION Partial Work Inspection by P.W.: Work Disapproved By: FINAL APPROVAL BY: (Fund, 111 - Route copy to Street Dept.) ❑ YES Date: Date: ❑ NO CA FILE NO. CM / & ,y t �. s , Critical Areas Checklist Site Information (soils/topography/hydrology/vegetation) 1. Site Address/Location: 2. Property Tax Account N 3. Approximate Site Size (acres or square feet): 10; 5� 4. Is this site currently developed? yes; no. If yes; how is site developed? ;,oUN ��2� 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 y horizontal distance of 66-feet). I� Hilly: slops present on site of more than 15% and less than 30% ( a vertical rise of 10-f-et 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 yeztr-round standing water: ('fib ; Approx. Depth: 7. Site contains areas of seasonal standing water: f\6 ; Approx. Depth: What season(s) of the ye�.ir? 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? Flows are seasonal? (What time of year? ). 10. Site is primarily: forested meadow ;shrubs : mixed urban landscaped (lawn,shru s etc) 11. Obvious wetland is present on site: �D 2 type SC S mapped soil .(s)9—�> > 3 Wetland inventoryor GA. raap indicates wetland present on.site?i�.,,. _. jj Critical:Areas inventory or, (A map indicates Critical Area on site?: 4.. ry 5 Site witRin destgnated earth subszdenee landslide hazard areal ��. '6. Srte desig :dtea:on the nvuon nentaPly Sensitive Areas Map?; ^oa cbk.doc; Rev 10/03/97 City of Edmonds 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). RECSIVC JUN231998 PLAMMM DEFT. 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). Owner/Applicant: r Rn"a.ti�o Name Street Address City State Zip T hone r4 L Sign ture Date c: reception\j ana\cacl.doc Applicant Representative: Name Street Address City State Zip Telephone Signature Date (over) City of Edmonds Critical Areas Determination Applicant: Craig Reimer Determination CA-98-168 Project Name: Site Location: 18607 Olympic View Drive Project Description: None -Project Specific. Determination: Study Rf quired: Permit Number: Property Tax Acct 4346 003 007 01 During review and inspecition 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 Wind 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 tlie 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 cleiirly demonstrates that the proposed buffer alteration will have no adverse impact up6n 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.'10 or under a three party contract where the City hires the professional required, and the applicant pays for the study (pursuant to ECDC Section 20.1511.140). 2. If development mmit 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 wisbts 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 i'or 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. T Name Signature Date N IhC.1B90 CITY OF EDMONDS BARBARA FAHEY MAYOR 121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771.0221 COMMUNITY SERVICES DEPARTMENT Public Works - Planning/Building - Parks and Recreation - Engineering - Wastewater Treatment Plant June 29, 1998 Craig Reimer 847 Daley Street Edmonds, WA 98020 Subject: Determination regarding Critical Areas Checklist # 98-168 Dear Applicant: Enclosed please find a copy of they Critical Areas Checklist you submitted. The "DETERMINATION" reached by the City is located on the reverse side of tl�e form (bottom of page). It is very important for you to retain a copy of this Critical Areas Checklist "DETERMINATION" for your records. ._ _.._ .......... IMPORTANT INFORMATION TO BE NOTED: PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENTAL CHECKLIST OR CRITICAL AREAS STUDY. The `DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not a project -specific determination. You must submit a copti of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL MO-MNRIr AMMO I'n ATI/ AI^ __ Wd%I In Ann I, -A TIAk1 IA/II 1 111l1T nn nn/1i+ec-t,t % Permit applications include the following: Enc: Determination ' Architectural Design Board C: Reception\Jana\CRLTR.doc Building Permits Conditional Use Permits Subdivisions Variances Applications to the ADB" Land Use Applications Any other development perm it applications. Thank you. Sharla Graham Acting Planning Secretary ® Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan fhc.18913 w` CITY OF EDMONDS BARBARA FAHEY 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771.0221 MAYOR COMMUNITY SERVICES DEPARTMENT Public Works * Planning/Building • Parks and Recreation • Engineering • Wastewater Treatment Plant June 29, 1998 FILECraig Reimer 847 Daley Street Edmonds, WA 98020 Subject: Determination regarding Critical Areas Checklist # 98-168 Dear Applicant: Enclosed please find a copy of the Critical Areas Checklist you submitted. The "DETERMINATION" reached by the City is located on the reverse side of the form (bottom of page). It is very important for you to retain a copy of this Critical Areas Checklist "DETERMINATION" for your records. _. ..... .........IMPORTANT.INFORMATION.T.O..BE. N.O.TED...... PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENTAL CHECKLIST OR CRITICAL AREAS STUDY. The 'DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not a project -specific determination. l You must submit a copy of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL PERMIT APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED. Permit applications include the following: Enc: Determination * Architectural Design Board C: R eceptionUana\C R LT R. doc Building Permits Conditional Use Permits Subdivisions Variances Applications to the ADB* Land Use Applications Any other development permit applications. Thank you. Sharla Graham Acting Planning Secretary IAMMING SEP 14 1998 • Incorporated August 11, 1890 • City of Edmonds 'kW 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). IRECEI ES JUN 2 3 1998 PLANNING DEPT. An applicant, or his/her representative, must fill oui 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). Owner/Applicant: fTA� 6r Name Street Address City State Zip T hone Sign tore Date Applicant Representative: Name Street Address City State Telephone Signature Date Zip enception\jana\caci.doc (over) CA FILE NO. 1-1 Critical Areas Checklist -------------------------------------------------------------- Site Information (soils/topography/hydrology/vegetation) 1. Site Address/Location: 2. Property Tax Account N 3. Approximate Site Size (acres or square feet) 4. Is this site currently developed? k yes; . If yes; how is site developed? 1 h no. 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 y 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: ('gyp ; Approx. Depth: 7. Site contains areas of seasonal standing water: N) ; 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? Flows are seasonal? i\t (What time of year? )• 10. Site is primarily: forested meadow ;shrubs : mixed urban landscaped (lawn,shru s etc) 11. Obvious wetland is present on site: -------- ----------------------------------- -Tor City Staff Use Only---------. — ---- -- - 1. Site is Zoned? 2 SCS mapped soil type(s)? c;' k 3 Vetland:in entory or C.A, map indicates wetland present on site? v`,j a: Critical' Areas inventory or C.A. map indicates Critical Area on siie2 5. Site within. designated earth subsidence landslide hazard area? � 6: Site designated on the Environmentally Sensitive Areas Map?P . DETIMMINATION "a_ehk.dm Rov 10/03ro7 City of Edmonds Critical Areas Determination Applicant: Craig Reimer Determination CA-98-168 Project Name: Permit Number: Site Location: 18607 Olympic View Drive Property Tax Acct 4346 003 007 01 Project Description: Non -Project Specific Determination: Study Required: 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 20.1511.140). 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 OA CA FILE NO. aP Critical Areas Checklist -------------------------------------------------------------- Site Information (soils/topography/hydrology/vegetation) 1. Site Address/Location: �� 1%V I N". 2. Property Tax Account Number: %36A� v MIA (}� b 1 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: V\0 ; 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? f\-!b Flows are seasonal? hq (What time of year? ). 10. Site is primarily: forested ' meadow ;shrubs ; mixed urban landscaped (lawn,shrub etc) 11. Obvious wetland is present on site: (0X) 5 Site iMthin des grated earths 6 idence lands.t de hazard arei 1 6 Site designated on the`Environrnentally Sensitive Areas Map;.? ^ca chk.doc; Rev 10/03/97 City of Edmonds RECEIVED ' J U N 2 3 1988 PLANNING' HEFT. 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 maybe, 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). Owner/Applicant: m , Q1' Name Street Address V&"�� )�N� quaff City State Zip Te phone Sign ture WPM Date c: roception\j ana\cacl.doc Applicant Representative: Name Street Address City State Zip Telephone Signature Date (over) City of Edmonds Critical Areas Determination Applicant: Craig Reimer Determination CA-98-169 Project Name: Permit Number: Site Location: 18607 Olympic View Drive Property Tax Acct 4346 003 014 02 Project Description: Non -Project Specific Determination: Study Required: 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 20.1513 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 20.1513.140). 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 Inc . 1 s q,O Craig Reimer 847 Daley Street Edmonds, WA 98020 Subject: Dear Applicant: CITY OF EDMONDS BARBARA FAHEY MAYOR 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771.0220 • FAX (425) 771.0221 COMMUNITY SERVICES DEPARTMENT Public Works • Planning/Building • Parks and Recreation • Engineering • Wastewater Treatment Plant June 29, 1998 Determination regarding Critical Areas Checklist # 98-169 Enclosed please find a copy of the Critical Areas Checklist you submitted. The "DETERMINATION" reached by the City is located on the reverse side of the form (bottom of page). It is very important for you to retain a copy of this Critical Areas Checklist "DETERMINATION" for your records. IMPORTANT INFORMATION TO BE NOTED: PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENTAL CHECKLIST OR CRITICAL AREAS STUDY. The 'DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not a project -specific determination. y You must submit a copy of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL PERMIT APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED. Permit applications include the following: Enc: Determination * Architectural Design Board C: ReceptionV ana\C R LTR.doc Building Permits Conditional Use Permits Subdivisions Variances Applications to the ADB* Land Use Applications Any other development permit applications. Thank you. Sharla Graham Acting Planning Secretary 9 Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan Z O J USE / CITY OF EDMONDS ZONE_ CONSTRUCTION PERMIT APPLICATION joe OVER NAME,/NAME OF BUSINESS ADDRESS /' F� � f\ E Zi !`rM iV 111 IT(106)N sl V NUMBER fit/ �+tl STATELICENSENUMB�E}R. Legal Description of Property - include a Property Tax Account Parcel No. vv i 1�3% ___iii �( � a,�y of`6/ \ NEW RESIDENTIAL \ PLUMBING/MECN COMPLIANCE OR ADDITION COMMERCIAL CHANGE OF USE EMODEL APT. BLDG. 1 SIGN ffffff GRADING ❑ FENCE ❑REPAIR CYDS. X� — DEMOLISH ❑ El SWIM B OL NSERTTOVE SPA •� 7i GARAGE ❑ RETAINING WALL/ ❑ CARPORT Rr)CKFRV RENEWAL (TYPE OR USE, BUSINESS OR AQTIVITtY) EXPLAIN tl- PERMIT �� NUMBER PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP. TESCPApproved #�*Z ❑ ' r RW Permit Requiredj4't,� [IStreet EXISTING REQUIRED DEDICATION Use Permit Req'a�✓t,❑ Inspection RequiredyE7> Iff- Sidewalk Required�l/'p ❑ PROPOSED METER SIZE LINE SIZE NO. OF FjaURES PRV REQUIRED / a • YES ❑ NO �/ 3 0 REMARKS Z �'i.4le!��1/ /,ry/+;f %itiCi i�✓<'EC 70 ir �✓ Z EGA '.. Z Lrs.�Pa"t.6_.r ./I.®d..n ..�✓...• . !1 fin i — Z A e...-- ..._..�...-s .� w NEERING MEMO DATED f.?_,e - 9v MEMO DATED VARI OR CU ADB p SEPA REVIEW SIGN AREA, ram" COMPLETE EXEMPT ALLOWED ©POSEI EXP I LOT COVERAGE REQUIRED SETBACKS IF ALLOWED IPROPOSED FRONT SIp� REAR --s LOT AREA NINC—REVIEW BY a� BY ITYPE OF BY SHO . IN 8 HEIGHT ALLOWED PROPOSED �z z 'ROPOSED SETBACKS (FT FRONT UR IDE REAR 53 7Z, DA sI = SPECIAL INSPE TOES AHEA - OCCUPANT REQUIRED LOAD Y REMARKS PROGRESS INSPECTIONS PER UBC 108 ,met _ /_ 2 NUMBER DUMBER OF CRITICAL OF DWELLING AREAS STORIES UNITS I I NUMBER DESCRIBE WORK TPE DONE (ATTAC P OT PLAN) �h®� 0,C00``j`tAc E t rGr r 4 —'P. 1"-w Wc PLAN CHECK FEE +' BUILDING HE T SOURCE: GLAZING " D/D A PLUMBING Plan Check No. MECHANICAL This Permit covers work to be done on private property ONLY. GRADINGIFILL Any construction on the public domain (curbs, sidewalks, driveways, marquees, etc.) will require separate permission. STATE SURCHARGE Permit Application: 180 Days Permit Limit: 1 Year - Provided Work is Started Within 180 Days STORM DRAINAGE FEE "Applicant, on behalf of his or her spouse, heirs, assigns and ENG. INSPECTION FEE successors in interest, agrees to indemnify, defend and hold w harmless the City of Edmonds, Washington, its officials, m employees, and agents from any and all claims for damages of ir whatever nature, arising directly or indirectly from the issuance = of this permit. Issuance of this permit shall not be deemed to PLAN CHECK DEPOSIT 0 J modify, waive or reduce any requirement of any city, ordinance i nor limit in any way the City's ability to enforce any ordinance TOTAL AMOUNT,DUE provision." I hereby acknowledge, that l have read this application; that the information given is correct; and that 1 am the owner, or the duly ATTENTION 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 ed thereby, no person will be employed in violation of the Labor ONLY THE Code of the State of Washington relating to Workmen's Compensa• WORK NOTED ti surance ano RCW 18.27. INSPECTION G$f' TURE I 1A ER OR AGENT) DATE SIGNED DEPARTMENT CITY OF EDMONDS AT NTION CALL FOR INSPECTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE ��� 0220 UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 . 0i h �M.a7 rot REQUIRED VALUATION P J. M mwm APPLICATION APPROVAL This application is not a permit until signed by the Building Official,or his/her Deputy; and fees are paid, and rectiipt'is.• acknowledged in space provided. RELEASED BY: TE IGINAL — File YELLOW — Inspector PINK — Owner GOLD — Assessor . 1 ,Rz [w! ttow ('17,25 5 0 i i \0 Orr 67Tttk A PE \ fs 2 �01111 \� l �, tflAlw)c'6 gbqotw-�' . \ �►�1 ��uc., 4S4 c, . Vklw [I'K\u Wm� ' . �1 �1, �` 31'���3 ►` �Ft , — - - . i?b t:-ASEMW Koo (415 1 p-='! �0 21-MEDIRO S E P 14 1L;Ad Cr�/Ci %7- cvNT:� o L o,✓ -S `tom iw- r) IN�14 �.�i LEGEND utility pole E — electic line T telephone/ ® water ser% -CS- fire plug --X—X— fence, Q sanitary so ® storm drai catch basi ® set rebar, "LEE 1766; N water valve top of 40; D 10*05'57" R 593.08' L 104.54' 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 datum is City of Edmonds per the invert elevation of manhole #235, 172.00'. All vertical information on this map was derived by vertical angle measurement. Expected vertical accuracy is f 0.1. Traverse closures meet or exceed the requirements of WAC 332-130-090. SCALE: 1 "- 50 ) 86z7 o� l 5. PAVING 18607 r END MA1n/ FIELD I I It E 'P MAI1Q I'`A( PAVING --Tic I N S± 100' E t 1 /..5. PAVING % �, 8RANC,N SADDLE --- NOTES --------------------------- 1 . CALL 2 DAYS BEFORE YOU DIG 1-800-424-5555 2. Notes: The City of Edmonds 1) Field locate all utilities, Call 1-800-424-55555 24 hours before digging. 2) Survey is not required. 3) Maintain a minimum of 5' horizontal and 3' vertical clearance from all city utilities and appurtenances. 4) Cuts in paving are shown as 0 5) 2 cuts in paving anticipated. 3. PROJECT MANAGER: DOUG USITALO - 425-356-7520 No. DESCRIPTION DAT=YA REVISIONS AS BUILT INFORMATION FITTER OR CONTRACTOR: COORDINATOR: F DATE COMPLETED: PERCENT COMPLETED: I TEST INSTALLATIONIRETIREMENT SUMMARY E rYPE OF TEST: PRESSURE: I/R MAIN SIZE MATERIAL TOTAL FOOTA L DATE ON: TIME ON: D DATE OFF: TIME OFF: FYPF OF PIPE: OP MAP: 16 0. 01/. ?— PUG ET PLAT MAP: 160. D67 SOUND ENERGY �i� SEC: )VE —/3 z / /— WORK AREA: _ PROPOSED MAIN FOOTAGE EMERGENCY SEC. #: MAIN SIZE MATERIAL TOTAL FOOTAGE DESIGN PRESSURE: D / I PC 3 6 p' SYSTEM MAOP ssDsig E PERMITS: t9 5 E M LN E S /4Al/ l`7 4/A/ E x r 6W S/ On/ Tb G SC R L,'�� /186 07 AND /6627 OL" Pl C VI C WJ D 2 . DRAWN: tZ I Z I T O RAwING0#Oo57gh DGR: CHECKED: _ 16 1 U 107 00 5 16 APPROVED: rA-