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15620 72ND AVE W.PDF15620 72ND AVE W �Fvy ! 2,0 TAX ACCOUNT/PARCEL NUMBER: LOOS/ 3 306>000- v BUILDING PERMIT (NEW STRUCTURE): ! ! -03 3 !� COVENANTS (RECORDED) FOR: #04� llijgm 1LS-f !'D,J-;zz /Q/ S CRITICAL AREAS:- / DETERMINATION: ❑ Conditional Waiver Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: 5-// Z PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR:.Sk/Lvt A6/Z4wg6e Z4: Ane+1k 1666o18066Z PERMITS (OTHER): 1`=L-l.� "�C,�� < l.:,l.�`^vUG✓�'f fsli7/,'��,��/✓ PLANNING DATA CHECKLIST DATED: G C- ?14 L ; SCALED PLOT PLAN DATED: 2Y LT SEWER LID FEE $: SHORT PLAT FILE: SIDE SEWER AS BUILT D/ SIDE SEWER PERMIT(S)#: GEOTECH REPORT DATED: 2./Z41g? STREET USE / ENCROACHMENT PERMIT #: LID #: 210 LOT: BLOCK: FOR: / WATER METER TAP CARD DATED:!/� OTHER: ,i� &ZI bWAL- AlOUSe 104PPIdeA Z d Ci W6r-C / ZS XV ��T9 sec /SIW%J!✓U/4v75/v Cdiqp%tk,qe�Ortd LATEMP\DSTs\Forms\Street File Checklist.doc CEOTECH CONSULTANTS, INC. Meadowview Estates, LLC 12515 Willows Road Northeast, #20 Kirkland, Washington 98034 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747-5618 FAX (425) 747-8561 October 4, 2013 JN 13245 via email: kept@halvorsonconstruction.com Attention: E. Kent Halvorson Subject: Geotechnical Engineering Assessment R IEEE �5 UB Recent Patio Installation at an Existing Residence 15620 - 72nd Avenue West OCT - 8 2013 Edmonds, Washington BUILDING DEPARTMENT Dear Mr. Halvorson: CITY of EDMoNDs Our firm prepared a geotechnical engineering study for the proposed Meadowview Estates short - plat project dated July 12, 2013. As noted in the study, the existing residence on the site will remain. The study found that, among other things, competent soils were found near the ground surface in and around the residence. Also noted in the study is that the existing stormwater system on the property, which is located just southwest of the residence, will be used to control surface water for the project. We understand that a new concrete patio was installed below the western deck of the residence. The deck has been in existence for many years. The ground surface at the underside of the deck was not vegetated prior to the recent patio installation. The area between the deck and the steep slope to the west is currently vegetated and has been vegetated. As noted in our July 12 study, a steep slope is located west of the deck/patio, as well as all of the surrounding property. Most of the steep slope has not been graded or disturbed. However, the upper portion of the slope directly downslope/west of the deck/patio has been regraded flatter than the undisturbed slope as part of a landslide. repair (the repair is discussed in our report). The top of the regraded slope, whose inclination is approximately 40 percent, is located about 23 to 25 feet from the western edge of the deck/patio. We observed no indications of instability of the area during visits made prior to July 12 between the deck/patio and the steep slope, the regraded steep slope, or the portion of the slope below the regrading. We understand that a surface water collection system will be installed at the downslope three sides of the patio. This system will include a trench that is lined to catch the surface water, as well as a 6-inch perforated pipe embedded in washed rock to collect the water. The trench is being lined in accordance with a recommendation we corresponded earlier to the design team. This surface water collection system will be connected to a non -perforated 6-inch pipe that will tie into the existing stormwater collection system. This system is illustrated on Sheet SD-01 that was prepared by LDC dated September 4, 2013. GEOTECH CONSULTANTS, INC. Meadowview Estates, LLC October 4, 2013 CONCLUSIONS JN 13245 Page 2 The proposed surface water collection system at the patio will divert water that would otherwise seep into the ground to the existing stormwater system. Thus, less water in the area of the patio will reach the steep slope that is west of the patio. This lessening of the water that reaches the slope will incrementally increase the stability of the slope. Therefore, the installation of the patio and its associated surface water collection system as shown on SD-01, is very suitable from a geotechnical engineering standpoint and consistent with recommendations regarding the control of surface water noted in our July 12 study. The existing deck, and now the new patio, is located within the buffer from the steep western slope that was recommended in our July 12 study. As noted earlier, the existing deck and the new patio are located about 23 to 25 feet from the steep western slope. However, based on ECDC 23.80.060.A, an alteration to a Landslide Hazard Area and associated buffer may occur for activities that: 1. Will not increase the threat of the geologic hazard to adjacent properties beyond predevelopment conditions; 2. Will not adversely affect other critical areas; 3. Are designed so that the hazard to the project is eliminated or mitigated to a level equal to or less than predevelopment conditions; and 4. Are certified as safe as designed and under anticipated conditions by a qualified engineer licensed in the State of Washington. In addition, ECDC 23.80.070.A.2 indicates that alterations of a Landslide Hazard Area and buffer may occur for activities for which a hazards analysis is submitted and certifies that: a) The development will not increase surface water discharge or sedimentation to adjacent properties beyond predevelopment conditions; b) The development will not decrease slope stability on adjacent properties; and c) Such alterations will not adversely impact other critical areas. We believe that the installation of the patio is suitable from a geotechnical engineering standpoint as follows: o Essentially no weight will be added to the ground or adjacent steep slope because of the installation of the patio. o The surface water control for the patio that will now be added to the previously undeveloped area below the preexisting deck will increase the stability of the ground and slope west of the patio. o The area below the deck/patio was regraded flatter at the top of the slope as compared to the top of other portions of the nearby steep western slope. • We did not observe indications of instability downslope of the deck/patio area. Because of these reasons, we believe that the alteration to include the new patio is therefore suitable per the ECDC 23.80.060.A and 23.80.070.A.2 because: 1) it will not increase the potential for landslide to the adjacent, downslope properties (but rather decrease it), 2) it will not affect other critical areas, 3) the hazard to the project is mitigated to be equal to or more than the predevelopment standards, 4) it is safe in our professional opinion, a) the alteration will not GEOTECH CONSULTANTS, INC. Meadowview Estates, LLC October 4, 2013 JN 13245 Page 3 increase, but actually decrease, surface water discharge or sedimentation to adjacent properties, b) the alteration will not decrease slope stability (again the control of more surface water will increase stability), and c) the alteration will not adversely affect adjacent critical areas. We trust that this report meets your immediate needs at this time. Please contact us if we can be of further service. cc: LDC, Inc. — John Mirante via email to: jmirante@ldccorp.com DRW: jyb Respectfully submitted, GEOTECH CONSULTANTS, INC. Arm A fir: D. Robert Ward, P.E. Principal rFnTFrH (Y)NRI 11 TANTR IN('. September 5, 2013 JN 13245 Meadowview Estates, LLC 12515 Willows Road Northeast, #20 Kirkland, Washington 98034 via email: kent@halvorsonconstruction.com Attention: E. Kent Halvorson Subject: Geotechnical Engineering Assessment Recent Patio Installation at an Existing Residence 15620 — 72nd Avenue West Edmonds, Washington Dear Mr. Halvorson: Our firm prepared a geotechnical engineering study for the proposed Meadowview Estates short - plat project dated July 12, 2013. As noted in the study, the existing residence on the site will remain. The study found that, among other things, competent soils were found near the ground surface in and around the residence. Also noted in the study is that the existing stormwater system on the property, which is located just southwest of the residence, will be used to control surface water from for the project. We understand that a new concrete patio was installed below the western deck of the residence. We further understand that a surface water collection system will be installed at the downslope three sides of the patio. This system will include a trench that is lined to catch the surface water, as well as a 6-inch perforated pipe embedded in washed rock to collect the water. The trench is being lined in accordance with a recommendation we corresponded earlier to the design team. This surface water collection system will be connected to a non -perforated 6-inch pipe that will tie into the existing stormwater collection system. CONCLUSIONS The proposed surface water collection system at the patio will divert water that would otherwise seep into the ground to the existing stormwater system. Thus, less water in the area of the patio will reach the steep slope that is west of the patio. This lessening of the water that reaches the slope will incrementally increase the stability of the slope. Therefore, the installation of the patio and its associated surface water collection system is very suitable from a geotechnical engineering standpoint and consistent with recommendations regarding the control of surface water noted in our July 13 study. SEP - 5 2013 DEVELOPMENT SEHViCES CTR. CITY OF EDMONDS GEOTECH CONSULTANTS, INC. STREET FILE Halvorson September 5, 2013 J N 13245 Page 2 We trust that this report meets your immediate needs at this time. Please contact us if we can be of further service. cc: LDC, Inc. — John Mirante via email to.-jmirante@ldccorp.com DRW: jyb Respectfully submitted, GEOTECH CONSULTANTS, INC. D. Robert Ward, P.E. Principal GEOTECH CONSULTANTS. INC. i 6 9806080663 06/08/99 14:39 p.0004 Recorded Snohomish County Return Address ,-If -,�c vors �r 7lgYa Please print or type information ECD, NOV 14 2013 DEVELOPMENT SERVICES COUNTER Document Title(s) or transactions contained therein); 2. 3. 4. Grantor(s) (Last name first, then first name and initials) 1. V C.yc+2 vc.1 �2'L 2. vG/ 10'Al26,vi-7- 3. i 4. O Additional names on page of document. Grantee(s) (Last name first, then first name and initials) 1 /C G/�NAiG �61T �I 2. 3. 4. 0 Additional names on page of document. egal description (abbreviated: i.e. lot, block, plat or section, township, range, qtr.lqtr.) /3sxc Su�O�.rn• o G �G-a� Additional legal is on page of document Reference Number(s) of Documents assigned or released: 7 O Additional numbers on page _ of document. Assessor's Property Tax Parcel/Account Number 5i33 o000aS0/09 O Property Tax Parcel Ip is not yet assigned Additional parcel numbers on page of document The Auditor/Recorder will rely on the information provided on the form. The staff will not read the document to verify the accurac/ or completeness of the indexing information. Return Address: Lynn Hurst Montgomery-, Purdue, Blankinship & Austin, P.L.L.C. 5800 Columbia Center 701 Fifth .Avenue Seattle, WA 98104-7096 NO EXCISE TAX REQUIRED JUN 0 81998 EASEMENT w ? DANTilll, Snohomish Gou n Trimer Reference Number(s) of related document(s): N/A By BOB QANTINI Grantor(s): Deland Margaret Caryl Grantee(s): Betty Rusnak Legal Description (abbreviated): Tract 25, Meadowdale Beach Supplemental Plat Full Iegal(s) on page 1. r 4 Assessor's Tax Parcel ID Number: !l-3 0<:P0 0 p 1. Del and Margaret Caryl ("Caryl") hereby grant and convey to Betty Rusnak ("Rusnak'� her successors and assigns, a perpetual, exclusive, 10 foot wide Easement over, through, under, across, upon and in the real property situated in Snohomish County, Washington ("Property") described as follows: Tract 25, Meadowdale Beach Supplemental Plat, according to the plat thereof, recorded in Volume 5 of Plats, Page 42, Records of Snohomish County, Washington. This casement consists of that portion of the Property as follows: Commencing at the intersection of the South Line of said Tract 25 and the West Line of the East 380.73 feet thereof; Thence North 01 001'00" East (Bearings refer to the Plat Meridian) along said West Line of the East 380.73 feet of Tract 25, a distance of 14.37 feet to the Beginning of said Storm Drainage Easement; Thence continue along said West Line of the East 380.73 feet of Tract 25, North 01 °01'00" East, a distance of 10.28 feet; Thence South 77°23'36" West, a distance of 33.49 feet; Thence North 06°50'47' West, a distance of 23.49 feet to a point that is 8.50 feet South of the South Line of the North 100.00 feet of said Tract 25 when measured at right angles; Thence North 89°57'00" West parallel with said South Line of the North 100.00 feet of said. Tract 25 a distance of 114.66 feet; Thence North 75°30'58" West, a distance of 34.10 feet to said South Line of the North 100.00 feet of Tract 25; Thence North 89°57'00" West along said South Line of the North 100.00 feet of said Tract 25 a distance of 20.26 feet to the East Right -of -Way Line of 75th Place West (Lund's Gulch Road); Thence South 02°02'51" West along said East Right -of -Way Line, a distance of 10.01 feet; Thence South 89057'00" East parallel with said South Line of the North 100.00 feet of said Tract 25, a distance of 19.35 feet; Thence South 75°30'58" East, a distance of 34.10 feet; Thence South 89057'00" East parallel with said South Line of the North 100.00 feet of said Tract 25, a distance of 107.06 feet; Thence South 06°50'47" East, a distance of 25.69 feet; Thence North 77°23'36" East, a distance of 42.12 feet to the beginning of said Storm Drainage Easement. Page 1 9806080668 for the construction, operation, maintenance and/or repair and/or replacement of an underground storm drainage line ("Line") and appurtenances thereto, together with the right of ingress and egress to and from said easement and right-of-way for all purposes necessary and related thereto. This easement is appurtenant to property situated in Snohomish County, Washington, described as follows: The East 380.73 feet of Tract 25 and Tract 26, Meadowdale Beach Supplemental Plat, according to the plat thereof recorded in Volume 5 of Plats Page 42, Records of Snohomish County. TOGETHER WITH that portion of Tract 24, Meadowdale Beach, according to the plat thereof recorded in Volume 5 of Plats Page 38, Records of Snohomish County, described as follows: BEGINNING at the Northeast comer of Tract 24; Thence South 03°21' East of 164 feet to the TRUE POINT OF BEGINNING; Thence North 89*57' West parallel to the North Boundary of Tract 24 438 feet, more or less, to a Point 120 feet East of the East line of the County Road crossing said Tract 24 and 120 feet distant therefrom 100 feet, more or less, to the South Boundary of Tract 24; Thence in an Easterly direction along the South Boundary of said Tract 24 438 feet, more or less, to the Southeast corner of Tract 24; Thence in a Northerly direction -along the East Boundary Line of Tract 24 a distance of 100 feet, more or less, to the POINT OF BEGINNING. 2. Caryl also grants to Rusnak, and to those acting under Rusnak, a temporary construction easement of an additional 10 feet on each side of above described easement. Said construction easement shall remain in effect during construction and until such time as the Line and appurtenances have been accepted for maintenance and operation by Rusnak, but shall remain in effect no longer than 180 days from the commencement of construction. 3. CaryI shall retain the right to use the surface of said easement, so long as the use does not interfere with the installation, operation, and maintenance of the Line, and so long as no permanent buildings or structures are erected on said easement. This easement is granted with the understanding that the surface will be restored to a condition substantially equivalent to its original condition upon completion of construction. Rusnak also agrees to indemnify and hold harmless Caryl from liability arising from the negligence of Rusnak, and those acting under Rusnak during the course of construction contemplated herein. DATED this v<- day of ��' , 1998? t Gti��i��> , Washington. Grantor ant r Gr Grantee Page 2 ACKNOWLEDGEMENT STATE OF WASIUNGTON ) ss. COUNTY'OF -• ) 1 certify that I know or have satisfactory evidence that�.,[,(Y\ ",r L, 'f, J— signed this instrument and acknowledged it to be his/her free Ed vo untary act for the'Purposes mentioned in the instrument. FAZ this day of tj 1998.E v .TARYS %Wb `�P Name: NOTAR P C, tat My appointment expires: S= OF WAS GTON ) ss. COUNTY. I certify that I know or have satisfactory evidence that V U signed this instrument and acknowledged it to be his/her free anvo un C-/,-act for thd purposes mentioned in the instrument. E, , TED this y'% day of A , 1998. 0 - * --�— Nam PUBLIC NOT to e of Was on "FaF' My appointment expires: /�,2G'D / W� MTE OF WASIJINGTON ) ss. COUNTY l / I certify that I Lwow or have satisfactory evidence that li ZSIi<CL� signed this instrument and acknowledged it to be his/her free and VolubtarY act for the purposes mentioned in the instrument. DATED this day of 998. EN FAZENBAKER Name: '`�►� NOT tington My appointment expires: R OTA PUBLIC * Page 3 011-W� 9806080663 July 151h, 2013 City of Edmonds Public Works & Utilities 7110210"StSW Edmonds, WA 98026 RE: APPLICANT/OWNER LIABILITY & LANDSLIDE ACKNOWLEDGEMENT MEADOWVIEW ESTATES To Whom It May Concern, • The accuracy of all permit submittal information is warranted by the applicant/owner in a form which relieves the City and its staff from any liability associated with reliance on such permit application submittals. • The application may reference the reports of prior public consultants to the City, all conclusions shall be those of the applicant/owner and her/his design professionals. • The applicant/owner understands and accepts the risk of developing in an area with potential unstable soils and understands the required temporary and permanent erosion control and site maintenance issues associated with specific geologic hazards or conditions of the site that my affect slope stability over time • The applicant will advise, in writing, any prospective purchasers of the site, or any prospective lessees of structures on the site, of the slide potential and on -going maintenance issues of the area and on the property. Sincerely, r ('f4jL�' 4fC46 Meadowview Estates, LLC Owner SEP 5 2013 DEVELOFMEN"I' SEhviue5 CTR. CITY OF EDMONDS ri� rM,i t STATE OF WASHINGTON ) ss. COUNTY OF Kin ) I certify that I know or have satisfactory evidence that k en+ ko- f V 0 r'S 0 n signed this instrument and acknowledged it to be his/her free and voluntary act for the purposes mentioned in this document. DATED this a Q day of A�vS f, 2013 Name: i k-, -'5 „e Caw t4-2 NOTARY PUBLIC, State of Washington My appointment expires: Tu1�4 F5, 20 1-7 OEOTECH CONSULTANTS, INC. E. Kent Halvorson 12515 Willows Road Northeast, #20 Kirkland, Washington 98034 13256 Northeast 20th Sheet, Suite 16 Bellevue, Washington 98005 (425) 747-5618 FkX (425) 747-8561 July 19, 2013 JN 13245 via email: kent@halvorsonconstruction.com Subject: Geotechnical Hazard Identification/Declaration and Mitigation Statement of Risk Proposed Five -Lot Short Plat, Meadowview Estates 15620 — 72nd Avenue West Edmonds, Washington Dear Mr. Halvorson: Our firm prepared a geotechnical engineering study for the proposed Meadowview Estates short - plat project. However, because the project site is located in the Earth Subsidence and Landslide Hazard Area of North Edmonds, a declaration letter with a statement of risk is also required. In preparation of this letter, we reviewed the project civil plans, which include Sheets 1 through 7 prepared by LDC dated July 18, 2013. We make the following declaration and statement of risk regarding this project and our review of the plans: In our opinion, the civil plans and specification for the project conform to the. recommendations in our study. This includes a review of the erosion and sedimentation control plan (Sheet 1) for the project. The risk of damage to the proposed development, or to adjacent properties, from soil instability will be minimized subject to the conditions set forth in our study, and the proposed development will not increase the potential for soil movement. This includes an evaluation regarding the statistical probability of earth movement within a 25-year period. Buffer and building setback recommendations were included in our study regarding this probability and an analysis of potential deep-seated soil movement. The guidelines of the 2007 Landau Summary Report were included in the analyses, conclusions, and recommendations presented in our study. A very steep slope is located on the western side of property. As with any steep slope, there is a potential for deep-seated movement of the western slope. However, we analyzed the slope against deep-seated movement and have made buffer and setback recommendation to mitigate the risks against deep-seated movement. One of the strongest recommendations against movement of the western slope provided in our study is to control water from impervious surfaces of the project; the project civil plans clearly indicate that this recommendation is included in the project. :1 SEP - 5 2013 DEVE CITY OF EDMONDS GEOTECH CONSULTANTS', INC. STREET FILE I Halvorson A 13245 I July 19, 2013 Page 2 We trust that this report meets your immediate needs for the proposed development. Please contact us if we can be of further service. cc: LDC, Inc. — John Mirante via email to:imirante@ldccorp.com DRW: jyb Respectfully submitted, GEOTECH CONSULTANTS, INC. D. Robert Ward, P.E. Principal GEOTECH CONSULTANTS, INC. "r EOTECH '• CONSULTANTS, INC. Meadowview Estates, LLC 12515 Willows Road Northeast, #20 Kirkland, Washington 98034 Attention: E. Kent Halvorson 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747-5618 FAX (425) 747-8561 July 12, 2013 J N 13245 via email: kept@halvorsonconstruction.com Subject: Transmittal Letter — Geotechnical Engineering Study Proposed Five -Lot Short Plat 15620 — 72nd Avenue West Edmonds, Washington Dear Mr. Halvorson: We are pleased to present this geotechnical engineering report for the short -plat project in Edmonds, Washington. The scope of our services consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork and criteria for foundations, retaining walls and building setbacks. This work was authorized by your acceptance of our proposal, P-8660, dated June 24, 2013. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or for further assistance during the design and construction phases of this project. cc: LDC, Inc. — John Mirante via email to:jmirante@ldccorp.com DRW: jyb Respectfully submitted, GEOTECH CONSULTANTS, INC. 1 D. Robert Ward, P.E. 1 Principal IV SE' - 5 2013 DEVI CITY C� OF EDMONDS GEOTECH CONSULTANTS, INC. STREET FILE GEOTECHNICAL ENGINEERING STUDY Proposed 5-Lot Short Plat 15620 — 72nd Avenue West Edmonds, Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed short -plat project to be located at in Edmonds. We were provided with a site plan that included topographic information. LDC Inc developed the plan, which is dated June 10, 2013. Based on this plan, we understand that the property will be short -platted into five lots. An existing residence that is located near the middle of the property will remain on one of the new lots. We understand that all stormwater from impermeable surfaces (roofs, driveways) will be directed to a designated system and not toward the western portion of the site. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. SITE CONDITIONS SURFACE The Vicinity Map, Plate 1, illustrates the general location of the site in the northern portion of Edmonds. The generally square property has approximately 371 feet of frontage on its upslope, eastern side along 72nd Avenue West. The approximate central portion of the property is developed with an existing residence and detached garage. There is a main gravel driveway that extends mostly westward to the garage from the street. A gravel parking area extends off the south side of the driveway about 40 feet east of the western end of the driveway. Another driveway that is less developed is located on the southern portion of the property. It initially extends mostly westward from the street, but then extends northwesterly until is terminus near the southern side of the residence. Most of the property slopes downward to the west. With the exception of the western edge of the property, the inclination of the property is mostly in the range of 15 to 30 percent. Some small areas in the moderately sloped portion of the property have an inclination greater than 40 percent and a height of 10 feet, located around the gravel parking area and east of the residence/garage; it is very apparent that these areas were oversteepened from their original moderate inclinations because of manmade grading. There is a very steep slope that is on the western edge of the property and/or extends west of the property. This slope is approximately 80 to 100 feet tall. Gentle to moderate inclined, residential property is directly west of the very steep slope. In general, with the exception of the developed portions of the property, the site is forested. The southern portion of the majority, moderately -inclined property has a forest with some large trees and native underbrush. Fewer large trees and less native underbrush are generally located on the northern side of this moderately -inclined portion of the property. Some large trees are located near the top of the very steep slope, but mostly it is covered with more moderately -sized trees. An approximately 40-foot-wide, mostly 3- to 4-foot-deep landslide occurred on the very steep western slope on about January 1, 1997. The landslide followed a short period of extremely high Meadowview Estates, LLC JN 13245 July 12, 2013 Page 2 precipitation and a very significant amount of landslides occurred on slopes in the Puget Sound. The landslide area was repaired by some grading at the top of the slope and installing a drainage system to handle surface and subsurface water in the area of the residence. A Surface -mounted stormwater pipe now extends over the slope and through a neighboring property to the west to discharge this surface and subsurface water well west of the slope and subject property. In addition to the drainage improvements done on the subject property, a formal stormwater system has been constructed in the 72nd Avenue West since 1997. Apparently the water from this system also discharges water away from the steep western slope. We did not observe indications of recent instability of in the previous slide area and the steep western slope on and near the subject property. SUBSURFACE The subsurface conditions west/southwest of the existing residence were explored with three test borings in 1997 following the shallow landslide that occurred near the top of the steep western slope just west of the existing residence. To supplement this information, we recently explored the property by excavating seven test pits; the approximate locations of all the explorations are shown on the Site Exploration Plan, Plate 2. Our recent exploration program was based on the proposed construction, the past test borings, anticipated subsurface conditions and those encountered during exploration, and the scope of work outlined in our proposal. The seven test pits were excavated on July 3, 2013 with a trackhoe. A geotechnical engineer from our staff observed the excavation process and logged the test pits. The Test Pit Logs are attached to this report as Plates 3 through 6. The test borings were drilled on January 18, 1997 using a truck -mounted, hollow -stem auger drill. Samples were taken at 5-foot intervals with a standard penetration sampler. This split -spoon sampler, which has a 2-inch outside diameter, is driven into the soil with a 140-pound hammer falling 30 inches. The number of blows required to advance the sampler a given distance is an indication of the soil density or consistency. A geotechnical engineer from our staff observed the drilling process, logged the test borings, and obtained representative samples of the soil encountered. The Test Boring Logs are attached as Plates 7 through 9. Soil Conditions Test Borings 1 and 2, which were drilled near the top of the slope of the previous landslide area, encountered approximately 15 to 19 feet of dense to very dense, gravelly sand at the ground surface. This sand was underlain with stiff and dense, sandy silty and silty sand to the maximum explored depth of 31 feet. The third boring, drilled away from the slope, encountered dense sand near the ground surface. The sand was underlain by medium - dense to dense, silty sand to the maximum explored depth of 26 feet. We observed a lens of silty at about 20 feet below the crest of the slope in the landslide area. The test pits were excavated to a maximum explored depth of 7 feet. The soil revealed in the test pits was very similar to the upper soil in the test boring, consisting of sand with varying degrees of gravel and silt (mostly low silt content). Some boulders were revealed in the more gravelly sand. The upper, approximate 1 to 4 feet of the sand generally contained organics and was loose. The sand mostly became dense below these depths. Per the "Soil Survey of Snohomish County Area Washington" (1978), the soil on the site is considered: 4-Alderwood-Everett gravelly sandy loam. l'�Gl1TG(�ll !`ALlCl 11 TAAITG� IAII"� Meadowview Estates, LLC July 12, 2013 JN 13245 Page 3 We obtained the logs of some test borings drilled at slightly higher elevations just northwest of the property. Dense to very dense, gravelly silty sand was revealed in those test borings. We also obtained the logs of test borings drilled at elevations near or below the base of the steep western slope. Competent silty sand and silt were generally revealed at shallow depths in those test borings. Groundwater Conditions No groundwater seepage was encountered in the test pits, but some groundwater was observed at a depth of approximately 16 to 30 feet. The explorations were left open for only a short time period. Therefore, the seepage levels on the logs represent the location of transient water seepage and may not indicate the static groundwater level. Groundwater levels encountered during drilling can be deceptive, because seepage into the boring can be blocked or slowed by the auger itself. It should be noted that groundwater levels vary seasonally with rainfall and other factors. We believe that groundwater will only be found in during the normally wet winter and spring months. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. Where a transition in soil type occurred between samples in the borings, the depth of the transition was interpreted. The relative densities and moisture descriptions indicated on the test pit and boring logs are interpretive descriptions based on the conditions observed during excavation and drilling. The compaction of backfill was not in the scope of our services. Loose soil will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. LANDSLIDE INFORMATION FOR THE VICINITY OF THE SUBJECT SITE The City of Edmonds has mapped the western side of the subject property as being within an area known as the North Edmonds Earth Subsidence and Landslide Hazard Area (NEESLH). The large portion of the NEESLH is located downslope (west) and south of the property. A map of the area has been attached in the Appendix of this report. This area has been extensively studied, and multiple geotechnical reports have been published, with the most recent being the North Edmonds Earth Subsidence and Landslide Hazard Area Summary Report published by Landau Associates, dated March 14, 2007. This report describes the overall area as being a large historic/prehistoric landslide that includes a massive downset block of land. Large-scale landsliding of the area has been recorded as occurring in the 1940s and 1950s that reportedly destroyed approximately 6 homes and damaged many others. The historic Dames and Moore (1968) report indicates that the areas of large scale sliding occurred on the lower (western) portion of the overall slide mass to the north and south of the termination of North Meadowdale Drive. As such, the Landau report describes the zone just beneath the steep eastern slopes as being susceptible to the following risks: 1) reactivation of landslide debris (the slide complex) causing ground failure and movement, 2) encroaching landslide debris originating from shallow failures occurring upslope, and 3) landsliding occurring in ground that has not previously failed. The latter risk is the one that pertains to the subject site because the area upslope and east of the steep western slope definitely Meadowview Estates, LLC JN 13245 July 12, 2013 Page 4 has not failed or had slope movement. The 2007 Landau report indicated that the subject site would be considered a "Zone D" area (see appendix). In 1979, Roger Lowe and Associates report for the overall area indicates that the subject site would have a varying probability of being affected by the various types of landsliding described above. A follow up report by GeoEngineers (1985) detailed the reduction slide probability associated with lowering of groundwater levels in the slide complex following installation of subsurface drainage facilities (LID circa 1984) in the eastern portion of the slide mass. Based on Figure 1 of the 1985 report, the western edge of the property (the steep slope) has a 2 percent probability of sliding (due to "debris slides") in a 25-year period. However, as we have noted above, several surface and subsurface drainage features have been added to the site and the adjacent street since 1997; these features reduces the probability of sliding. Therefore, we strongly believe that, based on the analysis done for the 1985 report, the probability of sliding in a 25-year period is no more than 1 percent. SLOPE STABILITY DISCUSSION AND ANALYSES As noted above, mostly dense or denser sandy soils were revealed to the explored depth of the test borings. However, based on our experience and on Figure 1 of the 2007 Landau report, very stiff silt/clay soil very likely underlies the site. The depth of the sand and silt/clay interface is not exactly known, but again based on our experience and the Landau report; it is likely in the range of halfway down the steep western slope. We have made this assumption, and a slope/soil profile based on this assumption for the property is given in Plate 10. The soil parameters for both the sand and silt/clay soils are given on the profile. Also noted on the profile is the normal groundwater level, which would very likely be perched on the silt/clay. Using the existing slope configuration and appropriate soil parameters, stability analyses for both static and dynamic loading conditions were performed. For the dynamic analysis, a peak acceleration coefficient of 0.16g was used (this is based on a peak acceleration of 0.32g noted in a later section of this report). The analyses were done to determine where the easternmost edge of a landslide would occur having standard safety factors of at least 1.5 for static conditions, and 1.1 or 1.2 for dynamic conditions. The analyses indicated that a deep-seated slide for a static safety factor of 1.5 and a dynamic safety factor of 1.1 could occur as far as 50 feet from the top of the steep slope. An analysis having a dynamic safety factor of 1.2 revealed that a deep-seated slide could occur 65 feet from the top of the steep western slope. CONCLUSIONS AND RECOMMENDATIONS GENERAL THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The test pits and borings conducted for this study encountered dense to very dense, gravelly sand soils at depths of approximately 1 to 4 feet. The dense soil is very competent for supporting the building load, and thus conventional footings can be used for new residences and buildings. These soils also have high shear strength against slope instability. Meadowview Estates, LLC A 13245 July 12, 2013 Page 5 Conclusions and Recommendations Regarding Edmonds Code Based on The Edmonds Community Development Code (ECDC), Chapter 23.80 (Geologically Hazardous Areas), the steep western slope would be classified as a Landslide Hazard Area because it is steeper than 40 percent slope, and greater than 10 foot vertical relief. There are some other minor slopes on the property east of the western slope that are steeper than 10 feet, but they are obviously manmade as the entire area east of the western slope on and near the property has an average inclination of 15 to 30 percent. However, site east of the western slope is considered an Erosion Hazard Area per Chapter 23.80. The ECDC suggests a minimum development buffer equal to the height of the steep western slope, which is approximately 80 to 90 feet. Per the 2007 Landau report, the steep western slope and an area within about 80 to 90 feet of it are considered Zone D. The remainder of the property is Zone E. The Landau report recommends that a slope buffer be established using a rate of slope retreat or stable slope angle over a 120 year period. Based on ECDC 23.80.070.1, the buffer may be reduced when a qualified professional demonstrates that the reduction will adequately protect the proposed development, adjacent developments and uses, and the subject critical area. Based on our stability analyses, for a static and dynamic safety factor of 1.5 and 1.1, no slope movement would occur further than 50 feet east of the top of the steep western slope. Therefore, it is our professional opinion that a buffer of 50 feet from the steep western slope is suitable for this project. We believe that this buffer is very suitable with regards to providing a stable slope angle for at least a 120 year period as required by the Landau report. A building setback of 15 feet is needed from the buffer, thus residences will be located no more than 65 feet from the slope. Based on our slope stability analysis, a dynamic safety factor of 1.2 was obtained 65 feet from the slope; thus, the 65-foot setback for residences from the steep western slope satisfies the design standards of ECDC 23.80.070.3. Therefore, in summary, we recommend a buffer of 50 feet be used for this project. Based on ECDC 23.80.060A, an alteration to a Landslide Hazard Area and associated buffer may occur for activities that: 1. Will not increase the threat of the geologic hazard to adjacent properties beyond predevelopment conditions; 2. Will not adversely affect other critical areas; 3. Are designed so that the hazard to the project is eliminated or mitigated to a level equal to or less that predevelopment conditions; and 4. Are certified as safe as designed and under anticipated conditions by a qualified engineer licensed in the State of Washington. In addition, ECDC 23.80.070A2 indicates that alterations of a Landslide Hazard Area and buffer may occur for activities for which a hazards analysis is submitted and certifies that: a) The development will not increase surface water discharge or sedimentation to adjacent properties beyond predevelopment conditions; b) The development will not decrease slope stability on adjacent properties; and c) Such alterations will not adversely impact other critical areas. Generally buffers are left undisturbed, but, as noted above, alterations can be made. We believe that altering the buffer to that disturbance can occur to its last 25 feet is suitable for this project provided grading will not involve adding more than 2 feet of fill in any one place and that Meadowview Estates, LLC July 12, 2013 JN 13245 Page 6 no permanent sprinkler systems are installed. The 25 feet of the buffer closest to the steep western slope should be left as -is. Although it could be argued that some additional water that would otherwise be evapotranspirated by the native vegetation will reach the steep western slope, we believe that the amount of surface water that will be directed away from the slope and to a stormwater system will easily offset this additional water. We believe that the alteration is therefore suitable because: 1) it will not increase the potential for landslide to the adjacent, downslope properties, 2) it will not affect other critical areas, 3) the hazard is mitigated to be equal to predevelopment standards, 4) it is safe in our professional opinion, a) the alteration will not increase surface water discharge or sedimentation to adjacent properties, b) the alteration will not decrease slope stability, and c) the alteration will not adversely affect adjacent critical areas. The erosion control measures needed during the site development will depend heavily on the weather conditions that are encountered. While site clearing will expose a large area of bare soil, the erosion potential on the site is relatively low due to the gentle slope of the ground. We anticipate that a silt fence will be needed around the downslope sides of any cleared areas. Rocked construction access roads should be extended into the site to reduce the amount of soil or mud carried off the property by trucks and equipment. Wherever possible, these roads should follow the alignment of planned pavements, and trucks should not be allowed to drive off of the rock -covered areas. Cut slopes and soil stockpiles should be covered with plastic during wet weather. Following rough grading, it may be necessary to mulch or hydroseed bare areas that will not be immediately covered with landscaping or an impervious surface. The drainage and/or waterproofing recommendations presented in this report are intended only to prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from the surrounding soil, and can even be transmitted from slabs and foundation walls due to the concrete curing process. Water vapor also results from occupant uses, such as cooking and bathing. Excessive water vapor trapped within structures can result in a variety of undesirable conditions, including, but not limited to, moisture problems with flooring systems, excessively moist air within occupied areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health of the occupants. The designer or architect must consider the potential vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or mechanical, to prevent a build up of excessive water vapor within the planned structure. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, should also be provided to any futur SEISMIC CONSIDERATIONS e In accordance with the International Building Code (IBC), the site soil profile within 100 feet of the ground surface is best represented by Site Class C (Very Dense Soil). The site soils have a low potential for seismic liquefaction because of their dense nature and the absence of near -surface !`_C!'1TCl�LI !`llA1C1 II TAAITC IAI(` Meadowview Estates, LLC JN 13245 July 12, 2013 Page 7 groundwater. This statement regarding liquefaction includes the knowledge of the determined peak ground acceleration noted below. As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (SS) and 1.0 second period (Si) equals 1.2g and 0.4g, respectively. The International Building Code (IBC) states that a site -specific seismic study need not be performed provided that the peak ground acceleration be equal to Sps/2.5, where Sps is determined in ASCE 7. It is noted that Sps is equal to 2/3Sms. Sties equals Fa times Ss, where Fa is determined in Table 11.4-1. For our site, Fa = 1.0. Thus, the calculated peak ground acceleration that we utilized for the seismic -related parameters of this report equals 0.32g. CONVENTIONAL FOUNDATIONS The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed, medium -dense or denser, native sand soil, or on structural fill placed above this competent native soil. See the section entitled General Earthwork and Structural Fill for recommendations regarding the placement and compaction of structural fill beneath structures. Adequate compaction of structural fill should be verified with frequent density testing during fill placement. Prior to placing structural fill beneath foundations, the excavation should be observed by the geotechnical engineer to document that adequate bearing soils have been exposed. We recommend that continuous and individual spread footings have minimum widths of 12 and 16 inches, respectively. Exterior footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface for protection against frost and erosion. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. An allowable bearing pressure of 2,500 pounds per square foot (psf) is appropriate for footings supported on competent native soil and/or structural fill as noted above. A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level, well -compacted fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: Coefficient of Friction 0.50 Passive Earth Pressure 300 pcf Where: (i) pcf is pounds per cubic foot, and (ii) passive earth pressure is computed using the equivalent fluid density. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. Meadowview Estates, LLC July 12, 2013 FOUNDATION AND RETAINING WALLS JN 13245 Page 8 Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain backfill: Active Earth Pressure " 35 pcf - backslope flatter than 3:1 H:V inclination Active Earth Pressure * 50 pcf - backslope inclined between 2:1 and 3:1 H:V Passive Earth Pressure 300 pcf Coefficient of Friction 0.50 Soil Unit Weight 135 pcf Where: (i) pcf is pounds per cubic foot, and (ii) active and passive earth pressures are computed using the equivalent fluid pressures. * For a restrained wall that cannot deflect at least 0.002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The values given above are to be used to design only permanent foundation and retaining walls that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry. It is not appropriate to use the above earth pressures and soil unit weight to back -calculate soil strength parameters for design of other types of retaining walls, such as soldier pile, reinforced earth, modular or soil nail walls. We can assist with design of these types of walls, if desired. The passive pressure given is appropriate only for the depth of level, well -compacted fill placed in front of a retaining or foundation wall. The values for friction and passive resistance are ultimate values and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from corners or bends in the walls. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a corner. Wall Pressures Due to Seismic Forces The surcharge wall loads that could be imposed by the design earthquake can be modeled by adding a uniform lateral pressure to the above -recommended active pressure. The GEOTECH CONSULTANTS. INC. Meadowview Estates, LLC July 12, 2013 JN 13245 Page 9 recommended surcharge pressure is 8H pounds per square foot (psf), where H is the design retention height of the wall. Using this increased pressure, the safety factor against sliding and overturning can be reduced to 1.2 for the seismic analysis. Retaining Wall Backfill and Waterproofing Backfill placed behind retaining or foundation walls should be coarse, free -draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the native sand is used as backfill, a minimum 12-inch width of free -draining gravel or a drainage composite similar to Miradrain 6000 should be placed against the backfilled retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. The later section entitled Drainage Considerations should also be reviewed for recommendations related to subsurface drainage behind foundation and retaining walls. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. Also, subsurface drainage systems are not intended to handle large volumes of water from surface runoff. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. Water percolating through pervious surfaces (pavers, gravel, permeable pavement, etc.) must also be prevented from flowing toward walls or into the backfill zone. The compacted subgrade below pervious surfaces and any associated drainage layer should therefore be sloped away. Alternatively, a membrane and subsurface collection system could be provided below a pervious surface. It is critical that the wall backfill be placed in lifts and be properly compacted, in order for the above -recommended design earth pressures to be appropriate. The wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. The section entitled General Earthwork and Structural Fill contains additional recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof below -grade walls, or to prevent the formation of mold, mildew or fungi in interior spaces. Over time, the performance of subsurface drainage systems can degrade, subsurface groundwater flow patterns can change, and utilities can break or develop leaks. Therefore, waterproofing should be provided where future seepage through the walls is not acceptable. This typically includes limiting cold -joints and wall penetrations, and using bentonite panels or membranes on the outside of the walls. There are a variety of different waterproofing materials and systems, which should be installed by an experienced contractor familiar with the anticipated construction and subsurface conditions. Applying a thin coat of asphalt emulsion to the outside face of a wall is not considered waterproofing, and will only help to reduce moisture generated from water vapor or capillary action from seeping through the concrete. As with any project, adequate ventilation of basement and crawl space areas is important to prevent a build up of water vapor that is commonly transmitted through concrete walls from the surrounding soil, even when seepage is not present. This is appropriate even when waterproofing is applied to the outside of foundation and retaining Meadowview Estates, LLC July 12, 2013 JN 13245 Page 10 walls. We recommend that you contact an experienced envelope consultant if detailed recommendations or specifications related to waterproofing design, or minimizing the potential for infestations of mold and mildew are desired. The General, Slabs -On -Grade, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. SLABS -ON -GRADE The building floors can be constructed as slabs -on -grade atop firm, non -organic native sand, or on structural fill. The subgrade soil must be in a firm, non -yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with select, imported structural fill. Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through the soil to the new constructed space above it. This can affect moisture -sensitive flooring, cause imperfections or damage to the slab, or simply allow excessive water vapor into the space above the slab. All interior slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4-inch thickness of gravel or crushed rock that has a fines content (percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the No. 4 sieve) of no more than 10 percent. This capillary break/drainage layer is not necessary if an underslab drainage system is installed. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI also notes that vapor retarders, such as 6-mil plastic sheeting, have been used in the past, but are now recommending a minimum 10-mil thickness. A vapor retarder is defined as a material with a permeance of less than 0.3 perms, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where vapor retarders are used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.01 perms when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well -graded compactable granular material, such as a 5/8-inch-minus crushed rock pavement base, be placed over the vapor retarder or barrier for their protection, and as a "blotter" to aid in the curing of the concrete slab. Sand was not recommended by ACI for this purpose. However, the use of material over the vapor retarder is controversial as noted in current ACI literature because of the potential that the protection/blotter material can become wet between the time of its placement and the installation of the slab. If the material is wet prior to slab placement, which is always possible in the Puget Sound area, it could cause vapor transmission to occur up through the slab in the future, essentially destroying the purpose of the vapor barrier/retarder. Therefore, if there is a potential that the protection/blotter material will become wet before the slab is installed, ACI now recommends that no protection/blotter material be used. However, ACI then recommends that, because there is a potential for slab curl due to the loss of the blotter material, joint spacing in the slab be reduced, a low shrinkage concrete mixture be used, and "other measures" (steel reinforcing, etc.) be used. ASTM E-1643-98 "Standard Practice for Installation of Water Vapor Meadowview Estates, LLC A 13245 July 12, 2013 Page 11 Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees with the recent ACI literature. We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E-1643 for installation guidelines and guidance on the use of the protection/blotter material. The General, Permanent Foundation and Retaining Walls, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. EXCAVATIONS AND SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height should not be excavated at an inclination steeper than 1:1 (Horizontal: Vertical), extending continuously between the top and the bottom of a cut. The above -recommended temporary slope inclination is based on the conditions exposed in our explorations, and on what has been successful at other sites with similar soil conditions. It is possible that variations in soil and groundwater conditions will require modifications to the inclination at which temporary slopes can stand. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. It is also important that surface water be directed away from temporary slope cuts. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sand can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These recommendations may need to be modified if the area near the potential cuts has been disturbed in the past by utility installation, or if settlement -sensitive utilities are located nearby. All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V). Compacted fill slopes should also not be constructed with an inclination greater than 2:1 (H:V). To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This can be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Adequate compaction of the slope face is important for long-term stability and is necessary to prevent excessive settlement of patios, slabs, foundations, or other improvements that may be placed near the edge of the slope. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. Topsoil is often placed on regraded slopes to promote growth of vegetation. Proper preparation of the regraded surface, and use of appropriate topsoil is necessary to prevent the topsoil from sliding off the slope. This is most likely to occur following extended wet weather if a silty topsoil is used. On steeper slopes, it may be necessary to "track walk" the slope or cut small grooves across the slope prior to placing the topsoil. nrllTrl+LJ /"�l'1\ICI II TA\ITC 1\i!"� Meadowview Estates, LLC July 12, 2013 DRAINAGE CONSIDERATIONS JN 13245 Page 12 Foundation drains should be used where (1) crawl spaces or basements will be below a structure, (2) a slab is below the outside grade, or (3) the outside grade does not slope downward from a building. Drains should also be placed at the base of all earth -retaining walls. These drains should be surrounded by at least 6 inches of 1-inch-minus, washed rock and then wrapped in non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a crawl space, and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. A typical drain detail is attached to this report as Plate 11. For the best long-term performance, perforated PVC pipe is recommended for all subsurface drains. As a minimum, a vapor retarder, as defined in the Slabs -On -Grade section, should be provided in any crawl space area to limit the transmission of water vapor from the underlying soils. Also, an outlet drain is recommended for all crawl spaces to prevent a build up of any water that may bypass the footing drains. Some groundwater was observed in the 1997 test borings. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to buildings should slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. Water from roof, storm water, and foundation drains should not be discharged onto the steep western slope; it should be tightlined to a suitable outfall located away from the western slope. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. Fills placed on sloping ground should be keyed into the competent native sand soils. This is typically accomplished by placing and compacting the structural fill on level benches that are cut into the competent soils. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. r:FnTFr.H rY]IVSLJLTANTS. INC. Meadowview Estates, LLC JN 13245 July 12, 2013 Page 13 The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557-91 (Modified Proctor). Use of On -Site Soil Debris or organic -laden onsite soils should not be used as structural fill. The on -site soil is somewhat silty and therefore somewhat moisture sensitive. Grading operations will be difficult during very wet weather, or when the moisture content of this soil well exceeds the optimum moisture content. The moisture content of the silty, on -site soil must be at, or near, the optimum moisture content, as the soil cannot be consistently compacted to the required density when the moisture content is significantly greater than optimum. Moisture -sensitive soil may also be susceptible to excessive softening and "pumping" from construction equipment, or even foot traffic, when the moisture content is greater than the optimum moisture content. It may be beneficial to protect subgrades with a layer of imported sand or crushed rock to limit disturbance from traffic. Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three -quarter -inch sieve. LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions a: they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test pits and test borings are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking samples in test pits and test borings. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency Meadowview Estates, LLC JN 13245 July 12, 2013 Page 14 fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. The recommendations presented in this report are directed toward the protection of only the proposed structure from damage due to slope movement. Predicting the future behavior of steep slopes and the potential effects of development on their stability is an inexact and imperfect science that is currently based mostly on the past behavior of slopes with similar characteristics. Landslides and soil movement can occur on steep slopes before, during, or after the development of property. However, the owner must ultimately accept the possibility that some slope movement could occur, resulting in possible loss of ground. However, we believe that the buffer determined in this report is suitable for at least 120 years. This report has been prepared for the exclusive use of E. Kent Halvorson and his representatives for specific application to this project and site. Our recommendations and conclusions are based on observed site materials and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. Please be aware that we can only document site work we actually observe. It is still the responsibility of your contractor or on -site construction team to verify that our recommendations are being followed, whether we are present at the site or not. Meadowview Estates, LLC JN 13245 July 12, 2013 Page 15 The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 6 Test Pit Logs Plates 7 — 9 Test Boring Logs Plate 10 Site Cross -Section Plate 11 Typical Footing Drain Detail Appendix We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. Respectfully submitted, GEOTECH CONSULTANTS, INC. D. Robert Ward, P.E. Principal DRW: jyb VT aid 4— U) N O O N N � Q N � O 0 E N _0 LO W r— L v M_ O N T Ln N O 7 C-5 R 4 C'P..,ER *17 5* '1­14`4 Lh. FN'E IS "". D.'roPr. UNE a.,� 'N) ' 71 E,7 j K--R7,4E;l ^A:4L'rE-, I........... - .."0. - ':4�6 IE=2'2 46" TP-4 'C 'ET'I't TP-6 Ir4 - - ---- ---- 'N x, '1 1 7 77 %. t f T P-7 B- rE F V FLFL1w I zz Ht: E E: E) V. " 10 T 7, Tam. SITE AREA /* 2 [E-:4� IS A C Z'Sj "TP-3 3-3 t FLL- I /* TP. TP-1 ............. \V A— — — — — — — — Legend: Test boring location in 1997 Test pit location in 2013 GEOTECH CONSULTANTS, INC. -d! — — — — — — — — — — — — — -- — 0 [E= D CS !E=M1-:+.: E -- — — — — — — — — — — — — ry IE--2F E SITE EXPLORATION PLAN, 15620 72nd Avenue West Edmonds, Washington Job b No: Date,*Plate: 13245 July 2013 1 No Scale 61 10 61 10 �e ol1 I TEST PIT 1 FILL I Topsoil over; Description Brown, mottled, silty SAND with gravel and some organics, very dense, loose to medium dense -becomes cemented, no organics, medium dense to dense MY -becomes gray, no gravel, more silty, wet ■ * Test Pit terminated at 7.0 feet on July 3, 2013. * Slight groundwater seepage was observed at 5.0 feet during excavation. * No caving observed during excavation. TEST PIT 2 peQ Cp FILL I Topsoil over; Description Brown, slightly silty, gravelly SAND with organics, slightly moist, loose SP -becomes mostly gray, no organics, less silty, moist, dense SM * Test Pit terminated at 6.0 feet on July 3, 2013. * No groundwater was observed during excavation. * No caving observed during excavation. GEOTECH CONSULTAINTS, Lvc. TEST PIT LOG 15620 72nd Avenue West Edmonds, Washington Job Date: Logged by. Plate: 13245 I July 2013 DRW 3 5 10 5 10 TEST PIT 3 r� 0`5 �e� S peQ� 4Go� a�\ \ �C Description FILL I Topsoil over; Brown, slightly silty, gravelly SAND with organics, slightly moist, loose to medium dense SP -becomes dense, no organics SM -becomes gray, mottled, very moist to wet, medium dense to dense * Test Pit terminated at 6.0 feet on July 3, 2013. * No groundwater seepage was observed during excavation. * No caving observed during excavation. ec eQ�r`��\e �G5 p G J TEST PIT 4 Topsoil over; Description Brown, slightly silty, gravelly SAND with organics, slightly moist, loose -becomes mostly gray, no organics, less silty, moist, dense * Test Pit terminated at 6.0 feet on July 3, 2013. * No groundwater was observed during excavation. * No caving observed during excavation. GEOTECH CONSULTANTS, LAIC. TEST PIT LOG 15620 72nd Avenue West Edmonds, Washington Job Date: Logged by. Plate: 13245 July 2013 DRW 4 10 4� ii K oeQtir� �Go��e���ap�e JSG� TEST PIT 5 Topsoil over; Description Brown, slightly silty, gravelly SAND, few organics, loose to moist -becomes mostly gray, no organics, moist, dense * Test Pit terminated at 4.0 feet on July 3, 2013. * No groundwater seepage was observed during excavation. * No caving observed during excavation. OeQtir` �Go�tie� .��ao�e JSG� TEST PIT 6 Topsoil over; Description Gray, very gravelly SAND, coarse grained, medium dense -becomes dense * Test Pit terminated at 3.0 feet on July 3, 2013. * No groundwater seepage was observed during excavation. * No caving observed during excavation. GEOTECH CONSULTANTS, INC. TEST PIT LOG 15620 72nd Avenue West Edmonds, Washington Job Date: Logged by. Plate: 13245 1 July 2013 1 DRW 5 5 10 TEST PIT 7 Topsoil over; Description Brown, .slightly silty, gravelly SAND with organics, loose to medium dense -becomes dense, more gray, no organics * Test Pit terminated at 4.0 feet on July 3, 2013. * No groundwater seepage was observed during excavation. * No caving observed during excavation. GEOTECH CONSULTANTS, LNC. TEST PIT LOG 15620 72nd Avenue West Edmonds, Washington Job Date: Logged by: Plate: 13245 1 July 2013 1 DRW 6 BORING 1 G S 4 USCS Descrintion ;s0;:',. ,t:r.frx: s;i sins;.•s: Brown, gravelly SAND with some silt, coarse -grained, moist, •r,;it;it;�t v ery dense %ali�rilF�fiyi ,r,2rf J s• 580 ��L•% +/r ill( ... SP :tl.rJ • ji GP ,o 36 ;f ,'�; -becomes less gravelly 1 of/:/rl , r/�. 1'rY %S'r' . __. .... .. .... r s'.fr.,Crr • fi +r' rfarr '•, u 74 •r'(:�SiflS:f'Fr }• tf;,;,:.; _ becomes wet 20 :R 25 26 30 33 35 40 Brown, slightly sandy and silty SAND, low plasticity, wet, stiff Mostly very fine-grained, silty SAND Gray, silty SAND, moist, dense Test boring was tarminated at 31.5 feet below grade on 1-18-97. No groundwater seepage was encountered during drilling. GEOTECH - CONSULTANTS, INC. TEST BORING LOG 15620 '--76TH AVENUE WEST EDMONDS, WA, Job No., Date: jLoggedby: Plate: 13245 JAM 1997 DRW 7 I io IL.. . 15 r-- 0 ?o 18 I 1 33 I 1 30 35 ... 35 40 BORING 2 Brown/mottled, silty SAND with gravel,, wet, loose to medium -dense I Brown/mottled, gravelly SAND with some'silt; verymoist; dense Tan, very silty SAND, lenses of silt, fine-grained, very -wet, medium -dense - becomes very moist, dense - becomes wet, lens of silt - becomes saturated Gray, sandy silt, low plasticity, wet, very- stiff - Test boring was terminated at 31.5 feet below grade on 1-18-97. Groundwater seepage was encountered at lb' and 30' during drilling, GEOTECH CONSULTANTS, INC. TEST EORiNG LOG 15620.76TH AVENUE WEST EDMONDS,.WA Job No: Date: Logged by: Plate: 13245 JAN 1997 DRW 8 BORING 3 USCS Descriotion Topsoil Brown/mottled, siltySAI�'D withygrave1, very wet; Ioose - - - SM ; -lens of silt 5 Brown gravell SAND, some silt coarse -grained wet dense U< sp ._ -_ 2 24 :: i i i i ; Gray, silty SAND, very fine-grained, wet, medium -dense 15 3 25 t -becomes less silty, moist 20 4 20 25 5 53 30 -becomes wet lens of silt --77 - Gray SAND, medium -grained, moist, dense Test boring was terminated at 26.5 feet below grade on 1-18-97. Groundwater seepage was encountered at 3' during drilling. 35........ _,.. �_ . �_..w_ _...... _.. _ .._...._. 40 GEOTECH CONSULTANTS, INC. TEST BORING LOG 15620.76TH AVENUE WEST EDMONDS, WA Job No: Date: Logged by: Plate: 13245 ✓AN 1997 DRW 9 ' I I i I 200 ` I I i I i Approximate Ground Surface I SAND 100 Wt = 135 pcf Cohesion = 50 psf Phi= 40 Degrees I� i i HARD SILT AND CLAY Wt = 125 pcf Cohesion = 300 psf i Phi= 33 Degrees i 0 0 100 200 300 400 500 i Geologic Cross Section GEOTECH 15620 72nd Avenue West CONSULTANTS, INC. i Seattle, Washington --� Job No: Date: Plate: i 13245 July 2013 No Scale 10 Slope backfill away from foundation. Provide surface drains where necessary. Backfill (See text for requirements) a `c :O Nonwoven Geotextile Filter Fabric G . Washed Rock L-' (7/8" min. size) ]Jo oOo owl o.. oJo 0�J0�0o o 4" min. 0oo°��li�i��i�i J_o Tightline Roof Drain (Do not connect to footing drain) Possible Slab t. - J �~'•, J c .) .� - yr Je'O J.�� r•`, 'C J. 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) Vapor Retarder/Barrier and Capillary Break/Drainage Layer (Refer to Report text) NOTES: (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage, waterproofing, and slab considerations. GEOTECH CONSULTANTS, LNC. FOOTING DRAIN DETAIL 15620 72nd Avenue West Edmonds, Washington Job No: Date: Plate: 13245 Jufy 2013 11 APPENDIX GEOTECH CONSULTANTS, INC. N V "W" C. V. h. North Edmonds , Earth Subsidence and;r':t�,�,,lN Landslide Hazard 1 0, Areas Map Legend —J"fT North Edmonds Earth Subsidence and Landslide Hazard Area See ECDC 23 80 C20 6 1 and ECDC 19 10) hviz cte ec ndanes are the approx;mate ex:ent of previousare present landslidirg. ha adjacent to the landslide bOUrdares', Steeo S:cre Areas 7 'K' S:oceof4C5bcrsteeper and with a vertic I relief cf ten (10) ft Cr more (See ECDC 23.80 020 B 2) Nil nimun buffe- equal'.0 the heigh.L of the steep slope or 50 feet, whichever is greater (see ECDC 23.80 C70 A. 1) C2(The buffer sIncpin is the minimum buffer adjacent to the North Edmords Sutsderce/ and Landslide Hazard Area. a similar buffer would apply to steep slope areas. but,s not shown on this map for clarity) 2 ft Topographic Contcur Vertical datum NAVD88 Parcel 0 !00 CC - — — -------------- . . . . . . . . ....... /7' MCD CMIled by LWda,, As,;oCiale,i llc 04.7vc!36 r 1�i. /K!r Aerial &.1. 011� 0EdmondsEdond, Topogrivnic carlo,rg and st— elopes data d��,ad ft— UCAP data City of Edt—ortes (Felt— :CC51 A. 'n Puget Souna We'l Potcnflal Landallde Hazard Area and Bulfur F.yual to e.e Height of the Steep Slope or 50 tL Whlcheverfs Greater East NOnll EJniunJs Earth suhslAcrice earl I arttlalrJa ttJznttl {Vue IEI.NG 19.I DI I` (ECDG 23_aD) Zone _ Zone "Zone ! Zone Zone A i B C 1 D E ----- I l ! p4ierinal Sing I Ground Surface i I l I r 306 l ! l GLACIAL OUIWASH SANDS P41Ephel DebS' rJ/Sa Kly Glavel / ! ! n.; ` Pot —lial Land511do ,yH—d Area., ` BA,u. Fail— . i - '250 ! Saop' y% ?_ 200 150! _ l I l r Pucu4d L.qg Suale - / - dP •f -'/i rs ti i . I 1 sL•pc r r 100 ! •Pot tti ILOWlizotl•yt, a8+�. .., ��' .� yli Citt{: I �t .. +. �'.• —,•`— tj ...m� ls�ale �,�m•- • �i .. .... I Paanoaltmoe-S.:wo �� _ _ �. �� :. ..� �� I sY f. i iJ�'.fi i{ r � yl�'+�c��jil I� r i?'t IY; �� - d` "� -t5 �. � •� �i.. p. SUP. J.W./b.Wy r Irtl td'91{ -I I / SLIDE COMPI.D( I� Sa dfSduClay) ;' •h L r 'I _\ - ao dsfidaR pt e. SL a C dtgl .ill 'r yid }9' t .. 5 . •{1 )I tna3Frb .. i� (Acwdl Oef u,-v es) Y•i t - Notes. . , ylm.ams o� Gae anaund�J 1p lrae I �aiu; fI .. P41cnDJIILCaIilEtl SmallSwre Slope ' iepluan[dron of lyp gal IahJslldc zrzn.s..la J I.l ' I � - � li � � f 1 �aa�hguradou, and IauJyldu'rnodiainsnu v.J I it i � ' EluvahJn a In.latd.huo y fia�'tL, c,n t7 I ,' .. ' . ,' - }.. ,, s-uLr Trl��„-�,'.'� q.S> � i -:I. ^ r't.� P n• M EdmG1J> t2N1 Sub:idarno and LanJ.lufa lFee0 . - - - • t - . "I IazaiJ Arm: T4enendsl do a t4 nJmrs '�'' i ,'.r:.: sep+a�.t0ss'^• ! t -, .i�{'t')t5 { b.lft';rlcw�iaPw.Yl only. ,, � _ � �..� . I'. ;�. •...: ,. -�� .-I ...:_ _ .. .�. � .. ._.,.. ._ _ ... .,. _� .. _. .. .._ _ i..._.. ... _ _ � r apr nation, of Zones sea-Tabi y �_ _ti.. ._ _... .. I .. ., LANDAU ASSOCIATES D Ioo 200 i'lurth Edmonds Earth Subsidence and Landslide North Edmonds Landslide Area Figure App-u•:,o—S---Feet Hazard Area Vertrcel EGeology and Slide Mechanisms 1 cagg—wrr z A Edmonds. Wasringtcm 9Y Profile.out PCSTABL6 by Purdue University modified by Peter 3. Bosscher university of wisconsin-Madison --slope Stability Analysis -- simplified 3anbu, Simplified Bishop or Spencers Method of slices PROBLEM DESCRIPTION BOUNDARY COORDINATES 4 Top Boundaries 4 Total Boundaries STAq1C_,1_ 14�41wys LS Boundary x-Left Y-Left x-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 0.00 95.00 18.00 2 2 95.00 18.00 140.00 58.00 2 3 140.00 58.00 192.00 98.00 1 4 192.00 98.00 510.00 168.00 1 ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit wt. Unit wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 135.0 145.0 200.0 40.0 0.00 0.0 0 2 125.0 135.0 300.0 33.0 0.00 0.0 0 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Page 1 Profile.out Unit weight of water = 62.40 Piezometric surface No. 1 Specified by 2 Coordinate Points Point X-Water Y-Water No. (ft) (ft) 1 140.00 58.00 2 510.00 58.00 A Critical Failure surface searching Method, using A Random Technique For Generating Circular surfaces, Has Been Specified. 225 Trial Surfaces Have Been Generated. 15 surfaces Initiate From Each of 15 Points Equally spaced Along The Ground surface Between X = 60.00 ft. and X = 110.00 ft. Each Surface Terminates Between X = 242.00 ft. and X = 245.00 ft. unless Further Limitations were Imposed, The Minimum Elevation At which A surface Extends Is Y = 0.00 ft. 10.00 ft. Line segments Define Each Trial Failure surface. Following Are Displayed The Ten Most Critical Of The Trial Failure surfaces Examined. They Are Ordered - Most critical First. Safety Factors Are Calculated By The Modified 7anbu Method Failure surface Specified By 19 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 95.71 18.64 2 105.47 20.82 3 115.14 23.40 4 124.69 26.35 5 134.12 29.68 6 143.41 33.38 7 152.55 37.44 8 161.52 41.86 9 170.31 46.63 Page 2 Profile.out 10 178.90 51.75 11 187.28 57.19 12 195.45 62.97 13 203.37 69.07 14 211.06 75.47 15 218.48 82.17 16 225.63 89.16 17 232.50 96.43 18 239.08 103.96 19 243.39 109.31 1.512 Failure Surface Specified By 19 coordinate Points Point X-Surf No. (ft) 1 95.71 2 105.53 3 115.25 4 124.86 5 134.35 6 143.70 7 152.89 8 161.90 9 170.72 10 179.34 11 187.73 12 195.89 13 203.79 14 211.43 15 218.78 16 225.85 17 232.61 18 239.05 19 243.93 •• •• 1.518 Y-Surf (ft) 18.64 20.56 22.91 25.66 28.81 32.37 36.31 40.64 45.35 50.43 55.87 61.65 67.78 74.24 81.01 88.09 95.46 103.11 109.43 Failure Surface Specified By 21 coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 85.00 16.11 2 94.96 17.03 3 104.86 18.44 4 114.68 20.33 5 124.39 22.69 6 133.98 25.53 7 143.42 28.82 8 152.69 32.58 9 161.77 36.78 10 170.63 41.42 Page 3 Profile.out 11 179.25 46.48 12 187.62 51.96 13 195.71 57.83 14 203.50 64.10 15 210.98 70.73 16 218.13 77.73 17 224.93 85.06 18 231.37 92.72 19 237.42 100.67 20 243.08 108.92 21 243.31 109.29 1.521 Failure surface specified By 22 Coordinate Points Point x-Surf No. (ft) 1 74.29 2 84.26 3 94.18 4 104.04 5 113.81 6 123.48 7 133.01 8 142.40 9 151.63 10 160.67 11 169.50 12 178.12 13 186.49 14 194.60 15 202.44 16 209.99 17 217.24 18 224.16 19 230.74 20 236.98 21 242.85 22 243.45 1.523 Y-Surf (ft) 14.08 14.85 16.08 17.75 19.88 22.45 25.45 28.89 32.75 37.02 41.71 46.79 52.26 58.10 64.31 70.87 77.76 84.98 92.50 100.32 108.41 109.33 Failure surface specified By 22 Coordinate Points Point x-surf Y-surf No. (ft) (ft) 1 67.14 12.72 2 77.14 12.87 3 87.12 13.51 4 97.06 14.63 5 106.93 16.24 6 116.71 18.32 Page 4 Profile.out 7 126.38 20.88 8 135.91 23.90 9 145.28 27.38 10 154.48 31.32 11 163.47 35.70 12 172.23 40.51 13 180.76 45.74 14 189.02 51.38 15 196.99 57.41 16 204.66 63.82 17 212.01 70.60 18 219.03 77.73 19 225.68 85.20 20 231.97 92.97 21 237.87 101.05 22 243.30 109.29 1.527 * Failure Surface specified By 19 coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 95.71 18.64 2 105.09 22.11 3 114.38 25.81 4 123.58 29.73 5 132.69 33.86 6 141.70 38.20 7 150.60 42.75 8 159.40 47.51 9 168.08 52.47 10 176.64 57.64 11 185.08 63.01 12 193.39 68.57 13 201.57 74.33 14 209.61 80.27 15 217.50 86.40 16 225.26 92.72 17 232.86 99.22 18 240.31 105.89 19 244.12 109.47 1.529 * * •• Failure surface specified By 22 coordinate Points Point x-Surf Y-Surf No. (ft) (ft) 1 74.29 14.08 2 84.28 14.35 3 94.25 15.13 4 104.17 16.40 Page 5 318 255 191 127 63, mil Safety Factors 1.51 1.52 1.52 1.52 1.53 1.53 1.53 1.53 1.53 1.54 Profile.out PCSTABL6 by Purdue university modified by Peter 7. Bosscher university of Wisconsin -Madison VkA* l L 4k kySIS W/ 6­6 -1:�b T gvcf W- --Slope Stability Analysis -- Simplified Janbu, Simplified Bishop or Spencers Method of Slices PROBLEM DESCRIPTION BOUNDARY COORDINATES 4 Top Boundaries 4 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) BeloW Bnd 1 0.00 0.00 95.00 18.00 2 2 95.00 18.00 148.00 58.00 2 3 148.00 58.00 192.00 98.00 1 4 192.00 98.00 510.00 168.00 1 ISOTROPIC SOIL PARAMETERS 2 Type(s) of soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 135.0 145.0 200.0 40.0 0.00 0.0 0 2 125.0 135.0 300.0 33.0 0.00 0.0 0 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Page 1 Profile.out unit weight of water = 62.40 Piezometric surface No. 1 specified by 2 Coordinate Points Point X-Water Y-Water No. (ft) (ft) 1 148.00 58.00 2 510.00 58.00 A Horizontal Earthquake Loading Coefficient Of0.160 Has Been Assigned A vertical Earthquake Loading Coefficient Of0.000 Has Been Assigned Cavitation Pressure = 0.0 psf A Critical Failure surface Searching Method, using A Random Technique For Generating Circular surfaces, Has Been specified. 400 Trial surfaces Have Been Generated. 20 Surfaces Initiate From Each Of 20 Points Equally spaced Along The Ground Surface Between X = 60.00 ft. and x = 110.00 ft. Each surface Terminates Between X = 242.00 ft. and X = 245.00 ft. unless Further Limitations were Imposed, The Minimum Elevation At which A surface Extends Is Y = 0.00 ft. 10.00 ft. Line segments Define Each Trial Failure surface. Following Are Displayed The Ten Most Critical Of The Trial Failure surfaces Examined. They Are Ordered - Most Critical First. Safety Factors Are Calculated By The Modified Bishop Method Failure surface Specified By 19 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) Page 2 Profile.out 1 96.84 19.39 2 106.52 21.92 3 116.09 24.80 4 125.56 28.02 5 134.90 31.59 6 144.11 35.49 7 153.17 39.73 8 162.07 44.29 9 170.80 49.17 10 179.34 54.36 11 187.69 59.86 12 195.84 65.66 13 203.77 71.76 14 211.47 78.13 15 218.94 84.78 16 226.16 91.70 17 233.12 98.88 18 239.82 106.30 19 242.11 109.03 circle center At x = 32.0 ; Y 1.120 * 287.1 and Radius, 275.4 Failure surface specified By 19 coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 99.47 21.38 2 109.21 23.67 3 118.84 26.35 4 128.36 29.41 5 137.75 32.84 6 147.00 36.64 7 156.10 40.81 8 165.02 45.32 9 173.76 50.19 10 182.29 55.40 11 190.62 60.94 12 198.72 66.80 13 206.58 72.98 14 214.19 79.46 15 221.54 86.24 16 228.62 93.31 17 235.41 100.65 18 241.91 108.25 19 242.62 109.14 circle center At x = 46.1 ; Y 1.133 ••• 269.0 and Radius, 253.4 Failure surface specified By 19 coordinate Points Page 3 318. 255. 191. 127. 63. 63.75 127.50 191.25 255.00 318.75 382.50 446.25 510.00 Safety Factors 1.12 1.13 1.13 1.13 1.14 1.15 1.15 1.15 1.15 1.15 Profile.out PCSTABL6 by Purdue University modified by Peter J. Bosscher University of Wisconsin -Madison --slope Stability Analysis -- simplified 3anbu, simplified Bishop or Spencers Method of slices PROBLEM DESCRIPTION BOUNDARY COORDINATES 4 Top Boundaries 4 Total Boundaries Boundary x-Left Y-Left x-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 0.00 95.00 18.00 2 2 95.00 18.00 148.00 58.00 2 3 148.00 58.00 192.00 98.00 1 4 192.00 98.00 510.00 168.00 1 ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total saturated cohesion Friction Pore Pressure Piez. Type Unit wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 135.0 145.0 200.0 40.0 0.00 0.0 0 2 125.0 135.0 300.0 33.0 0.00 0.0 0 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Page 1 Profile.out unit weight of water = 62.40 Piezometric surface No Point x-Water No. (ft) 1 148.00 2 510.00 1 specified by 2 coordinate Points Y-Water (ft) 58.00 58.00 A Horizontal Earthquake Loading Coefficient Of0.160 Has Been Assigned A vertical Earthquake Loading Coefficient Of0.000 Has Been Assigned Cavitation Pressure = 0.0 psf A Critical Failure surface searching Method, using A Random Technique For Generating Circular surfaces, Has Been specified. 400 Trial surfaces Have Been Generated. 20 Surfaces Initiate From Each of 20 Points Equally Spaced Along The Ground Surface Between X = 60.00 ft. and X = 110.00 ft. Each surface Terminates Between X = 257.00 ft. and X = 300.00 ft. unless Further Limitations Were Imposed, The Minimum Elevation At which A surface Extends Is Y = 0.00 ft. 10.00 ft. Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure surfaces Examined. They Are Ordered - Most Critical First. Safety Factors Are Calculated By The Modified Bishop Method •• Failure Surface Specified By 20 Coordinate Points Point X-surf Y-surf No. (ft) (ft) Page 2 Profile.out 1 96.84 19.39 2 106.30 22.63 3 115.69 26.07 4 125.01 29.71 5 134.24 33.55 6 143.39 37.59 7 152.45 41.83 8 161.41 46.26 9 170.28 50.88 10 179.04 55.70 11 187.70 60.70 12 196.25 65.89 13 204.68 71.27 14 213.00 76.82 15 221.19 82.55 16 229.26 88.46 17 237.20 94.54 18 245.00 100.79 19 252.67 107.21 20 259.00 112.75 Circle Center At x = -48.1 ; Y = 458.7 and Radius, 462.6 1.179 • •• •• Failure surface specified By 21 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 96.84 19.39 2 106.61 21.54 3 116.30 24.02 4 125.89 26.83 5 135.39 29.96 6 144.78 33.41 7 154.04 37.18 8 163.17 41.26 9 172.16 45.65 10 180.99 50.33 11 189.66 55.32 12 198.16 60.59 13 206.47 66.15 14 214.59 71.99 15 222.50 78.10 16 230.21 84.47 17 237.69 91.10 18 244.95 97.98 19 251.97 105.11 20 258.74 112.46 21 258.98 112.74 Circle Center At x = 38.2 ; Y 1.182 Page 3 308.7 and Radius, 295.2 Profile.out Failure surface specified By 20 coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 99.47 21.38 2 109.24 23.52 3 118.93 26.00 4 128.53 28.80 5 138.02 31.94 6 147.41 35.40 7 156.67 39.17 8 165.79 43.27 9 174.77 47.67 10 183.59 52.38 11 192.24 57.39 12 200.72 62.70 13 209.01 68.29 14 217.11 74.16 15 225.00 80.30 16 232.67 86.72 17 240.12 93.39 18 247.33 100.31 19 254.30 107.48 20 259.11 112.77 circle center At X = 41.9 ; Y 1.193 307.1 and Radius, 291.5 Failure surface specified By 21 coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 96.84 19.39 2 106.75 20.78 3 116.58 22.59 4 126.33 24.82 5 135.97 27.46 6 145.50 30.50 7 154.89 33.95 8 164.12 37.80 9 173.17 42.04 10 182.05 46.65 11 190.71 51.64 12 199.16 57.00 13 207.37 62.70 14 215.33 68.76 15 223.02 75.14 16 230.44 81.85 17 237.57 88.87 18 244.39 96.18 19 250.89 103.78 20 257.06 111.64 21 257.65 112.45 Page 4 w 318.7 255.0 191.2 127.5 63.T 0 63.75 127.50 191.25 255.00 318.75 382.50 446.25 510.00 Safety Factors 1.18 1.18 1.19 1.20 1.21 1.22 1.22 1.22 1.23 1.23 _:. qIS7"LET r1l, :. CITY OF EDMONDS Riff i89p ,) Address of Construction: Property Legal escription (Include all easements): SIDE, 'SEWER. fE"RMIT PERMIT i� 3291 e � . Owner and/or Contractor: Q, �C,'y k O e, State License No. C41r r 6S 1) oL B Building Permit No. —� Single Family ❑ Multi -Family (No. of Units ) ❑ Commercial ❑ Public U Invasion into City Right-of-way; J No ❑ Yes RW Construction Permit No. Cross other Private Property No El Yes Attach legal description and copy of recorded easement 8- 9/ I certify that I have read and shall c ply with all city requirements Date as indicated on the back of the Permit Card. * CALL DIAL -A -DIG (1-800-424-5555) BEFORE ANY EXCAVATION.* USE ONLY ,. * FOR INSPECTION CALL 771-3202, PUBLIC WORKS DEPT. Permit Fee: 30 ...-r Trunk Charge:Q Assessment Fee: ^ Lid No.: Issued By Date Issued: Receipt No.: Partial Inspection: Date Initial Comments Reason Rejected: Date Initial Final Inspection Approved: Date _J' Z Initial" ** PERMIT MUST BE POSTED ON JOB SITE ** White Copy: File Green Copy: Inspector Bull Copy: Applicant Revised 3190 PAGE: -,N GRINDER PUMPS ADDRESS: t 02 - -7 o� `�l NAME OF' HOMEOWNER: ��J4_Z1���1_ — �l i �� PHONE:- 7if 3 - ,,-)-d oc l w"& S 46 -'Of 7 MAKE OF PUMP: cZ� iry� _ ;L t>p M I - MAX AMPS: �_ VOLTS: � SIZE OF OUTFALL LINE: 1/�" �y� o� Pq)L- LENGTH OF LINE: 31-0, MAX HEAD OF PUMP: APPROX. TOTAL HEAD: I irD DATE INSTALLED: �_ �- G IMPELLER TRIM: LOCATION OF WET WFT.T. T nrhmTnU flT: DnW VD nnv . 9/84 ml r i The City of Edmonds Side Sewer Drawing EASEMENT NO--------------------------------------------- c /-'� �; �`D � M� NEW CONSTRUCTION g-' REPAIRS ❑ LID NO . .................. . ASMT. NO. ------------------ 'OWNER S AV---------------------•---------------------------------.-.-.------ CONTRACTOR aL%c-�o.� .. PERMIT NO. JOB ADDRESS 1�----- ----- C . "" --- LEGAL DESCRIPTION: LOT NO- ------------------------------ ------- BLOCK NO.------------------------------.---- LYNNWOOD LINE NAMEOF ADDITION-------------------------------------------------------------------------------------------------- ------------------- 4" Pv.e- c(o ►� LYNNWOOD LINE -S P CopPOL � � 4 P � � 0 � I J �O wq" 4 �i' COI�� aa• �" � �� 6•R�M? CONT�•IS 'As s fd.W. vJw�l + t � � O I i 0 �► {� ?� jr z 5°ra,3� O � Sax 3S,lloo� i _I �+ u �t MAt�f I V:t" poLy lam.?S 2'Da cagr.lt Approved: 014?VE i PWW-0001-11/75 (REV.11/78) DATE — ---------------- By " ... /`ZG, — 0 0 PLANNING DATA NAME:k SITE ADDRESS: 72" .-e 0, DATE: ZONING:. f-5- 20 PLAN CHK#: PROJECT DESCRIPTION: V CJ CORNER LOT N. (Yes/No) FLAG LOT No (Yes/No) SETBACKS: Required Setbacks: /� I 35 Front: 257, Left Side: 10' Right Side: /O ' Rear: 2-5 " Actual Setbacks: No fr0P0,u,k s��a,�s - Nar Front: Left Side: Right Side: Rear: Street map checked for additional setback required? A (Yes/No) LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED N- (Y/N) LOT COVERAGE: Maximum Allowed: 35�a Actual: No c BUILDING HEIGHT: Maximum Allowed: 25 Actual Height: N A Datum Point: Datum Elevation: A.D.U. CREATED?: lU•e SUBDIVISION: CRITICAL AREAS #: C4 - 97- /Z5 - - s,,eav s —J-K-;s p'-y" is stw5,1, f w, — a/ ,.v 1,em��,o 1.z,,C ,n:;., COG - Zo, i SB_ 090, I SEPA DETERMINATION: PMS o-i .r c ( Zoo � fP� po.�d ��•�i to /8/ 7 LOT AREA: 't- (ZG4 , 69 x 3190. 75) 4 od ,q 39I _ 13 9 Z 87. OTHER: Plan Review By: cAfi'1cs\pe mi[\"pinndnLdoc BUILDING DEPART nE MBER 17`;,^'j 7.ONE Applicant Fill )�^�O PERMIT APPLICAT! Inside Heavy Lines �« ( ADDRESS / �� I n /• �1+ O pS .yZ��� (N//•%-A- NAME (OR NAME OF BUSINESS) r/ ' � i"' VARIANCE OR COND. USE NO. ADB NO, HF•IGHT �:* 2 W 3 MAILING AD RESS V PROPOSED YARDS LOT COVERAGE 400 Nd 11j, , "$�•' D CITY_ / ELEPHONE NUMBER _ 'FRONT 171 SIDE J� REAR J/(1 I---I / yl,l f,/ i 1 �f� SIGN AREA I v, ENVIRONMZNTAL REVIEW O W: tom. (((��� "` ���lll 2� 10 / ALLOWED PROPOSED Z ❑COMPLETE EXEMPT ZNAM •» - U r a( I REMARKS j W F ADORESu •''�/ S 2 ,- = {r.-.�, ING EVT, APPR VAL DATE b -- S CITY `/ ELEIHONE NUMSCR p/ :35 7� LEGAL LO LOT AREA SVB IV ISIUN NO. NAME �VES NO l Jn r• /��A1 'L� Ll L 1 P,.i /! `I STREET R/W EXISTING STREETRf /W Q(FT. DEFICIENCY THIS PROPERTY O f ADDRESS ' COMP. PLAN ST. R/W FT. OFT. ` C CITY TELEPHONE NUMBER REMARK5 Driveway slope not to exceed those o t liJc%tiJ ��'� IL4a• G Z- — G<G 2­- indicated on Standard Drawtnn #103__ Z;TATE LICENSE NUMBER CITY LICENSE NUMBER C CKF: RY Z t' Legal Description of Property (Show Below Or Attach Four Copies) STREET AND/OR UTILITY WORK R(W PERMIT REOVIRE'D W� , i V, �r, — REO'D, EYES ❑NO .M"YCS El No V UNDERGROUND W Z _ ,( 'j /C 1�, WIRING REO'D. EI YES jiNO 6F r1 ]�`j^ `— C TYPE CONNECTION YE$ VERIFI .D BY • Q SANITARY SEWER wNO - 011-qSEPTIC 1`E d1 SYSTEM PERMIT `� V$ E NUI.IBER O APPVD BY CITY END. No ^DEl — ply W R E MAi/ I ✓ C ` �J�'E V'474tdqIr� i MESTER 512E 7 SERVICE SIZE CLEARANCE C!tECt(ED BY REMARt 6 '•"� 1 i IyI NEW RESIDENTIAL ElGAS LINE FIRE 20NE TYPE OF CON RV/�I�N COCr F. LJ NON-R ESIDE NTIAI 1 e' SIGN 7 , ` t ADD a ER ETAINING D F.MOLISH SP ECIAL IN S PECTOR AREA OCCUPANCY OCCUPANT t L- WALL CA ALTER. EXCAVATE FENCE ❑ REOUIREO C YES NO GROUP _ LOAD -r-'f _J-- ( I F F L OR❑ (_ x_Fr) !'LAN CHF KE BY THIS SITE IS LOCATED IN THE CITY I. r f t REPAIR PRE"INSP.MOVE ❑ SWIM OF EDMONDS. LOCAL SALES TAX D SHOOL D RE t' 'J ' kk i PUOL E RK Z 9 NUMBER OF STORIES NUMBER OF ELLING UNITS NATUFJE OF WORK TO BE DONE 1 Cd,U S �Y0 VALUATION FEE -- Z O PROPOSED USE PLAN CHECK NO. G l% ' , y Q PLOT PLAN INDICAVE BUILDING SETBACKS, ABUTTING STREETSI BUILDING ,y i� vV C /66 �U --- - N 1e PLUMBING �7 S� --- D -- ' 0 O HEAT h GAS LINE a _ i FENCE — SIGN RETAINING WALL -- SWIMMING POOL -- TOTAL AMOUNT DUE '(Y/ t �� 1 hereby acknowledge that I have :cad this application; that the in- formation given is correct; and that I am the owner, or the duly author- aV ized agent of the owner. 1 agree to comply with city and state laws regu- lating construction; and in doing the work authorized thereby, no person.. ATTENTION APPLICATION APPROVAL will be employed in violation of the Labor Code of the, State of tVashingtun THIS PERMIT relating to NVOrkmen's Compensation Insurance. AUTHORIZES 'rills application is not ¢ permit until NOTE: Permit Limit One Yecrwxcept DEMOLITIONS and FILL ONLY THE signed by the Building Official or his Dep. PERMITS without conditional use permit• which shalt be completed in 90 WORK NOTED uty; and fees are paid, and receipt is ac. - days; hIOVED-IN BUILDINGS si It be cumpleted in six months.) 1(nowledged In apace provided. ' t SIGNATURE IOWNER OR GEN DATE SIGNED INSPECTION DEPARTMENT D,CTO R' GNA VP. t(V// CITY OF % EDMONDS NOTE: Applicant Subject to Plan C ieck Tee ATE 775.2525 .y - I - This Permit covers work to be done on private property ONLY. Any construction on the public domain (curbs, sidewalk.., driveways, ORIGINAL - F,Ir• YELLOW - Insrector _ 'marquees, etc.) will require seperete permission. GOLD - Asscsser PINK - Owner II- =X340 Sao" I WAS" pol 3a It N9 T AW y- 4;e- 3 .4, .. .... fRo rv1 M E�PI� I K.1C,� P. 0, BOX 32 LYNWOOD 7 7 -i 1 Ir t � t .�f 4' ' STREET'FILE . f CITY OF EDMONDS BARBARAFAHEY ` 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 7/24/97 E. Kent Halvorson, Inc. 9840 Willows Road N.E. STE 200 Redmond, WA 98502 Subject: Determination regarding Critical Areas Checklist # 97-125 ��� 0� 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 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 copy of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL _41111111111110 PERMIT APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED. Permit applications include the following: Building Permits Conditional Use Permits Subdivisions Variances Applications to the AD`B* Land Use Applications Any other development permit applications. cc: Betty Rusnak 15620 72nd Avenue West Edmonds, WA 98020 Note Attachments: Determination addendum Architectural Design Board Thank you. Diane Cunningham Planning Secretary C: Reception\Jana\CRLTR.doc • Incorporated August 11, 1890 • Sister Cities International — Hekinan, JaDan City of Edmonds Critical Areas Determination Applicant: Betty Rusnak Determination #: CA-97-125 Project Name: Permit Number: Site Location: 15620 - 72nd Avenue W. Property Tax Acct #: 5133 000 025 0109 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 '(ECDQ. 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 of 40% or more with at least 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: For development proposals which will occur within the 50-foot buffer, but no closer than 25 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, except those done by a licensed geotechnical engineer, must.be completed 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.150). 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. The site is also in an area designated on the Critical Areas inventory as Slopes with Erosion Potential. All proposed development must have an erosion control plan approved by the City of Edmonds Engineering Department. I 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. M.E. Meg Gruwell —L.c July 16, 1997 Name k.4ignature Date 2 FILE NO. ` j�I f -� ritical Areas Checkli l� Site Information (soils/topography/hydrology/vegetation) 1. Site Address/Location: 15620 - 72nd Avenue 4Iest 2. Property Tax Account Number: 5133-000-025-0109 3. Approximate Site Size (acres or square feet): / 4. Is this site currently developed? X yes; no. / If ves; how is site developed? Res. and Yard 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. 90% 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). 10% 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: NO ;Approx. Depth: -0- 7. Site contains areas of seasonal standing water: No : Approx. Depth: -0- What season(s) of the year? N/A 8. Site is in the floodway No tloodplain No of a water course. 9. Site contains a creek or an area where water f19ws across the grounds surface?lows are year-round? No Flows are seasonal? 1 ° (What time of year? N A 10. Site is primarily: forested 90% ; meadow ;shrubs ; mixed urban landscaped (lawn,shrubs etc) 10% ' 11. Obvious wetland is present on site: No --- --=--- ---------------------=----==-== For Ci ...:Staff LTse .Oni �_w_ y ----- - ------------ 1. Site is Zoned? _ VVtuVni" Reviewed by: PI nner Date77777 ^.a chk.dw;Re"02/11/97 City of Edmonds Critical Areas Determination Applicant: Betty Rusnak Determination #: CA-97-125 Project Name: Permit Number: Site Location: 15620 - 72nd Avenue W. Property Tax Acct #: 5133 000 025 0109 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 of 40% or more with at least 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: For development proposals which will occur within the 50-foot buffer, but no closer than 25 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, except those done by a licensed geotechnical engineer, must.be completed 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.150). 2. If development must occur within the critical area, buffer, and/or buffer setback, and is not identified as an exception per ECDC Chapter 20.1513, 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. The site is also in an area designated on the Critical Areas inventory as Slopes with Erosion Potential. All proposed development must have an erosion control plan approved by the City of Edmonds Engineering Department. 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. M.E. Meg Gruwell July 16, 1997 Name ignature Date K A FILE NO. `" 1- i 4ritical Areas Checkli ---------------------------------------------------------------- Site Information (soils/topography/hydrology/vegetation) ; �c 1 3 Site Address/Location: 15620 - 72nd Avenue West 5133-000-025-0109 V' Property Tax Account Number:' Approximate Site Size (acres or square feet): 4. Is this site currently developed? x yes; no. � Res. and Yard 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. 90� 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°0 ( a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). 107 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: No ; Approx. Depth: -0- 7. Site contains areas of seasonal standing water: No ; Approx. Depth: -0- What season(s) of the year? N/A 8. Site is in the floodway No floodplain No of a water course. 9. Site contains a creek or an area where water f�Qw s across the grounds surface? lows are year-round? No Flows are seasonal? 1 o (What time of year? ,A ). 10. Site is primarily: forested 90% ; meadow ;shrubs ; mixed ; urban landscaped (lawn,shrubs etc) 10% 11. Obvious wetland is present on site: No WAIVER Reviewed by: Planner : Date. ^ca chk.duc; Re,O'./1'1/97 Inc. 1890 0 SWEET FILE CITY OF EDMOIVDS BARBARA FAHEY MAYOR 250 5TH AVENUE NORTH EDMONDS-WA-98020_• (206) 771-0220 • FAX (206) 771-0221 COMMUNITY SERVICES DEPARTMENT Public Works • Planning • Parks and Recreation • Engineering Mrs. Michael Rusnak July 7, 1997 15620 72nd Avenue West Edmonds, Washington 98026 RE: Permit Request for Slope Repair, Drainage and Stabilization Pursuant to our meeting on July 3rd, I have discussed your situation with City staff and the following shall be imposed on your project as required by City Ordinance #2661, the Meadowdale Landslide Hazard Area Ordinance: 1. The grading and drainage plan must be designed and stamped by a licensed engineer. The grading plan must include a, typical section view showing cut and fill amounts. 2. The geotechnical engineer of record shall review the proposed grading and drainage plan. A letter shall be submitted to the City that states the plans are in conformance with the recommendations called out in the geotechnical report dated 2/24/97. 3. Critical areas and SEPA checklists are required to be submitted to Planning for review. 4. The private easement that is needed for the overall drainage plan must be secured and submitted to the City for review prior to the issuance of the permit. 5. The contractor must post a general public liability insurance certificate in the amount of one million dollars for the duration of the project. 6. Outside. peer review is required, this process typically takes 45 working days however, we will attempt to expedite this review time. 7. A Covenant to Notify is required (form enclosed), this must be executed by the owner(s) of record and shall be recorded against the land to indemnify and hold harmless the City of Edmonds. 8. Special inspection by the geotechnical engineer of record shall be required. Field reports shall be submitted to the City for review and comment on a weekly basis. 9. A Right -of -Way permit is required for storm drainage installation in City right-of-way. It is not our intent to cause you undue hardship, however, compliance to: the codes and ordinances of the City are required to ensure the fair and equal treatment of all citizens. As you know, your property is located in a designated earth subsidence landslide area and is subject to the regulations of City Ordinance 2661, most of which cannot be waived by City staff. Thank you, ,3ft eannine L. Graf Building Official, C.B.O. • Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan 1 Cs E O T E C February 24, 1997 CONSULTANTS, INC_ 13256 N.E. 20th St. (Northup Way), Suite 16 Bellevue, WA 98005 (206) 747.5618 FAX 747-8561 VrIlD C� Michael &Betty Rusnak RECEIVE - 72nd Avenue West Edmonds, Washington 98026 JUN 17 1997 Subject: Geotechnical Engineering Study P AWITGOu�� �� Recent Landslide �- 15620 - 72nd Avenue West Edmonds, Washington Dear Mr. and Mrs. Rusnak: We are pleased to present this geotechnical engineering report of the landslide that recently occurred at the subject site. The Vicinity Map, Plate 1, illustrates the general location of the site. The scope of our work consisted of exploring site surface and subsurface conditions near the landslide area, and then developing this report to provide recommendations for general earthwork and design criteria for the repair of the landslide. SITE CONDITIONS Surface We acquired surface information about the subject property by making two site visits on January 4 and 18, 1997 and by reviewing a topography map of the landslide area. This map, which is dated February 1997, was prepared by the Far Company. The Rusnak residence is located on the western side of unimproved 72nd Avenue West in Edmonds. The 'property slopes gently to moderately down from the street to the western side of the residence. An approximate 50-foot- wide yard is located between the western side of the residence and the top of a very steep, approximate 80-foot-high slope that drops to the neighboring property. At the bottom of this steep slope is a somewhat flat, grassed area. Residences are located to the north and south of this grassed area. 75th Place West is located to the west and about 15 feet below the grassed area. On the southern side of the Rusnak property, there is a wide, forested swale that extends from both undeveloped and developed properties that are upslope and east of the Rusnak property. This swale directs surface and subsurface water directly to the steep slope where the landslide occurred. The surface of the swale shows no signs of annual surface flow, so most of the water flow down the swale must be subsurface. The approximate 40-foot-wide landslide occurred almost directly west of the subject residence and xtends to the base of the steep slope. We observed that the landslide is only about 3 to 4 feet in �'" GEOTECH CONSULTANTS, INC. Michael and Betty Rusnak • February 24, 1997 • JN 97001 Page 2 depth, but an approximate 10-foot-vertical exposure was created at the very top of the slide. The mud from the landslide flowed across the flat area at the base of the slope and extended near or against the residences on either side of the flat area. A large soldier -pile retaining wall is located at the base of the portion of the steep slope near the northern residence, and we believe that this wall kept the portion of the hillside above it stable. We observed during both visits that groundwater continues to seep from the steep slope at about 20 feet below the top of the slope. We understand from conversations with the Rusnaks and some neighbors that significant surface water was seen flowing through the swale that is south of the Rusnak residence, as well as from the place where seepage is still occurring, prior to the landslide. Subsurface The subsurface conditions were explored by drilling three test borings at the approximate locations shown on the Site Exploration Plan, Plate 2. The field exploration program was based upon the proposed construction and required design criteria, the site topography and access, the subsurface conditions revealed during drilling, the scope of work outlined in our proposal, and the time and budget constraints. The borings were drilled on January 18, 1997, using a skid -rig -mounted, hollow -stem auger drill. Samples were taken at 5-foot intervals with a standard penetration sampler. This split -spoon sampler, which has a 2-inch outside diameter, is driven into the soil with a 140-pound hammer falling 30 inches. The number of blows required to advance the sampler a given distance is an indication of the soil density or consistency. A geotechnical engineer from our staff observed the drilling process, logged the test borings, and obtained representative samples of the soil encountered. The Test Boring Logs are attached as Plates 3 through 5. Test Borings 1 and 2, which were drilled near the top of the slope in the landslide area, encountered 15 to 19 feet of dense to very dense, gravelly sand. This sand was underlain with stiff and dense, sandy silt and silty sand to the maximum -explored depth of 31 feet. The third boring was drilled away from the slope and also encountered dense sand near the ground surface. The sand was underlain by medium -dense to dense, silty sand to the maximum -explored depth of 26 feet. We observed in the landslide area that a lens of silt is about 20 feet below the top of the slope. The final logs represent our interpretations of the field logs and laboratory tests. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. Where a transition in soil type occurred between samples in the borings, the depth of the transition was interpreted. The relative densities and moisture descriptions indicated on the test boring logs are interpretive descriptions based on the conditions observed during drilling. Groundwater Groundwater seepage was observed below a depth of about 16 feet in Test Boring 1 but near the ground surface in Test Boring 3. The test borings were left open for only a short time period. GEOTECH CONSULTANTS, INC. Michael and Betty Rusnak February 24, 1997 A 97001 Page 3 Therefore, the seepage levels on the logs represent the location of transient water seepage and may not indicate the static groundwater level. It should be noted that groundwater levels vary seasonally with rainfall and other factors. We anticipate that groundwater could be found at similar depths as noted in the test borings, but only during extremely wet winter and spring months. CONCLUSIONS AND RECOMMENDATIONS General It is our professional opinion that the landslide occurred due to an excessive amount of rain and snow melt runoff. Runoff, which is directed to the slope by the existing southern swale, saturated the upper soils at the top of the slope until the soils were so heavy that their weight overcame the strength of the soils. The runoff must have been excessive because the uppermost soils have a relatively high level of strength, as noted on the boring logs. We understand that water was seen on the surface of the swale before the landslide occurred. This is likely a very rare occurrence, because we observed no indications of normal water flow in the swale; the swale is heavily vegetated with trees and ferns and has no surface ruts. It is our professional opinion that controlling the near -surface and surface water in the southern swale and regrading the top of the landslide area will adequately stabilize the slope. Although we believe that it would take another exceptional amount of runoff to potentially destabilize the slope, we believe repairs should be performed to ensure that further instability does not occur in the property's yard area. To stabilize the landslide area, we recommend completing the following four repair items: Install a 5-foot-deep French drain system across the southern swale in the location indicated on Plate 2. This was where groundwater was found in Test Boring 3. This location was chosen for installation of the drain system because groundwater was encountered near the ground surface in that area, and the trench depth would therefore be minimal The depth to groundwater near the top of the slope is 16 feet, which makes controlling the groundwater at that location very difficult to nearly impossible. The French drain should be connected to a 6-inch tightline pipe that extends down the slope from the Rusnak residence. A concrete "dam" should be installed at the connection between the drain pipe and the tightline pipe so that water from the French drain cannot flow into the trench of the tightline pipe. The tightline pipe should be placed on that portion of the slope where the landslide did not occur. In our opinion, the best location is on the southern side of the landslide area. This tightline pipe should connect to the storm water drain system along 75th Place West. An easement will likely be needed to extend that pipe between the Rusnak property and the street. The pipe should consist of Drisco material. The pipe should be placed on top of the ground where the slope inclination is greater than 15 percent, and it should be buried where the slope is less than 15 percent. The Drisco pipe should be staked to the slope where it is placed on top of the ground surface. 2. Hook the roof and driveway drains of the residence into the Drisco pipe. 3. Regrade the top portion of the landslide area that is now nearly vertical to a 2:1 (Horizontal:Vertical) inclination. The approximate location of this regrading is shown on Plate 2. GEOTECH CONSULTANTS, INC. Michael and Betty Rusnak • • JN 97001 February 24, 1997 Page 4 4. Cover all exposed soils in the landslide area with jute netting and then revegetate with deep - rooting plants. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. Excavations and Slopes Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. Based upon Washington Administrative Code (WAC) 296, Part N, the soil type at the subject site would be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height cannot be excavated at an inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. The above -recommended temporary slope inclination is based on what has been successful at other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sand can cave suddenly and without warning. Utility contractors should be made especially aware of this potential danger. All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V). Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. Also, all permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. Drainage Considerations We recommend that the French drain be installed across the southern swale as shown on Plate 2. A detail, for the drain is shown on Plate 5. As noted on Plate 5, the 6-inch, perforated PVC drain should be surrounded by at least 6 inches of 1.5-inch-minus, washed rock and then wrapped in non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). A plastic or 20-mil visqueen barrier should be placed on the downslope side and bottom of the trench so that water has to back up into the perforated pipe. Water from the French drain and the residence drains should not be discharged onto the slope; it should be tightlined to a suitable outfall located away from any slopes. We recommend that the discharge point be along 75th Place West. GEOTECH CONSULTANTS, INC. Michael and Betty Rusnak February 24, 1997 LIMITATIONS • J N 97001 Page 5 The analyses, conclusions, and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil encountered in the test borings is representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test borings. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of Mr. and Mrs. Rusnak and their representatives for specific application to this project and site. Our recommendations and conclusions are based on observed site materials, and selective laboratory testing and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. We recommend including this report, in its entirety, in the project contract documents so the contractor may be aware of our findings. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 5 Test Boring Logs Plate 6 French Drain Detail GEOTECH CONSULTANTS, INC. Michael and Betty Rusnak JN 97001 February 24, 1997 Page 6 We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. DRW:ant Respectfully submitted, GEOTECH CONSULTANTS, INC. EXPIRES P D. Robert Ward, P.E. Associate GEOTECH CONSULTANTS, INC. ,(ISt. 1 S 9 Q S7%ET CITY OF EDMONDS B ARA FAHEY MAYOR 250 5TH AVENUE NORTH • EDMONDS, WA 98020 • (206) 771-0220 • FAX (206) 771.0221 COMMUNITY SERVICES DEPARTMENT Public Works • Planning • Parks and Recreation • Engineering VIA FAX (206-883-6193) AND U.S. MAIL June 12, 1997 Mr. Thomas Rossman E. Kent Halvorson,. Inc. 9840 Willows Road NE, Suite 200 Redmond, WA 98052 PERMIT COUNTER Subject: REQUEST FOR EXEMPTIONS FOR RUSNAK RESIDENCE LANDSLIDE REPAIR Dear Mr. Rossman: I am in receipt of your letter of June 4th requesting exemptions and waivers of the required SEPA and Critical Areas regulations of the City to allow for some landslide repair and stabilization. In as much the City would be willing to consider your request, the letter you submitted on June 4th lacks sufficient detail in the description of existing conditions and proposed work in order to review and render a decision on your request. Therefore, before any further consideration can be given to your request, the following information must be submitted: 1. Complete and detailed project description. Describe the existing conditions on site, what event created the emergency on the site, what actions are being proposed to alleviate the present emergency situation, detailed information regarding the amount of grading to occur (import and export totals), etc. 2. Please provide detailed site drawing showing the proposed work to occur on the site to correct the problem. If you have any further questions regarding this matter, please do not hesitate to contact me at 771-0223. Sincerely, —.Community Services Department - Planning Division Jeffrey S. Wilson, AICP Current Planning Supervisor pc: Correspondence File 0eannine Graf, Building Official Jim Walker, City Engineer ROSSMANI.D0012-JUN-97 ® Incorporated August 1I, 1890 CORRES&EMRS Sister Cities International — Hekinan, Japan t' ASSOC'1/s.�~ES, `1 INC.N� REET Environm,,mnl and G,-utrchrtird:l 5eivi( ,14 ,1N 2, . January 27,1997 City of Edmonds Community Services Department 250 5th Avenue N. Edmonds, WA 98020 Attn: Mr. Jim Walker, P.E. RE: GEOTECHNICAL ENGINEERING SERVICES LANDSLIDE AT 15701 75TH PLACE W. EDMONDS, WASHINGTON Dear Mr. Walker: This letter summarizes our observations and recommendations related to the landslide that occurred at 15701 75th Place W. At the City:s request, Wade Gilbert of Landau Associates visited the site on January 2, 1997 with City personnel to observe site conditions and to provide consultation to the City on the situation and potential future action. OBSERVATIONS We understand from conversations with City personnel that the slide occurred during the evening of December 31, 1996, or later. The slide appears to have been surficial and to have occurred primarily as a mudflow that originated near the top of the existing steep bluff east of 75th Place W. The slide mass flowed across the north portion of the 15701 property (and part of the adjacent property to the north), crossed 75th Place W., and extended partially across a portion of an undeveloped parcel on the west side of 75th Place W. The slide area and the path of the mudflow were visually estimated to be approximately 50 ft wide. The mudflow damaged a shed and several small trees on the 15701 property. A single-family residence is located at the top'of the bluff very close to the edge of the slide area. Soil conditions exposed near the top of the slide area appeared to be glacial in origin consisting of about 10 to 15 ft of outwash sand and gravel overlying a thick sequence of layered, fine-grained, lacustrine deposits. The exposed soil was observed to be standing nearly vertical. A possible bench at the top of the lacustrine unit was also observed suggesting that the sand and gravel unit had eroded toward the east away from the face of the underlying lacustrine unit. At the ..� �: Hi ('�i .1,.! •,n- ,r� Ir1��` ,t'. •rkll ll yl» I.Nl(, l 77p'(00 t'.^ X('_U6j 778. 6409 ;!>f ih: , rai a _ }._•",, , I . 1.\C'+ �•1.A..J ky 926- AL): • [AX .200) 96-_'ii t time of our visit, groundwater flow was observed issuing from three distinct places at the base of the sand and gravel along the top of the lacustrine unit. The groundwater issuing from these three points was observed to flow down the path of the mudflow to 75th Place W. and eventually to a stormwater catch basin on the east side of 75th Place W. The groundwater reaching 75th Place W. was estimated to flow at a rate of at least 50 gallons per minute. Most of that flow was issuing from one of the three observed groundwater seepage points. CONCLUSIONS AND RECOMMENDATIONS Overall, the slide appears to have been a result of a combination of heavy rains and snow melt that occurred in the last week of December. These conditions produced landslides and mudslides throughout the region. The rain and snow melt likely contributed to saturation of soil on the slope surface, which would have increased the weight of that soil while at the same time decreased the strength of the soil and its ability to resist sliding. In addition, infiltration of water from snow melt and precipitation in upland areas east of the slope may have increased groundwater flow to the slope face. Based on the observed groundwater seepage in the slide area, it is likely that groundwater seepage at the slope face undermined the outwash soil in the upper part of the slope, which may have triggered the slide. Based on the observed soil and groundwater conditions near the top of the slide area, it is our opinion that continued groundwater seepage could continue to undermine and erode the outwash sand and gravel unit and would also continue to saturate and erode slope material further down the slope. This could lead to further loss of ground at the top of the slope, which would eventually impact the residence there and downslope stability. ` t�. IWe concur with the City's decision to prohibit occupancy of the residence at the top of the bluff in the short term. Undisturbed portions of the bluff adjacent to the present slide area could also move. With improved weather and consequent reduced groundwater seepage, the risk of further bluff erosion and additional slope failure may be reduced to potentially allow re -occupancy of the residence. We recommend that the owners of the properties at the top and base of the bluff retain geotechnical engineering consultants to further evaluate slope conditions and provide specific advice to the property owners. In the short term, the exposed slide area should be protected, to the extent practicable, from further erosion or infiltration of water by placing plastic sheeting or other slope protection materials over the slope. Long-term stabilization measures should include intercepting upslope surface water 2 El • runoff and routing collected water to appropriate stormwater facilities and to reducing groundwater seepage at the face of the slope. In addition, active measures should be taken to revegetate the exposed slope to the extent practicable and protect it from erosion. We appreciate this opportunity to be of service to the City of Edmonds. Please call if you have questions or if we may be of further service. JWG/DRS/ml No. 74063.10 01/27/97 J:\074\063\15701-75."T cc: Ms. Jeannine Graf, City of Edmonds 3 LANDAU ASSOCIATES, INC. By: Az'4 oe Wade Gilbert, P.E. Project Engineer Reviewed by Dennis R. Stettler, P.E. Principal LANDAU ,ASSOCIAfLS. INC. ( OLCLUB,* ' t1... S� Pol 29 r Jzt HARBOUR ,; a 5MA y s 1 J� St :;y V'' j t2Brr sr' r`Hy 1� 5. 1^H •,• 1?�,.• = u' ti,,6',I ` x~ 1/ HAWNEY RO-- _ o ',`; 4 sw G r yo Q� QV �. `•.` Hq�� a PICNIC Pr %�`�caQ c��c _', a,� :ram:. < 0 1]15T ^ts` 4' ,1 k v 5S S RO�� 4 A Si5 y T 11N%37TH 13STH •O! 3yi J35tQ' jp `'rby 62N0 PUGET 136TH S� y PL sw u Si yp5W LPI]36THPL SwJBTSOUNDTHIJp;PL sw.,THgL 141sr $T S-4 u M'KTICELLU I? 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't6fr oL S, lagrH s a cr 5200 $w a JJ C (NOW'W PO` $W < y�ZN oL SW r PL Sw°'� Sw Lb9TH Sw la9TH PL SW a2D0 6E Su a t ti _ = I$ iH 1SJT� 152 PL s 000 a D S'TE 7:" QSTF o SL_ D +r + -MEtDOWDALf _ 54DD ST c 5W < i 5 153R� PL SW ¢ s `^ _' g d52t10 < J S L :` .',''BEACH 5T > P a • ISJaC a� ITN ST SW J ' i51TH i PL $= I - C - _______-�_ PAkX $W J s mr > a "ITH PLtA: > IS"4 ST su L[ _ s 58TH 41 3 = a 1= a c "7n P t sw Si SN > ¢ ~ 11EADDWDALE �� < ' ' co 1SSTH 15iry PL < p si 16 T F S4 r .-: .. ,-=t �`' I60TH n $T $W Q z << 160tH P r up ev 16 ......-J { I.: 1- 3 aq 3 •p J N F BROWNS 1621Ip : PL+• I' �� a I61 ST �(1 cA j�,[r, (E^Fi "m 163w ST SW `'� ` r '< PL Sw _ = BAY /�'�•+. :h z IP $ IL `v Pt w .q . 'ST = o ' -' 163R0 L SW m r� 164TH PL SW SW `o I_o < 164 � 365TH PL SW f 4, c.�h '� s a > � s a u-•.. � S7 r SW f e 3_,.. 1 5 D oe _ = 3 48001 4� _�• ¢ S. _ �.e.o'?�AfiFI ' ,a ;� < _ P: <<cc�...16 THE P1 i IL: 6 v15CHs TM -tom 1 -- -- ❑ •.1 . 4 i t VICINITY MAP GEOTECH 15620 - 76th AVENUE W CONSULTANTS EDMONDS, WA �y ✓00 No., Dote, Logged By: Plater 97001, FEB 1997 .1 • Wb %93 loo Nto I LA�DSLIDE PREA 1. r-' I � l o lga �qo ry, 1 � Zoo I LEGEND; ® APPROXIMATE -BORING LOCATIONS ti10 j B-1 ® f REGRADE TO / A .2:1. (H:V). SLOPE 1` /l I 'g-2 > � HOOK ROOF AND / ® I DRIVEWAY. PIPES TO. TIGHTLINE PIPE I I TIGHTLINE PIPE 1� B-.3 RECOMMENDED. LOCATION (' rzo fl OF.. FRENCH DRAIN =- GEOT'ECH CONSULTANTS EXISTING RESIDENCE SITE EXPLO,:-�v- 15620 - 76 .,. -�- I EDMON­.. '97001. FEB •1997. ` i BORING 1 _. S 4 TI.SC.S Descrintinn Brown, gravelly SAND with some silt, coarse -grained, moist, very dense Sk+rrii+ % 5 80 f f' •f �'yy+,+f SP GP r 10 36"jy ' r • �rl - becomes less gravelly u1 r{ 'f.'jWl�ul if1 r urrr u 15 T Y ify'f h:f becomes wet rr5• nrr! � • artari . ! 'fiarli:r +r� 20 18 I Brown, slightly sandy and silty SAND, low plasticity, wet, stiff 25 26 ' ML Mostly very fine-grained, silty SAND 30 ' ; 33 ' TMGray, silty SAND, moist, dense Test boring was terminated at 31.5 feet below grade on 1=18-97. No groundwater seepage was encountered during drilling. 35 40 GEOTECH CONSULTANTS, INC. TEST BORING LOG 15620 -_ 76TH AVENUE WEST EDMONDS, WA. Job No: Date: Logged by: Plate: 97001 JAN 1997 DRW 3 A-0 ��SBORING 2 t °P Q USCS Description SC 1 135 11 i0 L_ 1 I 33 1 1 ®�E=ff Brown/mottled, silty SAND with gravel, wet, loose to medium -dense sM .. . .. Brown/mottled, gravelly SAND. with somesilt; very moist, dense Tan, very silty SAND, lenses of silt, fine-grained, very. wet, medium -dense 20 33 : - becomes very moist, dense - becomes wet, lens of silt 25 I I 24 ! I:I:I:I:I'I:I:� I - becomes saturated 30 35 ML Gray, sandy silt, low plasticity, wet, very stiff Test boring was terminated at 31.5 feet below grade on 1-18-97. Groundwater seepage was encountered at 16' and 30' during drilling. 35 40 GEGTECH CONSULTANTS, INC. TEST BORING LOG 15620 - 76TH AVENUE WEST EDMONDS, WA Job No: Date: Logged by: Plate: 97001 JAN 1997 DRW 4 BORING 3 USCS Description Topsoil Brown/mottled, silty SAND with gravel, very wet, loose 5 -lens of silt Brown, gravelly SAND, some silt, coarse -grained, wet, dense 1 50/4" 10 2 24 Gray, silty SAND, very fine-grained, wet, medium -dense is 13 I 25 I �II;I;I;I;I;I11 -becomes less silty, moist -becomes wet 20 -lens of silt 4 20 :...... 25 30 35 40 5 1 53 Gray SAND, medium -grained, moist, dense Test boring was terminated at 26.5 feet below grade on 1-18-97. Groundwater seepage was encountered at 3' during drilling. GEOTECH CONSULTANTS, INC. TEST BORING LOG 15620 - 76TH AVENUE WEST EDMONDS, WA Job No: Date: 146��geclby: 97001 JAN 1997 RW 5 WASHEDROCK 2. MINIMUM 0 0 O O d a 0 0 p p O 00 0 o 0 0 p � 0 O 0 O 0 0 O 0 0 0 p 0 O 0 0 0 0 0 O O O o�6- � O O D O p 0 0 0 o O 0 O o 0 0 0 0 00 0 _u 1 I p 0 cc)o 0 0 0 0 0 0 _ OEOTECH CONSULTANTS PLASTIC OR V180EEN BARRIER (DOWN SLOPE SIDE OF TRENCH) WASHED ROCK 6'. PERORATED PVQ PIPE_ FRENCH DRAIN DETAIL 15620 - 76th ' AVENUE W EDMONDS; WA Job No. Dotal Plot; 970.01, FEB 1957. 6 Storm Drainage Report for RUSNAK PROPERTY 15620 72ND Avenue West Edmonds, WA EXPIRES 10/2/ Submitted by: KPFF Consulting Engineers 1201 Third Avenue, Suite 900 Seattle, WA 98101 Phone: (206) 622-5822 Prepared by: Linda Way Riley Project Engineer I Job No. 97354 STM.- 7 August 11, 1997U11 P �Y COU 1 ARK 0 Am mo, N7r t)d - ° GULCH .or tro. vN I > I 'M CA .A r I B 4 ` N AIDS sozs 6 nas rssr{ nsn ]mil 0 n 6 l53M ntl n07 7os Jtrf ° Are � a I .® 6TH S T SV u ISia Is60s 7t2! 71z. nM !S[iJ ietD N17 Q Hats 7t8{ rs{m t 1 °2 0 7fti ]-°] � lSus 13i20 6flr. ° 1 lsir] 7tpf 7plf r"s'I sal rla 7m nl7 1 ° Is. -Di IsAff 7o TT SW 1-,t3 .{t68"� ,yy ts?m rs7K Is7is Ism i^epJ w 8 lSn. mo /w A70f 15AY7 y I ¢ � • � A77r ,"� unr � W shoe S>»/ Iti um rs7n tssa ,572 .I I Js7n -nl l .. 2 Ism V.SBlfl -ISD 7.ov am » 1•i i7® tsel. 8 Ism rV4 ¢ rseef ° 1-7 I ,sera ,-..a � nar• Iy>4 rsara IJele ° I ,sA°, - 7sP17 fS4lf IBr2 H Fu[ 1-a OTW Ir . � Ft9 tswr D,D7 gRlt 1 I3A/a -i lsflM71 0 1-„ va jsw sAK Rm jsm -79 ri♦ 1-p /- I !>7I6 1-lle rD710 ° / [fL firm ( I'"a �\ lie %• ,+1 Fn ' Is711 IeJG! ` 1•lY {SD J� ( run rsro 1 I � L&0 .. r{DIa ! // /)setL� I 6aS! I [010 lelro t J� 16ikv Ip/9 Jibs Ir7t sfe0 1 3 ilp,1 � Fnt q � 1-7, ssFv rcme Q ru09 / c ,9 fuDA i•ILL / le171 I lifaf 1•IA I-11 •;. I seof !i! IDAvp v . Ism I MAP Al �J ..rc.ci+ro zmn I apt sow L Fu+ cAoe "1>-137 76 6lII vAr� J[Ila 1 7 ffrJ{ ;e Q .:� 1-e0 1!i 8' �"•,---�� 'sewW JL20e tins ,� 6[I, IenJ '-�' ' -o, 04w 'lifT ,_u r x refs pO ratfi 1-„ l / rcrx '-s, .o r°rt7 '-m ssrs� ""' t2e e ' Is" Mai {a¢+ Ie� \ D 1 Fr, mwoal ifn =ol-Im Isrrr 16n2 letZa tsar R � C y lAx7 dvir ZtAs ` n ,pla fiSl1 t[sde pQ -177 .L 1[S/A Iw impnot >, 163 Elie li.a9 nog I(y7 IriY7 t<Ql - w 1 u - 7.v7 1 7311 17.1 'm! 7UJ O {m, fda iey P+ S V�,� °> sta i s.as / ra I77aJ I t e 17 r Ji.b 'rat ° ,;`� 1f1 � ¢ A Baal i I SUM M64P I . I Rusnak Property Storm Drainage Report August 11, 1997 EXISTING CONDITIONS The site is located in north Edmonds, south of Meadowda� Beach Park at 15620 72"d Avenue West. The west property boundary is near the base of a steep slope approximately 170 east of 751h Place West. r I ! The site generally is treed with light underbrush and slopes towards the west at about a 0 /o grade. A broad swale is located just south of the existing residence. The site has j recently experienced slope failure on the steep slopes west of the existing residence. The swale hays a tributary area of approximately 3.76 acres. The tributary area includes both developed and undeveloped properties of slopes similar to the project site. Field observations of the developed properties indicated that no formal drainage systems are in place. Roof drains either infiltrate or splash unto finished grades. The existing swale does not normally convey surface flows. However, surface flows would be expected following large storm events with saturated conditions,. This is in fact what the homeowner observed during the winter storms of 1996\97. She indicated 1 flows were approximately 2 to 3 inches deep and 3 to 4 feet wide. STORM DRAINAGE DESIGN Channel analysis of the existing swale for the 100 year, 24 hour storm event indicate a flow of 3.1 cfs in a 3 3/4 inch deep, 7 foot wide flow path. (See Figure 1). The channel fwas modeled assuming the Mannings' `n' for flood plains with trees and light brush. If however, a Mannings' 'n' of .035 is used, the depth and width of flow are 3 inches and 6 feet making the homeowner's observations coincide with the calculations. 9 See figure ( 2). Use of the lower Mannings number for flood plains with high grass could be used if we consider, the groundcover at the house is mostly grass with few trees and shrubs. i Storm drainage conveyance has been designed for the 100 year, 24 hour event. According to the geotechnical report, saturated soil conditions and surface flows were contributing factors for the slide on this property. The geotechnical engineer's proposed trench drain is intended to intercept subsurface flows and surface. Therefore conveyance for the 100 year event is proposed to provide adequate conveyance. j Storm drainage calculations are based on the "Rational" method. The Snohomish County intensity curve was used for all conveyance calculations. CHANNEL DESIGN FORM PROJECT: Rusnak - 100 year flow DESCRIPTION: Check Q vs. Observations BEGIN LOCATION: Swale END LOCATION: Bluff LENGTH 50 LF FREEBOARD DEPTH (FT) Input Output f = 0 WATER DEPTH (FT) y = 0.32 Velocity = 2.42 SIDE SLOPE 1 = (1/1-1) H1 = 8 Flow, CFS = 3.12 SIDE SLOPE 2 = (1/1-1) H2 = 11 Top Width = 7.08 BOTTOM WIDTH IN FEET b = 1 MANNINGS VALUE, n = 0.06 SLOPE OF CHANNEL FT/FT s = 0.0925 100-year flowrate is 3.1 cfs Assumed swale a "Floodplain w/light brush and trees". Mannings 'n' is 0.035 Flow depth of .32 feet -- 3 3/4 inches. TYPICAL SECTION SCALD : ". 20' #0RIZ- Figure 1 I PROJECT: I DESCRIPTION: BEGIN LOCATION: END LOCATION: i ! LENGTH f i 100-year flowrate is 3.1 cfs } Assumed swale a "Floodplain w/ high grass". Mannings 'n' is 0.035 Flow depth of .253 feet -- 3 inches. TYPICAL SECTION f/0,21Z/ '- ZD' Me7• /"—.5/ CHANNEL DESIGN FORM Rusnak - 100 year flow Check Q vs. Observations Swale Bluff 50 LF MANNlNGS VALUE n Figure 2 1.8 6`►• 24. l { / A, = 1.58 ,Acres 3.2 DU per Acre fill t i l C=0.40 + 7.9 g t(` ;1 A2 = 2.20 Acres Wood and Forest > 5% AIDA 1 c _ 250 Feet @ 5.0% Roads N t --- � OSPi dsn9 l \-so/a, an _ A 1 {eet @ 11 •$% `� r 57� �ST Sw� : 1 IMF t � am 400 feet @ 20.0% Heavy underbrush C3 ilk ti + ,o. , ``I / \ TC = 250 Feet,@ 5.0% Roads + 170 feet @ 11.8% Landscaping t + 400 feet @ 20.0% Heavy Underbrush • '� `� = 7.6 Minutes r 4P1-6 / TRIBUTARY AREA MAP prolect • Consulting Engirs location 1201 Third Avenue, Suite 900 C Seattle, Washington 98101 client (206) 622-5822 Fax (206) 622-8130 ItO4 �410>7�/ 4/ e- 71-1.0 Cl ilwe O-r Tc = 250' & 5. 6 °/) , !/ = / 76 @ 12 �,,/) / �/7 2 5- 440 1 l ��av� h�X) , 4'�_ A 2 i e = Z5o . 5 + 70 & o YK C' 3-2- 0 40 (1 . Z 8) 1- a t.58 t2.Z0 Q,25 by '4)z meet no. 4 act* �4// / 197 lob no. ?73.54- Q C ZA = (0,2_5) C3.3)(-9-78) 3. CT-S 100 1 r- FLoc-J r��r= SEWER LOCATION v W 2 U W c� O LL- 2 W O O Ct UP LL_¢ LL_`+ C'.w-. K c W LL. CC W U O Q U U ae C W FLOW TIME (MIN) _ \ _ J ¢ Z 9 cz Q in 1- W O U H v W LL. o 6. O^ J it to W Z o O Z W J Ct W Fd ^ o; w U n. Z ►..-. d- J LL. a- �- Q qq 6 U J LL_ > �- O J Us DESIGN FLOW REMARI6 � z W Z J ►- w W C F-• V1 •'i O d' LL. O I--Q cd •-. w rU v O O Z f- W u N^ 4- Z 1- - a- O J a w w N O� ►.- O d. O W J O LL. �+0�9 -I'D 1 13,36.Z5 .945 .Q45 1•� •15 3.3 3.1 6.6 77 12 8.5 ►I 8•s I.12 .4-1 Bl i, - -- 7.75 •10 3.3 5.1 74.0 14,3 31.0 -" 25 . ZZ e. _ _ - •85 .07 3.25 3.1 2.0 25 5.0 6-4 5.10 0.5 .57 , 5 4 - _ 7.92 .11 3 ,g 3.0 2. 85 12.5 1 -- 115.3 2.7 •33 ` 4- 3 - - - 8.03 .02. 3.15 i 3.0 50•o 25 Z5 .o -- 121.3 1 f •24 8.05 04- 3•I 3.0 15.65 31 4-o - 14.5 3.2 •31 2 _ - -Qq I A 2 3.15 3.0 44,4- 20 .24 •o 120. 7 • ?4• 1 i 3.1,5 3.0 2.0 5 5.c5 IG.4 5.� 0.5 .51 Pipe Material /T�i _ Return Frequency /0��� , Z¢�1,P. I I.D.F. Curve S/7J-V,in / By Date 01ii1F7 Chk. DateSn HYDRAULIC CALCULATIONS FOR: kpff Job No.. 735� , Sht. I . po�sct � tMN no. • Consulting Engineers locctbn ftclKj 5 W 4 2-• 511 1201 Third Avenue, Suite 900 l rr jots no. Seattle, Washington 98101 0°•^' 1 VOrSp�- (206) 622-5822 Fax (206) 622-8130 7.5,J 4— N \0 n 0 ,1 � N N (�j -4r ©� � t N NJ ~ ll c O Q Qj � � O i b ©� o C-) ej 0 w -a Q o I i z cxv CPO cam. of L i �.�c�no� r��► wot�oc�s • �' 4q A 2 xis S '�ti --sy2 • e APPENDIX A. GEOMETRIC ELEMENTS POR CIRCULAR CHANNEL SECTIONS do m diameter R = hydraulic radius y = depth of flow T - top width A = water area D a hydraulic depth P a wetter perimeter Z = A N""D a section factor for critical-4ow computation Y do 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 1.10 0.11 0.12 0.13 0.14 ).15 0.16 0.17 0.18 0.19 0.20 0.21 0.22 0.23 0.24 0.25 0.26 0.27 0.28 0.29 0.30 A do' 0.0013 0.0037 0.0069 0.0105 0.0147 0.0192 0.0242 0.0294 0.0350 0.0409 0.0470 0.0534 0.0600 0.0668 0.0739 0.0811 0.0885 0.0961 0.1039 0.1118 0.1199 0.1281 0.1365 0.1449 0.1535 0.1623 0.1711 0.1800 0.1890 0.1982 P do 0.200:3 0.2838 0.3482 0.4027 0.4510 0.4949 0.5355 0.5735 0.6094 0.6435 0.6761 0.7075 0.7377 0.7670 0.7954 0. 82:10 0.8500 0.8763 0.9 )20 0.9273 0.9521 0.9764 1.0003 1.0239 1.0472 1.0701 1.0928 1.1152 1.1373 1.1593 R T _D do do do 0.0066 0.1990 0.006(3 0.0132 0.2800 0.0134 0.0197 0.3412 0.0202 0.0262 0.3919 0.0268 0.0326 0.4359 0.0336 0.0389 0.4750 0.0406 0.0451 0.5103 0.0474 0.0513 0.5426 0.0542 0.0574 0.5724 0.0612 0.0635 0.6000 0.0682 0.0695 0.6258 0.0752 0.0754 0.6499 0.0822 0.0813 0.6726 0.0892 0.0871 0.6940 0.0964 0.0929 0.7141 0.1034 0.0986 0.7332 0.1106 0.1042 0.7513 0.1178 0.1097 0.7684 0.1252 0.1152 0.7846 0.1324 0.1206 0.8000 0.1398 0.1259 0.8146 0.1472 0.1312 0.8285 0.1546 0.1364 0.8417 0.1622 0.1416 0.8542 0.1696 0.1466 0.8660 0.1774 0.1516 0.8773 0.1850 0.1566 0.8879 0.1926 0.1614 0.8980 0.2004 0.1662 0.9075 0.2084 0.1709 0.9165 0.2162 625 Z A RH dose dogs O.000I 6.0000 0.0001 0.0002 0.0010 0.0005 0.0017 0.0009 0.0027 0.0015 0.0039 0.0022 0.0053 0.0031 0.0069 0.0040 0.0087 0.0032 0.0107 0.0065 0.0129 0.0079 0.0153 0.0095 0.0179 0.0113 0.0217 0.0131 0.0238 0.0152 0.0270 0.0173 0.0304 0.0196 0.0339 0.0220 0.0378 0.0247 0.0418 0.0273 0.0460 0.0301 0.0503 0.0333 0.0549 0.0359 0.0597 0.0394 0.0646 0.0427 0.0697 0.0464 0.0751 0.0497 0.0805 0.0536 0.0862 0.0571 0.0921 0.0610 620 APPENDIXES APPENDI-x A. GEOMETRIC ELEMENTS FOR CIRCULAR CHANNEL. SECTIONS (continued) y do A do' P do R do T do D do Z dof.I A R�1 dogs 0.31 0.2074 1.1810 0.1755 0.9250 0.2242 0.0981 0.0650 0.32 0.2167 1.2025 0.1801 0.9330 0.2322 0.1044 0.0690 0.33 0.2260 1.2239 0.1848 0.9404 0.2404 0.1107 0.07:36 0.34 0.2355 1.2.151 0.1891 0.9474 0.2480 0.1172 0.0776 0.35 0.2450 1.2661 0.1935 0.9539 0.2568 0.1241 0.0820 0.36 0.2546 1.2870 0.1978 0.9600 0.2652 0.1310 0.0864 0.37 0.2642 1.3078 0.2020 0.9656 0.2736 0.1381 0 0909 0.38 0.2739 1.3284 0.2061 0.9708 0.2822 0.1453 0 0955 0.39 0.2836 1.3490 0.2102 0.9755 0.2908 0.11528. 0 1020 0.40 0.2934 1.3694 0.2142 0.9798 0.2994 0.1603 0 1050 0.41 0.3032 1.3898 0.2181 0.9837 0.3082 0.1682 0 1100 0.42 0.3132 1.4101 0.2220 0.9871 0.3172 0.1761 0 1147 0.43 0.3229 1.4303 0.2257 0.9902 0.3262 0.18-14 0 1196 0.44 0.3328 1.4505 0.2294 0.9928 0.3352 0.1927 0 1245 0.45 0.3428 1.4706 0.2331 0.9950 0.3446 0.2011 0.1298 0.46 0.3527 1.4907 0.2366 0.9968 0.3538 0.2098 0 13-18 0.47 0.3627 1.5108 0.2400 0.9982 0.36:14 0.2186 0.1.101 0.48 0.3727 1,5308 0.2434 0.9992 0.3730 0.2275 0.1452 0.49 0.3827 1.5508 0.2467 0.9998 0.3828 0.2366 0.1505 0.50 0.3927 1.5708 0.2500 1.0000 0.3928 0.2459 0.1558 0.51 0.4027 1.5908 0.2531 0.9998 0.4028 0.2553 0.1610 0.52 0.4127 1.6108 0.2561 0.9992 0.41:10 0.2650 0.166-1 0.53 0.4227 1.6308 0.2591 0.9982 0.42:34 0.2748 0.1715 .0.54 0.4327 1.6509 0.2620 0,0968 0.4340 0.2848 0.1772 0.55 0.4426 1.6710 0.2649 0.9950 0.4448 0.2949 0.1825 0.56 0.4526 1.6911 0.2676 0.9928 0.4558 0.3051 0.1878 0.57 0.4625 1.7113 0.2703 0.9902 0.4670 0.3158 0,1933 0.58 0.4723 1.7315 0.2728 0.9871 0.4786 0.3263 0.1987 0.59 0.4822 1.7518 0.2753 0.9837 0.4902 0.3373 0.2041 0.60 0.4920 1.7722 0.2776 0.0798 0.5022 0.3484 0.2092 0.61 0.5018 1.7926 0.2797 0.9755 0.5144 0.3560 0.2146 0.62 0.5115 1.8132 0.2818 0.9708 0.5270 0.3710 0.2199 0.63 0.5212 1.8338 0.2839 0.9656 0.5398 0.3830 0.2252 0.64 0.5308 1.8546 0.2860 0.9600 0.5530 0.3945 0.2302 0.65 0.5404 1.8755 0.2881 1 0.9539 0.5666 014066 0.2358 I APPFNDIX A fl2� APPENDIX A. GEOMETRIC ELEMENTS FOR CIRCULAR CHANNEL SECTIONS (continued) y A P R T D Z A Rls 1 - do do' do do do do doa.o d f1 0 0.66 0.5499 1.8965 0.2899 0.9474 0.5804 0.4188 8 0.2407 4 (P 0.67 0.68 0.559.1 1.9177 0.2917 0.9404 0.5948 0.4.309 0.2-160 0.5687 1.9:391 0.2935 0.93:10 0.6096 0.44:17 0.2510 0.69 0.5780 1.9606 ' 0.2950 0.9250 0.6250 0.4566 0.2560 0.70 0.5872 1.9823 0.2962 0.9165. .0.6408 0.4694 0.2608 0.71 0.5964 2.0042 0.2973 0.9075 0.6572 0.4831 0.2653 0.72 0.6054 2.020.1 0.2984 0.8()80 0.0742 0. •19(3•l 0.2702 0.73 0.6143 2.0488 0.2995 0.8879 0.6918 0.5100 0.2751 0.74 0.6231 2.0714 0.3006 0.8773 0.7104 0.5248 0.2794 V 0.75 0.6318 2.0944 0.3017 0.8660 0.7296 0.5392 0.2840 0.76 0.6404 2.1176 0.3025 0.85.12 I 0.7498 0.55.10 0.2888 0.77 0.6489 2.1,112 0,3032 0.8417 10.7710 0.5695 0.29:30 0.78 0.6573 2.1652 0.3037 0.8285 1 0.7934 0.5850 0.2969 0.79 0.6655 2.1895 0.3040 0.81.16 j 0.8170 0.6011 0.3008 0.80 0.6736 2.2143 0.3042 0.8000 ; 0.8420 0.6177 0.3045 1 0.81 0.6815 2.2395 0.3044 0.78-16 + 0.8686 0.6347 0.3082 0.82 0.689:3 2.2653 0.3043 0.7684 0.8970 0.6524 0.3118 0.83 0.6969 2.2916 0.3041 0.7513 0.9276 0.6707 0.3151 0.84 0.7043 2.3186 0.3038 0.7332 0.9606 0.6897 0.3182 0.85 0.7115 2.3462 0.30:33 0.7141 0.9964 0.7098 0.3212 0.86 0.7186 2.3740 0.3026 0.6940 1.0354 0.7307 0.3240 0.87 0.7254 2.40:38 0.3017 0.6726 1.0784 0.7528 0.3264 0.88 0.7320 2.4341 0:3008 0.6499 1.1264 0.7754 0.3286 0.89 0.7380 2.4655 0.2996 0.6258 1.1800 0.8016 0.3307 0.90 0.7445 2.4981 0.2980 0.6000 1.2408 0.8285 0.3324 0.91 0.7504 2.5322 0.2963 0.572.1 1.3110 0,8586 0.3336 0.92 0.7560 2.5681 0.2944 0.5426 1.3932 0.8917 0.3345 0.93 0.7612 2.6061 0.2922 0.510:1 1.4918 0.9292 0.3350 0.94 0.7662 2.6467 0.2896 0.4750 1.6130 0.9725 0.3353 0.95 0.7707 2.6906 0.2864. 0.4359 1.7682 1.0242 0.33.19 0.96 0.7749 2.7389 0.2830 0.3919 1.9770 1.0888 0.3340 0.97 0.7785 2.7934 0.2787 0.3412 2.2820 1.1752 0.3322 0.98 0.7816 2.8578 0.2735 0.2800 2.7916 1.3050 0.3261 0.99 0.7841 2.9412 0.2665 0.1990 3.9400 1.5554 0.3248 1.00 0.7854 3.1416 1 0.2500 0.0000 ao 00 0.3117 • • �nn� Hxr btWhK VENJUN )4J 100 170 90190 150 96 2440 0.0001 80140 90 2290 j 130 84 2130 2 0.6 70120 78 1980 110 72 1830 0.0002 60100 66 1680 0.7 0.0003 50 60 1520 80 0.0004 70 54 1370 0.0005 0.8 i 40 60 48 1228 0.0006 0.0007 3 0.9 0.0008 30 50 42 1070 0.001 1.0 ...:Y 40 36 915 33 840 20 0.002 30 760 4 1.2 30 9 27 685 E 0.003 13 E 24 615 0.004 1.4 E 0.005 0 1.5 0 20 21 530 0.006 5 rt' E n. a 0.007 o 3 10 3 0. 18 460 0. 0.008 ° u. 9 15 FL0.01 a cn 6 ' 15 380 { 7 2.0 f 0.02 6 10 12 305 7 9 0.03 5 8 10 255 0.04 8 2.5 4 7 0.05 0.06 9 6 0.07 8 200 0.08 .'. 'f. .. 3 5 0.1 10 3.0 �. µ x. 11 3.3 4 6 2 0.2 3 0.3 >. 0.4 f 11.0 0.5 r�r 'a 2 0.6 0.7 0.8 :. FIGURE 16-3 :"• Nomogram for solution of Manning's equation for circular pipes flowing full (n = 0.013). .OF,OTEC r .. CONSULTANTS, INC. STREET FILE, 13256 N.E. 20th St. (Northup Way). Suite 16 ^•"` "` LL Bellevue, WA 98005 (206) 747.5618 �, (Y `� FAX 747-8561 LXy* Michael & Betty Rusnak 15620 - 72nd Avenue West Edmonds, Washington 98026 Subject: Geotechnical Engineering Study Recent Landslide 15620 - 72nd Avenue West Edmonds, Washington Dear Mr. and Mrs. Rusnak: February 24, 1997 RAG wwdxfM .6100 We are pleased to present this geotechnical engineering report of the landslide that recently occurred at the subject site. The Vicinity Map, Plate 1, illustrates the general location of the site. The scope of our work consisted of exploring site surface and subsurface conditions near the landslide area, and then developing this report to provide recommendations for general earthwork and design criteria for the repair of the landslide. SITE CONDITIONS Surface We acquired surface information about the subject property by making two site visits on January 4 and 18, 1997 and by reviewing a topography map of the landslide area. This map, which is dated February 1997, was prepared by the Far Company. The Rusnak residence is located on the western side of unimproved 72nd Avenue West in Edmonds. The property slopes gently to moderately down from the street to the western side of the residence. An approximate 50-foot- wide yard is located between the western side of the residence and the top of a very, steep, approximate 80-foot-high slope that drops to the neighboring property. At the bottom of this steep slope is a somewhat flat, grassed area. Residences are located to the north and south of this grassed area. 75th Place West is located to the west and about 15 feet below the grassed area. On the southern side of the Rusnak property, there is a wide, forested swale that extends from both undeveloped and developed properties that are upslope and, east of the Rusnak property. This swale directs surface and subsurface water directly to the steep slope where the landslide occurred. The surface of the swale shows no signs of annual surface flow, so most of the water flow down the swale must be subsurface. The approximate 40-foot-wide landslide occurred almost directly west of the subject residence and xtends to the base of the steep slope. We observed that the landslide is only about 3 to 4 feet in e _ mil' GEOTECH CONSULTANTS, INC. � Michael and Betty Rusnak � � JN 97001 February 24, 1997 Page 2 depth, but an approximate 10-foot-vertical exposure was created at the very top of the slide. The mud from the landslide flowed across the flat area at the base of the slope and extended near or against the residences on either side of the flat area. A large soldier -pile retaining wall is located at the base of the portion of the steep slope near the northern residence, and we believe that this wall kept the portion of the hillside above it stable. We observed during both visits that groundwater continues to seep from the steep slope at about 20 feet below the top of the slope. We understand from conversations with the Rusnaks and some neighbors that significant surface water was seen flowing through the swale that is south of the Rusnak residence, as well as from the place where seepage is still occurring, prior to the landslide. Subsurface The subsurface conditions were explored by drilling three test borings at the approximate locations shown on the Site Exploration Plan, Plate 2. The field exploration program was based upon the proposed construction and required design criteria, the site topography and access, the subsurface conditions revealed during drilling, the scope of work outlined in our proposal, and the time and budget constraints. The borings were drilled on January 18, 1997, using a skid -rig -mounted, hollow -stem auger drill. Samples were taken at 5-foot intervals with a standard penetration sampler. This split -spoon sampler, which has a 2-inch outside diameter, is driven into the soil with a 140-pound hammer falling 30 inches. The number of blows required to advance the sampler a given distance is an indication of the soil density or consistency. A geotechnical engineer from our staff observed the drilling process, logged the test borings, and obtained representative samples of the soil encountered. The Test Boring Logs are attached as Plates 3 through 5. Test Borings 1 and 2, which were drilled near the top of the slope in the landslide area, encountered 15 to 19 feet of dense to very dense, gravelly sand. This sand was underlain with stiff and dense, sandy silt and silty sand to the maximum -explored depth of 31 feet. The third boring was drilled away from the slope and also encountered dense sand near the ground surface. The sand was underlain by medium -dense to dense, silty sand to the maximum -explored depth, of 26 feet. We observed in the landslide area that a lens of silt is about 20 feet below the top' of the slope. The final logs represent our interpretations of the field logs and laboratory tests. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. Where a transition in soil type occurred between samples in the borings, the depth of the transition was interpreted. The relative densities and moisture descriptions indicated on the test boring logs are interpretive descriptions based on the conditions observed during drilling. Groundwater Groundwater seepage was observed below a depth of about 16 feet in Test Boring 1 but near the ground surface in Test Boring 3. The test borings were left open for only a short time period. GEOTECH CONSULTANTS, INC r •Michael and Betty Rusnak JN 97001 February 24, 1997 Page 3 Therefore, the seepage levels on the logs represent the location of transient water seepage and may not indicate the static groundwater level. It should be noted that groundwater levels vary seasonally with rainfall and other factors. We anticipate that groundwater could be found at similar depths as noted in the test borings, but only during extremely wet winter and spring months. CONCLUSIONS AND RECOMMENDATIONS General It is our professional opinion that the landslide occurred due to an excessive amount of rain and snow melt runoff. Runoff, which is directed to the slope by the existing southern swale, saturated the upper soils at'the top of the slope until the soils were so heavy that their weight overcame the strength of the soils. The runoff must have been excessive because the uppermost soils have a relatively high level of strength, as noted on the boring logs. We understand that water was seen on the surface of the swale before the landslide occurred. This is likely a very rare occurrence, because we observed no indications of normal water flow in the swale; the swale is heavily vegetated with trees and ferns and has no surface ruts. It is our professional opinion that controlling the near -surface and surface water in the southern swale and regrading the top of the landslide area will adequately stabilize the slope. Although we believe that it would take another exceptional amount of runoff to potentially destabilize the slope, we believe repairs should be performed to ensure that further instability does not occur in the property's yard area. To stabilize the landslide area, we recommend completing the following four repair items: 1. Install a 5-foot-deep French drain system across the southern swale in the location indicated on Plate 2. This was where groundwater was found in Test Boring 3. This location was chosen for installation of the drain system because groundwater was encountered near the ground surface in that area, and the trench depth would therefore be minimal The depth to groundwater near the top of the slope is 16 feet, which makes controlling the groundwater at that location very difficult to nearly impossible. The French drain should be connected to a 6-inch tightline pipe that extends down the slope from the Rusnak residence. A concrete "dam" should be installed at the connection between the drain pipe and the tightline pipe so that water from the French drain cannot flow into the trench of the tightline pipe. The tightline pipe should be placed on that portion of the slope where the landslide did not occur. In our opinion, the best location is on the southern side of the landslide area. This tightline pipe should connect to the storm water drain system along 75th Place West. An easement will likely be needed to extend that pipe between the Rusnak property and the street. The pipe should consist of Drisco material. The pipe should be placed on top of the ground where the slope inclination is greater than 15 percent, and it should be buried where the slope is less than 15 percent. The Drisco pipe should be staked to the slope where it is placed on top of the ground surface. 2. Hook the roof and driveway drains of the residence into the Drisco pipe. 3. Regrade the top portion of the landslide area that is now nearly vertical to a 2:1 (Horizontal:Vertical) inclination. The approximate location of this regrading is shown on Plate 2. GEOTECH CONSULTANTS, INC. Michael and Betty Rusnak JN 97001 February 24, 1997 Page 4 4. Cover all exposed soils in the landslide area with jute netting and then revegetate with deep - rooting plants. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. ' Excavations and Slopes Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. Based upon Washington Administrative Code (WAC) 296, Part N, the soil type at the subject site would be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height cannot be excavated at an inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. The above -recommended temporary slope inclination is based on what has been successful at other sites with similar soil conditions. Temporary cuts are those that will remain unsupported.for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sand can cave suddenly and without warning. Utility contractors should be made especially aware of this potential danger. All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V). Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. Also, all permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. Drainage Considerations We recommend that the French drain be installed across the southern swale as shown on Plate 2. A detail for the drain is shown on Plate 5. As noted on Plate 5, the 6-inch, perforated PVC drain should be surrounded by at least 6 inches of 1.5-inch-minus, washed rock and then wrapped in non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). A plastic or 20-mil visqueen barrier should be placed on the downslope side and bottom of the trench so that water has to back up into the perforated pipe. Water from the French drain and the residence drains should not be discharged onto the slope; it should be tightlined to a suitable outfall located away from any slopes. We recommend that the discharge point be along 75th Place West. GEOTECH CONSULTANTS, INC. •Michael and Betty Rusnak JN 97001 February 24, 1997 Page 5 LIMITATIONS The analyses, conclusions, and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil encountered in the test borings is representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test borings. Subsurface conditions can- also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of Mr. and Mrs. Rusnak and their representatives for specific application to this project and site. Our recommendations and conclusions are based on observed site materials, and selective laboratory testing and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. We recommend including this report, in its entirety, in the project contract documents so the contractor may be aware of our findings. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes' in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 5 Test Boring Logs Plate 6 French Drain Detail GEOTECH CONSULTANTS, INC. Michael and Betty Rusnak • JN 97001 February 24, 1997 Page 6 We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact. us. DRW:ant Respectfully submitted, GEOTECH CONSULTANTS, INC. EXPIRES p. Z( 'J D. Robert Ward, P.E. Associate GEOTECH CONSULTANTS, INC. 1�m PICNIC Pr `::•:_ LF_. CLUE ;? �Q�O�t- ram. ._ _ ✓ � . �, •�,, ." �. r Ca SW ='s�� `ate > s+ 5� ? �s9� `S •',. i ^a�`E - ST iH miry < e y �� C Via.•;; -x+, 3 � s •�.. - , 4� at R a �p�T r s ry p1ti 'CyT3 = Pl SW = c S PUGET ; t rS13�-, I16TH PL _i s 137TH P(JarSW''H pl J s 136TH PL S.9SOUND nl P< Sv ?i 1.1 4• ST e r �/) :MIct-'o a 32r ss' a sr tits` 140 ST SW PICNIC <s PQ NTST u !! Ta ia'�a 3rw 41 g a o 33 a 1 IST ST SW sr r a — 142H0 shF - 43RD ST SW Fr M 3 u jr`S 9 < ,rs 144TH ST N 0 RNiA �EAC H .5T" r rsrN .� ulx c wooW y ,yam cl•�'c s �. t ` a 4 rHQ luni h tr 1 SW RMA _ pe.D _ w ST ' p •rrx n sa /C44 + a FISHER = _ 4' f — �1� 148TH x PL Svi %{/ < a s Pl V 'aen q y 1gTN'cl SV a N 4'� > �' •d i lash I'— x Sr $200 (NORrIq 5)• c SI_ ST �SOTH a QZH Pl SW • %L S.; \•'+ sr la°TM v 149TH v 4200 5" Su Pl SW C;' �h _ s l5 x a 1«_ L SW z p ' 0070 _ r s Sdpp T SWg 152 SW 0 ST _ MESITE :OONOAL£ g g J� 153R >7-1 •..y J� ? ^. PL SWd52115 L _< 1 _ < 156TH. ,t' ;:-'BEACH r-x sr w s` . —_ _—___" x� `r.1Wy— $T < ?L 5Y p [ 15aTN IL SM TI 5-4 Lc — E PARK a ? ` 157TN ST < 15 H SW s cL— SION1 SV > Q M£ACONOAL£1SSTH vinrx < l > P 14 T. oL SV �:.a...-. 6� 160TH 21 5I S, ST SW Q r`- t _ up aY '9� 16 T D = Ic4ix <� _- r �r lux6 :PI..�. I - 7:g;�c� r� 1 FROWNS —7. � �' 161ST v6jcA 16 i3O END ST SW �f` BAY ,. Q _ ,�� v.., ,- PL Su f . ST = 0 163R0 L SW m �.� 164TH p $W o ; L Su RO,u = o _ 164 k _• r = -- P°n _ z 164T IT" L S7 �} 3 � - ,_. ;�', ". 1''. ` ,S i - W .. � 3 u'f 46(10t � 4•t =r £ ' S P - me ..`an ¢ vow a i rl. L'• V V1 GEOTECH CONSULTANTS VICINITY MAP 15620 — 76th AVENUE W EDMONDS' WA Job No.: [_7FEB1997 + LoppeO By+ P/o/e+ 97001, 1 C� r 1 e/ Cam\ I LA�DSLIDE PREA I I 1 r ( \ I 1 I rm raa 40 I �S> 14, 1tJ 1 B-1 1 —REGRADE TO / A.2:1 (H:Vj SLOPE I i/ .B-2 r 1 / !! TIGHTLINE PIPE / HOOK ROOF. AND / DRIVEWAY PIPES TO TIGHTLINE PIPE \ 1 1 i B-3 oa � � I RECOMMENDED LOCATION I OF FRENCH DRAIN f \ LEGEND; .� APPROXIMATE 80RiNG LOCATIONS , GEOTECH r CONSULTANTS EXISTING RESIDENCE =5620 f �✓00 Mar polar - _ .. 9TOOt FEB 1987. - ,J.. 41. 5 10 15 20 25 30 35 40 BORING 0 v J � Q %��`t^C noo�rintinn 80 36 74 9 Brown, gravelly SAND with some silt, coarse -grained, moist, very dense "" becomes less gravelly - becomes wet Brown, slightly sandy and silty SAND, low plasticity, wet, stiff Mostly very fine-grained, silty SAND 33 11:1:�,srMn1��� Gray, silty SAND, moist, dense Test boring was terminated at 31.5 feet below grade on 1=18-97. No groundwater seepage was encountered during drilling. GEOTECH CONSULTANTS, INC. TEST BORING LOG 15620 46TH AVENUE WEST EDMONDS, WA Job No: Date: ILog97001JAN 1997 DRW edby.- 1plate.. 3 BORING 2 _ sM ; Brown/mottled, silty SAND with gravel,_wet, loose to medium -dense 5 35 Brown/mottled, gravelly SAND. with some silt, very moist, dense 10 33 ' L GP Tan, very silty SAND, lenses of silt, fine-grained, very- wet, medium -dense Zo 33 - becomes very moist, dense sM - becomes wet, lens of silt 25 24 - becomes saturated 3o F-- X 1 1 35 35 40 Gray, sandy silt, low plasticity, wet, very stiff Test boring was terminated at 31.5 feet below grade on 1-18-97. Groundwater seepage was encountered at 16' and 30' during drilling. GEOTECH CONSULTANTS, INC. TEST BORING LOG 15620 - 76TH AVENUE WEST EDMONDS, WA Job No: Dale: Logged by: Plate: 97001 JAN 1997 ORW 4 �5A4� �as �oo� BORING 3 ,�o GOfi Safi �tio Q T7.4f:4 nncrrintinn SM': Brown/mottled, silty SAND with gravel, very wet, loose n -lens of silt s 1 50/4" Brown,gravelly SAND, some silt, coarse -grained, wet, dense ssP 10 2 24 Gray, silty SAND, very fine-grained, wet, medium -dense 1s 13 I 25 I III;I;I;I;I;I;I;� -becomes less silty, moist 20 mi© -becomes wet -lens of silt ray SAND, medium -grained, moist, dense ` SP Y 5 53 30 Test boring was terminated at 26.5 feet below grade on 1-18-97. 35 Groundwater seepage was encountered at 3' during drilling. EX GEOTECH CONSULTANTS, INC. TEST BORING LOG 15620 - 76TH AVENUE WEST EDMONDS, WA Job No: Date: Logged by: Plate: 97001 JAN 1997 DRW' 5 WASHEDROCK 2: MINIMUM 0 O p 0 p 0 0 O p0 O O O O 0 O O O PLASTIC OR 0 O O VISQEEN BARRIER O 0 O (DOWN SLOPE O O SIDE OF, TRENCH) O O O O 0 O 0 O O O WASHED ROCK � O O O O O O O O O O O o 0 O O O O 00 O 0 - + o O O O O j-- 6'. PERORATED. PVC' PIPE_ O O O O O GEOTECH CONSULTANTS A. FRENCH DRAIN L'ETAIL 15620 - 76th ' AVENUE W EDMONDS; WA ✓oh No.+ Date, Pole: 97001 FES 1997 6 G1l a® 1.L SC Ina CONSULTANTS, INC. Meadowview Estates, LLC 12515 Willows Road Northeast, #20 Kirkland, Washington 98034 Attention: E. Kent Halvorson: NOV 14 2013 DEVELOPMENT SERVICES COUNTER 13256 Northeast 20th Sheet, Suite 16 Bellevue, Washington 98005 (425) 747-5618 FAX (425) 747-8561 November 13, 2013 JN 13245 via email: kent@halvorsonconstruction.com Subject: Geotechnical Hazard IdentificationiDeclaration and Mitigation Statement of Risk Proposed Five -Lot Short Plat, Meadowview Estates 15620 — 72nd Avenue West Edmonds, Washington Dear Mr. Halvorson: Our firm has prepared a geotechnical engineering study for the proposed Meadowview Estates short -plat project. However, because the project site is located in the Earth Subsidence and Landslide Hazard Area of North Edmonds, a declaration letter with a statement of risk is also required. In preparation of this letter, we reviewed the project civil plans, which include Sheets 1 through 9; these were prepared by LDC dated November 13, 2013. The last sheet is a tree removal plan. We make the following declaration and statement of risk regarding this project and our review of the plans: In our opinion, the civil plans and specification for the project conform to the recommendations in our study. This includes a review of the erosion and sedimentation control plan (Sheet 1) for the project. The risk of damage to the proposed development, or to adjacent properties, from soil instability will be minimized subject to the conditions set forth in our study, and the proposed development will not increase the potential for soil movement. This includes an evaluation regarding the statistical probability of earth movement within a 25 and 125-year period. Buffer and building setback recommendations were included in our study regarding this probability and an analysis of potential deep-seated soil movement. The guidelines of the 2007 Landau Summary Report were included in the analyses, conclusions, and recommendations presented in our study. A very steep slope is located on the western side of the property. As with any steep slope, there is a potential for deep-seated movement of the western slope. However, we analyzed the slope against deep-seated movement and have made buffer and setback recommendation to mitigate the risks against deep-seated movement. One of the strongest recommendations against movement of the western slope provided in our study is to control water from impervious surfaces of the project; the project civil plans clearly indicate that this recommendation is included in the project. STREET ALE GEOTECH CONSULTANTS, INC. Meadowview Estates, LLC November 13, 2013 J N 13245 Page 2 O We recommended that a non -disturbance buffer be maintained from the steep western slope. However, one minor area of disturbance is proposed within the 25-foot buffer for the installation of the stormwater system just north of an existing catch basin. The system must tie-in the existing catch basin, which requires the disturbance. We believe that this minor disturbance is suitable because it will occur near where the past slope repair was done, which is an area where the top of the steep slope is most stable; and no significant trees will be removed. We trust that this report meets your immediate needs for the proposed development. Please contact us if we can be of further service. cc: LDC, Inc. — John Mirante via email to:imirante@Idccorp.com DRW: jyb Respectfully submitted, GEOTECH,2`bNSULTANTS, INC. ONAL D. Robert Ward, P.E. Principal GEOTECH CONSULTANTS, INC. 1 y �(. Ell, Y \ v OyG �s f CITY OF EDMONDS Fsi 1 g10 121- 5TH AVENUE NORTH, EDMONDS, WA 98020 (425) 771-0220 RCW 197-11-970 Determination of Nonsignificance (DNS) DETERMINATION OF NONSIGNIFICANCE Description of proposal: Construct a french drain and connect this drain and the house/deck drain to the city stormdrain; grade the top of an eroded slope to a 2:1 (horizontal: vertical) slope; all for;the purpose of stabilizing a landslide area (City of Edmonds File PC-97-293). Proponent: Betty Rusnak Location of proposal, including street address if any: 15620 - 72nd Avenue W., with a drainage easement across 15701 - 75th Place W., Edmonds, Washington Lead agency: CITY OF EDMONDS The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement is not required under RCW 43.21.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. X There is no comment period for. this DNS. This DNS is issued under 197-1 1-340(2); the lead agency will not act on this proposal for 15 days from the date below. Comments must be submitted by Responsible Official: Jeffrey S. Wilson Position/Title: Planning Supervisor, Department of Community Services - Planning Division Phone: (425)771-0220 Address: City of Edmonds, 121 - 5th Avenue North, Edmonds, WA 98020 Date: J �9-7 Signature: XX You may appeal this determination to Robert Chave, Planning Manaaer, at 121 - 5th Avenue North, Edmonds, WA 98020, no later than �:" ! f , 1997, by filing a written appeal citing the reasons. You should be prepared to make specific factual objections. Contact Jeffrey S. Wilson to read or ask about the procedures for SEPA appeals. XX Posted on %_Pi . 4 �fi , 1997, at the Edmonds Public Library, Edmonds Community Services Building, and the Edmonds Post Office. XX Distribute to -"Checked" Agencies on the reverse side of this form, along with a copy of the Checklist. Page I of 2 PC97293D.DOC 9/24/97.SEPA 0 Mailed to the following along with the Environmental Checklist: XX Environmental Review Section Department of Ecology P.O. Box 47703 Olympia, WA 98504-7703 XX Agent: Patrick Kinnear E. Kent Halvorson, Inc. 9840 Willows Rd. NE, Suite #200 Redmond, WA 98052 XX Owner: Betty Rusnak 15620 - 72nd Avenue W. Edmonds, WA 98020 pc: File No. PC-97-293 . SEPA Notebook Page 2 of 2 PC97293D.DOC 9/24/97.SEPA r St. t890 Date: Date: MEMORANDUM September 24, 1997 To: File No. PC-97-293 (Building Permit) From: M.E. Meg Gruwell Via: Jeffrey S. Wilson, Responsible Official Subject: ENVIRONMENTAL DETERMINATION FOR RUSNAK SLOPE STABILIZATION MEASURES; FILE NO. PC-97-293 I have had the opportunity to visit the site, and review the environmental checklist, Geotech report, grading plan and other building permit application materials which have been prepared for the project. A copy of these are filed in the official file for this permit. Based on my review of all available information and adopted policies of the City, I recommend that an environmental determination of nonsignificance be issued for the project. This project involves installing a french drain in a swale on the Rusnak's property to remove the subsurface water from the slope, and piping it and the drains from the Rusnak's house and decks down the slope in a tightline to the city stormdrain. It will also involve grading the slope below the Rusnak's house which the landslide turned into a near vertical slope to a 2:1 slope. In a conversation with Robert Ward, the engineer from Geotech Consultants, Inc., who wrote the report, I asked him about the timing. He thought that the sooner the better to install the french drain and get the water off of the slope. Once the source of the water was removed from the slope, then he was not as concerned about landslides on the slope. Regarding the draining, he thought that should be done soon if possible, but that the hydroseed would not grow in the winter. If it got too late to plant the hydroseed and get it established, the the slope should be covered again with plastic to prevent surface erosion. Regarding whether the grass would be considered a deep -rooting plant, he had heard of a "slope mix" of hydroseed that worked well on slopes, and he assumed that the WSDOT Erosion Control seed that was proposed by the contractor was probably a "slope mix." Because the slope of the hill would be reduced, and the water was being diverted off of the face of the slope, he thought the planting proposed would be adequate. He has submitted a memo (see copy attached) that states that the sheets C-1 and C-2 are in accordance with the recommendations made in Geotech Consultant's report. Based on the proposal and my conversations with the Geotech consultant, I believe that the project as proposed will not have a significant, adverse environmental impact. City of Edmonds cza Planning Division PC97293C.DOC 09RA/97. • • Review by Responsible Official I concur: ✓ I do not concur: Comments: Attachments pc: File No. PC-97-293 Je frey . Wilson Date PC97293C.DOC 09/24/97. Page 2 of 2 GEOTECH AUG 2 '19'7 CONSULTANTS INC MEMORANDUM 13256 N.E. ZOth St. (Northup Way) Suite 16 Bellevue, WA 98005 (206) 747.5618 98&o n� I .ci-,.rs & nI IE n Attn. TON? Rb5,5.wj Pape _ of From n , e �� W� Dater"� P��SK 5U. Protect Job Number Subject PCJVFax Number �Z 9 oafs ' IA) GNOO p�I . cc: 0gERT k� 4 WASyi cn 04 G'tsT 44'AD s`S�ONAL F,r�' EXP►RES j - —Z -- ��e 11K Vjjl�1;7. �O_ NO RECORD OF SURVEY F%ND I .158TH ST. S.W. 20 2oI I I 1/27797 II , •. � - oIo I - I ((000 I W I N 0 • TRACT 24 I rn 4w • I D Z V / (n O I I •'� w N 89'5 /' 00"W Q I I�� (fl • j— 438.00' 'i 1 I y coo i w •NW o (.4 o 0 o IUD wl J • o o CIO o I Z o 0 LLJ FND. G-4 MON./CASE Z G����: �� I > _ FTRAC S T 5&24 �.86 6Q I N. O 2 � o• 0 1 Q 1/27/97� N89'57'00"W /QQ` —---- ! D 77.22' �j j� 360.78' • GPR I 0 119.79' 182.35' J Z I•T'I w I SF I� . c� z E w C � I � ('T't a_ a- a_ 00 0 N Q ca i FND. MON./CASE of 6 (06 o a RECORD OF SURVEY I rn Q I N .� SUPP. TR 2J �r z " I � BK. 21, PG. 181 Ib o 1 27 97 vlv I n co I LOT C / / Co � co RECORD OF SURVEY = o o I N89'S7'00"W 1 C° I BK. 21, PG. 181 L o ; 360.�8'i 6 LEGAL. DESCRIPTI( I� I P,( • LOT B The East- U0.74- feet of Tract 2` o aa of" a v o Supplemental Plat, according to i I Z a. - I Ci Volume 5 of Plats Page 42, Rec( SUPP. TR 26 Q .00 o 0 0 I TOGETHER WITH that portion of T J I Ld N ni N according to the plat thereof rec Q C ^ Records of Snohomish County, dE U I BEGINNING at the Northeast corn. w 1 N88'55'09"W 360.73' I , Thence South 03'21' East 164 fef ai • • ~ ' ' I Thence North 89'57' West parallel l o County10.06' SOUTH & I 438 feet, more or less, to a Poii o I 0.43 WEST OF CALC. I . Q OOfee Comore or ad crossing lesssato the id c S Z FND. GROUP 4 REBAR/CAP LS 9435 Iv Thence in an Easterly direction a • NO RECORD OF SURVEY FOUND I Tract 24 438 feet, more or less, I SUPP. Ta 27 2/4/97 I0o 20 ! I co 24eacdistance ofe in a h100 feet, more I I (o I FND. G-4 MON./CASE I 0.10' SOUTH & SET FOR INTERSECTION .20 20 • SURVE`r 0.42' WEST OF CALC APL. W. &158TH AVE. W. (ri ��'e �'-��--���•�--�•�--—.�.FlELDTRA\ 1 /27/97 — _ N88'55'09"W (CALC.) _ 609.87' (CALC.) — — — — - ••'� I i PENTAX P1 6" APPLE TF:`! • 57 �J (j T"rYE. I: C8 -• 4 " -"R1:41 El... 99.6 100.2.1 99,64 17� t r1 i II j 1 I if►I i I fl p Ail E:. j I - I f { i y ,)t l f.E_ 12' ` . _- 91.28 <z f I i E I 1 ; ! 5. LF' - 12"r_SD., �, = 92.1 if 3 LAI j f' i i ' CF v�! N89457'()G'*W K�) -='s ROCKERY WALL HDGH1- 77 2 I %.L !Ot Q 12:3.•10 e �`1 i,9.55 (_�j �` � , �i ��1' 4•'i 1:;2.51 OU --— 85 L, — 12 SDI ——————------\� t 1301,20 1) i GARDEN 2" PINE c—' z 025 LF — 12 S !- i t Ae i c 113 ri0 O r-- !z2.re 134,9 CB #6 1 t i I I i f 10' DRAINAI 1 EASEMENT j l 1.36' D-UFF o 1489'57' 00'*W ROCKERY WALL HEIGHT if 12 �,7_4 W a. 5 3 A cl 2, 100, o D 1107ic 1 5 LF. - 12" sr 130.20 GARDDI .2" mt"[ 7 rp r - V. riz5.0L25..Lr — 12" SD 4? 9. .,.s 7 tj 134.9j. s CB #6 7_71.2 2' . �2411 5 o Irv­-oi i 11 2 10DRAINA,G, 1.3 6. 15 EASEMENT 135-56 91j"IFT, G. 3 S89'57'00"E .15.0 0 2719S 2,1 B2\ 0 V) 1. N 4J. 2 rs3.e- N. LINE TRACT 25 V .14 2, 30 b" C LEANOUT 197A _TOP, -`224 ,5+ ---IE "2210 , 2 \ \LR �1 + aaJi 7` f l~ _ 1 19M y; t' {j" j r C:b AS -c0 ' , `11 1. --, i 4 f N " st i o ; (`' tit cs) 'tt-6 360.78' CONNECT EXISTING ROOF & DECK DRAINS TO STORM DRAINAGE SYSTEM ! '.3122 i , PC 1 ! -1 '% 222. _(TYP) _CONCRETE —2 TRENCH BLOCK lid 1 I, lk \ % ;e —CAP PIPE ENDS (TYP.) 00, 8"x12"\ HDPE TEE TRENCH DRAIN n-j"o-F_ r ._ : 0 CITY OF EDMONDS 121 Fifth Avenue North, Edmonds, Washington 98020 FAX COVER SHEET To: Linda Riley KPFF Consulting Engineers. Phone: (206)622-5822 Fax phone: (206)622-8130 CC: Date: 20 Aug,1998 Number of pages including cover sheet: 1 From: Lyle Chrisman Engineering Specialist Engineering Division Phone: (425) 771-0220 Fax phone: (425) 771-0221 REMARKS: ❑ Urgent ❑ For your review ❑ Reply ASAP Please comment RE: HYDROSEED MIX FOR RUSNAK RESIDENCE Linda, The hydroseed mix you submitted as a substitute is acceptable to the City of Edmonds. If this hydroseed mix fails to do the job, the owner shall be required to have another hydroseed mix applied to insure germination on the slope. If you have any questions please call me at 425-771-0220 ext 324. 414E� STREET FILE GEOTECH AUG 211991 CONSULTANTS INC MEMORANDUM 13256 N.E. 20th St. (Northup Way) Suite 16 Bellevue, WA 98005 (206) 747.5618 To o L/,S /V Cc�d Attn. �Oi✓! QbS,Sd�f Pape f_ of Date Q � Job Number _L Project a 1s ♦ : Subject Fax Number l PcV V-EV l C1 Ut(-- E)NJ Q /NeR4� � pANS NZ DAs� AI) G,0Sr �2DSl•r..b@lN�c� -]1�f�C�Ls ftRE !3CAQ�i<3(JC� W 2���/9 �1•'o�tS �'���t�J C��f . C�nrvsu,(�4��5 rNC� A?JJ aA2MQN.S . EXPIRES —Z cc: a7 r E. KENT HALVORSON, INC. General Contractor June 26, 1997 Jeff Wilson City of Edmonds 250 5'h Ave. N. Edmonds, WA 98020 STREET {'.^s_�7 RE: Landslide Repair, Rusnak Residence, 15620 72°d Ave. West. Dear Jeff: IRECrI V'E JUN 2 7 1997 PERMIT COUNTER In response to your letter dated June 12, 1997 we are please to respond to your request for further information. 1. Enclosed is a Geotechnical Engineering Study by Geotech Consultants, Inc. which outlines the causes of the landslide, current site conditions at the Rusnak Residence and the scope of work to provide long term stability to the situation. 2. We plan to proceed with the recommendations of the geotechnical engineer, as stated in the "Conclusions and Recommendations" section of the Study. 3. We estimate that less than 200 cyds of local soils will need to be regraded, and retained on site, to accomplish the geotechnical engineer's objectives. 4. The only import will be the washed rock for the perforated line, as outlined in the study. 5. We believe that this project falls short of the requirements (500 cyds) for a Critical Areas Checklist, SEPA Checklist and Environmental Review. We request that these items be waived. 6. As noted in the topographic study, the landslide extends west beyond the Rusnak property limits. An easement will be required from the property owner to the west. Jeannine Graf has expressed the City's interest to not be involved in this easement process. We would like to proceed with this stabilization as soon as possible and appreciate your prompt consideration. Sincerely, Thomas Rossman EKM Site Division Project Engineer AU G. 13. 1998 2 ; 0 4 P M NO, 811117 P. 3/3 rr.Yn...+�.. •.'^ .. ... r6.�Wn.+r.. �. . it 04 4s ML L. Cat �r3Etit wd Maw aMAW �eada<� �use �t�is;eD . t Lmwnmwh i%u t:OC p�,� aeI. WA AM Lyle Cmimm NW 1% 1997 P&G QUOn BID MRA 9U�irr><t N Bhp O14IT TOTAL Eros Comet 20.0000 , $0•09 $1800.00 gad Fber Matra Pe F� eays TEae'p "vid End The Lusp Sum Lump 3= $315.00 ti a bap From The Site SPECMCATIONS ya '1 G Afi=MandsdFrW M&WW: Appiied od a rase cCl,OOt1 � rMft.. +� Wes, or Fob L"Wfi WM 30% o[ dta ° datwd �n slaw rdaese UMFecm AMM at a Ma arsoo lbs. page',—, %BY 9G ' ICimid d5 �1eMQ' et lbws t"eM dQ 040 404 to f+ 90 �pM►.ap..e IOtt00 ' Igaa248 t Al ND QIJALnqCAIIONS 1) WB=CkiM ' 2) Tan end bonds nee bchW4& tow No Fadsrsl � ra1� i 3) 1" f ,b d. W&Ihkio'n Save Prevcttiq� WW s) ON b"w on 1997 b=MdfwLyGedi !n fa°�'b "�`oee. 6) be � =4 ml& "md roily" by odes. Na wpsaMa or W&U irked i or y m sus not inel B) Ssd va7�.d ins 30'dd$s•. is Cst. 189v �T SET FILE CITY OF EDMONDS BARBARA FAHEY 250 5TH AVENUE NORTH • EDMONDS, WA 98020 • (206) 771-0220 • FAX (206) 771-0221 MAYOR COMMUNITY SERVICES DEPARTMENT Public Works • Planning • Parks and Recreation • Engineering January 27, 1997 Mr. & Mrs. Michael Rusnak 15620 72nd Avenue West Edmonds, Washington 98026 RE: Geotech Consultants Field Report Dated 1/4/97 received by City 1/15/97 The City is in receipt of your geotechnical field report by Robert Ward, P.E., which states, "Because the house is 40'-50' from the slide, and the soils are dense at the top of the slide, it is my professional opinion that the house is not in danger of movement because of the slide. Inhabitants should limit any activity within 20' of the slope." Based upon your experts assessment, the prohibition (red tag) against occupancy of your home is lifted. The geotechnical engineer shall continue to monitor the site since site conditions can change rapidly due to changing weather. If, in the professional opinion of your geotechnical engineer, the house can be inhabited we would caution you to frequently monitor the site and slope for signs of further deterioration which may threaten the stability of the house and exposed bank. Field reports are required for future work on permanent mitigation measures installed under the supervision of the geotechnical engineer. Thank you, 6*`Ij�r Jeannine L. Graf Building Official, C.B.O. 66 : 3614 1A)Ark4j I • Incorporated August 11, 1890 • . Sister Cities International — Hekinan, Japan PROM E. KENT RALVORSON !NC 2t 8'--6193 BATED) 1. 15' 97 7 2: 56/ST. 12 55%N0. 4260099751 r 2 �� Al 1JJ1 cr.• L�rr! rr<u111 ta� z crS t_onsurtants inC IU 9236193 P,01 CONSULTANTS, INC- 132% N.E. 20th St, (Nvrthuo Way). Suite 16 Rdk-ue, WA 98tW5 (206) 747.5618 FAX 747-8561 Post-dt^ Fax Note 7671 Data TO p Co./Dept. Co. Phona a Phone 0 Fec p � � gac Y Mike and Betty Rusnak 15620 - 72nd Avenue West Edmonds; Washington 93026 Subject: Considerations Regarding Recent Landslide Rusnak Residence 15620 - 7.2nd Avenue West Edmonds, Washington 98026 Dear Mr, and Mrs. Rusnak January 11, 1997 JN 97001 Along with Elling Halvorson, the undersigned associate engineer visited your residential site on January 4, 1997. We prepared a two -page, hand-written report that day regarding a landslide which apparently occurred on or about January 1, 1997 and later faxed it to Mr. Halvorson on January 6_ A copy of our report is attached to this letter. During our meeting with you on January 10, we were provided with a copy of a letter addressed to you from the City of Edmonds, dated January 3, 1997, regarding the landslide, We understand that you did not receive the letter until after our site visit. Our report stated that for temporary stabmiy• the landslide area needs to be covered with plastic. We understand that this was done, as we recently observed pictures taken when the plastic was installed. We further stated in our report that a geotechnical engineering study is needed to evaluate the long-term stability and function of the landslide area. You have authorized our firm to begin this study, and we have scheduled a boring rig to U at your property on January 17, 1997 in order to obtain soil data. The Chy of Edmonds letter has directed you to do four activities: t . Engage a geotechnical engineer to inspect the site and provide a report detailing temporary and permanent measures to stabilize the landslide area. 2. initiate all temporary measures as recommended by the geotechnical engineer. 3. Move promptly to perform all permanent measures as directed by the geotechnical engineer, and obtain a permit for these measures. 4. Perform any emergency work immediately, although permits are still needed. In our professional opinion, installing the plastic has satisfied conditions 2 and 4 of the city's letter. Our Initial visit has made recommendations for temporary measures, but recommendations on permanent measures cannot be performed until our study is completed, As noted above, we are scheduled to begin our study on January 17. We would have begun this work sooner, but due to ur,u erwhelming demand for geotechnicai engineering work at this time because to the significant r of landslides that occurred in the Puget Sound, we are not able. Prior to January 17, we t that you provide us with as much site informzticn as possible, including a legal description, piXt maps, and any site topography. We will prepare our final report regarding the landslide within F20M E. KENT HALVORSON. INC 206-833-61.Q, __�fSJbl7�WETJZ 1. 15 �7 12 57;/ST. 12:5-'N0. &60 97 1 P 3 . • tF'. b Rusnak JN 97001 January 11, 1997 Page 2 approximately 2 weeks of the start of our study. As we stated earlier, the demand on our time due to the landslides is overwhelming. We trust that this information is suitable for your needs at this time, If you have any questions, please do not hesitate to contact us. RespeCfully submitted, GEOTECH CONSULTANTS, INC. EXPIRES D, Robert Ward, P. E. Associate DRW.drw Attachment cc; Pat Kinnear, E. Kent Halvorson TOTAL P,02 n. V. m At. P" EW-1 =Irropt" •. OR r -W, rst. 189v SWEET�FIEF CITY OF EDMONDS BARBARA FAHEY MAYOR 250 5TH AVENUE NORTH • EDMONDS. WA 99020 • (206) 771-0220 • FAX (206) 771-0221 COMMUNITY SERVICES DEPARTMENT Public Works • Planning * Parks and Recreation • Engineering January 3, 1997 Mr. Michael & Betty Rusnak 15620 72nd Avenue West Edmonds, Washington 98026 RE: Notice of Repair --Section 3307 of the Uniform Building Code Dear Mr. & Mrs. Rusnak: Pursuant to Section 3307 -- Hazards of Appendix Chapter 33 Excavation and Grading, Uniform Building Code, you are hereby notified of the determination of the building official that an embankment on property owned by you and addressed as 15620 72nd Avenue West, Edmonds, Washington, is determined to be a hazard to "life and limb" and endangers the property of down - slope property owners as well as the subject site. My determination is based upon a site visit and inspection conducted on . January 2, 1996 by the City plans examiner and Mr. Wade Gilbert, a geotechnical consultant to the City of Edmonds from the firm of Landau & Associates. Pursuant to our observations, I hereby determine the property to be currently a hazard and in need of site stabilization. Pursuant to my authority as building official under Appendix Chapter 33, you are hereby directed to: 1. Engage a licensed geotechnical engineer who will inspect the site and provide you with a report and plan for temporary and permanent slope. protection and slope mitigation. This plan will address temporary and permanent erosion control, slope protection measures, surface and subsurface drainage and improvements along with any other mitigation measures suggested by your geotechnical consultant. This report shall be submitted on or before 5:00p.m., January 13th, 1997. This directive does not relieve you of any separate civil obligation to stabilize the slope on a temporary and immediate basis. 2. - Initiate all temporary improvements in the manner and within the time frame specified by your geotechnical consultant. Due to the potential hazard, I reserve the right as building official to impose a sooner deadline if, in the discretion vested in me under Uniform Building Code, I believe such a deadline to be necessary to temporarily resolve the slope condition. • Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan Mr. & Mrs. Rusnak January 3, 1997 Page Two 3. Move'promptly to restabilize the slope. Permanent improvements shall be installed in accordance with the recommendations of your geotechnical consultant. His or her recommendation should consider the stability of the slope and existent weather conditions when establishing a time schedule for installation of the stabilization measures and is also subject to my approval. 4. Any work deemed an emergency by your geotechnical engineer in his report shall be immediately installed. Nothing in this letter should be interpreted as waiving requirements for city permits or discretionary approvals and you should consult the Edmonds Planning Division, (Mr. Jeff Wilson, contact person), to determine what permits, if any, are required. Please contact the City Engineer, Mr. Jim Walker, regarding any damage or debris in the city right-of-way. For building permit information I will be your contact person. The purpose of this letter is to trigger your obligations under Washington state law, the state building code and Edmonds city ordinance. Therefore, failure to comply with the terms of these requirements, as modified in the future to incorporate your geotechnical engineer's recommendations, could result in civil or criminal liability. I trust that you will move promptly to correct the problems and enforcement measures will not be necessary. I am available to work with you or your consultant regarding any problems you may have Thank you, 64.x;r Jeannine L. Graf Building Official, C.B.O. sink ADDRESS FILE Fps COPY CITY OF EDMONDS 7110-210TH ST.S.W. • EDMONDS, WA 98026 • (206) 771-0235 • FAX (206) 744-6057 COMMUNITY SERVICES DEPARTMENT - PUBLIC WORKS DIVISION ,":,St. 189v March 11, 1996 Michael & Betty Rusnak 15620 72nd Ave W Edmonds, WA 98026 Dear Mr. and Mrs. Rusnak: BARBARA FAHEY .MAYOR I have reviewed your account and will allow a credit from October 1995. through February 1996 in accordance with our City policy. The policy states that the customer will be billed at the retail rate based upon the average water consumption for the same period during the previous year. In addition, the excess water lost from the leak will be billed to customer at the City's wholesale rate with a 15% surcharge added for administrative cost. Only one leak credit will be granted in any three year period. Should you have any additional questions after you receive your new billing, please contact Ilene Larson, Utility Billing Clerk, at 771-0241. Sincerely, 6z d1&0 Ron Holland Water/Sewer Supervisor RH/jh cc: Ilene Larson Utility Billing Clerk wordata\water\cred it96\#302750 Incorporated August 11, 1890 Sister Cities International — Hekinan, Japan • L.� mpt a um / 15620 TM AVL ay EDMONM I 9 • --- ---- - ^'F E. KENT HALVORSON, INC. LasGeneral Contractor January 31, 1996 Mr. and Mrs. Mike Rusnak 15620 72nd West Edmonds, WA 98020 Re: 15620 72nd West - Water Line Repairs Locate and repair break in water line between house and water meter. Labor = 5 hours @ $25.00 58 hours @ $18.00 Materials Total Due Please refer to our invoice number with your remittance. -Thank you, E. Kent Halvorson, Inc. /bw $ 125.00 1,044.00 25.00 $1,194.00 INVOICE 96-203 11 BUILDING 'UN - 8 1998 Calder hi 89 IN swoo SHAD PUR N . i Tr1 1 P Return Address: Lynn Hurst Montgomery, Purdue, Blankinship & Austin, P.L.L.C. 5800 Columbia Center 701 Fifth Avenue Seattle, WA 98104-7096 EASEMENT . Reference Number(s) of related document(s): N/A Graritor(s): Del and Margaret Caryl Grantee(s): Betty Rusnak Legal Description (abbreviated): Tract 25, Meadowdale Beach Supplemental Plat Full legal(s) on page 1. Assessor's Tax Parcel ID Number: Del and Margaret Caryl ("Caryl") hereby grant and convey to Betty Rusnak ("Rusnak") her successors and assigns, a perpetual, exclusive, 10 foot wide Easement over, through, under, across, upon and in the real property situated in Snohomish County, Washington ("Property") described as follows: Tract 25, Meadowdale Beach Supplemental Plat, according to the plat thereof, recorded in Volume 5 of Plats, Page 42, Records of Snohomish County, Washington. This easement consists of that portion of the Property as follows: Commencing at the intersection of the South Line of said Tract 25 and the West Line of the East 380.73 feet thereof; Thence North 01'01'00" East (Bearings refer to the Plat Meridian) along said West Line of the East 380,73 feet of Tract 25, a distance of 14.37 feet to the Beginning of said Storm Drainage Easement; Thence continue along said West Line of the East 380.73 feet of Tract 25, North 01 °01'00" East, a distance of 10.28 feet; Thence South 77°23'36" West, a distance of 33.49 feet; Thence North 06050'47" West, a distance of 23.49 feet to a point that is 9.50 feet South of the South Line of the North 100.00 feet of said Tract 25 when measured at right angles; Thence North 89057'00" West parallel with said South Line of the North 100.00 feet of said Tract 25 a distance of 114.66 feet; Thence North 75030'58" West, a distance of 34.10 feet to said South Line of the North 100.00 feet of Tract 25; Thence North 89°57'00" West along said South Line of the North 100.00 feet of said Tract 25 a distance 'of 20.26 feet to the East Right -of -Way Line of 75th Place West (Lund's Gulch Road); Thence South 02002'51" West along said East Right -of -Way Line, a distance of 10.01 feet; Thence South 89057'00" East parallel with said South Line of the North 100.00 feet of said Tract 25, a distance of 19.35 feet; Thence South 75°30'58" East, a distance of 34.10 feet; Thence South 89°57'00" East parallel with said South Line of the North 100.00 feet of said Tract 25, a distance of 107.06 feet; Thence South 06150'47" East, a distance of 25.69 feet; Thence North 77°23'36" East, a distance of42.12 feet to the beginning of said Storm Drainage Easement, Page 1 for the construction, operation, maintenance and/or repair and/or replacement of an underground storm drainage line ("Line") and appurtenances thereto, together with the right of ingress and egress to and from said easement and right-of-way for all purposes necessary and related thereto. This easement is appurtenant to property situated in Snohomish County, Washington, described as follows: The East 380.73 feet of Tract 25 and Tract 26, Meadowdale Beach Supplemental Plat, according to the plat thereof recorded in Volume 5 of Plats Page 42, Records of Snohomish County. TOGETHER WITH that portion of Tract 24, Meadowdale Beach, according to the plat thereof recorded in Volume 5 of Plats Page 38, Records of Snohomish County, described as follows: BEGINNING at the Northeast comer of Tract 24; Thence South 03°21' East of 164 feet to the TRUE POINT OF BEGINNING; Thence North 89°57' West parallel to the North Boundary of Tract 24 438 feet, more or less, to a Point 120 feet East of the East line of the County Road crossing said Tract 24 and 120 feet distant therefrom 100 feet, more or less, to the South Boundary of Tract 24; Thence in an Easterly direction along the South Boundary of said Tract 24 438 feet, more or less, to the Southeast corner of Tract 24; Thence in a Northerly direction -along the East Boundary Line of Tract 24 a distance of 100 feet, more or less, to the POINT OF BEGINNING. 2. Caryl also grants to Rusnak, and to those acting under Rusnak, a temporary construction easement of an additional 10 feet on each side of above described easement. Said construction easement shall remain in effect during construction and until such time as the Line and appurtenances have been accepted for maintenance and operation by Rusnak, but shall remain in effect no longer than 180 days from the. commencement of construction. Caryl.shall retain the right to use the surface of said easement, so long as the use does not interfere with the installation, operation, and maintenance of the Line, and so long as no permanent buildings or structures are erected on said easement. This easement is granted with the understanding that the surface will be restored to a condition substantially equivalent to its original condition upon completion of construction. Rusnak also agrees to indemnify and hold harmless Caryl from liability arising from the negligence of Rusnak, and those acting under Rusnak during the course of construction contemplated herein. DATED this -0 day of /�%it'% , 1998,,,at G►�iu�r,�D� , Washington. Page 2 19 ACKNOWLEDGEMENT STATE OF WASHINGTON ) ss. COUNTY'OF V�,n,,W I certify that I know or have satisfactory evidence that -d M C�_� r signed this instrument and acknowledged it to be his/her free tdid voluntary act for the { urposes mentioned in the instrument.,64 ••�� FAZE ED this \4+day of 11998.E V :J QTARy%*'- * : PU�gI.1C � t �w S1�TE OF WAS GTON ) ss. COUNTY I certify that I know or have satisfactory evidence that C i (AVJ­ signed this instrument and acknowledged it to be his/her free and volun ary act for th6 purposes mentioned in the instrument. F/4 TED this ­,.�l day of �Y •�' - ° pia' :ARy�': c!� PUBLIC C'FlNArsN�� NOTARY PUBLIC, State of ashmgton My appointment expires: 'ATE OF WAS GTON ) ) ss. COUNTY I certify that I know or have satisfactory evidence that signed this instrument and acknowledged it to be his/her free anvolu t act or the purposes mentioned in the instrument. I _ DATED this � day of 1998. Names !/h My appointment expires: 19 /Z61 �' 1 Q / OJ`.•� �c� etc► � c�NOTARy�•. s3 c� :. PUBLIC �WAs�' Name: NOTARY PUBLIC, Sta My appointment expires Page 3 998. Z vi `4-BIVER Prepared for: Betty Rusnak 15620 72nd Avenue West Edmonds, Washington Legal escr' ' n Proposed Simi. Drainage ernent A 10.00 foot wide. Easement for Constructing and Maintaining a Storm Drainage Line and appurtenances within a portion of Tract 25, Meadowdale Beach Supplemental Plat, according to the plat thereof, recorded in Volume 5 of Plats, Page 42, Records of Snohomish County, Washington, described as follows: Commencing at the intersection of the South Line of said Tract 25 and the West Line of the East 380.73 feet thereof, Thence North 01 *01'00" East (Bearings refer to the Plat Meridian) along said West Line of the East 390.73 feet of Tract 25, a distance of 14.37 feet to the Beginning of said Storm Drainage Easement; Thence continue along said West Line of the East 380.73 feet of Tract 25, North 01-01'00" East, a distance of 10.28 feet; Thence South 77°23'36" West, a distance of 33.49 feet; Thence North 06° 50'47" West, a distance of 23.49 feet to a point that is 8.50 feet South of the South Line of the North 100.00 feet of said Tract 25 when measured at right angles; Thence North 89* 57-00" West parallel with said South Line of the North 100.00 feet of said Tract 25, a distance of 114.66 feet; Thence North 75°30'58" West, a distance of 34.10 feet to said South Line of the North 100.00 feet of said Tract 25; Thence North 89°57'00" West along said South Line of the North 100.00 feet of said Tract 25, a distance of 20.26 feet to the East Right -of -Way Line of 75th Place West (Lund's Gulch Road); Thence South 02°02'5 V West along said East Right -of -Way Line, a distance of 10.01 feet; Thence South 89°57'00" East parallel with said South Line of the North 100.00 feet of said Tract 25, a distance of 19.35 feet, Thence South 75°30'58" East, a distance of 34.10 feet; Thence South 89° 57'00" East parallel with said South Line of the North 100.00 feet of said Tract 25, a distance of 107.06 feet; Thence South 06° 50'47" East, a distance of 25.69 feet; Thence North 77°23'36" East, a distance of 42.12 feet to the Beginning of said Storm Drainage Easement. D � ol�0l�►� �60 AUX01199 SEP - 9 19,97 9801010188 07/21/98 11:22 RETURN ADDRESS: P.0005 Recorded Snohomish County City of Edmonds, City Clerk 505 Bell Street Edmonds, WA 98020 00 COVENANT OF NOTIFICATION 40 AND INDEMNIFICATION/HOLD HARMLESS ® Reference #: 9� z93 Grantor(s): (1) Betty Rusnak (2) Additional names on page Grantee(s): !Qity of Edmonds Legal Description (abbreviated): Sec Twn--,L Rng-,L/— Qtr 00 OR Lot Block Plat Assessor's Tax Parcel ID #: (1)_5133 000 025 0109 (2) Assessor's Tax Parcel ID# not yet assigned CITY OF EDMONDS APPROVED FOR RECORDING BY: 226 DATE:71-1-96 PAGE I OF 6� Under the review procedures established pursuant to the State Building Code, incorporating amendments promulgated by the City of Edmonds, and as a prerequisite to the issuance of a building permit for the construction of a slope stabilization and drainage system (the "Project"), the undersigned eea\cA3\mxb\hLiv 1006.doc • RETURN ADDRESS: City of Edmonds, City Clerk 505 Bell Street Edmonds, -WA 98020 APPROVED FOR RECORDING RY: ALG DATE: / 7 E PAGE Z OF S OWNER of the subject property does hereby covenant, stipulate and promise as follows: 1. Description of Subject Property. This covenant of notification and indemnification/hold harmless relates to a tract of land at the street address of 15620 72nd Avenue West, Edmonds, Snohomish County, Washington (the "Property") and legally described as: F, See attached. 2. Notification and Covenant of Notification. The Property lies within an area which has been identified by the City of Edmonds as having a potential for earth subsidence or landslide hazard. The risks, if any,, associated with the construction of the Project on the Property have been evaluated by technical consultants and engineers engaged by the applicant as a part of the process to obtain a building permit for the. Project. The results of the consultant's reports and evaluations of the risks, if any, associated with the'Project are contained in building permit file number 900464, (insert number) on file with the City of Edmonds Building Department. Conditions, limitations, or prohibitions on the construction of the Project may have been imposed in accordance with the recommendations of the consultants in the course of permit issuance. The conditions, limitations, or prohibitions may require ongoing maintenance on the part of any owner or lessee or may require modifications to the Project. The statements and conditions proposed by the OWNER'S geotechnical engineer, geologist, architect and/or structural engineer are hereby incorporated by reference aK\a\9\m:b\bda100&dx 9807210188 RETURN ADDRESS: City of Edmonds, City Clerk 505 Bell Street Edmonds, WA 98020 APPROVED FOR RECORDING gy_JLI DATE:7-17-98 PAGE -3 OF S from the contents of the file as fully as if herein set. forth. Any future purchaser, lessee, lender or any other person acquiring or seeking to acquire an interest in the property is put on notice of the existence of the content of the file and the City urges review of its contents. The file may be reviewed during normal business hours or copies obtained at the Planning Department, City of Edmonds, 250 5th Avenue North, Edmonds, Washington 98020. 3. Indemnification and Hold Harmless. The undersigned OWNER has fully informed herself of the risks associated with the construction of the Project on the Property and does therefore waive and relinquish any cause of action against the City of Edmonds, its officers, agents and employees arising solely from such construction. In addition, the OWNER does hereby promise to indemnify and hold harmless the City of Edmonds, its officers, agents and employees from any loss, claim, liability or damage of any kind or nature to persons or property either on or off the site resulting from or out of earth subsidence or landslide hazard caused solely by the construction of the Project on the Property, or occurring or arising solely out of any false, misleading, or inaccurate information provided by the OWNER, its employees, or professional consultants in the course of issuance of that. permit. Except as expressly provided above, the waiver and indemnity and hold harmless set forth in this paragraph shall not apply to any causes of action, losses, claims, liabilities or damages caused in whole or in part by any negligent or tortious act or failure to act of any third party, including, without limitation, the City of Edmonds, its officers, agents and employees. 9807210188 RETURN ADDRESS: City of Edmonds, City Clerk 505 Bell Street Edmonds, WA 98020 APPROVED FOR RBCORDINO By..%7,V-- DATB: p PAGE �_ OF S DONE this day of 1998. OWNER By:0��J �qZa7170-,A) STATE OF WASHI TON ) ) ss: COUNTY OF ) I certify that I know or have satisfactory evidence th signed this instrument and acknowledged it to be her free .and voluntary act for the purposes mentioned in this instrument. DATED this ZZday of 1998. N NOTARY .PUBLIC My commission .ems %. -,WI. v i•�••N/11111Ms, y u`\e:\8\wxb\h s1w1004.dno 9807210188 Description of Subiect Prooerty. The East 380.73 feet of Tract 25 and Tract 26, Meadowdale Beach Supplemental Plat, according to the plat thereof recorded in Volume 5 of Plats Page 42, Records of Snohomish County. TOGETHER WITH that portion of Tract 24, Meadowdale Beach, according to the plat thereof recorded in Volume 6 of Plats Page 38, Records of Snohomish County, described as follows: BEGINNING at the Northeast corner of Tract 24; Thence South 03021' East of 164 feet to the TRUE POINT OF BEGINNING; Thence North 89°57' West parallel to the North Boundary of Tract 24 438 feet,: more or less, to a Point 120 feet East of the East line of the County Road crossing said Tract 24 and 120 feet distant therefrom 100 feet, more or less, to the South Boundary of Tract 24; Thence in an Easterly direction along the South Boundary of said Tract 24 438 feet, more or less, to the Southeast comer of Tract 24; Thence in a Northerly direction along the East Boundary Une of Tract 24 a distance of 100 feet, more or less, to the POINT OF BEGINNING. - 9807210188 -x w ser``i47 i08 08:38a (425ii7-8561 p.1 OEOTECH CONSULTANTS, INC_ 13256 NE 20111 Street, Suitc 16 134d1mic, WA 98(H)5 ('125) 747 5618 FAX (4'25) 747-8561 Betty Rusnak 15620 - 72nd Avenue West Edmonds, Washington 98026 RFCEIVED SEP 1995 September 10, 1998 PERMIT COUNTER JN 97001 Subject: Geotechnical Engineering Observations Landslide Remediation 15620 - 72nd Avenue West Edmonds, Washington Dear Ms. Rusnak: We prepared a geotechnic-A engineering study dated February 24, 1997 for the remediation of the landslide that occurred at the subject site in . January of 1997- The two main geotechnical engineering considerations was to regrade the slope where the landslide occurred, and to install a French Drain and surface drain to control water near the slope. The undersigned Associate of Geotech Consultants recently made two visits to the subject site; one during the landslide remediation work, and one following the work. During our first visit, we observed that the slope where the landslide occurred had been adequately graded to a .uniform slope of approximately 2:1 (Horizontal -.Vertical). When we returned to the site, we observed that the slope had been hydroseeded and sprinklers were being used to moisten the seed. We also observed that the entire drainage system had been installed, We were able to see from the ground surface that catch basin had been installed, located within the French Drain, and that the surface pipe had been laid on the steep western slope that had not been involved in the landslide. The contractor presented us with detailed pictures of the installation of the French Drain. The pictures indicated that an approximate 5- to 8-fuut-deep trench had been excavated in the location recommended in our study, followed by the placement of a visqueen barrier as recommended. The French Drain, consisting of washed rock, a drain perforated drain pipe, and geotextile filter fabric, was installed and connected to the catch basin that was located near the center of the trench. The filter fabric was wrapped entirely around the rock and pipe. We observed that this fabric was covered at the top with more washed rock as recommended. Post -it" Fax Noote 7671 rare P qa► s To r�. From o r.n Phone # Phone U Fax k Fax n se'p ,17,'98 08:38a [42 747-85G1 p.2 Rusnak JN 9 7001 September 10, 1998 Page 2 In our professional opinion, based on our site visit and the pictures, it appears that the drainage work and slope regrading were performed as recommended in our study. If you have any questions regarding this letter, or if we can be of further service, please do not hesitate to contact us. Respectfully submitted, GEOTECH CONSULTANTS, INC. �gER7 r 4lwA' 29741 �c'y `c�STE E C'\ `r�0 N a 1. 6ty El(PIRES D. Robert Ward, P.E. Associate DRW:alt cc: E_ Kent Halvorson UG, 11 1998 2 : 0 3 P M f Consulting Engineers 1201 third Avenue, 5ulte 000 Seen/a, Washington 98101 (209) 622-MZR Fax (20e) 022.8730 4j�W �2,N1#1& NO. 817 7 P. 1,1 FAX TRNSMITTAL Aare August 13, 1998 Job # 97354 protect Rusnak Slide WlPages 3 (ind. cover) TO Lyle Chrisman From Linda Riley compeny City of Edmonds. Engineering Fax # 420/771-0221 Phone# 4251771-0220 subiect Hydroseed Mix Descrip6on / Comments Lyle, The homeowner for the above project, Betty Rusnak, is requesting a substitution on the hydroseed mix the City of Edmonds has specified for the slide repair on her property because she is allergic to grass. I have contacted a landscape architect to obtain a suitable substitute. The attached documents are their recommendations and the City's desired mix. Can we substitute? If not this mix, then do you have an alternative with no grass? P10269 contact me to discuss. Thank you for your time. Linde Riley a These are transmitted for your use . The original will not follow in the mail cc: Betty Rusnak Kent Halvorson, EKH Ray Hanson, EKH AUG, 13, i998" 2:03P'I'M CONSULTANTS i 1=41%mff t I TA& pt.:ro�+�snt Q Phi ❑ OrIgInsB to Follow (go "Do � j Iry 40. 4� PWft (425)851-7549 :jS024BCmkRoadNa�mes-w l at ! a•Bu� ��zs)861755aac cu S f' 7 CITY OF EI)moSuSET ADDRESS PLEBARBARA FAHEY MAYOR 7110 - 210TH ST. S.W. - EDMONDS, WA 98026 - (425) 771.0235 - FAX (425) 744.6057 COMMUNITY SERVICES DEPARTMENT - PUBLIC WORKS DIVISION C. 19 October 21, 1997 Mrs. Michael Rusnak 15620 - 72nd Ave. W. Edmonds, Wa 98026 Subject: Water Leak Credit - #302750 Dear Mrs. Rusnak: I have reviewed your account and will allow a credit for the billing period between July 8, 1997 through August 6, 1997 in accordance with our City policy. The policy states that the customer will be billed at the retail rate based upon the average water consumption for the same period during the previous year. In addition, the excess water lost from the leak will be billed to customer at the City's wholesale rate with a 15% surcharge added for administrative cost. Only one leak credit will be granted in any three year period. Should you have any additional questions after you receive your new billing, please contact Ilene Larson, Utility Billing Clerk, at 771-0241. Sincerely, Jim Waite Water/Sewer Supervisor JW/lk cc: Ilene Larson Utility Billing Clerk wordata\water\credit97\#302750 • Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan 1 E. KENT HALVORSON, INC. General Contractor Invoice # 97276-5-1 Betty Rusnak 15620 72°d West Edmonds, WA 98020 Re: Project # 97276-205 Project Name: Water Line Rapair Replace broken water line from meter to house. Approximately 340 LF. Amount Due $1,968.65 Less Retain a .00 Subtotal 1,968.65 Plus Sales Tax @ 169.30 Total Due $2,137.95 Please refer to our Invoice Number with your remittance Thank you E. Kent Halvorson, Inc. *----------------------- MetroScan/Snohomish •--4k- ----------------------* Owner :RUSNAK MICHAEL & BETTY RTSQ :04E-27N-05-SW CoOwner APN:5133 000 025 01 09 Site Addr:15620 72ND AVE W EDMONDS.98026 Struct:$177,400 Mail Addr:15620 72ND AVE W EDMONDS WA 98026 Land :$484,400 Rec Date :05/00/75 Deed :RE CONTRACT Total :$661,800 Price :$25,000 Loan LevyCd:00217 Aud Fee #: Ln Amt: 1994Tx:$7,464.77 ActualUse: Lender: Phone : — Vest Type: IntTyp: %Owned: Bldg Name: Vol:5 Page:42 Land Use :11101 RES,SGL FAMILY RES,DETACHED,1 UNIT Easement: NbrhdCode:520 --Census-- Zoning :RS-12000 ZoningRest: - Tract:502.00 Sub/Plat :MEADOWDALE BEACH SUPPLEMENTAL PLAT Block:l Legal :BLK 000 D-01 - E 380.73FT OF TRS 25 .;........ ........ Bedrooms :2 Bldg ........ SF:3,670 LotAcre:2.21 ......... Year B1t:1978 Bath F3H :3 / / 1st SF :1,483 Lot SF :96,268 EffYrBlt: Stories :2 2nd SF :1,035 Heating:FORCED B1dgGrad:GOOD Fireplace:2 3rd SF : Roof :WD SHAKE B1dgCond:GOOD Spa 4th SF : View :GOOD WaterSrc:PUBLIC Units :1 BsmntSF:1,152 WtFront: Sewer :SEWER is .Slyd� Gv6esf off _. /S ��� �AZ Gr/_ . 9 � !1 avrutewA !2!C Is OC�[rib2 - w awl_ r � 1 3,0 ZS �� /�L G1/ (�te o,✓� k//.r/ /7�D I C,e'04Q�l�vf� 7�> los¢ 1j ve q,<f Xlvd k ��j l4/owfG411- �Iorople4 �y 1- r 7- -14WqL OVg 07—' «,4C1I0ND� C�rc.✓ C�' a, 7111S /�[(ND/L Z?lzcoS/o.✓ J - L - 6 -q-qpt The Information Provided Is Deemed Reliable, But Is Not Guaranteed. j'4 r- «4 STfJ,,.,.ET FILE CITY OF EDMONDS 250 - 5TH AVE. N. • EDMONDS, WA 98020 - (206) 771-0220 • FAX (206) 771-0221 COMMUNITY SERVICES DEPARTMENT I C� p Public Works • Planning . Parks and Recreation • Engineering 8gp-19 June 1, 1993 M. Rusnake . 15620 - 72nd Ave. W. Edmonds, WA 98026 LAURA M. HALL MAYOR This letter is to inform you that you are served by a city maintained grinder pump system. This system pumps your sanitary waste to city gravity sewer lines as your house was too low to obtain gravity flow when city sewer mains were installed. I hope to inform you of the basics of how these pumps function, who to call should you experience alarms, and what precautions should be taken to prevent damage to your home. 1. The grinder pump was originally -installed by the homeowner, but the hardware was purchased by the city of Edmonds' Lid Bond that paid for the sewer project in your area in 1985. These pumps are float activated to cycle the one pump to take. your sewage up to where gravity flow ca.n be obtained. 2. The following precautions must be adhered to prevent damage to your home: A. Do not dump any nonbiodegradable products down into the pump tank. VIA your drains in your house. B. Minimize the amount of grease disposed down your drain. - This may cause problems with the float operations. C. Do not empty pools into the tanks without a restrictor approved by the city of Edmonds. D. Do not attempt to access tank or electrical cabinets. Should you have a pump failure from any of the above mentioned items, the homeowner will be held responsible for damage. • Incorporated August 11,.1890 •. Sister Cities International — Hekinan. Japan 3. The city of Edmonds Sewer Section will maintain the pumps every three (3) months to ensure the proper operations. We will also clean, operate and check all components.to-ensure proper working status. A separate log is kept to your pump that will reflect any maintenance done. We can track reliability and the need for upgrade or repairs when a chain of failures start to occur. Crews will require the use of your water so the tank can be washed down and we will always try to notify you of their presence when they arrive on the site. 4. Should you experience any problems with the pump, there are two alarms that will indicate failure. One alarm is located within your home and has a black push button to reset to silence. There is also a visual alarm located on the electrical box outside your home. When this occurs, please call us at 771-0235 immediately to investigate any problems. Our office hours are 8:00 AM - 5:00 PM Monday Through Friday. Should an alarm occur after hours, weekends, or holiday, contact 911. There is a 24-hour call person on duty to be dispatched. We.do carry parts for all of these systems and should be able to correct most problems within a reasonable amount of time. If you have any questions or concerns, please contact Everett Akau or myself at 771-0235, extension 349. Sincerely, afo� Ron Holland Water/Sewer Supervisor cc: Everett Akau RH/lk GRIND/LT/TXTSEWER � STREET FILE � CITY OF E D M O N D S LARRY S. NAUGHTEN 250 - 5TH AVE. N. • EDMONDS, WA 98020 • (206) 771-3202 MAYOR COMMUNITY SERVICES: PETER E. HAHN Public Works • Planning • Parks and Recreation • Engineering DIRECTOR 890 . I o9- December 3, 1991 Mr. & Mrs. Richard Rusnak 15620 72nd Avenue West Edmonds, Washington 98026 Dear Mr. & Mrs. Rusnak: On September 20, 1990 you were mailed a letter indicating that you would have until October 15, 1990 to take positive and approved action to complete your connections and inspections to sanitary sewer service availible. It was stated in this letter that if you did not comply by the date indicated, according to Edmonds Community Development Code 18.10.010, paragraph C Restriction of Water Service, the City could disconnect your water service. As of December 2, 1991 you have not completed your connections and inspections as requested, and we have not finalized your sewer permit. On November 27, 1991, Everett Akau visited with Mrs. Rusnak, and she confirmed this. According to our records, you are in need of a state electrical inspection and completion of filling in your septic tank. As I'm sure you are aware, the sewer L.I.D. was installed for health reasons because of contamination to streams by septic tanks. You have until January 6, 1992 to finalize thisrequest or your water service will be terminated until completion. If you have any questions, please contact me at 771-3202, Ext. 317. Sincerely, �?113 l Ron Holland Water/Sewer Supervisor RDH/cmc cc: Noel Miller, P. W. Superintendent Address File • Incorporated August 11, 1890 0 I O 890 19�i CITY OF EDMONDS 250 - 5TH AVE. N. • EDMONDS. WA 98020 • (206) 771-3202 COMMUNITY SERVICES: Public Works • Planning • Parks and Recreation • Engineering September 20, 1990 Mr. & Mrs. Richard Rusnak 15620 - 72nd Ave. W. Edmonds, WA 98020 Dear Mr. & Mrs. Rusnak: LARRY S. NAUGHTEN MAYOR PETER E. HAHN DIRECTOR Over the past two years, I have worked with you to hook up your sewer service. I talked to your neighbor regarding an easement for you and asked you to set up a meeting with them. You also wanted to have an engineers advise. As of to date, no positive action has taken place. In our last conversation you said you would have you sewer installed by fall. You need to take positive steps to complete this connection and I feel the City has been more than patient with you regarding this issue. You now have until October 15, 1990 to take positive and approved action to complete this connection. If no action is taken, your water service will be disconnected as of October 16 at 9:30 AM. Sincerely, Bobby R. Mills Public Works Superintendent BM/lk cc: Water/Sewer Supervisor Peter Hahn Mayor Naughten City Attorney Ordinance Enclosed RUSNAK/TXTSEWER/3 O Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan CITY OF EDMONDS FILE LARRY S. NAUGHTEN 250 • 5TH AVE. N. • EDMONDS. WA 98020 • (206) 771.3202 MAYOR y COMMUNITY SERVICES: PETER E. HAHN Public Works • Planning • Parks and Recreation • Engineering DIREC70R ,890 19C�0 January 12, 1990 Mr. & Mrs. Michael Rusnak s 15620 - 72nd Avenue West Edmonds, WA 98020 ` Subject: SEWER CONNECTION Dear Mr. & Mrs. Rusnak: This is a follow-up to the letter sent August 18, 1989. To date I have seen no action as to which direction you are planning with your sewer connection. Would you please provide me with a schedule and date you plan to install your sewer 'connection. I cannot continue to delay this matter unless specific plans are submitted and approved. I will have no choice except to discontinue your water service as set forth by the Council Your prompt response is of the utmost importance. Sincerely, 47' Bobby R. Mills Public Works Superintendent BM/lk I`' "7 A.9 CITY OF EDMONDS 250 - 5TH AVE. N. - EDMONDS, WA 98020 - (206) 771-3202 -- COMMUNITY SERVICES: Public Works - Planning - Parks and Recreation - Engineering 189p-19C) August 18, 1989 Mr. & Mrs. Michael Rusnak 15620 - 72nd Avenue W. Edmonds, WA 98020 Dear Mr. & Mrs. Rusnak: LARRY S. NAUGHTEN MAYOR PETER E. HAHN DIRECTOR As our discussion ended regarding your sewer connection, I said I would check to see if we had any contractors who could do your work. In order for a contractor to install any sewer for future sub -division, a design needs to be developed. There are several companies that can assist you, such as, Reid Middleton and Associates, Lovell- Sauerland and Associates, G4 Group 4 Incorporated and Meyring and Associates. There are several more listed in your phone book. Several small contractor can install your grinder pump. B & M Contractor, Lutz Backhoe Service, Johnson Services, Northlake Utility Contractors, Arrow Construction and Monder Sewer. All of which are again listed in your local phone book. I want to emphasize that I am not recommending any particular contractor, just giving you information and suggestions to help you with your sewer connection. I hope you have been doing some planning to complete your sewer as soon as possible. Your cooperation in providing a time of completion would be much appreciated. If the planning is long-term for the sub -division, the grinder pump must be installed. A letter from you stating your direction is important in setting a deadline so that your water service will not be discontinued as Council set forth (see attached). Should you have any additional questions, I can be contacted at 771-3202, extension 314. Sincerely, Bobby R. Mills Public Works Superintendent BM/lk - Incorporated August 11, I890 - RU5NAK/TXTSEWER Sister Cities International — Hekinan, Japan DAL, _ CITY OF EDMONDS LARRY S. NAUGHTEN 250 - 51h AVE N. • EDMONDS. WA 98020 • (2061 771-3202 MAYOR COMMUNITY SERVICES: PETER E. HAHN 890 9 C� Public Works • Planning • Parks and Recreation • Engineering DIRECTOR -1 July 22, 1988 Mr. Michael Rusnak 15620 72nd Ave. W. Edmonds, WA 98020 RE: Sewer Connections Dear Mr. Rusnak: I appreciate the opportunity to talk to you last Tuesday evening. It appears that we had not talked before, but you have had numerous contacts with other city staff. I have reviewed your circumstances at some length. Your request appears to be some City participation in the funding of a pipe hookup from both lot 25 -- which you currently reside on -- and lot 132 -- which, I understand, will be platted someday -- to the sewer trunk on 75th Avenue. Your request, I assume, is predicated on the fact that in subdividing lot 132 and providing improvements, sanitary sewer connections may be expensive. I am very pleased to say that the City can offer you assistance in this regard. The amount of assistance would be equivalent to the value of two grinder pipes which the City is obligated to provide per the policies in effect at the time of LID 210. It is estimated that the value would be in the range of $6500 to $7500, and this would need to be verified more precisely. The alternative is to provide you for a grinder pump for each of these two lots. As a condition for this financial participation, you will have to provide the City with a fully documented engineering plan showing all the details of your side sewer, including connection to the 75th Av. trunk. After City approval of your plan, completion of the work, and connection, the City would transfer the funds. You should, of course, coordinate this work with anticipated or immediate platting of lot 132. Also, you will undoubtedly require utility easements for you line down to 75th Avenue. The City has no way in which it can participate more extensively in the costs of improvements to any future plat for lot 132. This is a consistent City policy. I have attached a letter which the City sent to Mr. Steele, who 2 years ago also asked the City to participate in what he thought were very high development costs for sewers. • Incorporated August 11, 1890 • Mr. Rusnak - July 22, 1988 - Page 2 This is the best the City can do under existing policies. Any number of plats have had to provide all sorts of methods of handling sanitary sewers, including the installation of larger lift stations (see the attached letter). I am pleased that we have the flexibility to offer this assistance, and we now expect a timetable for your connection to the sewer system. The new ordinance, which I know you don't agree with, is the City's new policy on connections, and I must carry out my duty in enforcing it. None of us want to get to the point of threatening to turn off anyone's water, and I am sure you will carry out your responsibilities. Sincerely, IA;llq-lam Peter Hahn CC. Mayor Naughten --` Jerry Hauth RUSNAKI/TXTPEH61 i% U11° .� Y OF EOMONOS 250 5lh AVE. N. • EDMONDS. WASHINGTON 98020 • (206) 771-3202 COMMUNITY SERVICES Mr. Jerry M. Steele 15720 68th Ave. W. Edmonds, WA 98020 Dear Mr. Steele: July 28, 1986 LARRY S. NAUGHTEN MAYOR PETER E. HAF7Of -'CU, iRECTOR L 2 N 1988 CDmmunity SPN►ces Dir RE: East Half of Tract 21, Meadowdale Beach Mr. Alberts and I have spent considerable time reviewing -the points that you made in your letter regarding the LID 210 assessment you received and its relation to your site development costs. Your feeling, if I may summarize it, is that your assessment did not take into account the significantly higher (compared to other properties) cost of site development caused by the need for a sewer lift station. I believe you deserve a full response to a legitimate concern. The method used by Macaulay and Associates in performing the Benefit Analysis as part of the LID assessment compares the value of a property before. the LID improvements with its value after the improvements are completed. The analysis showed that your assessment is less than this increase in value for your property. This method, as all other LID assessment -methods typically used, does not attempt to equalize the "net" value of your property by taking into account site -.development costs. Virtually all lots have differing development costs: some lots are steeper than others; some lots wetter; some lots have soils which require additional foundation costs; on some lots the house is way back from where the sewer comes in and requires a long side sewer, on others the house is right near the City sewer. The main point is that the site development costs were there before the LID and after. It would be an impossible task to equalize all these costs as part of the LID assessment. The sole exception to this, as you know, is that the City did furnish one grinder pump for each property without non -gravity access to the City sewer. Costs associated with future development of presently undeveloped land were. never intended to be included. In view of this I cannot recommend City assumption of the costs of construction of a sewer lift station. Should you wish further explanation please do not hesitate to contact Mr. Alberts. Sincerely, Peter E. Hahn cc -Mayor Naughten PUBLIC WORKS PLANNING PARKS AND RECREATION FNGINFFRINr, 890.194 CITY OF EDMONDS 250 - 5th AVE N. • EDMONDS. WA 98020 • (206) 771-3202 COMMUNITY SERVICES: Public Works • Planning • Parks and Recreation • Engineering July 20, 1988 Dear Resident of the Meadowdale Area: LARRY S.NAUGHTEN MAYOR PETER E. HAHN DIRECTOR Our records show that you have not connected to the sanitary sewers in your area. If our records are in error, please notify us. Otherwise, we'd appreciate it if you read the rest of this letter. On July 19, 1988, the Edmonds City Council passed an ordinance which allows the City to turn off water service to residents who choose to continue not connecting to the sanitary sewers. Although all of you were notified of this hearing, only one affected person spoke to the Council. The Council and I were hoping to hear directly of the reasons why you have not connected. For those of you who may be on wells, the Council's direction is to ensure compliance by other means, so this letter applies to you also. The Council's and City's intent is to achieve 100% connection, and my direction is very clear in this regard. I recognize, however, the need to work individually with you and to provide you with some flexibility in helping to achieve the goal of the ordinance. I would ask each one of you to propose to the City a reasonable plan and timetable for complying with the Council's intent. We are prepared to be flexible, but we are prepared to eventually resort to the measures which the Council included in the Ordinance in the event of non-compliance. If that point were to be reached, and I certainly hope we would not even get close, there would be extensive notification and contacts with you. Please send me your plan and proposed timetable by August 12. If there is any reason for delay of this date, state so in a letter. Once we get these plans, we will review your proposals and get back to you. Meanwhile, please do not hesitate to contact Jerry Hauth in the Engineering Division for any technical questions. Attached is a copy of the ordinance. Sincerely, ��t/W4, Peter E. Hahn CC. Mayor Naughten City Attorney Jerry Hauth MEADOW5/TXTPEH61 • Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan ME �ro* Rickard, 7� orP¢ Teweh) ( horp2,2 4- nn011Inc. Mr. and Mrs. Bell (Parcel 43B) were one of the first to make 0015. application when the moratorium on granting building permits had been lifted. The application was made in 1984, before the completion of the LID. Their lot was in an area of 90% proba- bility of occurrence of a slide within 25 years. The building officials were proceeding slowly and carefully in acting upon the application, and the Bells elected not to proceed with the application process. Their building permit was neither granted nor denied. Mr. MaCaulay testified that their property was. benefited in the amount of $25,000.00, and there was no evidence that it was not. Concerning Parcel 25, owned by Mr. and Mrs. Michael Rusnak, the only testimoney concerning the value of the benefit to their 0 property was $25,500.00 thus establishing the assessment at $11,366. The merits or demerits of a grinder pump as opposed to gravity feed, are matters within the expertise the engineers and are not apropos to the Final Assessment Hearing. Mr. MaCaulay did testify that the necessity of grinder pumps was one of the elements considered in establishing the special benefit. Parcel No. 86, owned by Norman E. and Joann M. Anderson, was benefited in the amount of $27,500. Mr. MaCaulay satisfactorily explained why the benefits to Parcel 86 were substantially different than to Parcels 25, 132, and 133. There was no testi- mony that Parcel 86 was not benefited in the amount testified to by Mr. MaCaulay. The special benefit to Parcel 38, owned by R. Michael Lantz, FINDINGS, CONCLUSIONS & RECOMMENDATIONS OF HEARING EXAMINER - Page 7 � 7 FILE April 25, 1985 City Clerk City of Edmonds, WA 98020 Subject: Assessment#025 Dear Sir, RECEIVED APR 2 5 1985 Edmonds City Clerk &Eck �Eu ENGINEERlp.,% This letter is to protest against our assessment for the followinq reason. We feel planning of the sewer line installation should have included a free flow system. Our property is above and therefore should have and can be tied into the main sewer below us, which we believe to be on 75th ave. We are located on 72nd Ave West. We have continually complained about this problem at previous meetings and to city officials. All that we get from engineering is that it was our personal problem. The whole project was someone elses problem which led to this LID. We want to be treated fairly. 1. A grinder pump is forced on us to get out sewage up 300 ft. to the line on 72nd Ave. The disadvantages of this system is: 1. Extra use of electrical energy which we have been striving to reduce. In the winter our electrical bill for two months has been $900.00. In a few years we will be retiring and we don't don't how we will be able to handle it. 2. There will be some noise pollution. 3. Power failure or the pump breaking down could cause sewage to back up into our home, causing health and property damage. We have not objected to the project, in fact we have given a 238 foot easement for the main trunk line as you requested, with no compensation. we learned later that other property owners held out for cash compensation. We also learned that this easement should have been explained to us giving us certain alternatives. We did everything to cooperate in this project. We only ask that we get�a free flow system that is part of the project and that 990 of the owners have already received for even less assessment charges and giving no extra compensation. continued on page 2. • City Clerk City of Edmonds, WA 9801-0 We feel that this is not an unreasonable request, and that the LID include this into the total project. Very Sin c. ly Yours,. r L& is ae Rusnak Us s,- // LU LU ICO Area Pre1.i.mq.Ft.) I or U Assmnt..� Final 0 # Reputed Owner (SBenefit Assmnt. 25 Rusnak, Michael 145,310 I 4,938 25,500 11,366 26 Ferris, David S. 47,232 I 2,469 5,000 2,229 27 Sassower & Dyson 24,600 I 2,469 52000 2,229 28 Lober, Dennis 12,332 I 2,469 5,000 2,229 29 Steele, Jerry 225,858 I 24,689 49,500 22,063 30 Griffiths, Jan 25,478 I 2,469 10,000 4,457 31 Huebner, Ed 35,383 I 4,938 10,000 Previously combined with 31 2,229 31A Huebner, Ed 2,229 32 Herzig, Duane 17,892 New 2 469 5,000 2 229 33 Glaefke, Danial C. 33,250 I 4,938 10,000 4,457 34 Goodman, Gerald 40,866 I 3,703 10,000 4 457 35 Zabraski, William 129029 I 2,469 5,000 2,229 36 McRoberts, Neil 14,875 I 2,469 5,000 2,229 37 Hodge, Euell 17,483 U 12,344 259000 11,143 38 Lantz, Mike 20,297 U 12,344 25,000 11 143 39 Jewell, Harrison 8,385 U 9,875 20,000 8,914 40 IRiggel, Jean 8,432 I 7,407 14,500 6,463 41 Jessen, Jes S. 8,479 I 7,407 14,500 6,463 42 Jenkins, Malcolm 8,526 I 7,407 15,000 6,686 43A Bass, William 22,800 U 22 2..-0 25,000 11,143 43B Bell, Nancy 22,800 U 25,000 11,143 44 Crawford, Patrick L. 11,400 I 12,344 19,500 8,691 45A Croy, Harold 17,100 I 13,579 27,000 12,034 45B Pielow, William 17,100 U 25,000 11,143 This report is not.an appraisal, and no one, including the client, has the right to rely on it as such; and the report is not to Be used in any way as an appraisal. This study is based on the assumptions expressed in the accompanying letter of transmittal. -2- i-i ,�t - .; � . - Area Reputed Owner (Sq.Ft.) 0 l or U Prelim. Assmnt. Benefit Final Assmnt. Thomas, Glen 12,315 I 2,469 5,000 2,229 Rennebohm, Ronald A. 12,321 1 2,469 5,000 2,229 Rusnak, Michael 53,495 U 8,641 17,500 7,800 Gardner, Hugh L. 38,450 I 2,469 12,500 5,571 Gardner, Hugh L. Comb. W/# 124 3,703 L ewis, Edward 10,626 I 2,469 5,000 2,229 Houvener; Paul 18,237 I 2,469 5,000 2,229 Frizzell, Ernest 19,233 I 2,469 5,000 2,229 Campbell Constr. 16,200 U U 4,938 4,000 1,783 Ness, Obert 24,161 6,000 2,674 Rusnak, Michael Comb. W/#25 6,172 Caryl, D.H. 53,556 I 9,875 20,000 8,914 Lea, Stephen, Jr. 81,433 I 4,938 15,000 6,686 Birlenbach, Ernest 47,019 I 3,703 7,500 3,343 Green, Clarence D. 77,400 U 3,950 8,000 3,566 Dugan, Peter NO BENEFIT (Per City of Edmonds Letter) Conner, Robert 20,197 U 6,172 12,500 5,571 Dunn, William 28,600 I 2,469 5,000 2,229 141 Solie, James 22,097 I 2,469 5,000 2,229 142 Olsen, Stan 20,197 I 2,469 5,000 21229 143 Hanson, Donald H. 37,000 I 3,703 7,500 3,343 144 McGraw, Dorothy 15,308 I 2,963 6,000 2,674 145 A1cl.ees, Carmella 35,356 U 1,111 5,000 2,229 147 1 Lawson, Orpha A. 16,020 I 12,344 20,000 8,914 This report is not an appraisal, and no one, including the client, has the right to rely on it as such; and the report is not to be used in any way as an appraisal. This study is based on the assumptions expressed in the accompanying letter of transmittal. APR 15 1985 _6_ ENGINEERING 0 SITT."Ei-7 RLE THE COMBINED ASSESSMENT PARCELS PARCEL NUMBERS OWNERS 25 & 132 MICHAEL RUSNAK 61 & 62 JOHN SANDERLIN 63 & 64 BUDDY LEUFKENS 124 & 125 HUGH GARDNER 67 & 171 CLIFF LAWSON 188 & 199 LARRY INGRAHAM 220 & 222 W.I.M. GOODRICK CITY OF E D M O V® 7 LARRY S. NAUGHTEN 250 5th AVE. N. • EDMONDS. WASHINGTON 98020 • (206) 771.3202 MAYOR COMMUNITY SERVICES March 12, 1985 PETER E. HAHN DIRECTOR Mr. and Mrs. Rusnak 15620 - 72nd Ave. W. Edmonds, WA. 98020 Dear Mr. and Mrs. Rusnak: SUBJECT: NORTH MEADOWDALE L.I.D. 210 EASEMENTS In order to construct the North Meadowdale Sewer Project, it was necessary for the City to obtain several easements in the Meadowdale area. Most of the easements were given to the City, how- ever, a few people required monetary compensation before they would grant the City the necessary easements. It was necessary that the City retain an appraiser to determine the fair market value for the easements. He did a study of the area and concluded that the fair market value for the land that is en- cumbered with the easement should be worth seventy-five cents per square foot of permanent easement, and thirty cents per square foot of temporary easement. Both the permanent easement and the temporary easement were strips of land ten feet wide. It appears that where the easement went across your property, the length of the easement was about 325 feet long. Using the values above for compensation on your property, you would have received $2,437.50 for the permanent easement and $975 for the temporary easement. Prior to starting the project, we had the opportunity to discuss the easements with the people from Snohomish County. They pointed out that any of the people who did not request compensation for the ease- ments would be able to list the value of the easements as a donation on their tax return. Since we are neither tax experts nor attorneys, you may want to make some additional inquiries about this. Thank you again for the easement and your continued cooperation during the construction of this project. If you have additional questions, feel free to contact Jerry Hauth or me at 771-3202. Sincerely, C)4�S�E. ADAMS, P.E. City Engineer JH/st P Kgauth PPAtN N I N G PARKS AND RECREATION ENGINEERING >� � �� i ,� � 4 } 'j F f S { i, k; t i 1 / ;I .t 1�� (}' � / � 1. � � !I J � 1 t: / r { 1 t + vt i � ' 1 a� ` 14 ( / � r i / �:� _ y �. ',f:�r r� � ..,i.' k{ } e. ! ,, I � / a l r �� "ls�� . . � , r. { i 1 `/ j ' ja tr. f �'! ,C ! , '.�:. . , .. .. ', �. a .��1°ir _ q�, sti�� � � .. ,,t, .j'Y� r� r , . I - �\ 1;,{ { ''f ,.Y;. i' r. 1 _ ��� A� i. . ;CY n F' . E. '`' x '`I 4 i K V a'. .'I i 4 gjgi,}b�A+' i' S 1 t t� i$ a �� .. ? F, )' .i� ;� er r+: t !:: '' q`` '„ r: r � ' � � i a. ! 1 � F' i er .. � � ! !'. 'r 4 1 1 } ! ,1 ' �i - 6 r l �! i i f i A I Ii 5 ; a �; ' ;� y {{ t t �I �' •. ...'. �': ! � - 2 ,, .. '• �Y t �� �)r:�! ! � � fa i i _i ( ! � j'' a _ � j _ i 4. � ! .l ..) r� �, t i 1 i t � 1 _ 4 q� 1 t t �' r J 11 .I .� �: �. !! it _ r. �.f 1 Y t r i 'r 1 I� �• 4 i_ {{ � �t: � 1 i 1� t S '� J i f, a �� � 1 _ r :i r i. y t �. � a[ 7 i"S F _ S 3 1 i 3• � T i> � i �+1 , 1 y' j} 9f t{ � � V a g i r I � i S14 rt' } J � {} 2 l f t 4 y. ' tj y �9 11�3J� Z' { 41 r i� }.a)_T se.,t .! � ki Zi ` �P i iti^.. 4 i3f f � r:t t ki . t. f!, f) t S 1 i .�a3 / - C >< � d t Y s � � F'f 4 ' is �`. i $ '� 3 � 4 L ; '., h E Y 1 � � Y- .f j i 1 k T r� � f r tr , a t �� �1 4 r - �! ±d t L J r � �� � ? .- jai 'l T t �f a t 't a x � y � 1 :i at ! �� �� Y:. � }f (� j -t a � .'il ii V1J ! L l ..�L� # ?�, it a it. �. �- i. �t `�L l., i. 4. -�=`� •'itl r.. u CITY OF E®MONDS 250 - 51h AVE. N. • EDMONDS. WASHINGTON 98020 • (206) 7713202 OFFICE OF THE CITY ENGINEER FILE NO. 05.4.11 April 5, 1984 Mr. and Mrs. Rusnak 15620 - 72nd Ave. W. Edmonds, WA 98020 Dear Mr. and Mrs. Rusnak: LARRY S. NAUGHTEN MAYOR The City has contacted Mr. Caryl to see about obtaining an easement to provide you with an access to the sewer below your house. Mr. Caryl said that "he would do the right thing," giving the indication that he had no objection to the easement. We have reviewed the plans and it appears feasible to shift a manhole on 75th Place to accommodate your side sewer connection. H. D. Fowler has provided us with some literature that indicates some of the different options available for pipe. We will gladly share these with you. The City is willing to incur a cost equivalent to the cost of the grinder pump in order to assist you in obtaining a gravity side sewer. Because this is a unique situation, the City needs some assurance from you that the costs you incur associated with this construction are feasible to you, and that the design of this system is done by a qualified individual. Therefore, in order to proceed, we require that you retain a professional engineer to do the preliminary design and preliminary cost analysis within thirty (30) days of the date of this letter. At that time, you can determine if you still want to proceed with this project. If you choose to proceed,within ninety (90) days of the date of this letter .the City will expect completed engineering plans that have been approved by the City Engineer and a schedule for construction. Your engineer should make initial contact with the City within one (1) week of the date of this letter. If you or your engineer have any questions, please feel free to contact Jerry Hauth. Sincerely, PATRICK 0. WILSON, P.E. Assistant City Engineer JH/st /</v rrrJuth t STMET FILE .�;-1 CITY OF EDMO ®S CIVIC CENTER • EDMONDS. WASHINGTON 98MO (206) 775.2525 COMMUNITY DEVELOPMENT DEPARTMENT January 22; 1979 Mr. Michael Rusnak 15720 - 72nd Avenue West Edmonds, 14A 98020 ADDRESS CHANGE HARVE H. HARRISON MAYOR In accordance. with your teauest, your address has been changed from 15720-72nd Avenue West, to 15620-72nd Avenue West, because.of the property location. By copy of this letter, the Utility Billing Department will be notified of this change. It is your responsi- .bility to notify all others affected. G / HARRY WHITCUTT Building Official JH/le cc: Utility Billing `. 5 STREET FILE DATE: cJ -25- / 7 MEMO TO: Building Division Community Development Department FROM: Engineering Division Public Works Department After review of the subject building permit application, we have the following comments: (1) Coordination of the location of any structure with respect to utilities, streets, property lines and driveway grades is the responsibility of the contractor. (2) The contractor is required to kee the abutting streets clean- ed of dirt and debris caused by the construction. (3) A "Right -of -Way Construction Permit" is required, from the Engineering Division of Public Works, for any work within the Public Right -of -Way or public easement. slopeDriveway not to exceed Us 7 00 A FA W Nel U04 NO • PW 5/77 UC !'.*()]"!.,S PEPT. WTT!, LIST D'IILDING Pl*ll',IT P.T.VTF..? 11 Strcet Pdrht-of-l-,'a-%l Existin, L; Access I'asm-mits Existinp CL711 Utility Eascinent Existino— Tzj-o!) --7 lot Per S6)div4sj.on Plat Assessor 11 at) z li I -W Site Plan (led -(,(] for Accuracy 13 -ri u (.'.,lQCr,0rC"VlCl . i\Cn(j. . — — 1 *16 I-x j—,; t i ?it,, 1"'ater Si ti t s Hv(lrant f,\,c-r hre r.)--tcct(.)-r (lecl: :c'wr Pc(:iiircrl— col)llt�d oil Ot . Ii `�: J�t'I`1:(�.�t�,_(•1 'ij �{l. h;i�i:l�t�r) II S("")tj.c .T�j*,ll ovcd I . . . llllllcd- Scr-ti-c T:nil, Pollrli-t pec:Zli-red Sz--idtary Availaldlity- --.— 0 t-� Irl Drxdjl� NO, F i I C :0, Sj.dc Scv.,cr Availabilit,7--K). ), �ize jl Sulitai), So,,-cr Cormcctioa Fee 11cquirccl--- v I C", Pato :.4 I li LUI ! -N1 q L . I'm Clilvort P.C.ollired & 6 si.ne — Aoe p— Catch Pec"Llil-od 11(licate on "il:e M all 111(lic.1to oil Site MIII Soil Conditions FI Groujid I'itor Field Clocll-cd V 00 T Crwotv Revicl., l."y Rate oll yov ig"Y, E-1 AML AIL Street Pavin(,, Ratuirod (Yir 1) xid Guttcr Rcmiirc(l sidcwalh Pco.11ircd nn'h Mt for Privo,..,ay Requircd-- ZVO. Pj,nht-oj1-1":av Construction Pcii,,dt- Required Bond 11,ccmirc(l for Rihlic Improvements, Street "Nm-.10 Sico'll Recildred—_ Otlicr Sic-ning Pcquirncl 41 vd Pre Penait Sitc Inspection madc on c,I BY: Seiner -- Water st-1-cot 71 1 gin cc ri 11 Speciai. J'ocuirc,Mcntss listed in mc-m'.o to Buildin- i1cp"ll-tinclit fate- ill 0. ,j ]>,,141(jjjjg -94' t at on 11Cjj �j C, P)v 1)"Itc ""("c Pt-x'-'rin-'s Starlped and ""Otaticns A""provc(I by PLII)II.0 00 ME,"10 TO: Harry 1-!hi tcutt BluiIdino Official FROM: SUBJECT: Richard H. Allen As$i_st,ant_ City Ennineer FIQ, DATE:M9^� 4,1919 After revie%-r of the subject building permit application, we have the following coy, 1,.ents (1) Coordination of the location of any --structure with respect to utilities, streets, property lines and driveway grades is the responsibility of the contractor. (2) The Contractor -is required to keep the abutting streets cleaned of dirt and debris caused by the construction. 31 A "Right -of. -Way Construction" permit is required, from the Engineering Div. of Public Works, for any work within the Public right-of-way or public easement. 4) Driveway slope not to exceed 140. TL AW PatesBUISM t�1 096% y MINIMM Ali► I M U i i a LL - I Pa' UAf4 VALVeS SEAL COAT -RAAD—CEXIST) --- - ---- - c-;� _�._y�=sue _-- - ' .. - LONT. QEt_OW (ZICeHT. ' NEW tiEAL COAT ----- i% 5 I 6EE hFt£E? 23 i (ADD ITEf'1) a 72 JUNCTION %ex. WATLR t-e I I�1✓ � 1^ l- � 6W IC '4�ily«V.S .I �/.i(. �•( MH 71 u.� 1 - s' nr eP s • vtiP:: - I i •'� e I 0 - _ �� R�LOGAT6 EXI�JTING �r n,•. ' � • . .` .• ins i I fEc (.ne � '- �U•G,,. POWER ((PRIMARY) ,� I "" 'J �. , T 6I Lf i' Of6Y PUD PRIOR TO WORK, i INCIDENTAL t0 1 AVEK56 UNF- �...._........::.,...__...,.,.«..n.+.-w—...,.,.z -•••.•..`+s.] GI r a ' 1.1 H 1► 72 .a �:;, r ".1 • J2 I 1 41A, 4+So,BIW r ,E (.�sca 219 LF 0i-0, O,L w, L(NE i ou ` - r ai 123 .. GF izc�ri�( c+da yy e i MH 49_60 R' . s; < c F�'` I ,Qu,•, I.t2 , �fTZ-s-= 9T 2+vo 21.Lt., G^• ,'r t �`; .��_ --- '1 FUTUCE u..i� I 0,, teoeA: 'a(.J_r'w�/O ) - - - hTA. ot90 • - . JUNCT/O N.W/EX. 4� W. C/NE' 'J 113 �! •s„`, `,V`f'i-- . ! �l( d.. o- //8 fA'OH GATT ✓.9GVG4 44 7,9 4.°•' `�. �,,,e. <.._ _-•.Q.� �-_.. , r� I TRAY RyB � L)E -• ...,.,.... we � a..'`I' � — - — _ ._ tau-.. -.— - _._. , � =.ler uuaRal. eoce _ �e •irs DEL -• rt ..SEr .. a u.Ttk,r ,;-, �,; r=' S t 'c�^.."'e... � .; __ �„ � <•.. GP 5 _ . - � ..: __ �, -. er�ew � *we+o ' Aa �o M rnrt6 ' 132CAK-- I - MH w G9 ir_ �� TtlR z(cF s'P.. ( • !�. as 6EF:{hrtEE?' 21 - ( I _ 2;4y 4A7Ey111tVE5, /� s•°""�12G bL [z /e`s s"is..ri- r O yTA. o+vv, 8 w orb, I �- T SST i IWI d. 6T1 - _ `� - --- 'IcT 6t4U `12S MF+ 6� r i ' w" PCts sar MNM 7I Q 7 ! cam-r. PIMCNE LLFT. FS 278 H / 39 -41 ,'� r = t " %=A 21(S ••� 278 ` F- :V F5 278K/15 22, .. r FB 278 D/,39-4b cc« - ro�,t/ _ a� eo / e�3 G/ 37-45i l i ii - - -- - - 1 �5 278G/ 11=15lk 7. - _ .. _ ' _ ._. - - . i-Al t - - i - �— --- - _--- - - - -- - - - - - - - - -- - - — - . - - - i i -_- r js _ • A _ ... . }4,_31 - - � 2}9 - - - - - - — -- LF Op ' ! r -(• 4 _ a,' .-�- _ 79 Zb -•>i z __ rF r ^r• _.�' ?_.tom-r _ S, - 1 -1.- q- - lato oe�l 3 -,--? -�1�7 CC SOTECHI CONSULTANTS, INC. Meadowview Estates, LLC 12515 Willows Road Northeast, #20 Kirkland, Washington 98034 Attention: E. Kent Halvorson RECEIVE NOV 14 2013 IEVELOPMENT SERV COUNTER �via 13256 Northeast 20th Street, Suite 16 Bellevue, Washington 98005 (425) 747-5618 FAX (425) 747-8561 Subject: Transmittal Letter — Geotechnical Engineering Study Proposed Five -Lot Short Plat 15620 — 72nd Avenue West Edmonds, Washington 6749EEr Dear Mr. Halvorson: October 9, 2013 JN 13245 com We are pleased to present this geotechnical engineering report for the short -plat project in Edmonds, Washington. The scope of our services consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork and criteria for foundations, retaining walls and building setbacks. This work was authorized by your acceptance of our proposal, P-8660, dated June 24, 2013. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or for further assistance during the design and construction phases of this project. cc: LDC, Inc. — John Mirante via email to:imirante@ldccorp.com DRW: jyb Respectfully submitted, GEO CONSULTANTS, INC. D. Robert Ward, P. E. Principal GEOTECH CONSULTANTS, INC. GEOTECHNICAL ENGINEERING STUDY Proposed 5-Lot Short Plat 15620 — 72nd Avenue West Edmonds, Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed short -plat project to be located at in Edmonds. We were provided with a site plan that included topographic information. LDC Inc developed the plan, which is dated June 10, 2013. Based on this plan, we understand that the property will be short -platted into five lots. An existing residence that is located near the middle of the property will remain on one of the new lots. We understand that all stormwater from impermeable surfaces (roofs, driveways) will be directed to a designated system and not toward the western portion of the site. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. SITE CONDITIONS SURFACE The Vicinity Map, Plate 1, illustrates the general location of the site in the northern portion of Edmonds. The generally square property has approximately 371 feet of frontage on its upslope, eastern side along 72nd Avenue West. The approximate central portion of the property is developed with an existing residence and detached garage. There is a main gravel driveway that extends mostly westward to the garage from the street. A gravel parking area extends off the south side of the driveway about 40 feet east of the western end of the driveway. Another driveway that is less developed is located on the southern portion of the property. It initially extends mostly westward from the street, but then extends northwesterly until is terminus near the southern side of the residence. Most of the property slopes downward to the west. With the exception of the western edge of the property, the inclination of the property is mostly in the range of 15 to 30 percent. Some small areas in the moderately sloped portion of the property have an inclination greater than 40 percent and a height of 10 feet, located around the gravel parking area and east of the residence/garage; it is very apparent that these areas were oversteepened from their original moderate inclinations because of manmade grading. There is a very steep slope that is on the western edge of the property and/or extends west of the property. This slope is approximately 80 to 100 feet tall. Gentle to moderate inclined, residential property is directly west of the very steep slope. In general, with the exception of the developed portions of the property, the site is forested. The southern portion of the majority, moderately -inclined property has a forest with some large trees and native underbrush. Fewer large trees and less native underbrush are generally located on the northern side of this moderately -inclined portion of the property. Some large trees are located near the top of the very steep slope, but mostly it is covered with more moderately -sized trees. An approximately 40-foot-wide, mostly 3- to 4-foot-deep landslide occurred on the very steep western slope on about January 1, 1997. The landslide followed a short period of extremely high GEOTECH CONSULTANTS, INC. Meadowvlew Estates, LLC JN 13245 October 9, 2013 Page 2 precipitation and a very significant amount of landslides occurred on slopes in the Puget Sound. The landslide area was repaired by some grading at the top of the slope and installing a drainage system to handle surface and subsurface water in the area of the residence. The approximate location of the now -repaired landslide is shown on Plate 2. A Surface -mounted stormwater pipe now extends over the slope and through a neighboring property to the west to discharge this surface and subsurface water well west of the slope and subject property. In addition to the drainage improvements done on the subject property, a formal stormwater system has been constructed in the 72nd Avenue West since 1997. Apparently the water from this system also discharges water away from the steep western slope. We did not observe indications of recent instability of in the previous slide area and the steep western slope on and near the subject property. SUBSURFACE The subsurface conditions west/southwest of the existing residence were explored with three test borings in 1997 following the shallow landslide that occurred near the top of the steep western slope just west of the existing residence. To supplement this information, we recently explored the property by excavating seven test pits; the approximate locations of all the explorations are shown on the Site Exploration Plan, Plate 2. Our recent exploration program was based on the proposed construction, the past test borings, anticipated subsurface conditions and those encountered during exploration, and the scope of work outlined in our proposal. The seven test pits were excavated on July 3, 2013 with a trackhoe. A geotechnical engineer from our staff observed the excavation process and logged the test pits. The Test Pit Logs are attached to this report as Plates 3 through 6. The test borings were drilled on January 18, 1997 using a truck -mounted, hollow -stem auger drill. Samples were taken at 5-foot intervals with a standard penetration sampler. This split -spoon sampler, which has a 2-inch outside diameter, is driven into the soil with a 140-pound hammer falling 30 inches. The number of blows required to advance the sampler a given distance is an indication of the soil density or consistency. A geotechnical engineer from our staff observed the drilling process, logged the test borings, and obtained representative samples of the soil encountered. The Test Boring Logs are attached as Plates 7 through 9. Soil Conditions Test Borings 1 and 2, which were drilled near the top of the slope of the previous landslide area, encountered approximately 15 to 19 feet of dense to very dense, gravelly sand at the ground surface. This sand was underlain with stiff and dense, sandy silt and silty sand to the maximum explored depth of 31 feet. The third boring, drilled away from the slope, encountered dense sand near the ground surface. The sand was underlain by medium - dense to dense, silty sand to the maximum explored depth of 26 feet. We observed a lens of silt at about 20 feet below the crest of the slope in the landslide area. The test pits were excavated to a maximum explored depth of 7 feet. The soil revealed in the test pits was very similar to the upper soil in the test boring, consisting of sand with varying degrees of gravel and silt (mostly low silt content). Some boulders were revealed in the more gravelly sand. The upper, approximate 1 to 4 feet of the sand generally contained organics and was loose. The sand mostly became dense below these depths. GEOTECH CONSULTANTS, INC. Meadowview Estates, LLC October 9, 2013 JN 13245 Page 3 Per the Soil Survey of Snohomish County Area Washington" (1978), the soil on the site is considered: 4-Alderwood-Everett gravelly sandy loam. We obtained the logs of some test borings drilled at slightly higher elevations just northwest of the property. Dense to very dense, gravelly silty sand was revealed in those test borings. We also obtained the logs of test borings drilled at elevations near or below the base of the steep western slope. Competent silty sand and silt were generally revealed at shallow depths in those test borings. Groundwater Conditions No groundwater seepage was encountered in the test pits, but some groundwater was observed in the borings at a depth of approximately 16 to 30 feet. The explorations were left open for only a short time period. Therefore, the seepage levels on the logs represent the location of transient water seepage and may not indicate the static groundwater level. Groundwater levels encountered during drilling can be deceptive, because seepage into the boring can be blocked or slowed by the auger itself. It should be noted that groundwater levels vary seasonally with rainfall and other factors. We believe that groundwater will only be found in during the normally wet winter and spring months. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. Where a transition in soil type occurred between samples in the borings, the depth of the transition was interpreted. The relative densities and moisture descriptions indicated on the test pit and boring logs are interpretive descriptions based on the conditions observed during excavation and drilling. The compaction of backfill was not in the scope of our services. Loose soil will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. LANDSLIDE INFORMATION FOR THE VICINITY OF THE SUBJECT SITE The City of Edmonds has mapped the western side of the subject property as being within an area known as the North Edmonds Earth Subsidence and Landsllde Hazard Area (NEESLH). The large portion of the NEESLH is located downslope (west) and south of the property. A map of the area has been attached in the Appendix of this report. This area has been extensively studied, and multiple geotechnical reports have been published, with the most recent being the North Edmonds Earth Subsidence and Landslide Hazard Area Summary Report published by Landau Associates, dated March 14, 2007. This report describes the overall area as being a large historic/prehistoric landslide that includes a massive downset block of land. Large-scale landsliding of the area has been recorded as occurring in the 1940s and 1950s that reportedly destroyed approximately 6 homes and damaged many others. The historic Dames and Moore (1968) report indicates that the areas of large scale sliding occurred on the lower (western) portion of the overall slide mass to the north and south of the termination of North Meadowdale Drive. As such, the Landau report describes the zone just beneath the steep eastern slopes as being susceptible to the following risks: 1) reactivation of landslide debris (the slide complex) causing ground failure and movement, 2) encroaching landslide debris originating from shallow failures occurring upslope, and 3) GEOTECH CONSULTANTS, INC. Meadowview Estates, LLC JN 13245 October 9, 2013 Page 4 landsliding occurring in ground that has not previously failed. The latter risk is the one that pertains to the subject site because the area upslope and east of the steep western slope definitely has not failed or had slope movement. The 2007 Landau report indicated that the subject site would be considered a "Zone D" area (see appendix). In 1979, Roger Lowe and Associates report for the overall area indicates that the subject site would have a varying probability of being affected by the various types of landsliding described above. A follow up report by GeoEngineers (1985) detailed the reduction slide probability associated with lowering of groundwater levels in the slide complex following installation of subsurface drainage facilities (LID circa 1984) in the eastern portion of the slide mass. Based on Figure 1 of the 1985 report, the western edge of the property (the steep slope) has a 2 percent probability of sliding (due to "debris slides") in a 25-year period. However, as we have noted above, several surface and subsurface drainage features have been added to the site and the adjacent street since 1997; these features reduces the probability of sliding. Therefore, we strongly believe that, based on the analysis done for the 1985 report, the probability of sliding in a 25-year period is no more than 1 percent. SLOPE STABILITY DISCUSSION AND ANALYSES As previously noted, mostly dense or denser sandy soils were revealed to the explored depth of the test borings. However, based on our experience and on Figure 1 of the 2007 Landau report, very stiff silt/clay soil very likely underlies the site. The depth of the sand and silt/clay interface is not exactly known, but again based on our experience and the Landau report; it is likely in the range of halfway down the steep western slope. We have made this assumption, and a slope/soil profile based on this assumption for the property is given in Plate 10. The soil parameters for both the sand and silt/clay soils are given on the profile. Also noted on the profile is the normal groundwater level, which would very likely be perched on the silt/clay. Using the existing slope configuration and appropriate soil parameters, stability analyses for both static and dynamic loading conditions were performed. For the dynamic analysis, a peak acceleration coefficient of 0.16g was used (this is based on a peak acceleration of 0.32g noted in a later section of this report). The analyses were done to determine where the easternmost edge of a landslide would occur having standard safety factors of at least 1.5 for static conditions, and 1.1 or 1.2 for dynamic conditions. The analyses indicated that a deep-seated slide for a static safety factor of 1.5 and a dynamic safety factor of 1.1 could occur as far as 50 feet from the top of the steep slope. An analysis having a dynamic safety factor of 1.2 revealed that a deep-seated slide could occur 65 feet from the top of the steep western slope. CONCLUSIONS AND RECOMMENDATIONS GENERAL THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The test pits and borings conducted for this study encountered dense to very dense, gravelly sand soils at depths of approximately 1 to 4 feet. The dense soil is very competent for supporting the building load, and thus conventional footings can be used for new residences and buildings. These soils also have high shear strength against slope instability. GEOTECH CONSULTANTS, INC. Meadowview Estates, LLC JN 13245 October 9, 2013 Page 5 Conclusions and Recommendations Regarding Edmonds Code Based on The Edmonds Community Development Code (ECDC), Chapter 23.80 (Geologically Hazardous Areas), the steep western slope would be classified as a Landslide Hazard Area because it is steeper than 40 percent slope, and greater than 10 foot vertical relief. There are some other minor slopes on the property east of the western slope that are steeper than 10 feet, but they are obviously manmade as the entire area east of the western slope on and near the property has an average inclination of 15 to 30 percent. However, east of the western slope is considered an Erosion Hazard Area per Chapter 23.80. The ECDC suggests a minimum development buffer equal to the height of the steep western slope, which is approximately 80 to 90 feet. Per the 2007 Landau report, the steep western slope and an area within about 80 to 90 feet of it are considered Zone D. The remainder of the property is Zone E. The Landau report recommends that a slope buffer be established using a rate of slope retreat or stable slope angle over a 125-year period. As noted earlier, we believe that, based on the analysis done for the 1985 GeoEngineers' report, the probability of a debris slide in a 25-year period is no more than 1 percent because of the numerous improvements in the control of surface water at the site in the last 15 years. We believe that the future control of surface water on the site once this development is in -place will readily maintain or possibly decrease this probability. Per Chapter 19.10.030H (6), an estimate of the retreat of the very steep western slope for ,a 125- and 25-year period is required. Based on the 1985 report analysis, and our experience on the site and in the Puget Sound region, we estimate that the very steep slope could retreat 3 to 4 feet in the next 125 years due to a debris (surface soil) slide (which is what essentially occurred on the site in 1997). We do not believe that any retreat will occur due to things such as freeze -thaw, wetting, etc because the slope is heavily vegetated. It is possible that a 3-to-4-foot deep debris slide could occur in the next 25 years in portions of the very steep slope, but an "average" movement of 3 to 4 feet is possible at any one area on the very steep slope in 125 years. The retreat of 3 to 4 feet of the slope due to a debris slide would very likely occur all in one episode, likely caused by heavy precipitation (as occurred in 1997). Based on ECDC 23.80.070.1, the buffer may be reduced when a qualified professional demonstrates that the reduction will adequately protect the proposed development, adjacent developments and uses, and the subject critical area. Based on our stability analyses, for a static and dynamic safety factor of 1.5 and 1.1, no slope movement would occur farther than 50 feet east of the top of the steep western slope. Therefore, it is our professional opinion that a buffer of 50 feet from the steep western slope is suitable for this project. We believe that this buffer is very suitable with regards to providing a stable slope angle for at least a 125-year period as required by the Landau report. A building setback of 15 feet is needed from the buffer, thus residences will be located no more than 65 feet from the slope. Based on our slope stability analysis, a dynamic safety factor of 1.2 was obtained 65 feet from the slope; thus, the 65-foot setback for residences from the steep western slope satisfies the design standards of ECDC 23.80.070.3. Therefore, In summary, we recommend a buffer of 50 feet be used for this project. Based on ECDC 23.80.060A, an alteration to a Landslide Hazard Area and associated buffer may occur for activities that: 1. Will not increase the threat of the geologic hazard to adjacent properties beyond predevelopment conditions; 2. Will not adversely affect other critical areas; GEOTECH CONSULTANTS, INC. Meadowview Estates, LLC JN 13245 October 9, 2013 Page 6 3. Are designed so that the hazard to the project is eliminated or mitigated to a level equal to or less that predevelopment conditions; and 4. Are certified as safe as designed and under anticipated conditions by a qualified engineer licensed in the State of Washington. In addition, ECDC 23.80.070A2 indicates that alterations of a Landslide Hazard Area and buffer may occur for activities for which a hazards analysis is submitted and certifies that: a) The development will not increase surface water discharge or sedimentation to adjacent properties beyond predevelopment conditions; b) The development will not decrease slope stability on adjacent properties; and c) Such alterations will not adversely impact other critical areas. Generally buffers are left undisturbed, but, as noted above, alterations can be made. We believe that altering the buffer so that disturbance can occur to its last 25 feet is suitable for this project provided grading will not involve adding more than 2 feet of fill in any one place and that no permanent sprinkler systems are installed. The 25 feet of the buffer closest to the steep western slope should be left as -is. Although it could be argued that some additional water that would otherwise be evapotra nspi rated by the native vegetation will reach the steep western slope, we believe that the amount of surface water that will be directed away from the slope and to a stormwater system will easily offset this additional water. We believe that the alteration is therefore suitable because: 1) it will not increase the potential for landslide to the adjacent, downslope properties, 2) it will not affect other critical areas, 3) the hazard is mitigated to be equal to predevelopment standards, 4) it is safe in our professional opinion, a) the alteration will not increase surface water discharge or sedimentation to adjacent properties, b) the alteration will not decrease slope stability, and c) the alteration will not adversely affect adjacent critical areas. The erosion control measures needed during the site development will depend heavily on the weather conditions that are encountered. While site clearing will expose a large area of bare soil, the erosion potential on the site is relatively low due to the gentle slope of the ground. We anticipate that a silt fence will be needed around the downslope sides of any cleared areas. Rocked construction access roads should be extended into the site to reduce the amount of soil or mud carried off the property by trucks and equipment. Wherever possible, these roads should follow the alignment of planned pavements, and trucks should not be allowed to drive off of the rock -covered areas. Cut slopes and soil stockpiles should be covered with plastic during wet weather. Following rough grading, it may be necessary to mulch or hydroseed bare areas that will not be immediately covered with landscaping or an impervious surface. The drainage and/or waterproofing recommendations presented in this report are intended only to prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from the surrounding soil, and can even be transmitted from slabs and foundation walls due to the concrete curing process. Water vapor also results from occupant uses, such as cooking and bathing. Excessive water vapor trapped within structures can result in a variety of undesirable conditions, including, but.not limited to, moisture problems with flooring systems, excessively moist air within occupied areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health of the occupants. The designer or architect must consider the potential vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or mechanical, to prevent a build up of excessive water vapor within the planned structure. GEOTECH CONSULTANTS, INC. Meadowview Estates, LLC JN 13245 October 9, 2013 Page 7 Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be�additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. SEISMIC CONSIDERATIONS In accordance with the International Building Code (IBC), the site soil profile within 100 feet of the ground surface is best represented by Site Class C (Very Dense Soil). The site soils have a low potential for seismic liquefaction because of their dense nature and the absence of near -surface groundwater. This statement regarding liquefaction includes the knowledge of the determined peak ground acceleration noted below. As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (S.) and 1.0 second period (SI) equals 1.2g and 0.4g, respectively. The International Building Code (IBC) states that a site -specific seismic study need not be performed provided that the peak ground acceleration be equal to SIDs/2.5, where SIDS is determined in ASCE 7. It is noted that SIDS is equal to 2/3SMs• Sees equals Fa times Ss, where Fa is determined in Table 11.4-1. For our site, Fa = 1.0. Thus, the calculated peak ground acceleration that we utilized for the seismic -related parameters of this report equals 0.32g. CONVENTIONAL FOUNDATIONS The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed, medium -dense or denser, native sand soil, or on structural fill placed above this competent native soil. See the section entitled General Earthwork and Structural Fill for recommendations regarding the placement and compaction of structural fill beneath structures. Adequate compaction of structural fill should be verified with frequent density testing during fill placement. Prior to placing structural fill beneath foundations, the excavation should be observed by the geotechnical engineer to document that adequate bearing soils have been exposed. We recommend that continuous and individual spread footings have minimum widths of 12 and 16 inches, respectively. Exterior footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface for protection against frost and erosion. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. An allowable bearing pressure of 2,500 pounds per square foot (psf) is appropriate for footings supported on competent native soil and/or structural fill as noted above. A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively GEOTECH CONSULTANTS, INC. Meadowvlew Estates, LLC JN 13245 October 9, 2013 Page 8 level, undisturbed soil or be surrounded by level, well -compacted fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: PARAMETER ULTIMATE VALUE Coefficient of Friction 0.50 Passive Earth Pressure 300 pcf Where: (1) pcf Is pounds per cubic foot, and (II) passive earth pressure Is computed using the equivalent fluid density. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. FOUNDATION AND RETAINING WALLS Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for walls that restrain backfill: Active Earth Pressure " 35 pcf - backslope flatter than 3:1 H:V inclination Active Earth Pressure * 50 pcf - backslope inclined between 2:1 and 3:1 H:V Passive Earth Pressure 300 pcf Coefficient of Friction 0.50 Soil Unit Weight 135 pcf Where: (1) pcf Is pounds per cubic foot, and (11) active and passive earth pressures are computed using the equivalent fluid pressures. * For a restrained wall that cannot deflect at least 0.002 times Its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. GEOTECH CONSULTANTS, INC. Meadowview Estates, LLC A 13245 October 9, 2013 Page 9 The values given above are to be used to design only permanent foundation and retaining walls that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry. It is not appropriate to use the above earth pressures and soil unit weight to back -calculate soil strength parameters for design of other types of retaining walls, such as soldier pile, reinforced earth, modular or soil nail walls. We can assist with design of these types of walls, if desired. The passive pressure given is appropriate only for the depth of level, well -compacted fill placed in front of a retaining or foundation wall. The values for friction and passive resistance are ultimate values and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from corners or bends in the walls. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a corner. Wall Pressures Due to Seismic Forces The surcharge wall loads that could be imposed by the design earthquake can be modeled by adding a uniform lateral pressure to the above -recommended active pressure. The recommended surcharge pressure is 8H pounds per square foot (psf), where H is the design retention height of the wall. Using this increased pressure, the safety factor against sliding and overturning can be reduced to 1.2 for the seismic analysis. Retaining Wall Backfill and Waterproofin_q Backfill placed behind retaining or foundation walls should be coarse, free -draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the native sand is used as backfill, a minimum 12-inch width of free -draining gravel or a drainage composite similar to Miradrain 6000 should be placed against the backfilled retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. The later section entitled Drainage Considerations should also be reviewed for recommendations related to subsurface drainage behind foundation and retaining walls. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. Also, subsurface drainage systems are not intended to handle large volumes of water from surface runoff. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. Water percolating through pervious surfaces (pavers, gravel, permeable pavement, etc.) must also be prevented from flowing toward walls or into the backfill zone. The compacted subgrade below pervious surfaces and any associated drainage layer should therefore be sloped away. Alternatively, a membrane and subsurface collection system could be provided below a pervious surface. It is critical that the wall backfill be placed in lifts and be properly compacted, in order for the above -recommended design earth pressures to be appropriate. The wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. The section entitled General Earthwork and Structural Fill contains GEOTECH CONSULTANTS, INC. Meadowview Estates, LLC October 9, 2013 JN 13245 Page 10 additional recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof below -grade walls, or to prevent the formation of mold, mildew or fungi in interior spaces. Over time, the performance of subsurface drainage systems can degrade, subsurface groundwater flow patterns can change, and utilities can break or develop leaks. Therefore, waterproofing should be provided where future seepage through the walls is not acceptable. This typically includes limiting cold -joints and wall penetrations, and using bentonite panels or membranes on the outside of the walls. There are a variety of different waterproofing materials and systems, which should be installed by an experienced contractor familiar with the anticipated construction and subsurface conditions. Applying a thin coat of asphalt emulsion to the outside face of a wall is not considered waterproofing, and will only help to reduce moisture generated from water vapor or capillary action from seeping through the concrete. As with any project, adequate ventilation of basement and crawl space areas is important to prevent a build up of water vapor that is commonly transmitted through concrete walls from the surrounding soil, even when seepage is not present. This is appropriate even when waterproofing is applied to the outside of foundation and retaining walls. We recommend that you contact an experienced envelope consultant if detailed recommendations or specifications related to waterproofing design, or minimizing the potential for infestations of mold and mildew are desired. The General, Slabs -On -Grade, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. SLABS -ON -GRADE The building floors can be constructed as slabs -on -grade atop firm, non -organic native sand, or on structural fill. The subgrade soil must be in a firm, non -yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with select, imported structural fill. Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through the soil to the new constructed space above it. This can affect moisture -sensitive flooring, cause imperfections or damage to the slab, or simply allow excessive water vapor into the space above the slab. All interior slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4-inch thickness of gravel or crushed rock that has a fines content (percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the No. 4 sieve) of no more than 10 percent. This capillary break/drainage layer is not necessary if an underslab drainage system is installed. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI also notes that vapor retarders, such as 6-mil plastic sheeting, have been used in the past, but are now recommending a minimum 10-mil thickness. A vapor retarder is defined as a material with a permeance of less than 0.3 perms, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where vapor retarders are used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor GEOTECH CONSULTANTS, INC. Meadowview Estates, LLC JN 13245 October 9, 2013 Page 11 barrier, as defined by ACI, is a product with a water transmission rate of 0.01 perms when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well -graded compactable granular material, such as a 5/8-inch-minus crushed rock pavement base, be placed over the vapor retarder or barrier for their protection, and as a "blotter" to aid in the curing of the concrete slab. Sand was not recommended by ACI for this purpose. However, the use of material over the vapor retarder is controversial as noted in current ACI literature because of the potential that the protection/blotter material can become wet between the time of its placement and the installation of the slab. If the material is wet prior to slab placement, which is always possible in the Puget Sound area, it could cause vapor transmission to occur up through the slab in the future, essentially destroying the purpose of the vapor barrier/retarder. Therefore, if there is a potential that the protection/blotter material will become wet before the slab is installed, ACI now recommends that no protection/blotter material be used. However, ACI then recommends that, because there is a potential for slab curl due to the loss of the blotter material, joint spacing in the slab be reduced, a low shrinkage concrete mixture be used, and 'other measures" (steel reinforcing, etc.) be used. ASTM E-1643-98 "Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees with the recent ACI literature. We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E-1643 for installation guidelines and guidance on the use of the protection/blotter material. The General, Permanent Foundation and Retaining Walls, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. EXCAVATIONS ARID SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height should not be excavated at an inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. The above -recommended temporary slope inclination is based on the conditions exposed in our explorations, and on what has been successful at other sites with similar soil conditions. It is possible that variations in soil and groundwater conditions will require modifications to the inclination at which temporary slopes can stand. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. It is also important that surface water be directed away from temporary slope cuts. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sand can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These GEOTECH CONSULTANTS, INC. Meadowview Estates, LLC JN 13245 October 9, 2013 Page 12 recommendations may need to be modified if the area near the potential cuts has been disturbed in the past by utility installation, or if settlement -sensitive utilities are located nearby. All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V). Compacted fill slopes should also not be constructed with an inclination greater than 2:1 (H:V). To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This can be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Adequate compaction of the slope face is important for long-term stability and is necessary to prevent excessive settlement of patios, slabs, foundations, or other improvements that may be placed near the edge of the slope. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. Topsoil is often placed on regraded slopes to promote growth of vegetation. Proper preparation of the regraded surface, and use of appropriate topsoil is necessary to prevent the topsoil from sliding off the slope. This is most likely to occur following extended wet weather if a silty topsoil is used. On steeper slopes, it may be necessary to "track walk" the slope or cut small grooves across the slope prior to placing the topsoil. DRAINAGE CONSIDERATIONS Foundation drains should be used where (1) crawl spaces or basements will be below a structure, (2) a slab is below the outside grade, or (3) the outside grade does not slope downward from a building. Drains should also be placed at the base of all earth -retaining walls. These drains should be surrounded by at least 6 inches of 1-inch-minus, washed rock and then wrapped in non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a crawl space, and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. A typical drain detail is attached to this report as Plate 11. For the best long-term performance, perforated PVC pipe is recommended for all subsurface drains. As a minimum, a vapor retarder, as defined in the Slabs -On -Grade section, should be provided in any crawl space area to limit the transmission of water vapor from the underlying soils. Also, an outlet drain is recommended for all crawl spaces to prevent a build up of any water that may bypass the footing drains. Some groundwater was observed in the 1997 test borings. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to buildings should slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. Water from roof, storm water, and foundation drains should not be discharged onto the steep western slope; it should be tightlined to a suitable outfall located away from the western slope. GEOTECH CONSULTANTS, INC. Meadowview Estates, LLC October 9, 2013 GENERAL EARTHWORK AND STRUCTURAL FILL JN 13245 Page 13 All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. Fills placed on sloping ground should be keyed into the competent native sand soils. This is typically accomplished by placing and compacting the structural fill on level benches that are cut into the competent soils. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: 1129iei >` Beneath footings, slabs 95% or walkways Filled slopes and behind 90% retaining walls 95% for upper 12 inches of Beneath pavements subgrade; 90% below that level Where: Minimum Relative Compaction Is the ratio, expressed In percentages, of the compacted dry density to the maximum dry density, as determined In accordance with ASTM Test Designation D 1557-91 (Modified Proctor). Use of On -Site Soil Debris or organic -laden onsite soils should not be used as structural fill. The on -site soil is somewhat silty and therefore somewhat moisture sensitive. Grading operations will be difficult during very wet weather, or when the moisture content of this soil well exceeds the optimum moisture content. The moisture content of the silty, on -site soil must be at, or near, the optimum moisture content, as the soil cannot be consistently compacted to the required density when the moisture content is significantly greater than optimum. Moisture -sensitive soil may also be susceptible to excessive softening and "pumping" from construction equipment, or even foot traffic, when the moisture content is greater than the optimum moisture content. It may be beneficial to protect subgrades with a layer of imported sand or crushed rock to limit disturbance from traffic. GEOTECH CONSULTANTS. INC. Meadowview Estates, LLC October 9, 2013 J N 13245 Page 14 Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three -quarter -inch sieve. LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test pits and test borings are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking samples in test pits and test borings. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. The recommendations presented in this report are directed toward the protection of only the proposed structure from damage due to slope movement. Predicting the future behavior of steep slopes and the potential effects of development on their stability is an inexact and imperfect science that is currently based mostly on the past behavior of slopes with similar characteristics. Landslides and soil movement can occur on steep slopes before, during, or after the development of property. However, the owner must ultimately accept the possibility that some slope movement could occur, resulting in possible loss of ground. However, we believe that the buffer determined in this report is suitable for at least 125 years. This report has been prepared for the exclusive use of E. Kent Halvorson and his representatives for specific application to this project and site. Our recommendations and conclusions are based on observed site materials and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the GEOTECH CONSULTANTS, INC. Meadowview Estates, LLC JN 13245 October 9, 2013 Page 15 contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. Please be aware that we can only document site work we actually observe. It is still the responsibility of your contractor or on -site construction team to verify that our recommendations are being followed, whether we are present at the site or not. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 6 Test Pit Logs Plates 7 — 9 Test Boring Logs Plate 10 Site Cross -Section Plate 11 Typical Footing Drain Detail Appendix We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. TAJ/DRW: jyb Respectfully submitted, GEOTECH CONSULTANTS, INC. I A.Johnson Senior Geologist D. Robert Ward, P.E. 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I 11r1i .IIt1111i1111t111 11 ((It\lit� 2'w4P+C E 1 11i11F1t11iltri1tt11;1i�;rrir\ - --__2 __ :::.'� 1 I / / j / fIE=:+ 51 ��� Vitt \r ii1' llrlll'}111i SUJ>°P. rR 16•\, i 1 ` t 1 I 1r} 11111111r1tl:lrttt tl" ";""' ••\ Al '\`�'Y \t1N}IVVit111lrilil !II �i\�r\r\' \i\�. TP-2 —/ TP-1 } t 1111\1t , T }1 t\i\\\r\\\ \\\t\\ � -- ► l' ` \ i 1 I l Irll t tr\\\\tt \\ \ \ �'�'''9� l \ \ \ 1 1 1 ii 1 ,/ �\tom\\\\\art — — — _ — t \ \ \r r4 t s 1 1 1 1 i I B ( 1 ` ;ii11i1\111ltlilrrr�\\ \ \\�, \\i\ \�\\�\\\ ] 1 i it l\t\ \\\�i\ \ \\�\ \r ti i l l III 1 L---- ------ 1ltlit} I \ \\ \\\�\ \� \ \\\\, _ _ / / h,� 1 1 —— it it:t\t\\\' :/ i I I 1! ljlt ill Iil1\\\ \\ \\\\� _ —� ` — f ! i t 11 A. \\\\\\ i I j \ r\\\�\\\\r\\\\\\ r4°7J sr W Ct WAM %EY 0511.4' B 28- V \ \ CY CAMPROP LTN 4 rG (W 2013) SUPP. TP• 27 �ts.�'"' Le a d: ® Test boring location in 1997 ® Test pit location in 2013 GEOTECH CONSULTANTS, INC. tiJ � P�' 1 Ex Ea----------7-- � Is• ! IE-Z1345.1{4 6)pvc E / IE=2"d25'{24'r)Ptt 5 / C - Bs ixOM S P'��pCd233t l 1 S 11A44 IE=25194'E6'a' rC E----_------ �� _Ap19 �a Dart � 26I04• IE=259,54'{{Z-•.mac N =280.63'{4'iGC E PA�d07Zt y SITE EXPLORATION PLAN 15620 72nd Avenue West Edmonds, Washington IJob13245 I O te2013 I No Scale I Plate: 2 I 10 5 10 10 G5 TEST PIT 1 ell, �o� •t'��a J5 Description Is Topsoil over; Brown, mottled, silty SAND with gravel and some organics, very dense, loose to medium dense -becomes cemented, no organics, medium dense to dense -becomes gray, no gravel, more silty, wet * Test Pit terminated at 7.0 feet on July 3, 2013. * Slight groundwater seepage was observed at 5.0 feet during excavation. * No caving observed during excavation. �,Go��e�•��ao\eJSGco TEST PIT 2 Description Topsoil over; Brown, slightly silty, gravelly SAND with organics, slightly moist, loose -becomes mostly gray, no organics, less silty, moist, dense * Test Pit terminated at 6.0 feet on July 3, 2013. * No groundwater was observed during excavation. * No caving observed during excavation. GEOTECH CONSULTANT'S, INC. TEST PIT LOG 15620 72nd Avenue West Edmonds, Washington Job I Date: jLoggedby: Plate: 13245 July 2013 DRW 3 5 10 y1 10 TEST PIT 3 Description Topsoil over; tsrown, sngnuy suty, graveny oHivu wan organics, sugntiy moist, loose to meaium aense � -becomes dense, no organics -becomes gray, mottled, very moist to wet, medium dense to dense * Test Pit terminated at 6.0 feet on July 3, 2013. * No groundwater seepage was observed during excavation. * No caving observed during excavation. �elr���SGy TEST PIT 4 Topsoil over; Description Brown, slightly silty, gravelly SAND with organics, slightly moist, loose -becomes mostly gray, no organics, less silty, moist, dense * Test Pit terminated at 6.0 feet on July 3, 2013. * No groundwater was observed during excavation. * No caving observed during excavation. GEOTECH CONSULTANTS, INC. TEST PIT LOG 15620 72nd Avenue West Edmonds, Washington Job Date: Logged by: Plate: 13245 July 2013 DRW 4 5 10 5 10 ooQ�r` lGo0���a��e JAGS TEST PIT 5 Topsoil over; Description Brown, slightly silty, gravelly SAND, few organics, loose to moist -becomes mostly gray, no organics, moist, dense * Test Pit terminated at 4.0 feet on July 3, 2013. * No groundwater seepage was observed during excavation. * No caving observed during excavation. \e J5G5 Topsoil over; TEST PIT 6 Description ` Gray, very gravelly SAND, coarse grained, medium dense SP -becomes dense * Test Pit term.inated at 3.0 feet on July 3, 2013. * No groundwater seepage was observed during excavation. * No caving observed during excavation. GEOTECH CONSULTANTS, INC. TEST PIT LOG 15620 72nd Avenue West Edmonds, Washington Job Date: Logged by: Plate: 13245 July 2013 DRW 5 61 1 10 TEST PIT 7 Description Topsoil over; Brown, slightly silty, gravelly SAND with organics, loose to medium dense SP 's SM -becomes dense, more gray, no organics * Test Pit terminated at 4.0 feet on July 3, 2013. " No groundwater seepage was observed during excavation. * No caving observed during excavation. GEOTECH CONSULTANTS, INC. TEST PIT LOG 15620 72nd Avenue West Edmonds, Washington Job Date: Logged by: I Plate: 13245 1 July 2013 DRW 6 ob 'o) BORING I USCS Description Brown, gravelly SAND with some silt, coarse -grained, moist, very dense 80 .10 36%;/becomes less gravelly.. 20 40 1 74 ' 18 26 33 becomes wet Brown, slightly sandy and silty SAND, low Plasticity, wet, Stiff ML ....... Mostly very fine-grained, silty SAND XT ITT. sM M : silty ,j Gray,. sil SAND, moist, dense Test boring was terminated at 31.5 feet below grade on 1- 18-97. No. groundwater seepage was encountered during drilling. GEOTECH CONSULTANTS, INC. TEST BORING LOG 15620'-:`i6TH'AVENU15'WEST*----*"* EDMONDS, WA:. Jab NO Dato., Logged by! 1-3245 JAN 1997 DRW �... L3®RANG• 2 DISCS De crt t o Topsoil _ .. _ ........ _... 'sM Brown/mottled, silty SAND witb gravel,,wet, loose to medium -dense 35 't+�• Brown/mottled, gravelly SAND with soma silt, very moist; dense 10 33 15 18 20 33 30 24. 35 .r i Tan, very silty SAND, lenses of silt, fine-grained, very, wet, :::: medium -dense - becomes very moist, dense : sm : - becomes wet, lens of silt becomes saturated ...T. ML Gray, .sandy silt, low plasticity, wet,. very - Test boring was terminated at 31.5 feet below grade on 1-1.8-97. Groundwater seepage was encountered at 16' and 30' during drilling, r mgms'll TEST BORING LOG 15620.76TH AVENUE WEST EDMONDS, WA Job No., Date; Logged by., Plate. 13245 ' JAN 1997 DRW 8 BORING 3 5 uscs soil Desorlytion TOP SM i Brown/mottled, silty -SAND' 1th-grstVel; veqWet;loose: S I . .- ;I 1 50/4 10 2 24 is 3 25 201—'- 4 25 5 30 .35 I-7 __ ._ M 20 53 ' I -lens of silt Brown, gravelly SAND, some silt, coarse -grained,- wet, dense SP Gray, silty SAND, very fine-grained, wet, medium -dense -becomes less silty, moist -becomes wet .-lens of silt 7".. Gray SAND, medium -grained, moist, dense Test boring was terminated at 26.5 feet below grade on 1- 18-97, Groundwater seepage was encountered at 3" dining drilling. GEOTECH CONSULTANTS, INC. GRI T BO RING LO 1 1 15620 - 76TH AVENUE WEST EDMONDS, WA Job No: Date.' 4edby; rp-78-701 --I 13245 JAN 1997 01M � Fngn % ccr�n LmT e S'Das Samm DD WORmp QQ o o ffa MIJI, v RU. mp"VC-OVI X�� he St anaara mduumb), Wyk (LOCO Inc. 14201 WE 200t�h Street, #100 Woodinville, WA 98072 Kent Halvorson 12515 Willows Road NE, Suite 2�20 2, Wash`ington 98034 Civil Engineering� IRIERU M3 MAR 14 2014 MU....... ��4G��t��yy�. �Iyy O'p 'iP 0 THE C«IVIL ENGINEERING GROUP o afflmd 3, MUTM o Imde Um G hmuobu Meadowvi COi. Ci;�' r U ABLE Estates Permit #BLD20130919 Large Site Storm Drainage Report Prepared for Kent Halvorsen 12515 Willows Road NE, Suite 220 Kirkland, WA 98034 (425) 221-6000 Prepared by LDC, Inc. 14201 NE 200`h Street, #100 Woodinville, WA 98072 (425) 806-1869 RESU13 MAR 14 2014 BUILDING DEPAMNENT CITY OF EDMONDS March 12, 2014 Job No: 13-122 TABLE OF CONTENTS Section Title 1 Project Overview 1-1 2 SWPPP Analysis and Design 2-1 3 Offsite Analysis 3-1 4 Flow Control Analysis 4-1 5 Water Quality 5-1 6 Operations and Maintenance 6-1 7 Special Reports and Studies 7-1 I PROJECT OVERVIEW The Meadowview Estates project proposes the construction of four residences with 2,400 SF of impervious each in addition to the existing single family home of 2,400 SF of impervious. There will be an additional 25,000 SF of impervious and associated driveway on the existing 3.22-acre lot within Edmonds, Washington. The subject property is located at 15620 72nd Ave. W. on parcels #00513300002501 and #00513100002406. Access to the proposed residence location will be via a new driveway off of 72nd Ave. W. The proposed driveway will be paved, the connection point to 72nd Ave. W. will be slightly revised, and it will be extended to the proposed site of the homes. The subject property is predominantly forested with an existing multi -story house. Site soils are Alderwood-Everett Complex. Grades across the property are steep, ranging from 10 to 85% with an average slope of 30%. Grades slope generally from the east to the west onsite. There is a large, steep slope on the western portion of the site, dropping approximately 85 feet at 85%. The slope has a history of instability, with a landslide in 1997 requiring repair and stabilization of the slope. A trench drain was installed to intercept the groundwater and protect the slope from additional instability. Runoff from the site travels overland to the west of the site then down the steep slope to neighboring properties. Flows are then collected in 75th Place W and enter the storm drainage system. The existing storm drainage system flows west down another slope, under the BNSF Railroad and outflows into Puget Sound. No signs of constrictions, capacity issues, erosion or sedimentation were noted along the downstream investigation to Puget Sound. Development of the site will add approximately 35,000 square feet of new impervious area. Minor clearing activities will result in additional area impacts to the site. See Figure 2 - Proposed Site Layout for a graphic depiction of the proposed development. March 2014 1-1 LDC Job No. 13-122 This Report was produced in accordance with the Edmonds City Code Section 18.30 and Edmonds Stormwater Code Supplement, dated April 20, 2010. Per Chapter 5 of the Stormwater Supplement, the proposed development will be required to meet The Large Site Minimum Requirements #1 through #11, since more than 1 acre of area will be impacted by development. A summary of how each of the minimum requirements is met is as follows. Minimum Requirement #1: Preparation of Stormwater Site Plans: This Report along with the Construction Plans satisfies this minimum requirement. Minimum Requirement #2: Construction Stormwater Pollution Prevention: See Section 2 of this Report for the SWPPP BMP Elements. Minimum Requirement #3: Source Control of Pollution: Permanent source control BMPs are not applicable for the subject site since the associated activities for the new residence do not fall within the types of facilities listed within Volume IV of the Drainage Manual. BMPs for erosion and sedimentation control are specified in the Construction Plans and the SWPPP. Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls: The natural location of discharge to Puget Sound will remain unchanged when improvements have been completed. New impervious areas will be piped to the onsite discharge point to avoid exacerbating the steep slope on the west side of the site. See Offsite Analysis in Section 3 of this Report. Minimum Requirement #5: Onsite Stormwater Management: Since there is an existing steep slope on the western portion of the site, Low Impact Development techniques are not feasible for this development. Runoff from the buildings will be collected in an underground storm drainage system and March 2014 1-2 LDC Job No. 13-122 tightlined to the municipal system in 75th Ave. W. As required by the City's Stormwater Supplement, Post -Construction Soil Quality and Depth (BMP T5.13) per Chapter 5 within Volume V of the Drainage Manual will be implemented on all disturbed pervious surface areas. See Construction Plans under a separate cover for location and specifications. Minimum Requirement #6: Runoff Treatment: This site will use Contech Media Filters per Section 12.6.1 of Volume V of the 2005 Ecology Manual. These BMPs meet the requirements for both flow control and stormwater treatment. See Water Quality Analysis in Section 5 of this report. Minimum Requirement #7: Flow Control: Since this site is located within a Direct Discharge Basin (Puget Sound Piped) per the Edmonds Stormwater Code Supplement, flow control is not required provided that a quantitative downstream analysis shows that there are no unacceptable downstream issues (such as capacity or erosion). See Flow Control Analysis in Section 4 of this report for the quantitative downstream analysis. Minimum Requirement #8: Wetlands Protection: Since there are no wetlands on or adjacent to this site, this requirement does not apply. Minimum Requirement #9: Operation and Maintenance: See Operations and Maintenance in Section 6 of this report. Minimum Requirement #10: Offsite Analysis and Mitigation: See Offsite Analysis in Section 3 for a qualitative analysis and Flow Control Analysis in Section 4 for a quantitative analysis of offsite impacts. Minimum Requirement #11: Financial Liability: The site developer will post any required performance bonds with the City. March 2014 1-3 LDC Job No. 13-122 r PL SW o� • 6 5/ \ • 5 4 • 7 8 8 _a • 168TH ST SW = " • • Pv.tnF P:\2013\13-112 HaMittn Ridge\Survey\13-122 GS.dp eaa.& as ie, zou - io-wom • Engineering AV • ME Structural MEADOMIEW ESTATES • Planning • THE CIVIL ENGINEERING GROUP Survey VICINITY ,r M AP 14201 NE 200th St., #100 Ph. 425.806.1869 • Woodinville, WA 98072 Fx. 425.482.2893 • www.LDCcorp.com SCALE. 1 '=1000' Slope backfill away from foundation. Provide surface drains where necessary. Backfill (See text for requirements) Nonwoven Geotextile Washed Rockj-,",' Filter Fabric (7/8" min. size) Tightline Roof Drain (Do not connect to footing drain) Possible Slab p-.t]: '. p-.Q... p: F)..�`.p�.E1.:��.p;.Q:��.p�.fJ'.O�•p�•A.:O•.p-.f� '•: v0°•p'O o0°•o•OoO° •O ° •O ° 'O o� o p o00 o o •°eP°�p°000 6P°�pppop e00c 4" min. Vapor Retarder/Barrier and Capillary Break/Drainage Layer (Refer to Report text) 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) NOTES: (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage, waterproofing, and slab considerations. GEOTECH CONSULTANTS, INC. FOOTING DRAIN DETAIL 15620 72nd Avenue West Edmonds, Washington Job No: Date: Plate: 13245 1 July 2013 1 1 11 APPENDIX GEOTECH CONSULTANTS, INC. ...a c �'` r s L�i3M�EFT>t� yf. vuti N •�'{'�.'• # . f �.k .' �e�.-t �•� �. � r�`'� fir.; j!t-�.' ° bOf �S '� �F. 1 1Ri XaSfCxL4 i R �Sitd VII 6-sii�`ik�r}f aa-ti,•' `:' �a^t-.'gyp m'�= WNx�j;= ki�s•M=J�i� �cZ. -r7�.-si'�s.r'.t7.--"'ha'�t ..�-ty.�.tScc�ip.'. f';( I. 1 57 Y is i I lift f�fr"'!4'�-war lrri'w 1 i - `�^'y`'.w�, k 1+A'o t z4 1 � r rL s' A i :ter :t Profile.out PCSTABL6 by Purdue University modified by Peter 3. Bosscher University of Wisconsin -Madison --Slope Stability Analysis -- Simplified 3anbu, simplified Bishop or spencers Method of slices PROBLEM DESCRIPTION Awtuys/-s BOUNDARY COORDINATES 4 Top Boundaries 4 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No (ft) _ (ft) -(ft) -(ft) -. - Below Bnd-.-.- 1 0.00 0.00 95.00 18.00 2 2 95.00 18.00 140.00 58.00 2 3 140.00 58.00 192.00 98.00 1 4 192.00 98.00 510.00 168.00 1 ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 135.0 145.0 200.0 40.0 0.00 0.0 0 2 125.0 135.0 300.0 33.0 0.00 0.0 0 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Page 1 Profile.out unit weight of water = 62.40 Piezometric surface No. 1 specified by 2 Coordinate Points Point X-Water Y-Water No. (ft) (ft) 1 140.00 58.00 2 510.00 58.00 A critical Failure surface searching Method, using A Random Technique For Generating Circular surfaces, Has Been specified. 225 Trial surfaces Have Been Generated. 15 surfaces Initiate From Each of 15 Points Equally spaced Along The Ground surface Between x = 60.00 ft. and x = 110.00 ft. Each surface Terminates Between x = 242.00 ft. and x = 245.00 ft. unless Further Limitations were Imposed, The Minimum Elevation At which A surface Extends Is Y = 0.00 ft. 10.00 ft. Line segments Define Each Trial Failure surface. Following Are Displayed The Ten Most Critical Of The Trial Failure surfaces Examined. They Are ordered - Most critical First. * * safety Factors Are calculated By The Modified Janbu Method Failure surface specified By 19 Coordinate Points Point x-surf Y-surf No. (ft) (ft) 1 95.71 18.64 2 105.47 20.82 3 115.14 23.40 4 124.69 26.35 5 134.12 29.68 6 143.41 33.38 7 152.55 37.44 8 161.52 41.86 9 170.31 46.63 Page 2 Profile.out 10 178.90 51.75 11 187.28 57.19 12 195.45 62.97 13 203.37 69.07 14 211.06 75.47 15 218.48 82.17 16 225.63 89.16 17 232.50 96.43 18 239.08 103.96 19 243.39 109.31 �f� 1.512 Failure surface specified By 19 coordinate Points Point x-surf Y-surf No. (ft) (ft) 1 95.71 18.64 2 105.53 20.56 3 115.25 22.91 4 124.86 25.66 5 134.35 28.81 6 143.70 32.37 7 152.89 36.31 8 161.90 40.64 9 170.72 45.35 10 179.34 50.43 11 187.73 55.87 12 195.89 61.65 13 203.79 67.78 14 211.43 74.24 15. 218.,-7.8 81.01 16 225.85 88.09 17 232.61 95.46 18 239.05 103.11 19 243.93 109.43 1.518 *** Failure surface specified By 21 coordinate Points Point x-surf Y-surf No. (ft) (ft) 1 85.00 16.11 2 94.96 17.03 3 104.86 18.44 4 114.68 20.33 5 124.39 22.69 6 133.98 25.53 7 143.42 28.82 8 152.69 32.58 9 161.77 36.78 10 170.63 41.42 Page 3 Profile.out 11 179.25 46.48 12 187.62 51.96 13 195.71 57.83 14 203.50 64.10 15 210.98 70.73 16 218.13 77.73 17 224.93 85.06 18 231.37 92.72 19 237.42 100.67 20 243.08 108.92 21 243.31 109.29 °** 1.521 *** Failure surface specified By 22 coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 74.29 14.08 2 84.26 14.85 3 94.18 16.08 4 104.04 17.75 5 113.81 19.88 6 123.48 22.45 7 133.01 25.45 8 142.40 28.89 9 151.63 32.75 10 160.67 37.02 11 169.50 41.71 12 178.12 46.79 13 186.49 52.26 14 194.60_... _ . 58...10 15 202.44 64.31 16 209.99 70.87 17 217.24 77.76 18 224.16 84.98 19 230.74 92.50 20 236.98 100.32 21 242.85 108.41 22 243.45 109.33 *** 1.523 *** Failure surface specified By 22 coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 67.14 12.72 2 77.14 12.87 3 87.12 13.51 4 97.06 14.63 5 106.93 16.24 6 116.71 18.32 Page 4 Profile.out 7 126.38 20.88 8 135.91 23.90 9 145.28 27.38 10 154.48 31.32 11 163.47 35.70 12 172.23 40.51 13 180.76 45.74 14 189.02 51.38 15 196.99 57.41 16 204.66 63.82 17 212.01 70.60 18 219.03 77.73 19 225.68 85.20 20 231.97 92.97 21 237.87 101.05 22 243.30 109.29 *** 1.527 **�° Failure surface specified By 19 coordinate Points Point x-surf Y-surf No. (ft) (ft) 1 95.71 18.64 2 105.09 22.11 3 114.38 25.81 4 123.58 29.73 5 132.69 33.86 6 141.70 38.20 7 150.60 42.75 8 159.40 47.51 - -9.... _ _. 168 .-08. -- .. _-.52-._47- - -- -- - -- - - - - 10 176.64 57.64 11 185.08 63.01 12 193.39 68.57 13 201.57 74.33 14 209.61 80.27 15 217.50 86.40 16 225.26 92.72 17 232.86 99.22 18 240.31 105.89 19 244.12 109.47 °** 1.529 *** Failure surface specified By 22 coordinate Points Point x-surf Y-surf No. (ft) (ft) 1 74.29 14.08 2 84.28 14.35 3 94.25 15.13 4 104.17 16.40 Page 5 Safety Factors 1.51 1.52 1.52 1.52 1.53 1.53 1.53 1.53 1.53 1.54 go Profile.out PCSTABL6 by Purdue University modified by Peter J. Bosscher University of wisconsin-Madison Wk" I C IS ALYTS ,,/ 6-0- ItOT &Jqw- --slope stability Analysis -- Simplified Janbu, Simplified Bishop or spencer's Method of slices PROBLEM DESCRIPTION BOUNDARY COORDINATES 4 Top Boundaries 4 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. - - - (ft) - - --(ft).. __._.._Cf_t) - - - -(ft) _ Bel -ow -Bnd-- --- - — - 1 0.00 0.00 95.00 18.00 2 2 95.00 18.00 148.00 58.00 2 3 148.00 58.00 192.00 98.00 1 4 192.00 98.00 510.00 168.00 1 ISOTROPIC SOIL PARAMETERS 2 Type(s) of soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type unit wt. unit wt. Intercept Angle Pressure constant surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 135.0 145.0 200.0 40.0 0.00 0.0 0 2 125.0 135.0 300.0 33.0 0.00 0.0 0 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Page 1 i " 1 , . 1 0 Profile.out Unit Weight of Water = 62.40 Piezometric surface No. 1 Specified by 2 coordinate Points Point X-Water Y-Water No. (ft) (ft) 1 148.00 58.00 2 510.00 58.00 A Horizontal Earthquake Loading coefficient Of0.160 Has Been Assigned A vertical Earthquake Loading coefficient Of0.000 Has Been Assigned Cavitation Pressure = 0.0 psf A critical Failure surface searching Method, Using A Random Technique For Generating Circular surfaces, Has Been specified. 400 Trial surfaces Have Been Generated. 20 surfaces Initiate From Each of 20 Points Equally spaced Along The Ground surface Between X = 60.00 ft. and x = 110.00 ft. Each surface Terminates Between x = 242.00 ft. and X = 245.00 ft. unless Further Limitations were Imposed, The Minimum Elevation At which A surface Extends Is Y = 0.00 ft. 10.00 ft. Line segments Define Each Trial Failure surface. Following Are Displayed The Ten Most Critical of The Trial Failure surfaces Examined. They Are ordered - Most critical First. * * safety Factors Are calculated By The Modified Bishop Method * * Failure surface specified By 19 Coordinate Points Point x-surf Y-surf No. (ft) (ft) Page 2 1 96.84 2 106.52 3 116.09 4 125.56 5 134.90 6 144.11 7 153.17 8 162.07 9 170.80 10 179.34 11 187.69 12 195.84 13 203.77 14 211.47 15 218.94 16 226.16 17 233.12 18 239.82 19 242.11 circle center At X Profile.out 19.39 21.92 24.80 28.02 31.59 35.49 39.73 44.29 49.17 54.36 59.86 65.66 71.76 78.13 84.78 91.70 98.88 106.30 109.03 32.0 ; Y = 287.1 and Radius, 275.4 *** 1.120 *** Failure surface specified By 19 coordinate Points Point X-surf Y-surf No. (ft) (ft) 1 99.47 21.38 2 109.21 23.67 - _ -3 - 118 ,84- --26r35- 4 128.36 29.41 5 137.75 32.84 6 147.00 36.64 7 156.10 40.81 8 165.02 45.32 9 173.76 50.19 10 182.29 55.40 11 190.62 60.94 12 198.72 66.80 13 2.06.58 72.98 14 214.19 79.46 15 221.54 86.24 16 228.62 93.31 17 235.41 100.65 18 241.91 108.25 19 242.62 109.14 circle center At X = 46.1 ; Y = 269.0 and Radius, 253.4 *** 1.133 *** Failure surface specified By 19 coordinate Points Page 3 r 0 318. 255. 191. 127. 63.' 0 63.75 127.50 191.25 255.00 318.75 382.60 446.25 510.00 Safety Factors 1.12 1.13 1.13 1.13 1.14 1.15 1.15 1.15 1.15 1.15 Profi 1 e. out ly/om/c "Ul z PCSTABL6 by Purdue University modified by Peter J. Bosscher university of wisconsin-Madison --Slope stability Analysis -- Simplified 7anbu, simplified Bishop or spencer's Method of slices PROBLEM DESCRIPTION BOUNDARY COORDINATES 4 Top Boundaries 4 Total Boundaries Boundary x-Left Y-Left x-Right Y-Right Soil Type No- ._(ft� . - (ft). -. (-ft) - -(ft) - Below Bnd- - - - 1 0.00 0.00 95.00 18.00 2 2 95.00 18.00 148.00 58.00 2 3 148.00 58.00 192.00 98.00 1 4 192.00 98.00 510.00 168.00 1 ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total saturated cohesion Friction Pore Pressure Piez. Type Unit wt. Unit wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 135.0 145.0 200.0 40.0 0.00 0.0 0 2 125.0 135.0 300.0 33.0 0.00 0.0 0 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Page 1 Profile.out Unit weight of water = 62.40 Piezometric surface No. 1 Specified by 2 Coordinate Points Point X-Water Y-Water No. (ft) (ft) 1 148.00 58.00 2 510.00 58.00 A Horizontal Earthquake Loading Coefficient of0.160 Has Been Assigned A vertical Earthquake Loading Coefficient of0.000 Has Been Assigned Cavitation Pressure = 0.0 psf A critical Failure surface searching Method, using A Random Technique For Generating circular Surfaces, Has Been specified. 400 Trial Surfaces Have Been Generated. 20 Surfaces Initiate From Each of 20 Points Equally Spaced Along The Ground Surface Between X = 60.00 ft. and x = 110.00 ft. Each surface Terminates Between X = 257.00 ft. and X = 300.00 ft. unless Further Limitations Were Imposed, The Minimum Elevation At which A surface Extends Is Y = 0.00 ft. 10.00 ft. Line segments Define Each Trial Failure surface. Following Are Displayed The Ten Most Critical Of The Trial Failure surfaces Examined. They Are ordered - Most critical First. * Safety Factors Are Calculated By The Modified Bishop Method Failure surface Specified By 20 Coordinate Points Point X-surf Y-Surf No. (ft) (ft) Page 2 Profile.out 1 96.84 19.39 2 106.30 22.63 3 115.69 26.07 4 125.01 29.71 5 134.24 33.55 6 143.39 37.59 7 152.45 41.83 8 161.41 46.26 9 170.28 50.88 10 179.04 55.70 11 187.70 60.70 12 196.25 65.89 13 204.68 71.27 14 213.00 76.82 15 221.19 82.55 16 229.26 88.46 17 237.20 94.54 18 245.00 100.79 19 252.67 107.21 20 259.00 112.75 circle center At X = -48.1 ; Y = 458.7 and Radius, 462.6 *** 1.179 *** Failure surface specified By 21 coordinate Points Point x-surf No. (ft) 1 96.84 106 .-_61- - 3 116.30 4 125.89 5 135.3.9 6 144.78 7 154.04 8 163.17 9 172.16 10 180.99 11 189.66 12 198.16 13 206.47 14 214.59 15 222.S0 16 230.21 17 237.69 18 244.95 19 251.97 20 258.74 21 258.98 circle center At X Y-surf (ft) 19.39 -21.54 24.02 26.83 29.96 33.41 37.18 41.26 45.65 50.33 55.32 60.59 66.15 71.99 78.10 84.47 91.10 97.98 105.11 112.46 112.74 38.2 ; Y = 308.7 and Radius, 295.2 *' 1.182 *** Page 3 s 2 I is Profile.out Failure surface specified By 20 coordinate Points Point X-Surf No. (ft) 1 99.47 2 109.24 3 118.93 4 128.53 5 138.02 6 147.41 7 156.67 8 165.79 9 174.77 10 183.59 11 192.24 12 200.72 13 209.01 14 217.11 15 225.00 16 232.67 17 240.12 18 247.33 19 254.30 20 259.11 circle center At X Y-Surf (ft) 21.38 23.52 26.00 28.80 31.94 35.40 39.17 43.27 47.67 52.38 57.39 62.70 68.29 74.16 80.30 86.72 93.39 100.31 107.48 112.77 41.9 ; Y = 307.1 and Radius, 291.5 1.193 *** Failure surface specified By 21 coordinate Points Point X-surf Y-surf No. (ft) (ft) 1 96.84 19.39 2 106.75 20.78 3 116.58 22.59 4 126.33 24.82 5 135.97 27.46 6 145.50 30.50 7 154.89 33.95 8 164.12 37.80 9 173.17 42.04 10 182.05 46.65 11 190.71 51.64 12 199.16 57.00 13 207.37 62.70 14 215.33 68.76 15 223.02 75.14 16 230.44 81.85 17 237.57 88.87 18 244.39 96.18 19 250.89 103.78 20 257.06 111.64 21 257.65 112.45 Page 4 f ` ' r 318.' i f I 0 255.1 T 1; p Safety Factors 1.18 1.18 1.19 1.20 1.21 1.22 1.22 1.22 1.23 1.23 A (w. *404WI omv� )� Stormwater Pollution Prevention Plan Stormwater Pollution Prevention Plan Owner Kent Halvorson 12515 Willows Road NE Suite 220 Kirkland, WA 98034 For Meadowview Estates Prepared For Northwest Regional Office 3190 - 160th Avenue SE Bellevue, WA 98008-5452 425-649-7000 Developer Kent Halvorson 125115 Willows Road NE Suite 220 Kirkland, WA 98034 Project Site Location 15620 72nd Ave W Edmonds, WA 98026-4514 Certified Erosion and Sediment Control Lead To Be Determined SWPPP Prepared By LDC, Inc. 14201 NE 200th Street Woodinville, WA 98072 (425) 806-1869 SWPPP Preparation Date July 15, 2013 Approximate Project Construction Dates Sept 1, 2013 Jan 1, 2014 Operator/Contractor To Be Determined To Be Determined To Be Determined RECEIVED JUL 2 2 2013 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS Stormwater Pollution Prevention Plan Contents 1.0 Introduction 1 2.0 Site Description .............................................................................................................................. 3 2.1 Existing Conditions....................................................•----------------------------------------------------------.3 2.2 Proposed Construction Activities .......................................................................................... 3 3.0 Construction Stromwater BMPs 5 3.1 The 12 BMP Elements . 5 3.1.1 Element #1 — Mark Clearing Limits ...................................................................... 5 3.1.2 Element #2 — Establish Construction Access 5 3.1.3 Element #3 — Control Flow Rates 6 3.1.4 Element #4 — Install Sediment Controls 6 3.1.5 Element #5 — Stabilize Soils 7 3.1.6 Element #6 — Protect Slopes ...................................................................... ...........7 3.1.7 Element #7 — Protect Drain Inlets 8 3.1.8 Element #8 — Stabilize Channels and Outlets 8 3.1.9 Element #9 — Control Pollutants 8 3.1.10 Element #10 — Control Dewatering_...................................................................... 9 3.1.11 Element #11— Manage BMPs............................................................................. 10 3.1.12 Element #12 — Manage the Project ...................................................................... 10 3.2 Site Specific BMPs---------------------------------------- -------------------------------- ---••-•.--••-••-••••••12 4.0 Construction Phasing and BMP Implementation.......................................................................13 5.0 Pollution Prevention Team 14 5.1 Roles and Responsibilities ................................................................................................... 14 5.2 Team Members. 15 6.0 Site Inspections and Monitoring ................................................................................................. 16 6.1 Site Inspection ----...-•.......................................•---------------••-----------......--•--.....__....-------------------16 6.1.1 Site Inspection Frequency---•-•....................................................•------•-----------------16 6.1.2 Site Inspection Documentation ............................................................................ 17 6.2 Stormwater Quality Monitoring .......................................................................................... 17 7.0 Reporting and Recordkeeping.................................................................................................... 18 7.1 Recordkeeping..................................................................................................................... 18 7.1.1 Site Log Book ....................................................................................................... 18 7.1.2 Records Retention 18 7.1.3 Access to Plans and Records.---------------------------------------------------------------------------•-- 18 7.1.4 Updating the SWPPP............................................................................................ 18 7.2 Reporting .............................................................................................................................. 19 7.2.1 Discharge Monitoring Reports ............................................................................. 19 7.2.2 Notification of Noncomliance 19 7.2.3 Permit Application and Changes.........................................................................19 Appendix A — Site Plans, 20 Appendix B — Construction BMPs-__• ------------------------------------------------------------- .................................. 21 Stormwater Pollution Prevention Plan Appendix C — Alternative BMPs........................................................................................................ 22 AppendixD — General Permit----------------------------------------------------------------------------------------------------------- 23 Appendix E — Site Inspection Forms (and Site Log)........................................................................ 24 Appendix F — Engineering Calculations Stormwater Pollution Prevention Plan 1.0 Introduction This Stormwater Pollution Prevention Plan (SWPPP) has been prepared as part of the NPDES stormwater permit requirements for the Halverson Ridge project located in Edmonds, Washington. The site is located at 15620 72"d Ave. W. on parcels #00513300002501 and #00513100002406. A site vicinity map is provided in Appendix A. This project is required to fulfill the Washington State Department of Ecology Construction Stormwater General Permit (NPDES) due to the fact that the proposed project will disturb more than one (1) acre during construction. The existing site is a 3.22 acre parcel that is largely undeveloped except for a single multi -story home located in the middle. The majority of the site is currently in the undeveloped forested condition. There is a large, steep slope on the west side of the site, dropping approximately 85 feet vertically over 145 feet horizontally. Development of the site will disturb approximately 1.25 acres and include construction of four 2,400 SF footprint residences and associated 25,000 square foot paved driveways on an existing 3.22 -acre lot. Construction activities will include excavation, grading, and construction of four residences. The purpose of this SWPPP is to describe the proposed construction activities and all temporary and permanent erosion and sediment control (TESC) measures, pollution prevention measures, inspection/monitoring activities and recordkeeping that will be implemented during the proposed construction project. The objectives of the SWPPP are to: 1. Implement Best Management Practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity. 2. Prevent violations of surface water quality, ground water quality of sediment management standards. 3. Prevent, during the construction phase, adverse water quality impacts including impacts on beneficial uses of the receiving water by controlling peak flow rates and volumes of stormwater runoff at the Permittee's outfalls and downstream of the outfalls. This SWPPP was prepared using the Ecology SWPPP Template downloaded from the Ecology website on July 9, 2013. This SWPPP was prepared based on the requirements set forth in the Construction Stormwater Permit, Stormwater Management Manual for Western Washington (SWMMWW 2005). The report is divided into seven main sections with several appendices that include stormwater related reference materials. The topics presented in each of the main sections are: Stormwater Pollution Prevention Plan Section 1 — Introduction. This section provides a summary description of the project and the organization of the SWPPP document. Section 2 — Site Description. This section provides a detailed description of the r existing site conditions, proposed construction activities and calculated stormwater flow rates for existing conditions and post -construction conditions. Section 3 — Construction BMPs. This section provides a detailed description of the BMPs to be implemented based on the 12 required elements of the SWPPP (SWMMWW 2005) Section 4 — Construction Phasing and BMP Implementation. This Section provides a description of the timing of the BMP implementation in relation to the project schedule. Section 5 — Pollution Prevention Team. This section identifies the appropriate contact names (emergency and non -emergency), monitoring personnel and the onsite temporary erosion and sedimentation control inspector. Section 6 — Inspection and Monitoring. This section provides a description of the inspection and monitoring requirements such as the parameters of concern to be monitored, sample locations, sample frequencies, and sampling methods for all stormwater discharge locations from the site. Section 7 — Recordkeeping. This section describes the requirements for documentation of the BMP implementation, site inspections, monitoring results, and changes to the implementation of certain BMPs due to site factors experienced during construction. Supporting documentation and standard forms are provided in the following Appendices: Appendix A — Site Plans Appendix B — Construction BMPs Appendix C — Alternative Construction BMP List Appendix D — General Permit Appendix E — Site Log and Inspection Forms Appendix F — Engineering Calculations ' 2 P Stormwater Pollution Prevention Plan 2.0 Site Description 2.1 Existing Conditions The project site is located within the 3.22- acre site comprised of parcels #00513300002501 and #00513100002406 in Edmonds, Washington. Access to the proposed houses will be via a new driveway from 72°d Avenue W. The subject property is predominately forested except for an existing multi -story home. Based on field observation there is a large steep slope on the western portion of the site, dropping 85 feet vertically in 145 feet horizontal. The slope will not be disturbed during construction. Site soils are Alderwood-Everett Gravelly Sandy Loam, 25-70% slopes and Alderwood Urban Land Complex, 8-15% slopes. The proposed homes will be located approximately 100-300 feet from the road. Extensive earthwork will be required due to the high slopes throughout the site. Runoff from the site travels west through a storm drainage connection, down the steep slope to the drainage system located in 75`h Avenue W. From there, it continues in the storm drainage system to the west, under the BNSF railroad and outflows into Puget Sound. 2.2 Proposed Construction Activities Development of the site will include construction of four 2,400 square foot footprint residences and associated 25,000 square foot paved driveway. Development of the site will add new impervious area of 32,200 square feet. Grading activities will result in additional area impacts to the site. Since runoff from the site will outflow into Puget Sound, the City of Edmonds does not require flow control BMPs. Media Filter Drain (BMP RT.07) per the Washington Department of Transportation Highway Runoff Manual will be utilized to treat the runoff from this site. The following summarizes details regarding site areas: ■ Total site area: 3.22 acre ■ Percent impervious area before construction: 1.7 % ■ Percent impervious area after construction: 26.5% ■ Disturbed area during construction: 1.25 acres ■ Disturbed area that is characterized as impervious (i.e., access roads, staging, parking): 0.85 acres Stormwater Pollution Prevention Plan ■ 2-year stormwater runoff peak flow prior to construction (existing): 0.03 cfs ■ 10-year stormwater runoff peak flow prior to construction (existing): 0.04 cfs ■ 2-year stormwater runoff peak flow during construction: 0.19 cfs ■ 10-year stormwater runoff peak flow during construction: 0.29 cfs ■ 2-year stormwater runoff peak flow after construction: 0.19 cfs ■ 10-year stormwater runoff peak flow after construction: 0.29 cfs 11 Stormwater Pollution Prevention Plan 3.0 Construction Stormwater BMPs 3.1 The 12 BMP Elements 3.1.1 Element #1— Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land -disturbing activities begin. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. In general, natural vegetation and native topsoil shall be retained in an undisturbed state to the maximum extent possible. The BMPs relevant to marking the clearing limits that will be applied for this project include: • High Visibility Plastic or Metal Fence (BMP C103) • Gravel Filter Berm (BMP C232) • Silt Fence (BMP C233) • Vegetative Strip (BMP C234) Alternate BMPs for marking clearing limits are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.2 Element #2 — Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project include: • Stabilized Construction Entrance (BMP C 105) Alternate construction access BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues 5 Stormwater Pollution Prevention Plan that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.3 Element #3 — Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled. The specific BMPs for flow control that shall be used on this project include: • No BMPs to be implemented. Alternate BMPs for flow control may be included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency stormwater discharge requirements (e.g. discharge to combined sewer systems). 3.1.4 Element #4 — Install Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to an infiltration facility. The specific BMPs to be used for controlling sediment on this project include: 0 Silt Fence (BMP C233) Alternate sediment control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from the site and to minimize washoff of sediments from adjacent streets in runoff. Whenever possible, sediment laden water shall be discharged into onsite, relatively level, vegetated areas (BMP C240 paragraph 5, page 4-102). C Stormwater Pollution Prevention Plan In some cases, sediment discharge in concentrated runoff can be controlled using permanent stormwater BMPs (e.g., infiltration swales, ponds, trenches). Sediment loads can limit the effectiveness of some permanent stormwater BMPs, such as those used for infiltration or biofiltration; however, those BMPs designed to remove solids by settling (wet ponds or detention ponds) can be used during the construction phase. When permanent stormwater BMPs will be used to control sediment discharge during construction, the structure will be protected from excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated sediment shall be removed after construction is complete and the permanent stormwater BMP will be restabilized with vegetation per applicable design requirements once the remainder of the site has been stabilized. 3.1.5 Element #5 — Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project include: • Temporary and Permanent Seeding (BMP C 120) • Mulching (BMP C 121) • Plastic Covering (BMP C123) The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain exposed and unworked for more than 7 days during the dry season (May 1 to September 30) and 2 days during the wet season (October 1 to April 30). Regardless of the time of year, all soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather forecasts. In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. 3.1.6 Element #6 — Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes erosion. The following specific BMPs will be used to protect slopes for this project: • Temporary and Permanent Seeding (BMP C120) • Mulching (BMP C 121) • Plastic Covering (BMP C 123) h Stormwater Pollution Prevention Plan Alternate slope protection BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.7 Element #7 — Protect Drain Inlets All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering the storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP C220) will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment -laden runoff on and near the project site. The following inlet protection measures will be applied on this project: • Storm Drain Inlet Protection (BMP C220) If the BMP options listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D), or if no BMPs are listed above but deemed necessary during construction, the Certified Erosion and Sediment Control Lead shall implement one or more of the alternative BMP inlet protection options listed in Appendix C. 3.1.8 Element #8 — Stabilize Channels and Outlets All runoff will remain in a sheetflow condition as it leaves the site and filter through over 100 feet of existing forested ground cover before it reaches any channelized drainage system, this Element is- therefore not applicable. 3.1.9 Element #9 — Control Pollutants All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well organized, and free of debris. If required, BMPs to be implemented to control specific sources of pollutants are discussed below. Vehicles, construction equipment, and/or petroleum product storage/dispensing: All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent leaks or spills. On -site fueling tanks and petroleum product storage containers shall include secondary containment. M Stormwater Pollution Prevention Plan Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Concrete and grout: Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP C 151). Concrete wash out areas shall not be allowed on bare dirt or allowed to drain to bare dirt or the storm system. The facility does not require a Spill Prevention, Control, and Countermeasure (SPCC) Plan under the Federal regulations of the Clean Water Act (CWA). 3.1.10 Element #10 — Control Dewatering All dewatering water from open cut excavation, tunneling, foundation work, trench, or underground vaults shall be discharged into a controlled conveyance system prior to discharge to a sediment trap or sediment pond. Channels will be stabilized, per Element #8. Clean, non -turbid dewatering water will not be routed through stormwater sediment ponds, and will be discharged to systems tributary to the receiving waters of the State in a manner that does not cause erosion, flooding, or a violation of State water quality standards in the receiving water. Highly turbid dewatering water from soils known or suspected to be contaminated, or from use of construction equipment, will require additional monitoring and treatment as required for the specific pollutants based on the receiving waters into which the discharge is occurring. Such monitoring is the responsibility of the contractor. However, the dewatering of soils known to be free of contamination will trigger BMPs to trap sediment and reduce turbidity. At a minimum, geotextile fabric socks/bags/cells will be used to filter this material. Other BMPs to be used for sediment trapping and turbidity reduction include the following: ■ Concrete Handling (BMP C 151) ■ Permanent Water Quality/Detention Pond ■ Infiltration ■ Use of a sedimentation bag, with outfall to a ditch or swale for small volumes of localized dewatering. G� Stormwater Pollution Prevention Plan 3.1.11 Element #11— Maintain BMPs All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with each particular BMPs specifications (attached). Visual monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours of any stormwater or non-stormwater discharge from the site. If the site becomes inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every month. All temporary erosion and sediment control BMPs shall be removed within 30 days after the final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs or vegetation shall be permanently stabilized. 3.1.12 Element #12 — Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles: ■ Design the project to fit the existing topography, soils, and drainage patterns. ■ Emphasize erosion control rather than sediment control. ■ Minimize the extent and duration of the area exposed. ■ Keep runoff velocities low. ■ Retain sediment on site. ■ Thoroughly monitor site and maintain all ESC measures. ■ Schedule major earthwork during the dry season. In addition, project management will incorporate the key components listed below: As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the following key project components: Phasing of Construction The construction project is being phased to the extent practicable in order to prevent soil erosion, and, to the maximum extent possible, the transport of sediment from the site during construction. 10 Stormwater Pollution Prevention Plan ■ Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). Seasonal Work Limitations ■ From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt -laden runoff will be prevented from leaving the site through a combination of the following: ❑ Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and ❑ Limitations on activities and the extent of disturbed areas; and ❑ Proposed erosion and sediment control measures. Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. The following activities are exempt from the seasonal clearing and grading limitations: ❑ Routine maintenance and necessary repair of erosion and sediment control BMPs; ❑ Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and ❑ Activities where there is 100 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Coordination with Utilities and Other Jurisdictions Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. Inspection and Monitoring All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site 11 Stormwater Pollution Prevention Plan inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to: ❑ Assess the site conditions and construction activities that could impact the quality of stormwater, and ❑ Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. A Certified Erosion and Sediment Control Lead shall be on -site or on -call at all times. ■ Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP This SWPPP shall be retained on -site or within reasonable access to the site. The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. 3.2 Site Specific BMPs Site specific BMPs are shown on the TESC Plan Sheets and Details in Appendix A. These site specific plan sheets will be updated annually. 12 Stormwater Pollution Prevention Plan 4.0 Construction Phasing and BMP Implementation The BMP implementation schedule will be driven by the construction schedule. The following provides a sequential list of the proposed construction schedule milestones and the corresponding BMP implementation schedule. The list contains key milestones such as wet season construction. The BMP implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that relate to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May 1 to September 30 and the wet season is considered to be from October 1 to April 30. Mark Clearing Limits: September 2013 • Install ESC measures: September 2013 • Begin clearing and grubbing: September 2013 • Begin grading: September 2013 • Install utilities and temp/permanent ground cover: September 2013 • Begin building construction: September 2013 • Stabilize site: January 2014 • Remove ESC facilities: January 2014 13 Stormwater Pollution Prevention Plan 5.0 Pollution Prevention Team 5.1 Roles and Responsibilities The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following: Certified Erosion and Sediment Control Lead (CESCL) — primary contractor contact, responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called upon in case of failure of any ESC measures. ■ Resident Engineer— For projects with engineered structures only (sediment ponds/traps, sand filters, etc.): site representative for the owner that is the project's supervising engineer responsible for inspections and issuing instructions and drawings to the contractor's site supervisor or representative ■ Emergency Ecology Contact — individual to be contacted at Ecology in case of emergency. ■ Emergency Owner Contact — individual that is the site owner or representative of the site owner to be contacted in the case of an emergency. ■ Non -Emergency Ecology Contact — individual that is the site owner or representative of the site owner than can be contacted if required. ■ Monitoring Personnel — personnel responsible for conducting water quality monitoring; for most sites this person is also the Certified Erosion and Sediment Control Lead. 14 Stormwater Pollution Prevention Plan 5.2 Team Members Names and contact information for those identified as members of the pollution prevention team are provided in the following table. Title Name(s) Phone Number Certified Erosion and Sediment Control Lead (CESCL) TBD TBD Resident Engineer TBD TBD Emergency Ecology Contact Shawn Hopkins 360407-6442 Emergency Owner Contact Kent Halvorson 425-221-6000 Non -Emergency Ecology Contact Shawn Hopkins 360-407-6442 Monitoring Personnel N/A 15 Stormwater Pollution Prevention Plan 6.0 Site Inspections and Monitoring Monitoring includes visual inspection, monitoring for water quality parameters of concern and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for all on -site construction activities and will include: ■ A record of the implementation of the SWPPP and other permit requirements; ■ Site inspections; and, ■ Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. This SWPPP may function as the site log book if desired, or the forms may be separated and included in a separate site log book. However, if separated, the site log book but must be maintained on -site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.1 Site Inspection All BMPs will be inspected, maintained, and repaired as needed to assure continued performance of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead (CESCL) per BMP C160. The name and contact information for the CESCL is provided in Section 5 of this SWPPP. Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be examined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. All new BMPs or design changes will be documented in the SWPPP as soon as possible. 6.1.1 Site Inspection Frequency Site inspections will be conducted at least once a week and within 24 hours following any discharge from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month if the site operator has successfully applied for inactive status for the site using the Permit Fee Activity Status Change Form, which can be found at the following web site. http://www.ecy.wa.gov/programs/wg/permits/permit fees/ConstructionActivityStatusCha ngeForm.pdf. 16 Stormwater Pollution Prevention Plan 6.1.2 Site Inspection Documentation The site inspector will record each site inspection using the site log inspection forms provided in Appendix E. The site inspection log forms may be separated from this SWPPP document, but will be maintained on -site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.2 Stormwater Quality Monitoring The construction site is less than one acre in size, and does not discharge to an impaired water body, and is therefore not subject to the general water quality monitoring requirements set forth in the 2005 Construction Stormwater General Permit (Appendix D). 17 Stormwater Pollution Prevention Plan 7.0 Reporting and Recordkeeping 7.1 Recordkeeping 7.1.1 Site Log Book A site log book will be maintained for all on -site construction activities and will include: ■ A record of the implementation of the SWPPP and other permit requirements; ■ Site inspections; and, ■ Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. 7.1.2 Records Retention Records of all monitoring information (site log book, inspection reports/checklists, etc.), this Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements will be retained during the life of the construction project and for a minimum of three years following the termination of permit coverage in accordance with permit condition S5.C. 7.1.3 Access to Plans and Records The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be retained on site or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology within 14 days of receipt of a written request for the SWPPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with permit condition S5.G. 7.1.4 Updating the SWPPP In accordance with Conditions S3, S4.B, and S9.B.3 of the General Permit, this SWPPP will be modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site or there has been a change in design, construction, operation, or maintenance at the site that has a significant effect on the discharge, or potential for discharge, of pollutants to the waters of the State. The SWPPP will be modified within seven days of determination based on inspection(s) that In Stormwater Pollution Prevention Plan additional or modified BMPs are necessary to correct problems identified, and an updated timeline for BMP implementation will be prepared. SWPPP modification will be the sole responsibility of the CESCL. 7.2 Reporting 7.2.1 Discharge Monitoring Reports If cumulative soil disturbance is smaller than 1 acre: Discharge Monitoring Report (DMR) forms are not required by the Department of Ecology because water quality sampling is not required for the site. 7.2.2 Notification of Noncompliance If any of the terms and conditions of the permit are not met, and it causes a threat to human health or the environment, the following steps will be taken in accordance with permit section S5.F: Ecology will be immediately notified of the failure to comply. 2. Immediate action will be taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. 7.2.3 Permit Application and Changes As per Section S 1.13 of the Washington Department of Ecology Construction Stormwater General Permit (NPDES), this project is not required to submit for a NPDES permit because it will disturb less than one (1) acre during construction activities. 19 Stormwater Pollution Prevention Plan Appendix A — Site Plans 20 NW114, SW IA SEC 5, TWN27N, RGE4E, WM., CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON I I I I I I --'---- --" '��'� ., _" -/ _-' �� �' , I - � / I li I I I Iv=:7<p5'II� .: vll 4.-, \ IJ' F ....r,. c q—. It It ���`"` It 7,71 1 1.- j 1 1 12, It "T 1, It hill it It t SCALE. 1' 20' 20, 0 20' 40' t —Illf77 7v 0 LEGEND AND ABBREVIATIONS 2z, EXISTING SYMBOLS I I t 1 1' 1 I ,1 ,,I , . t �, ti \ \� \ ' N 1 t J' 1 T SYMBOL DESCRIPTION , 1'1 1 - ' ' I . �� . / ® 3%�, ! \ 4` .� ^>.L �' - - 3 . - �. tl.. 1 'A S1 MONUMEN7 IN CASE SANTARY SEWER MANHOLE 'e, V: F -76 . I UTILITY POLE 77 WATER METER r -IN -j— t. ROM EXIST Z IIRE HY1DRANT - — -- — -- DRIVEWAY fv WATER VALVE \ \ , '\ ` _ '�. .r' J� �� \ ` y h .i I ( i't O MAILBOX PROPOSED GRADING SYMBOLS IE 'i'l SYMBOL DESCRJFnON CLEARING UMffS 1( SILT FENCE jt ROCK CONSTRUCTION ENTRANCE CATCH 11ASIN PROTECTION 'K' V E % 1- 4( 1 PVC hE "F1 j 4 1W Y, CD I IE �4 -TE I CAr,'N WAiER 'A4N Pit, iY E E EARTW0RKOU4NTMES CUT". 4.300 CY FILL 400 CY HAUL ROUTE: TO BE DETERMINED NOTES 1. SEE SHT ER-02 FOR TESC DETAILS. 170Af kIEV FOR QaWRW TOPOGRAPHIC DISCLAIMERAPPROCITY OF MONDS 70POGRAPh7C SURVEY WAS PERFORMED BY LDC AVC W MAY 2011 I LT47E can 2 Bushem Days Betlor. You DIg ANY Ch4AG5 70 THE SITE Af7ER 7HS 047E KL ACT GE REFLECTED IN Tw PLANS ANY DISCRDWOES FWAV REWEIV *MT 6 SHOW 8V or 1-800-424-5W5 ON UE "S AND PAT S NOTED IN THE FIELD SHOULD W BROUGIff IWID14TEZY 70 71C AT7DMON OF THE DVGAM BY. CffY EAGNEERW DIVISION UMI*a UrKlerground L�Um Center I co CO I I Lu 9 uj CIO Lu :C!L uJ i LL- 0 JOB NUMBER: 13-172' DRAWING NAME: 13I22C-ER4L DESIGNER: MEV DRAFTING BY BPC DATE: 7-17-13 SCALE, AS NOTED JURISDICTION: EDMLONDS ER-01 SHEET 2 OF 7 NW 114, SW 114, SEC 5, THIN 27 N, RGE 4 E, W.M., CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON '19— .'-IIIj�1l�rlllll I .-_------ ,,�� _�.'_ ll 1 .ill ,' I I I I I I C I IE�:.t,46'n•ja}T^:Uu. •�,\ �j�llllj�ll��llllllllllllll'll"II]„I - __---- I�.li I! r I I I I Imo__ UECr; I j(�r'.�� i Jill-.II.1111�, IIII�IIIIIIIIIIIiII II'I11 { rk - _� � ��' I I � I 1 I I � I I 1 r I �R •� I � �, I 'llF77 lllltljIIII lll 7l l. r j' j�l( ( ,1 111 (IIII 2- I 11'lllll}I II riter_' SO STUB 1 ( I I I I !! ., i _- - _ i �� l• 11 i t �� I l l r 1; 1 1 1 1 1 1 1 1' I r l {' I I 1. N=316,107 57, E=1,272,666, IE=234.30 (Kr) lI( _ - - -- - `I ' , \1 r \ _ PROPOSED 10"" r 1 1 1 1 '�/ A _ _. 11RLRY EASEMENT% I I ] \1 \1111111 11111\IIIIV`11111i,1` I;r11111 I,IIi I111111111III 721F5SD.0403x 11 1 {{I CB-3. TYPE 1 N=316.084.93, E-1.272,598 12 1 1 1�1''I111111 rill, ll' Irll lr llV1\1,, IlrA �V11V� - I .2350-- 1 1 61 LF 12' SO 0 25 25x 1 1 rl 1 1 _1`11 1 '.,r il'- 1 \` - I I'' ,�,• I \1 "' �. •11 1•' 1 l' 1'Il1;,I r I IN i- // '\• 4 \ :°'� II - `u. r '-I- rti ; YEA. cy CB-2. TYPE I1-.., \ q r 1 11 1 ' 11 1 1 1 1 r I • 1 r \ 1, ;\\ \ 1 �I. -. - _ SOLID LOCKDJG UD I �� 1 ,.L/ 35.5 y% : 1 w ` •N N I I ' {II = > 05 -"o)PVC E N=316.065.83. E-1,272.54043 4 .r` "'S'I"'a SiPVG I r 11 1 \ PROPOSED BLA. Tip ✓ 1 LE - 'r . '. \ 4 D ..I Ls� IE Ir 7s I r PROPOSED MCCSS AND.,,-.'"� " Y 'k. r•,, �, � `G \A \. A,,. 1 `Y9 t \ 'i i j {I - �'_ PROPOSED 10' STORM I - A' EASEHENT \ J:.. ;_.. _ ,r ..\ I_ `• ! j >♦ 7 DRNNAGE DGE.-I ; I 't ci LI! _ . T `"` .. ii�. J' \ t w Y PROPOSED POWER � I (i.' C F , N AILIGNM..'_' I 'I:�/ \ _ 4`.. IPfR�LIIYSEEASENEM... _ I IE?RSi RI)i TOP OF SLOPE r \ , l \ l. �\7 LF lY SO 0 I55x, .1 'I '�1..� AND EUTILIITYED ZEASDAENT' C 1. \ ROPOSED 30' ACCESS AND UTILITY EASEMENT T I 7 I c rI CB -I, TYPE 2-7P'o STO4RMFlLTER �/ _ - \ ` \ `v I: SOLID LOCKING LID I In /� N PROPOSED t0' \ \• \�` a .. , - l'�. .. 7 r . I V NL N=315.939.27, E- 1.272.555 11 I II .f " MLIIY EASEMENT 1 i Ili I SEE ETL REPLACE SsHEET ur-02 FOR - _ - r _ \ \ ` ,.� Y .• Iw -? _ — 1 1 ! r STORMFiITE DESIGN ` is PROPOSED 10' STORM , DRAINAGE I EASEMENT I y �� — � � I. - yt _.. -�\�\ �� �; � i /LO�f - .•µr I I - FILE 1 I I 1 1 1 4- l H - _ r - SSM 1 1 : 1, -- .' - r _ \ \ '3. Lr Ia we s oozao N ' '' \ ' 1 SEA 0�4435. 600' LT SCALE 1' = 20' 20' 0 20' 40' LEGEND AND ABBREVIATIONS EXISTING SYMBOLS SYMBOL DESCRIPTION q, MONUMENT N CASE l_1 SANITARY SEWER WNHQE +.- UIUIY POLE B WATER METER FIRE HYDRANT Pt WATER VALVE 7 MAILBOX PROPOSED STORM SYMBOLS SYMBOL DESCRIPTION E SO CAP ® TYPE I CATCH BASIN, GRATED UD m TYPE I CATCH BGSN, SOLD UD TYPE 2 CATCH BASIN, SOLID UD o STORM PIE PROPOSED SEWER SYMBOLS SYMBOL DESCRIPTION E SEWER CAP SEWER "HOLE SNIER MAN SEWER FORCE AN N PROPOSED WATER SYMBOLS SYMBOL DESCRIPTION IN WATER METER W WATER SERVICE LINE PROPOSED POWER SYMBOLS SYMBOL DESCRIPTION f— FU ER LIE NOTES 1. SEE SHEET RD-02 FOR ROAD AND I1TILlTY PROFILES. 2. SEE SHEETS DT-01 AND OT-02 FOR NOTES AND DETAILS. CENTERLINE TABLE LINE NO. BEARING DISTANCE Ll I N 874427 W 17.J6' L2 N 62'1820' W 111.96' LJ IN 18'19'17' W 109.&Y CURVE NO.1 DELTA LENGTH I RADIUS TANGENT CI 25.26.OT I IJJ2' J000' 6.77' C2 I 4.T590.7' I 2JO.i' 3000' 12.I2' 7i�PDCiRAPH/C DISCLAIMER APP� FOR tDO C77ON - - - - - - THE MPOCRAPHIC SURVEY WAS PERFORMED BY [LAC, INC IN MAY2013, 041E Cap 2 &JBYYeHB Days Before You Dig ANY CW4ES TO THE SIZE AF7D? INS 047E INCL NOT BE REFLECTED p}� �A_ CCCC IN THE PUNS. ANY DISCR£PANCES MEND BE7WE N *MT 5 SMOWN 8fl Or 1-8VV-424-J.1JJ ON THE PUNS AND NM7 5 NOTED IN THE RID SHOULD BE � BY BR"ff IMAkVIVELY TO 771E AI NON OF 7HE ENOWEE. CDY E7JGAVliR1NG pYLSA7N 111Pltlee Underground Location Gaoler Z O (n z o- c e @ E C f0 € Lu V9 b vI Z r � W 2 W O 0 a 5W L Aaeoe GNAT, JOB NUMBER: 13-122 DRAWING NAME: 13122C-RD-PL DESIGNER: MEV DRAFTING BY: BPC DATE: 7-17-13 SCALE: 1'=20' JURISDICTION: EDMONDS RD-01 SHEET 4 OF 286 26L 256 29 23l E NW 114, SW 114, SEC 5, TWN 27 N, RGE 4 E, W.M., CITY OF EDMONDS, SNOHOMISH COUNTY, I c I o I t 30- VC PVI SFA#31150 PVI EL=259.95 K=2.62 }} -2.00% GWI D(STING - AT DRIVEWAY GRADE (L `34 LF. 6' SS / 5=0.0200 _—....— - FM STA=2+09 50 FM EL- 36.00 K=13.46 �"• FlNISHED GRADE AT DRIVEWAY Q SSMH-1 SEA 0+44.35, 6.00' LT. _—_—__--- _ RIM=258.06 IE=251.71 ((Z' SSFM-5 TOTAL) IN / d IE=250.71 (G0) OUT +� JII / 6� i � Pit •� 0.00% - IE= 25003 (6'0 W) .... IN I � —�— — I t, DRIVEWAY I SCALE NOR: 1'=20' VER: 1'=5' F'!^..� SIN ,'N moo., .�n h i J+00 240 230 220 210 200 2+50 2+00 1+50 1+00 0+50 0+00 240 230 220 210 200 I 280 270 260 250 240 230 APPROKD FOR CONSTRUVION WY OF EDMONDS _ O47E Cell 2 Busheea Days Before You Dlg IT,.. 8f1 or 1-800-424-5555 CITY EM;VAa- /NG OM M Uh7Hee Underground Location Center Z O fN az z @ e 1ame � g a to a So FL €LL Eu V9 LLI VL/ ■ CO) 0 W W Z Q 0 0 Q I weae ONAL JOB NUMBER: 13-172 DRAWING NAME: 13122C-RD-PR DESIGNER: MEV DRAFTING BY: BPC DATE: 7-17-13 SCALE: AS NOTED JURISDICRON: EDMONDS RD-02 SHEET 5 OF Stormwater Pollution Prevention Plan Appendix B — Construction BMPs High Visibility Plastic or Metal Fence (BMP C103) Stabilized Construction Entrance (BMP C105) Temporary and Permanent Seeding (BMP C 120) Mulching (BMP C 121) Plastic Covering (BMP C 123) Concrete Handling (BMP C 151) Certified Erosion and Sediment Control Lead (BMP C160) Grass -Lined Channels (BMP C201) Check Dams (BMP C207) Storm Drain Inlet Protection (BMP C220) Silt Fence (BMP C233) 21 Stormwater Pollution Prevention Plan Appendix C — Alternative BMPs The following includes a list of possible alternative BMPs for each of the 12 elements not described in the main SWPPP text. This list can be referenced in the event a BMP for a specific element is not functioning as designed and an alternative BMP needs to be implemented. Element #1- Mark Clearing Limits Element #2 - Establish Construction Access Element #3 - Control Flow Rates Element #4 - Install Sediment Controls Advanced BMPs: Element #5 - Stabilize Soils Element #6 - Protect Slopes Element #8 - Stabilize Channels and Outlets Element #10 - Control Dewatering 22 Stormwater Pollution Prevention Plan Appendix D — General Permit 23 Stormwater Pollution Prevention Plan Appendix E — Site Inspection Forms (and Site Log) The results of each inspection shall be summarized in an inspection report or checklist that is entered into or attached to the site log book. It is suggested that the inspection report or checklist be included in this appendix to keep monitoring and inspection information in one document, but this is optional. However, it is mandatory that this SWPPP and the site inspection forms be kept onsite at all times during construction, and that inspections be performed and documented as outlined below. At a minimum, each inspection report or checklist shall include: a. Inspection date/times b. Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours. C. A summary or list of all BMPs that have been implemented, including observations of all erosion/sediment control structures or practices. d. The following shall be noted: i. locations of BMPs inspected, ii. locations of BMPs that need maintenance, iii. the reason maintenance is needed, iv. locations of BMPs that failed to operate as designed or intended, and v. locations where additional or different BMPs are needed, and the reason(s) why e. A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration, and/or oil sheen shall be noted, as applicable. f. A description of any water quality monitoring performed during inspection, and the results of that monitoring. g. General comments and notes, including a brief description of any BMP repairs, maintenance or installations made as a result of the inspection. h. A statement that, in the judgment of the person conducting the site inspection, the site is either in compliance or out of compliance with the terms and conditions of the SWPPP and the NPDES permit. If the site inspection indicates that the site is out of 24 Stormwater Pollution Prevention Plan compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance, as well as a schedule of implementation. i. Name, title, and signature of person conducting the site inspection; and the following statement: " I certify under penalty of law that this report is true, accurate, and complete, to the best of my knowledge and belief'. When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s); implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance Notification requirements in Special Condition S5.F of the permit. 25 Stormwater Pollution Prevention Plan Site Inspection Form - - � Inspection of BMPs��- Element 1: Mark Clearing Limits Location +� Inspected 1 F oni ng- ! 4� JN- Y N NIP l_ Problem/Corrective Action I, Y I - BMP: -� Inspected _ q Functioning it Location �i- ;LY ji`N �L_ Y N NIP 1i _ Problem/Corrective Action - - --- -- j Element 2: Establish Construction Access _] Inspected _ Functionin's I Location 1. - -- -, _ _-gj Problem/Corrective Action Ni__.. Y N NIP i --J ---- --------------------- BMP: ---- ------ - ; I, Inspected Functioning �, u Location = Problem/Corrective Action Y , N ;: Y N NIP 26 Stormwater Pollution Prevention Plan E_l_me en 3: Control Flow Rates hInspected _� Functioning( Location -�� Y;r!� N Y N NIP �I Problem/Corrective Action _Y ` Location ]LIInspected �, Functioning_I Problem/Corrective Action ! NIP �J Element 4: Install Sediment Controls ----------------- -- -- --- _BMP: Inspected Functioning 1 Location -- E Y-11 C,l - Problem/Corrective Action TY N NIP ��- ----- --- 1=� - Inspected - Location ' - r= - (; Functioning) _N Problem/Corrective Action Location J� In P teced -�� �T__ _ Functionin g J N -NIP J% Problem/Corrective Action r_J F --, - - - - i Inspected i; Functioning_�i - -_ - Location Problem/Corrective Action -_J BMP: ... _... ---Inspected----1,_Functionmg-=l=-=-= Location I,---_Problem/Corrective Action ---- ----- - -- -_ r Y.:_N' - Y N NIP -- - - 27 Stormwater Pollution Prevention Plan _Element 5: Stabilize Soils DOM j[kspSqtqd. Functioning_,; Location Problem/Corrective Action NIP BMP: _Ipsp Scted Functioqingj Location I- I 1­14-11 Problem/Corrective Action F ! NIF-- Y N BMP: I Location Problem/Corrective Action —AD- OY X-- 117-IM Location Problem/Corrective Action 17111YliNII: I YINI NIP 11 Element 6: Protect Slopes BMP: Location ["ptectedLK ActionFunctioning Problem/Corrective ...Action'--FY—N NIP L BMP: _InspectedIFunctioning LocationProblem/Corrective Action N 'I!- Y N - NIP [BMP: Inspected Functioning _, Location Problem/Corrective Action y i [--Y-FN--] NIP 01M Stormwater Pollution Prevention Plan Element 7. Protect Drain Inlets Inspected Functioning j! -;T Location 1r , Problem/Corrective Action N': NIP 159XV512 Location 1,1 linsppc ted_ FunNioning_ Y NIP Problem/Corrective Action BMP: Location il Inspe­q­ied----1;- !"'­T? ­-­­ , Functioning__,, , T--ir- ji LN N NIP F Problem/Corrective Action --L L LgleMqnt 8.• Stabilize Channels and Outlets BMP: Location --Inspected-- 1; F ctioning__,,, - - - - --r- - -- -- --- . Y N NIP Problem/Corrective Action BMP: Location --JE11 J', Inspected- Y LWLFY LJ j Functioning jl N NIP Problem/Corrective Action i Location pqqted -- 1 - I— - !Y1,�Nl' ctioning T - [Y7N' NIP problem/Corrective Action RMP: Inspected I Functioning pg_ Location Problem/Corrective Action Y. N!�. FY—T-N-] NIP PA Stormwater Pollution Prevention Plan Element 9: Control Pollutants I LqMP: II Inspected �! Functio Location Problem/Corrective Action N T-TFN] �NEP_11 L BMP: 1I Inspected _ Location Y.' N,.:I Functioning YN-]-Problem/Corrective Action NIPS T-- N I J--- Element IO: Control Dewaterin BMP: 1; Inspected 11 FunctioTin, 1� IT _.V1 _& I - - j g_,, Location Y I NJ -NIP Problem/Corrective Action BMP: Inspected Location _T -_ _._I; L F I BMP: 1! -Inspected Location 4 1!Y.;W NIP Problem/Corrective Action Problem/Corrective Action 30 Stormwater Pollution Prevention Plan Location ifs: - Discoloration 1 Sheen Location Discoloration Sheen Stormwater Discharges From the Site Observed?JI Problem/Corrective Action I Y n �1 31 Stormwater Pollution Prevention Plan Water Quali Monitoring Was any water quality monitoring conducted? I� J o ^ Yes ❑ No If water quality monitoring was conducted, record results here: If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6 cm or less, was Ecology notified by phone.within 24 hrs? . IF L [O:jEj Fo Yes ❑ No If Ecology was notified, indicate the date, time, contact name and phone number below: Date: Time: Contact Name: Phone #: General Comments and Notes Include BMP repairs, maintenance, or installations made as a result of the inspection. Were Photos Taken? ❑ Yes ❑ No If photos taken, describe photos below: 32 Stormwater Pollution Prevention Plan Appendix F — Engineering Calculations 33 SCALE I' = 20' 20' 0 20' 40' LEGEND AND ABBREVZ47IONS EXISnNG SYMBOLS SYMBOL DESCRIPTION \: MONUMENT IN CASE SANRARY SEWER MANHOLE OLD POLE WATER METER FIRE HYDRANT WATER VANE MAILBOX PROPOSED STORM SYMBOLS SYMBOL DESCRIPTION C SO CAP D TYPE I CATCH BASIN. GRATED LID TYPE i CATCH BASIN, SO UD Q HYPE 2 CATCH BASIN, SOLID LID o STORM PIPE PROPOSED SEWER SYMBOLS SYMBOL DESCRIPTION C SEWER CAP SEWER MANHOLE SEWER MAIN -SSFM SEWER FORCE MAIN PROPOSED WATER SYMBOLS SYMBOL DESCRIPTION 19 WATER METER -W- WATER SE?4CE UNE PROPOSED POWER SYMBOLS SYMBOL DESCRIPTION -p- POWER LINE NOTES 1. SEE SHEET RO-03 AND RD-04 FOR ROAD AND UTILITY PROFILES. 2. SEE SHIFTS DT-01 AND DT-02 FOR NOTES AND DETAILS. CENTERLINE TABLE LINE NO. BEARING DISTANCE L7 N 87442Y W 1736' 12 N 671829- W 11196' LJ N 18.19'1T W 10983' CURVE NO. DELTA LENGTH I RADIUS TANCENT Cl 2526'07 1 13.32' J000'1 6.77 C2 43'59'O.i 1 2303' 3000'1 12.12' IMPERVIOUS AREAS LOCATION STRUCTURE DRIVEWAY TOTAL ACCESS EASEMENT 0 4900 AS. LOT 1 2400 3300 5700 LOT 2 2400 .... 3300- _ 5700 LOT 3 2400 3300 5700 LOT 4 2400 3490 5890 LOT 5 24DO 3490 5590 TOTAL 12000 21780 3378D - - APPROVED fOR CONSMCDON TOPOGRAPHIC DISCLAIMER 091 OF mNQNDS RA°OCRAPHIC SURVEY WAS PERfORM£0 BY LOG; INC IN A14Y 2013. ANY CHANCES TO THE SITE AFTER HMS MTE W71L NOT BE REAZ£C7ED ��. Ce0 2 Busirves Days Betore You Dig IN THE PL N& ANY O/SCREPANGYES FOUND BETWEEN WH4T IS SHHOWN or 1-800-424-5555 ON THE PLANS AND NAT IS NOTED IN THE FIELD SIVULD BE BROUGHT INNEDH7ELY 70 IHE ATTENTION OF THE ENGINEER By GIY ENGINEERING SON Utilities Underground Location Center 2 SWPPP ANALYSIS AND DESIGN Design of the SWPPP Plan was completed in conformance with Chapter 3 of Volume II of the Drainage Manual. Compliance with the 12 elements is summarized below. Element 1: Preserve Vegetation /Mark Clearing Limits: Clearing limits have been delineated on sheet ER-01 of the construction plans. The clearing limits extend only to those areas that will be disturbed during construction of the subject project. The specific BMPs for marking the clearing limits that will be applied for this project include: • High Visibility Plastic or Metal Fence (BMP C103) • Gravel Filter Berm (C232) • Silt Fence (BMP C233) • Vegetative Strip (BMP C234) Element 2: Establish Construction Access: The existing gravel driveway will be utilized for a construction entrance. See sheet ER-01 of the construction plans for location. A detail is also, attached on sheet ER-02 of the construction plans. The specific BMPs related to establishing construction access that will be used on this project include: • Stabilized Construction. Entrance (BMP C105) Element 3: Control Flow Rates: Increases in flow rates will be mitigated by piping the new impervious areas to Puget Sound and by implementing Post -Construction Soil Quality and Depth for all disturbed soil areas. The specific BMPs for control of flow rates that shall be used on this project include: Post -Construction Soil Quality and Depth (BMP T5.13) March 2014 2-1 LDC Job No. 13-122 Element 4: Install Sediment Controls: Sediment control will be provided using silt fence. The specific BMPs for sediment control that shall be used on this project include: • Silt Fence (BMP C233) Element 5: Stabilize Soils: Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project include: Temporary and Permanent Seeding (BMP C120) Mulching (BMP C121) • Plastic Covering (BMP C123) The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain exposed and unworked for more than 7 days during the dry season (May 1 to September 30) and 2 days during the wet season (October 1 to April 30). Regardless of the time of year, all soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather forecasts. In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. Element 6: Protect Slopes: All cut and fill slopes will be designed, constructed, and protected in a manner that minimizes erosion. The following specific BMPs will be used to protect slopes for this project: Temporary and Permanent Seeding (BMP C120) • Mulching (BMP C121) Plastic Covering (BMP C123) March 2014 2-2 LDC Job No. 13-122 Element 7: Protect Permanent Drain Inlets: All storm drain inlets during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. The following specific BMPs will be used to protect inlets for this project: • Storm Drain Inlet Protection (BMP C220) Element 8: Stabilize Channels and Outlets: All runoff will either remain in a sheet flow condition as it leaves the site and filter through over 100 feet of existing forested ground cover before it reaches any channelized drainage system or be collected by a piped storm drainage system prior to leaving the site; this Element is therefore not applicable. Element 9: Control Pollutants: Pollutant Control Notes listed on sheet ER-02 of the construction plans specify pollutant controls. Element 10: Control De -Watering: De -watering Control Notes listed on sheet ER-02 of the construction plans specify de -watering controls. Element 11: Maintain BMP's: Maintenance of BMP's are specified in the Erosion/Sedimentation Control Notes listed on sheet ER-01 of the construction plans. Element 12: Manage the Project: See elements listed above for management of this project. BMPs shall be maintained per Element 11. From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt -laden runoff will be prevented from leaving the site. March 2014 2-3 LDC Job No. 13-122 3 OFFSITE ANALYSIS Upstream Analysis The subject site is located in a mostly developed area of Edmonds, WA. Directly east of the site, 72"d Ave. W. captures all upstream water that could reach the site. Therefore, there is very minimal to no upstream area tributary to the proposed site. Downstream Analysis On Friday, June 28, 2013, a Downstream Analysis was performed for this site. The weather was sunny and approximately 80% though there had been rain events within the last 48 hours. Flows from the property are intercepted by an existing French drain located on the west side of the site at the top of a steep slope. The drain travels by 12" pipe down the slope and through a neighboring property, passing through several catch basins. The pipes outflow into a catch basin located in 75th Place W. After passing through a manhole, the water outflows into an 18" pipe, down another steep slope. At the bottom of the slope, the water passes through two catch basins, travels under the BNSF Railroad and outflows into Puget Sound, approximately 720 feet (0.14 miles) west of the site. There were no signs of constrictions, erosion, or sedimentation noted in this analysis. March 2014 3-1 LDC Job No. 13-122 I 3 {{ Lid L 't'• l l+ _ r v' ��i t.d�: Project Site �n Public System Images 1 Et?, Image 4 r.. 0 ' { Y•. s Image 3 �t Images 5Ft6 g Private SystemFPO- r s ' Cal ebb MM GPEM Omm March 2014 3-2 LDC Job No. 13-122 t �--"`b �V �r � _ '�,� * � t°R,.. * lam! �fY, i "� � 4 � tart a:�r �,U •t 44> l rr to, } S� ��~tt �� l �� �'� � as .� %�1 , µ ®� \\a[ti -•p `.�': �t .r/ tiP V � o�% i ..1 .> Vet ♦� �, -� .•� 4"4i"' .O+j' _ � "CS�'pt \',Y",�lJ e ` f p n� - ^�,. �•- ° a+` .,+gyp `l:g, t v. �� • Z: a r a t ; �� C'� Y � • CX �, 4' • Q': n�' J i � f3•� � •yloo � � ^ o ��i'l` j } r•1` � `\`�' •..�� C/4� � / /I n �'c i.�i� —i�} .yF o \t tW�\ �, �YY( L^ - � .. �S 1 �sA �' ail: b�S� 3 1 '.M •iX 4 FLOW CONTROL ANALYSIS The flow control and water quality requirements are controlled by the Edmonds City Code (ECC) Section 18.30 and the Edmonds Stormwater Code Supplement. The 2005 Ecology Manual as modified by the Western Washington Phase II Municipal Stormwater Permit regulates the issues not addressed by the ECC and Code Supplement. Per the Code Supplement, the project is located in the Puget Sound Piped drainage basin, which is considered a direct discharge basin. Table 5-4 on Page 41 of the Code Supplement defines allowed detention and infiltration outflow rates as well as allowing for an exemption from the rates. Exemptions may be allowed if a quantitative offsite analysis shows no downstream issues such as capacity or erosion. The pipes downstream of the site must show that there sufficient capacity in the City's system and the BNSF culvert during a 50-year storm event. In the developed state, the project will be comprised of the following coverage: Coverage Area A/B, Forest, Steep 2.20 acres A/B, Lawn, Steep 0.25 acres Roof, Tops, Flat 0.27 acres Driveways, Moderate 0.50 acres Total 3.22 acres Using WWHM4, the following 15-minute interval flow rates were determined for the outflow from this site: March 2014 4-1 LDC Job No. 13-122 Storm Event Flow Rate 10-year 0.2983 cfs 50-year 0.4087 cfs 100-year 0.4599 cfs Downstream structures and connections were confirmed using as -built information and field inspections. The storm system was modeled using StormShed 2G, with the basin breakdown as follows: Coverage Area Open spaces, lawn, park 0.25 acres Wood/Forest Land (Undisturbed/2"d Growth) 1.0 acres Impervious surfaces (pavement, roof, etc.) 0.27 acres Pavement 0.50 acres Total 1.02 acres A portion of the site that is to remain forested has been included in this basin as collected by the existing french drain and conveyed offsite. Since the areas that will remain forested will not be collected by this system and will maintain the existing natural outfall location, they were not included in the sizing of the downstream pipes from this area. Instead, they are included as part of the Offsite Basin noted below. Additionally, the flow rates produced by StormShed vary from the rates calculated via WWHM due to the difference in sizing methodology. Based on Department of Ecology isopluvial maps, the 50-year, 24-hour storm event for this area is 2.5 inches. There are two offsite areas that contribute to the Puget Sound outfall to the west of the site. The first area, referred to as the Offsite Basin, includes all of the properties within the immediate area of the project that contribute March 2014 4-2 LDC Job No. 13-122 drainage to the municipal system. The Onsite forested areas that are not picked up by the proposed storm drainage system are accounted for in the Offsite Basin. The Offsite Basin has the following coverage: Coverage Area Open spaces, lawn, park (>75% grass) 4.80 acres Wood/Forest Land (Undisturbed/2"d Growth) 5.02 acres Impervious Surface (pavement, roof, etc.) 2.76 acres Total 12.58 acres Additionally, there is a second basin that contributes some flow to the Puget Sound outfall. This area, referred to as the Overflow Basin, primarily outflows through a different outfall to the south. However, based on the Drainage Basin Analysis for Kyle and Julianne Ray by Donna L. Breske, P.E., and dated July 14, 2009 (attached), there is a flow splitter located on 75th Place W and 1581h Street SW that directs water in excess of the 25-year storm event to the north and to the outfall modeled as part of this project. The Overflow basin has the following coverage: Coverage Area Open spaces, lawn, park (>75% grass) 20.22 acres Wood/Forest Land (Undisturbed/2"d Growth) 3.14 acres Impervious Surface (pavement, roof, etc.) 6.39 acres Total 29.75 acres March 2014 4-3 LDC Job No. 13-122 Based on information provided by Breske and the City of Edmonds, the flow splitter has a 10" pipe that serves as the primary outfall to the south of the subject project. Additionally, there is a 12" pipe that leads to the subject outfall. This 12" outlet is 0.4' above the primary outfall with a 6" orifice. The flow from the 6" orifice is directed to the modeled system. See the StormShed calculations for modeling information. See Figure 4.0 for a basin layout map. Structure #0 serves as a junction structure between the project site, the municipal storm system in 75th Place W with the flow from the Offsite Basin, and the inflow from the Overflow Basin. See Appendix 4-A for a node layout of the downstream system. The 50-year flow rate of 0.48 cfs was routed through the system from the project site, which exceeds the anticipated 100-year flow rate of 0.4489 cfs. Additionally, the flow from the Offsite Basin at 2.11 cfs and the Overflow Basin at 1.26 cfs were included for the downstream sizing, totaling 3.85 cfs. Based on the modeling, the existing storm system has sufficient capacity to meet the developed project demands, with the minimum pipe capacity being 4.69 cfs for Pipe EX #8. See Appendix 4-B for sizing data. March 2014 4-4 LDC Job No. 13-122 Appendix 4-A Downstream Node Layout EX CB a7 O a7 EX CB 85 O D5 EX CO 85 EX!5 1EX CB 84 \O EX. yEX CB 83 \O A3 EX CB 02 OverflowDummy O U2 EX CB ttl EX 13 EX CB 19 EX YO Q O 19 Outlall !t1 O EX B �-OEX SB EX CAB #11 EX 2 EXC 112 G March 2014 4-5 LDC Job No. 13-122 0 ti \-- t ------------- Jam w Fes\ �' •'� +W .. — — --_ +— __ —_ ` "".r `' � J \ 1 — � � ,r •r — w 4 '�^+__�/ • 'Ya^: �..^-.vie `ti. 1 r �' `' � ••" �„ ��i�r^'-, ,r —__. -.� 1'`—ice' S y 1 1 +` ,\ ` \ - �.. `� � — — - — y=-., •— `. ,. ^_. � + a � MIS_ .. ..+.: _ _ '4� 1 ( w y �s wA 1 1 + I( r I 1 I 1. i4 , ,.y. J tk..-'/ —— J 4 r i:.. ,` .. i..i ; I f( I I !� l 1 l 1 1' 1 1 r i� / r ,A ar'tr./' I + ti ♦. -. �",�p,.J ;/tr + ``' ! / 1 I I I rr 1 I 1 I1, 1 t ` ' / ,1�./ �r + r ! .� `'.♦ � / �.r rir' J \ 4 ,` _ !' ', s I !l1-j I I I 1 I + 1 y. t `�� I - I ,rj •r ` - � ` r41�" `' ,'.i f � ,' � ! �/r �J. ,, � i .'� r`"'�>��' , _ .��. r � � r ! i � I � � 1 t I i +.r 1 � + r / `� I J Rw �. 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'ri �. /� 1 1 I ' 4 '..t3 (��'�+ 'J5 `/ I' �!� ' ii'/i' r' J' / / 1J Ji rr J .../�. µ - „' i' ' //ih.i'' VY /,J/,J/,/ /Vli ell t, �, 1r1. �' . 1�. •�-+ i � � I I r + / !'Lj' 'I/J' J,�,. / , // ,' /' , , 1/ :�'�/«^ / / / / r � ,/ gIPF- +, L� V 6 � 7 �! ,� , 4J r // / J ! r F J F 1 I I o J J .� •/ / J I- i I .. .3' A, � ,. i J J / J r r +J 'r r J J J ! ♦ r / r , / / '�' J r' / / J i' / �J r �^--•^�.`_ T`"'"' ",1'i ���3 . ;��, 1�, r' / I /: '/J'k / Jr I� / J J J J ' 1 � > / ,/,/r i r , ,J _ :. ' ' ; t -• \+ , + ' ' / i ' /1 r', Jllr! // / J'I;: J J I r J JJ / - . r' i J r // f/'� / �• C .!a / r 1. rr��;/, 1J/. !/'/ / / ! JJ !' ♦ / '/ �/, IJ/ /r �m,, _i, ,'r'rrrrr'rJ�i _ ___ .� `* �.-�`•..9* ..-v rrJ afi/rI //J♦ F ,J !, I / 1 ,,, I :J. ! I I/% /,/I //,` ,/',J __ ___� _`_ « 1�'�^a—,-""�-^ "«' -. .•- •..' / ' J/' ' J / ' / JJr' /' J , !/ �`�a __ r' r r 1 J'1 rrr ,J/ r. ram^ JJ , + «^—^_�-' �' .'..' /, / / / / r rJr , J / � / / Frf ,��' 1 / ♦ , , / / ' ``�—�. _ .. _ _—«'.'!'�` �^�. '/ / J /' / ! / i / 1'i / •i - .,' � .�� I,! ' 'r'!/ �//J ,lr/f. r'r/j 'F.'J/�." -.- .. `•'! a RCM RN201-l`l 1mMO UH MEADQ Appendix 4-B Sizing Calculations WWHM4 PROJECT REPORT Project Name: Halvorsen Preliminary Storm Sizing 20130701 Site Name: Halverson Site Address: City : Edmonds Report Date: 10/31/2013 Gage Everett Data Start : 1948/10/01 Data End : 1997/09/30 Precip Scale: 0.80 Version : 2012/09/21 MITIGATED LAND USE Name : Basin 1 Bypass: No Groundwater: No Pervious Land Use Acres A B, Forest, Steep 2.2 A B, Lawn, Steep .25 Pervious Total 2.45 Impervious Land Use Acres ROOF TOPS FLAT 0.27 DRIVEWAYS MOD 0.5 i Impervious Total 0.77 Basin Total 3.22 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.1881 5 year 0.2524 10 year 0.2983 25 year 0.3600 50 year 0.4087 100 year 0.4599 March 2014 4-6 LDC Job No. 13-122 StormShed Inputs Inflow From Flow Splitter Offsite 2 Event Summary Event jPeak Q (cfs) jPeak T (hrs) jHyd Vol (acft) Area (ac) Method Raintype 50 Year 4.7523 8.00 2.9642 29.7500 SCS TYPE 1 A Record Id: Offsite 2 Design Method SCS lRainfall type TYPE 1 A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff �20 Pervious Area (AMC 2) 23.36 ac jDClA F 6.39 ac Pervious CN 83.04 DC CN 98.00 Pervious TC 1 80.61 min JDC TC 0 min Pervious CN Cale Description F SubArea FSub en Open spaces, lawns,parks (>75% grass) F20.22 ac F 86.00 Wood/forest land (Undisturbed/2nd growth) 3.14 ac 64.00 Pervious Composited CN (AMC 2) F 83.04 Pervious TC Cale Type Description Length Slope Coeff Misc F TT Sheet Woods or forest with dense 200.00 ft 2.00% [0.8000 2.50 73.65 underbrush.:0.80in min Shallow, Short grass, pasture and lawns 1000.00 5.0001 [0.03006.97 (n=0.030) ftmin Pervious TC 80.61 min Directly Connected CN Cale Description I SubArea F Sub cn Impervious surfaces (pavements, roofs, etc) 1 6.39 ac 98.00 DC Composited CN (AMC 2) F 98.00 Directly Connected TC Cale Type F Description I Length Fslope Coeff Misc F TT Sheet Smooth Surfaces.: 0.011 150.00 ft 15.00% 0.0110 0.00 in 0.00 min March 2014 4-7 LDC Job No. 13-122 Channel (interm) Concrete pipe (n=0.012) 1160.00 ft 10.00% 0.0120 F 0.20 min Directly Connected TC 1.05min Record Id: Combo Control Structure Descrip: Prototype Structure Increment 0.10 ft Start El. 0.0000 ft Max El. 168.0000 ft List of Discharge Structures: Orifice 1 Orifice Record Id: Orifice1 Descrip: Prototype Structure lincrement 0.10 ft Start El. 10.0000 ft IMax El. 108.0000 ft Orif Coeff 10.62 Lowest Orif El. 0.00 Lowest Diam I 10.0000 in IDist to next 0.0 000 ft Record Id: Orifice2 Descrip: jPrototype Structure Increment 0.10 ft Start El. 0.0000 ft IMax El. 108.0000 ft Orif Coeff 0.62 ILowest Orif El. 0.40 Lowest Diam 6.0000 in IDist to next 6.0000 ft Hydrograph ID: 50 Year-Orifice2-OutHyd Area 10.0000 ac Hyd Int 10.00 min jBase Flow F Peak flow 1.2581 cfs Peak Time 8.00 hrs Hyd Vol 0.7846 acft Onsite Record Id: Developed Design Method I SCS IRainfall type TYPE 1 A Hyd Intv 10.00 min jPeaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC_ 2) 1 0.25 ac JDCIA 0.77 ac Pervious CN �0.00 DC CN 98.00 Pervious TC 1 4.95 min JDC TC 1.05 min Pervious CN Calc Description FSubArea F Sub cn March 2014 4-8 LDC Job No. 13-122 Open spaces, lawns,parks (>75% grass) 0.25 ac 80.00 Pervious Composited CN (AMC 2) 80.00 Pervious TC Cale Type Description Length Slope Coeff Misc TT Sheet IShort prairie grass and lawns.: 0.15 100.00 ft 15.00% 0.1500 2.50 in 4.95 min Pervious TC 4.95 min Directly Connected CN Cale Description SubArea Sub cn Paved curbs and storm sewers F0.50 ac F98.00 Impervious surfaces (pavements, roofs, etc) 6.27 ac F 98.00 DC Composited CN (AMC 2) 98. 00 Directly Connected TC Cale Type FDescription Length Slope Coeff Misc TT Sheet Smooth Surfaces.: 0.011 150.00 ft 15.00% 0.0110 2.50 in 0.85 min Channel (inter-n) IConcrete pipe (n=0.012) 160.00 ft 10.00% 0.0120 [ 0.20 min. Directly Connected TC 1.05min Record Id: Offsite Design Method I SCS lRainfall type TYPEIA Hyd Intv 10.00 min jPeaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 1 10.82 ac IDCIA �2.76 ac Pervious CN 1 72.58 DC CN 98.00 Pervious TC 1 15.77 min IDC TC 0.20 min Pervious CN Cale Description SubArea Sub cn Wood/forest land (Undisturbed/2nd growth) 5.02 ac F 64.00 Open spaces, lawns,parks (>75% grass) 5.80 ac 80.00 Pervious Composited CN (AMC 2) F 72.58 Pervious TC Cale Typel Description Length Slope Coeff Misc TT [Sheet Short prairie grass and lawns.: 0.15 100.00 15.00% 0.1500 n50 F495 min March 2014 4-9 LDC Job No. 13-122 Sheet F Woods or forest with dense underbrush.: 0.80 115.00 ft 80.00% 0.8000 2 50 in 10.82 min Pervious TC 15.77 min Directly Connected CN Cale Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) F2.76 ac F 98.00 DC Composited CN (AMC 2) 98.00 Directly Connected TC Cale Type Description I Length FSlope Coeff Misc TT Sheet Smooth Surfaces.: 0.011 150.00 ft 15.00% 0.0110 0.00 in 0.00 min Channel (interm) lConcrete pipe (n=0.012) 160.00 ft 10.00% 0.0120 F-0.20 min Directly Connected TC 1.05min Licensed to: Land Development Consultants, Inc Record Id: Overflow Design Method I SCS lRainfall type TYPEIA Hyd Intv 10.00 min jPeaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 1 23.36 ac JDCIA 6.39 ac Pervious CN 83.04 DC CN 98.00 Pervious TC 80.61 min DC TC 0.20 min Pervious CN Cale Description SubArea Sub cn Open spaces, lawns,parks (>75% grass) 20.22 ac 86.00 Wood/forest land (Undisturbed/2nd growth) 3.14 ac F64.00 Pervious Composited CN (AMC 2) F 83.04 Pervious TC Cale Type Sheet Description Length Slope Fcoeff Fmisc F TT Woods or forest with dense F2OO.00 ft 2.00% 0.8000 2.50 73.65 underbrush.:0.80�in min Shallow Short grass, pasture and lawns (n=0.030) 1000.00 ftmin [5.00,/ 0.03006.97 March 2014 4-10 LDC Job No. 13-122 Pervious TC 80.61 min Directly Connected CN Cale Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) F 6.39 ac F 98.00 DC Composited CN (AMC 2) 98.00 Directly Connected TC Cale Type Description Length Slope Coeff Misc TT Sheet Smooth Surfaces.: 0.011 150.00 ft 15.00% 0.0110 0.00 in 0.00 min Channel (interm) Concrete pipe (n=0.012) 160.00 ft 10.00% 0.0120 F 10.20 min Directly Connected TC 1.05min Record Id: EX CB #0 Descrip: jPrototype Record lincrement 0.10 ft Start El. 90.1740 ft IMax El. 96.0000 ft Classification Catch Basin IStructure Type CB -TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization ICurved or Deflector Catch 1.4160 ft Condition Existing jBottom Area 3.9700 sf Record Id: EX CB #1 Descrip: Prototype Record Increment 0.10 ft Start El. 89.0000 ft Max El. 96.0000 ft Classification ICatch Basin IStructure Type CB -TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization ICurved or Deflector Catch 1.4160 ft Condition lExisting Bottom Area 13.9700 sf Record Id: EX CB #2 Descrip: Prototype Record lIncrement 0.10 ft March 2014 4-11 LDC Job No. 13-122 Start El. 1101.5940 ft IMax El. 116.9150 ft Classification's Catch Basin Structure Type CB -TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Condition Existing Bottom Area 3.9700 sf Record Id: EX CB #3 Descrip: Prototype Record Increment 0.10 ft StartEl. 106.9150 ft Max El. 129.4150 ft Classification lCatch Basin Structure Type CB -TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Condition Existing Bottom Area 13.9700 sf Record Id: EX CB #4 Descrip: Prototype Record Increment 10.10 ft Start El. 1119.4150 ft Max El. 123.5000 ft Classification lCatch Basin IStructure Type CB -TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization lCurved or Deflector Catch 1.4160 ft Condition lExisting Bottom Area 3.9700 sf Record Id: EX CB #5 Descrip: lPrototype Record Increment 0.10 ft Start El. 130.2100 ft [max El. 134.5000 ft Classification Catch Basin IStructure Type CB -TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch l .4160 ft Condition Existing lBottom Area 3.9700 sf Record Id: EX CB #6 Descrip: lPrototype Record Increment 6.10 ft Start El. 130.7100 ft IMax El. 135.5000 ft March 2014 4-12 LDC Job No. 13-122 Classification Catch Basin Structure Type CB -TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 11.4160 ft jBottom Area 13.9700 sf Condition Existing Record Id: EX CB #7 Descrip: Prototype Record Increment 0.10 ft Start El. 215.1000 ft Max El. 1219.1000 ft Classification ICatc.h Basin Structure Type CB -TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization ICurved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Record Id: EX CB #8 Descrip: Prototype Record Increment F6.16 ft Start El. 116.1000 ft Max El. 20.6000 ft Classification Catch Basin Structure Type CB -TYPE 1 Ent Ke IGroove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Condition Existing jBottom Area 3.9700 sf Record Id: EX CB #9 Descrip: jPrototype Record lincrement 0.10 ft Start El. 15.5600 ft Max El. 120.5100 ft Classification Catch Basin Structure Type CB -TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization ICurved or Deflector Catch 1.4160 ft Condition lExisting lBottom Area 13.9700 sf Record Id: EX CB #11 Descrip: jPrototype Record lincrement 0.16 ft Start El. 92.0640 ft Max E1. [96.4600 ft Classification Catch Basin IStructure Type CB -TYPE 1 March 2014 4-13 LDC Job No. 13-122 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 13.9700 sf Condition lExisting Record Id: EX CB #12 Descrip: Prototype Record Increment 0.10 ft Start El. 1111.3300 ft IMax El. 1115.3300 ft Classification ICatch Basin Structure Type CB -TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch Condition 1.4160 ft Existing Bottom Area 13.9700 sf Record Id: OverflowDummy Descrip: JPrototype Record lncrement 10.10 ft Start El. 12.0000 ft Max El. 105.0000 ft Dummy Type Node Record Id: Outfall Descrip: jPrototype Record Increment 0.10 ft Start El. 10.5600 ft Max El. 225.1000 ft Dummy Type Node Record Id: EX #0 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: ITravel Time Translation lContributing Hyd DnNode JEX CB #8 jUpNode JEX CB #0 Material Corr Metal - normal Size 12" Diam Ent Losses Groove End w/Headwall Length 247.0000 ft Slope 28.36% Up Invert 96.1740 ft Dn Invert 20.1248 ft Conduit Constraints March 2014 4-14 LDC Job No. 13-122 Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infl Rate 0.0000 in/hr Up Invert 20.1 448 ft Dn Invert 90.1740 ft Match inverts. Record Id: EX #1 Section Shape Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation lContributing Hyd DnNode JEX CB #0 UPNode JEX CB # 1 Material Corr Metal -new Size 12" Diam Ent Losses Groove End w/Headwall Length 15.0000 ft Slope 12.00% Up Invert 92.0000 ft Dn Invert 91.9000 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 Ws15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 10.0000 ft Ex/lnfil Rate 10.0000 in/hr Up Invert 191.9000 ft jDn Invert Match inverts. 92. 0000 ft Record Id: EX #2 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation lContributing Hyd DnNode JEX CB # 1 UpNode JEX CB #2 Material IPlastic ISize 12" Diam Ent Losses Beveled ring, 33.7 deg bevels Length 120.0000 ft Slope 144.40% Up lnvert 101.5940 ft Dn Invert 192.7140 ft Conduit Constraints Min_Vel Max Vel Min Slope Max Slope Min Cover March 2014 4-15 LDC Job No. 13-122 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 10.0000 in/hr Up Invert 92.7140 ft jDn Invert 101.5940 ft Match inverts. Record Id: EX #3 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 10.0130 Routing Method: Travel Time Translation lContributing Hyd DnNode JEX CB #2 jUpNode EX CB #3 Material jPlastic ISize 12" Diam Ent Losses Beveled ring, 33.7 deg bevels Length 34. 0000 ft Islope 15. 55% Up Invert 106.9150 ft Dn Invert 101.5940 ft Conduit Constraints Min Vel Max Vel Min SlopeMax Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50%o 2.00% 3.00 ft Drop across MH 10.0000 ft FEx/Infil Rate 10.0000 in/hr Up Invert 161.5940 ft Dn Invert 106.9150 ft Match inverts. Record Id: EX #4 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 10.0130 Routing Method: Travel Time Translation lContributing Hyd DnNode JEX CB #3 jUpNode JEX CB #4 Material Plastic Size 112" Diam Ent Losses Beveled ring, 33.7 deg bevels Length 25.0000 ft ISlope 150.00% Up Invert 119.4150 ft Dn Invert 106.9150 ft Conduit Constraints Min Vel Max Vel Min Slope' Max Slope Min Cover P2.667ft/s 15.00 ft/s, 0.50% 2.00% 3.00 ft March 2014 4-16 LDC Job No. 13-122 Drop across MH 6.0000 ft Ex/Infil Rate 10.0000 in/hr Up Invert 106.9150 ft Dn Invert 119.4150 ft Match inverts. Record Id: EX #5 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 10.0130 Routing Method: Travel Time Translation lContributing Hyd DnNode JEX CB #4 UpNode JEX CB #5 Material Plastic Size 12" Diam Ent Losses Beveled ring, 33.7 deg bevels Length 85.0000 ft ISlope 112.70% Up Invert 130.2100 ft Dn Invert 119.4150 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 1119.4150 ft Dn Invert 1130.2100 ft Match inverts. Record Id: EX #6 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 10.0130 Routing Method: Travel Time Translation Contributing Hyd DnNode JEX CB #5 jUpNode JEX CB #6 Material Plastic Size 12" Diam Ent Losses Beveled ring, 33.7 deg bevels Length 25.0000 ft Slope 12.00% Up Invert 1130.7100 ft IDn Invert 130.2100 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope. Min Cover 2.00 ft1s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 10.0000 ft Ex/Infil Rate 0.0000 in/hr March 2014 4-17 LDC Job No. 13-122 Up Invert 130.2100 ft Dn Invert 130.7100 ft Match inverts. Record Id: EX #7 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation Contributing Hyd DnNode JEX CB #6 jUpNode EX CB #7 Material IPlastic Size 12" Diam Ent Losses Beveled ring, 33.7 deg bevels Length 145.0000 ft ISlope 158.20% Up Invert 215.1000 ft Dn Invert 1130.7100 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 10.0000 in/hr Up invert 130.7100 ft Dn Invert Match inverts. 1215.1000 ft Record Id: EX #8 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: ITravel Time Translation lContributing Hyd DnNode JEX CB #9 jUpNode EX CB #8 Material Corr Metal - normal Size 18" Diam Ent Losses Groove End w/Headwall Length 96.0000 ft ISlope 10.52% Up Invert 16.1000 ft Dn Invert 115.6320 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ftls 0.50% 2.00% 3.00 ft jrop across M.H 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 115.6320 ft jDn Invert 16. 0000 ft March 2014 4-18 LDC Job No. 13-122 Match inverts. Record Id: EX #9 Section Shape: Circular Uniform Flow Method: IManning's Coefficient: 10.0130 Routing Method: Travel Time Translation lContributing Hyd DnNode jOutfall jUpNode JEX CB #9 Material Corr Metal - normal Size 18" Diam Ent Losses Groove End w/Headwall Length 1150.0000 ft Islope 10.00% Up Invert 15.5600 ft IDn Invert 6.5600 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 6.5600 ft Dn Invert Match inverts. 15.5600 ft Record Id: EX #11 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 10.0130 Routing method: Travel Time Translation lContributing Hyd F DnNode JEX CB #0 jUpNode EX CB # 11 Material Conc-Spun Size 1.2" Diam Ent Losses Headwall Length 87.5000 ft Slope 12.16% Up Invert 92.0640 ft Dn Invert 90.1740 ft �FConduit_ Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.000/. 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 10.0000 in/hr Up Invert 190.1740 ft jDn Invert 92.0640 ft Match inverts. March 2014 4-19 LDC Job No. 13-122 Record id: EX #12 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 10.0130 Routing Method: Travel Time Translation lContributing Hyd DnNode JEX CB #11 jUpNode EX CB #12 Material Conc-Spun ISize 112" Diam Ent Losses Headwall Length ,56.0000 ft Slope 112.35% Up Invert 1111.3300 ft jDn Invert 92.0640 ft Conduit Constraints Min Vel, Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.000/.3.00 ft Drop across MH 10.0000 ft Ex/Infil Rate 10.0000 in/hr Up Invert 92.0640 ft Dn Invert 1111.3300 ft Match inverts. Record Id: EX #13 Section Shape: Circular Uniform_ Flow Method: Manning's Coefficient: 0.0130 Routing Method: ITravel Time Translation I 10rifice2 DnNode JEX CB #0 jUpNode 10verflowDummy Material Conc-Spun ISize 12" Diam Ent Losses Groove End w/Headwall Length 250.0000 ft ISlope 10.50% Up Invert 92.0640 ft jDn Invert 190.8140 ft Conduit Constraints Min Vel, Max Vel ,Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 190.8140 ft jDn Invert 92.0640 ft Match inverts. March 2014 4-20 LDC Job No. 13-122 ROUTEHYD rl THRU [Downstream Analysisl USING TYPE1A AND [50 Year] NOTZERO RELATIVE SCS/SBUH Routing split hyd [50 Year-Orifice2-OutHyd] through EX #13 CBasin / HydRouting split hyd r50 Reach Area Flow Full Q Full nDepth Size nVel Wel Year-Orifice2- ID (ac) (cfs) (cfs) ratio (ft) (ft/s) (ft/s) OutH d through EX #13 - - EX FO.00001.2581 2.52610.50 0.4985 12#13Diam 3.2156 [3.2163 EX #12 F12_5800 2.1678 12.5543 [-0 . 17 [0- -".2808 Diam F.9963 [15.9846 Offsite 1 X [12- .5800 [2- .1678[-5 .2 5 03 [0- 4 1 [0- [- .4478Diam6.3656 [6.6849 EX #7 Fo2oo F4347 F27-2534Fo-o2 7o.o884 Diam 112-7536 [34.7ool Developed EX #6, 2.0200 0.4347 5.0521 0.09 0.1987 Diam F3. 9233 [6-4326 EX #5 2.0200 [0.4347 [12.7310[0.03 [0-1265 12„ 7.5430 [16.2096 Diam FDafn " EX #4 2.0200 0.4347 25.2606 0.02 0.0913 F12.1561 F32.1629 12" EX #3 [2-0200 [0-4347 14.1324 0.03 [0.1206 DiamF8-o838 717-994o " EX #2 2.0200 F4347 F23.8041 [0.02 0.0942 [D'j2am 11.6045 30.3083 EX #1 [2.0200 [0-4347 [5-0521 [0.09 [0.1987 12"Diam [3.9233 [6.4326 EX #0 [14.6000 3.8606 19.0245 0.20 0.3052 12 [19-0248 24.2227 � Diam 18" EX #8, 14.6000 1-86o6F.5952Fo .51 0.7573 Diam 4.3156 14-298o 18" �EX #9 F14-6000 F38606 33.3070 0.12 0.3446 Diam 12.5938 [18.8479 March 2014 4-21 LDC Job No. 13-122 From Node To Node Rch Loss (ft) App (ft) Bend (ft) Junct Loss (ft) HW Loss Elev (ft) Max El (ft) 1.0000 EX CB #9 Outfall 16.5687 0.2892 0.2879 F -- 16.5673 20.5100 No approach losses at node EX CB #0 because inverts and/or crowns are offset. EX CB #8 E #9 B [17.2044 ------ ------ ------ 17.2044 [20.6000 EX CB #0 E #8 B 91.4777 0.1183 0.1527[0.0552 91.5674 96.0000 OverflowDummy E #0 B 92.7552 [__na__ --na--F_na__ 92.7552 [105.0000 EX CB #1 l E #0 B 93.0112 [2.2347 [0.0754 ------ 90.8520 [96-4600 2263 [115-3300 EX CB #12 E CB 112.226377[ ------ 112.2263 No approach losses at node EX CB #2 because inverts and/or crowns are offset. EX CB #1 E #0 BF92.3626F... ------ ------ 92.3626 [96.0000 EX CB #2 E #1 B [10 1.7426 [1.0147 [0_0 102 ------ 100.7381 [116.9150 EX CB #3 E #2 B 107.2074 2.2946 0.2342F------ 105.1470 129.4150 EX CB #4 EX #2 B F119.5356 0.8835[0.0125F----- 118.6647 223.5000 EX CB #5 E #4 B [130.517, [0.2390 [0.0235 ------ 130.3017 F13.5000 EX CB #6 EX#5 B [,-3,0706.2.5257 [- 0.051OF .... 128.5959 F135.5000 EX CB #7 EX 1 #6 B [215.1796 ------ ------ ------ 215.1796 219.1000 March 2014 4-22 LDC Job No. 13-122 Pipe Flow and Hydraulic Grade Line Elevation 215.200 N O 0. ds128.428 N O 0. ds 130.308 N O 0. cfs 118.623 N 0. X10ds 5.002 N O 0. cls 100.694 N 92.634 N 0. ds92.383 k 1 2 ds 16.565 N Q 1.000 N cfs 91.5 N O c1s O3.8 cfs ,� cts 17.2 31 2.11 ds 90.8 4 N O 2.1 s 112� 9 N O March 2014 4-23 LDC Job No. 13-122 5 WATER QUALITY As mentioned previously in this report, the flow control and water quality requirements are controlled by the Edmonds City Code (ECC) Section 18.30 and the Edmonds Stormwater Code Supplement. The 2005 Ecology Manual as modified by the Western Washington Phase II Municipal Stormwater Permit regulates the issues not addressed by the ECC. Water quality for this project will be achieved through media filtration, per Section 12.6.1 of Volume V of the 2005 Ecology Manual. Water Quality Design Flows were calculated using WWHM4 for the design basins as shown in Appendix 5-A. The model includes all surface drainage from within the basin, including lawn area and pollution generating impervious surfaces (PGIS) such as driveways. However, since all drainage will travel through the media filtration system, the system has been sized to provide treatment for all lawn, PGIS, and non -pollution generating surfaces (NPGIS) such as roofs. Based on the WWHM4 sizing, the 15-minute flow rate is 0.1040 cfs (46.7 gpm). Based on sizing information provided by Contech, a total of 5 cartridges will be required for treatment. These will be located in a water quality manhole located onsite. March 2014 5-1 LDC Job No. 13-122 WWHM4 PROJECT REPORT Project Name: Halvorsen Preliminary Storm Sizing 20130701 Site Name: Halverson Site Address: City : Edmonds Report Date: 10/31/2013 Gage : Everett Data Start : 1948/10/01 Data End : 1997/09/30 Precip Scale: 0.80 Version : 2012/09/21 MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres A B, Forest, Steep 2.2 A B, Lawn, Steep .25 Pervious Total 2.45 Impervious Land Use Acres ROOF TOPS FLAT 0.27 DRIVEWAYS MOD 0.5 Impervious Total 0.77 Basin Total 3.22 Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0624 acre-feet On-line facility target flow: 0.0921 cfs. Adjusted for 15 min: 0.1040 cfs. Off-line facility target flow: 0.0528 cfs. Adjusted for 15 min: 0.0597 cis. March 2014 5-2 LDC Job No. 13-122 6 OPERATIONS AND MAINTENANCE The proposed storm system consists of a dispersion trench and filter strips. These facilities will require periodic maintenance and inspection based on the procedures below. The procedures are based on Volume V of the 2010 Snohomish County Drainage Manual. Maintenance Defect Conditions When Results Expected Component Maintenance is When Maintenance is Needed Performed Catch Basins Trash Et Debris Trash or debris No trash or debris which is located located immediately in immediately in front of catch basin or front of the catch on grate opening. basin opening or is blocking inletting capacity of the basin by more than 10%. Trash or debris (in No trash or debris in the basin) that the catch basin. exceeds60 percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of six inches clearance from debris surface to the invert of the lowest pipe. Trash or debris in Inlet and outlet pipes any inlet or outlet free of trash and pipe blocking debris. more than 1 /3 of its height. Dead animals or No dead animals or vegetation that vegetation present could generate within the catch basin. odors that could March 2014 6-1 LDC Job No. 13-122 cause complaints or dangerous gases (e.g. methane) Sediment Sediment (in the No sediment in the catch basin) that catch basin. exceeds60 percent of the sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. Structure Top slab has holes Top slab is free of holes Damage to ram larger than 2 and cracks. and/or Top Slab square inches or cracks wider than '/4 inch. (Intent is to make sure no material is running into the basin.) Frame not sitting Frame is sitting flush on flush on top slab, the riser rings or top i.e., separation of slab and firmly more than 1/4 inch attached. of the frame from the top slab. Frame not securely attached. Fractures or Maintenance Basin replaced or cracks in basin person judges that repaired to design walls/bottom the structure is standards. unsound. Grout fillet has Pipe is regrouted and separated or secure at basin wall. cracked wider than 1/2 inch or longer than 1 foot March 2014 6-2 LDC Job No. 13-122 at the point of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ If failure of basin Basin replaced or Misalignment has created a repaired to design safety, function, standards. or design problem. Vegetation Vegetation No vegetation blocking growing across opening to basin. and blocking more than 10% of the basin opening. Vegetation No vegetation or root growing in growth present. inlet/outlet pipe joints that is more than six inches tall and less than six inches apart. Contamination Any evidence of No contaminants or and pollution oil, gasoline, pollutants present. contaminants or other pollutants. (Coordinate removal/cleanup with local water quality response agency.) Cover not in Cover missing or Catch basin cover is place only partly in closed. place. Any open catch basin requires maintenance. Locking Mechanism cannot Mechanism opens with mechanism not be opened by one proper tools. working maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread. March 2014 6-3 LDC Job No. 13-122 ilter Cover difficult to remove Ladder rungs unsafe Grate opening unsafe Trash and Debris Grate damaged or missing Sediment accumulation on media Sediment accumulation in vault/manhole Trash/Debris accumulation Sediment in drain pipes/ clean outs Damaged pipes One maintenance person cannot remove lid after applying normal lifting pressure. (Intent is keep cover from sealing off access to maintenance.) Ladder is unsafe due to missing rungs, not securely attached to basin wall, misalignment, rust, cracks, or sharp edges. Grate with opening wider than 7/8 inch. Trash and debris that is blocking more than 20% of grate surface inletting capacity. Grate missing or broken members. Sediment depth exceeds 0.25 inches. Sediment depth exceeds 6 inches. Trash and debris accumulated on compost filter bed. When drain pipes, clean -outs become full with sediment and/or debris. Any part of the pipes that are crushed or Cover can be removed by one maintenance person. Ladder meets design standards and allows maintenance person safe access. Grate opening meets design standards. Grate free of trash and debris. Grate is in place and meets design standards. No sediment deposits which would impede permeability of the compost media. No sediment deposits in vault/manhole bottom. Trash and debris removed from the compost filter bed. Sediment and debris removed. Pipe repaired and/or replaced. March 2014 6-4 LDC Job No. 13-122 damaged due to corrosion and/or settlement. Access cover Cover cannot be Cover repaired to damaged/not opened; one proper working working person cannot specifications or open the cover replaced. using normal lifting pressure, corrosion/ deformation of cover. Vault structure Cracks wider than Vault replaced or includes cracks '/2 inch or repairs made so that in wall, bottom, evidence of soil vault meets design damage to frame particles entering specifications and is and/or top slab. the structure structurally sound. through the cracks, or maintenance/ inspection personnel determine that the vault is not structurally sound. Cracks wider than Vault repaired so that '/2 inch at the joint no cracks exist wider of ay inlet/outlet than inch at the joint pipe or evidence of the inlet/outlet of soils particles pipe. entering through the cracks. Baffles Baffles corroding, Baffles repaired or cracking, warping, replaced to and/or showing specifications. signs of failure as determined by maintenance/ inspection person. Media Drawdown of Media cartridges water through the replaced. media takes longer than 1 hour, and/or overflow occurs frequently. March 2014 6-5 LDC Job No. 13-122 Short circuiting Flows do not Filter cartridges property enter replaced. filter cartridges. March 2014 6-6 LDC Job No. 13-122 7 SPECIAL REPORTS AND STUDIES Drainage Basin Analysis for Kyle Ft Julianne Ray, by Donna L. Breske, P.E., dated July 14, 2009. March 2014 7-1 LDC Job No. 13-122 Pr(epared by. - 9,yragnage Basin Anal.. for V Kyle ufla. nne Rid; Edmonds Application #.a BLD20080376 I DatePrepared: June 9, 2009 F%L045ioI .)0!,q It, ?-Ooq Prepared for: Kyle & Julianne Ray Site Address: 15625 75h PL W Edmonds, WA 98026 Ovi Add scc6n CO, vtotimu �otr tA n e-11a �n L 100 - PM 1'� I OW m fe deueloped '51 Re viseT, 5 h ee� (ovi lengbit. A C- 27,367 10 5('1L,5eluepit Shallow 01' e e r upper Revise F':-(ow 50(jd-er eat-,;, qeWrdim?)IN. Donna L. Breske., P.E. 6621 Foster SIOLIgh Road, Snohomish, Wa. 98290 Phone: (4-25) 3.34-9980, Fax: (425).3.34-7380 Email: donnabreske@comcast.net TABLE OF CONTENTS Section I - Narrative Vicinity Map City of Edmonds Storm Pipe Schematic Section B: Drainage Basin Maps Section 3: Drainage Basin Calculations Section 4: Flow 5plitter Analysis 5ec��dn 5-: UMMa('44 too- Yr Peak Flow �rom peUe(o�P se e Section 6 0 Downstream Pipe Conveyance Capacity Analysis SECTION I Narrative Vicinity Map City of Edmonds Storm Pipe Schematic DRAINAGE BASIN ANALYSIS KYLE & JULIANNE RAY — SINGLE FAMILY HOME 15625 75M PL. W., EDMONDS, WA June 9, 2009 REASON FOR REPORT: Per the city of Edmonds, the on -site detention system may be eliminated if it can be demonstrated that the downstream pipe conveyance system, which outfalls to Puget S Sound, had sufficient capacity to accept the un-detained flows. CONCLUSION: The downstream pipe conveyance system has sufficient capacity to accept the un-detained flows from the new impervious area at 15625 75 h PL W. I� • OVERVIEW: S The site is located at 15625-75 h PL. W. It is located in very close proximity to the shores of Puget Sound, approximately 300 feet to the west. A single family home is currently under construction on the site. The building permit issued by the city included installation of a detention system consisting of 46 LF of 30" diameter pipe with a Type 1 • CB on the south end and a Type 2 CB at the north end. Due to the size and complexity of i installation, (proximity of a power pole to the north, 15 foot depth of cut for placement of the Type 2 CB), the applicant is seeking an alternative. DRAINAGE BASINS DISCUSSION: The Meadowdale Drainage Basin has two discharge points into Puget Sound, a north discharge and a south discharge. (See enclosed city of Edmonds storm pipe • schematic). Flows from the subject site are routed to the north discharge point. Drainage Basin Maps are included with this report and reflect field reconnaissance work required to ascertain the boundaries of the basins. • Kyle & Juliarwe Ray — Drainage Basin Analysis Page 1 of 2 FLOW SPLITTER DISCUSSION: A survey was conducted by Pacific Coast Surveys to obtain the downstream pipe conveyance data. This survey revealed that a flow splitter is located at the intersection of 75d' PL W & 158 h ST SW. This splitter has a 12" FROP Tee to the north and a 12" unrestricted outlet pipe to the south. The FROP Tee outlet to the north is 4.8" higher than the outlet to the south. An analysis to determine the function of this flow splitter is included within Section 4 of this report. Based upon this analysis of flows it was concluded that the FROP Tee to the north is an overflow measure, and the 25-year design storm flows entering the CB are routed to the south outfall. PIPE CAPACITY ANALYSIS: Per the 1992 DOE Manual Page III-2-6, each pipe within a conveyance system is o be designed such that its barrel capacity at normal full flow is equal to or greater than the 25-year design storm. Peals rate of flow calculations for the contributing basin area of 14.6 acres were calculated using the 25-year 24-hour storm. The 0.08 cfs of un-detained Oct • Yr Qeak flow from the site was then added to the calculated 25-year peak rate of flow from the drainage basin. Analysis was then conducted on each of the pipe segments in the downstream conveyance path. Each pipe segment was found to have sufficient capacity o accept the un-detained flow of 0.08 cfs from the developed site. • Kyle & Julianne Ray — Drainage Basin Analysis Page 2of 2 • VICINITY MAP KYLE & JULIANNE RAY 15625 757N PL W EDMONDS, WA N 19 Ah LOCATION OF NORAi O(WALLINAT CONIM FLOW FRS IM25 751N PL W —\ LOCAn0N OF OF SPUTM? 1N TYPE 2 CA CH BASIN W IH PROP TEE --� LOCA710Y OF SOUTN--X OUTFALL RECOWNG FLONS e ROUTED FROM SPUTTER 1, 5 rr �9 O -9� F LICIR CITY OF fOMONDS MEADOWDALE AREA DRAINAGE BASIN MAP m n u SECTION 3 Drainage Basin Calculations • • • UNKNOWN • 1 • '� UNKNOWN r -0 UNKNOWN • 15524 t5514 15515 7105 P03 7025 UNKNOWN 7651G 7003 • • 15520 1-294 7215 15508 32 7111 7107 7101 7037 7009 r —J` - f ( 6 6 • NHNOWN _ _ 1 1s0a61 731-272 r 1.2 -2 • -15 7222 Jf 1,-2 -236 7124 7100 1-2 3 15601 15810 7026 15000 1-153 t-238 w 1- • UNKNOWN 1 15015 Q 7120 7170 1 i562', 5625 UNKNOWN b 1-2 • 1-23 7O20 -27 MD 7119 Y5831 15711 7f77 1-158 1 2 1 15B3r 1-24 1-2 2 1- • 159 -250 1-24 1-28 - 15703 1 167 1-1 5 rbc2o 15716 15702 1-28 • �N�6/��Th 7�' r 1- 60 UNKNOWN 16701 1-243 - 7030 7022 7018 76708 MEAWWJ),4LC 15700 249 15719 15712 1-288 15709 • O& A oul FA LL 15714 . 15728 15722 15729 UNKNOWN 16732 16731 • Lo(-,4Trol\i O.F UNKNOWN 1581hSt 1-142 1205 f5730 1-18 1-186 1219 • S PL t -TTEk 15008 51 7400 - as VAULT 1-140 i-1 9 1490 1-18 • - 7324 UNKNOWN ib800 15Boe 1-218 lsec t5B12 1-14D 0_> UNKNOWN t • UNKNOWN 16821 UNKNOWN f5014 S • 16025 - UNKNOWN r^ 1aez4 1-216 r` 1-148 15916 15624 1-217 • rsaoe 1-147 1-202 / $OUCH _ - ideas 1sa05 •/u ,/ 128 UNKNOWN 1-20 15911 ME�IDO WA4!•t fouls1301- 15925 1-201 16917 (59f0 ; UNKNOWN . Dq.5114 ©ur�L�.. 1-1 8 15027 1-2 _ 15902 159f5 i5912 1-2 1-199 • c r5917 , \ ` . 478 _ a 731 26 o9 / 15920 j UNKNOWN 1-215 -220 7429 1- /.AON1 16000 h - _ 1- 5 1-2 1-66 16920 1.21 -21202 • UNKNOWN - - 1693f i 85 13 • 11 , 1-24 roolz 16901 —0 21 1 81 1Goo0 1drz1 1-82 173 / 1e1z3 l raoDB 277 1- \ 160f0 69: 18008 1-35 7220 \ • UNKNOWN 4 1I-27 � • 1-11 1OD20 16010 1 16f06 1a0Q8 1GNe 1-26 1 95 reozo idol 16031 m 1-275 -07 8, • 1- 47 137 / 1_17 UNKNOWN 16105 UNKNOWN ,-� lolls -7 101Q5 t • UNK WN -2 ❑ 01-20 1-1 1-7 � iez09 � -169 • • • • • • • • • LOWER BASIN RESIDENTIAL 8.56 AC PER ECDC 18.30.O10.CC & RR & TT . P2 = 1.5 P10 = 2.0 P100 = 3.0 LOWER BASIN CALCULATIONS. THE UPPER BASIN INCLUDES 51 BUILDING LOTS SFR PER ACRE = 51 26.61 = 1.9 DU/AC INTGERPOLATION OF TABLE 1N-1.3 IN TH E 1992 DOE MANUAL RESULT IN 249IMPERVIOUS FOR THE RESIDENTIAL AREA IMPERVIOUS CALCULA AONS. 0.24x26.61 AC= 6.39AC CN = 98 LOWER BASIN CALCULA AONS THE LOWER BASIN INCLUDES 22 BUILDING LOTS SFR PER ACRE = 2218.56 = 2.57 DU/AC IN TGERPOLA 71ON OF TABLE III-L3 IN TH E 1992 DOE MANUAL RESULT IN 31Z IMPERVIOUS FOR THE RESIDENTIAL AREA IMPERVIOUS CALCULA TIONS.• 0JIx8.56AC=2.65AC N - 98 PERVIOUS CALCULATIONS SECOND GROWTH FOREST- 6.04 AC CN=81 RESIDENTIAL LANDSCAPING.• 5.56 AC CN=86 CALCULATE WEIGHTED CN =(6.04 X 81) + (5.56 X 86) (6.04 + 5.56) WEIGHTED CN = 83.4 TOTAL AREA = 11.6 AC PERVIOUS CALCULA 1TONS- SECOND GROWTH FOREST.• 3.14 AC CN=81 RESIDENAAL LANDSCAPING' 2022.AC CN=86 CALCULATE WEGHTED CN =(J14X81)+(20.22X86) (3.14 + 20.22) m TED CN = 85.33 AREA = 23.36 AC CALCULA 710N EXHIBIT KYLE & JULIANNE RA Y 15625 75TH A W EDMONDS, WA AINE 5, 2009 • n 3:0:10 pm • Basin Calculations, 25-yr page 1 ---Kyle -Ray, BASIN SUMMARY BASIN ID: B25X NAME: 25 YR STORM LOWER BASIN SBUH METHODOLOGY TOTAL AREA.......: RAINFALL TYPE....: 14.25 Acres BASEFLOWS: 0.00 cfs PRECIPITATION....: TYPEIA 2.60 inches PERV AREA..: IMP >: ' TIME INTERVAL....; 10.00 min 11.60 Acres CN....: 83.40 2.65 Acres 98.00 ABSTRACTION COEFF: 0.20 TC....: 23.63 min 10.00 min �' TcReach _ Sheet L: TcReach Sheet 270.00 ns:0.1500 p2yr: 1.50 s:0.1300 L: 242.00 ns:0.1500 p2yr: 1.50 s:0.4130 PEAK RATE: 3. 0 cfs VOL: 1.64 Ac-ft TIME: 480 min BASIN ID: D25X NAME: 25 STORM UPPER BASIN SBUH METHODOLOGY TOTAL AREA.......: 29.75 Acres RAINFALL TYPE..... BASEFLOWS: 0.00 cfs PRECIPITATION....: TYPEIA 2.60 inches PERV AREA..: 23.36 Acres IMP • TIME INTERVAL....: 10.00 min CN...... 85.33 6.39 Acres 98.00 • ABSTRACTION COEFF: 0.20 TC....: 54.28 min 10.00 min w TcReach - Sheet L:-300.00 TcReach - Shallow ns:0.4000 p2yr: 1.50 s:0.0840 L: TcReach - Shallow L: 588.00 ks:5.00 157.00 ks:5.00 s:0.0840 TcReach - Shallow L: 280.00 ks:5.00 S:0.1274 s:0.0710 • PEAK RATE: 16.5T cfs VOL: 3.75 Ac-ft TIME: 480 min AM IN � ' 1 LNE TT. 40 . 30 25-11EAR, 24-HOUR PREC• 2s-y�}2 = 2• 6 " Precipitation in Tenths of an Tnch �.nnval • Ir .. - - • • �• �.�—�'`- ,'�4.��'"t=="-t' .mot -~"�� � �'; j - "-- Lq Cl �y i -4 �� I •79t 1'�_' � iL V' _ III ��_ _ -.—. + l_. 'A`ii ^- _ ( ii .> • Ca.. _ j � ,'1 pit �•" W' � ^,� •f�'■.f �( P4 -Pee Ile 36 ID ._a i-• • _i`'r .>�r�je'.: ` S : Msr- ac:-•,—.,o e.�� .j •ar .�£ t�'_ ��w,"`__ • ..ice $ �;...�- .-._-. f - ` •���:,,. �� TIV TIME OF CONCENTRA 110N EXHIBI T FOR UPPER & LOWER BASINS KYLE do JULIANNE RAY 15625 75TH Pt W XNE 5, 2009 EDMONDS, WA n 64 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-1.3 SCS Western Washington Runoff Curve Numbers (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type IA rainfall distribution, 24-hour storm.duration. LAND USE DESCRIPTION Cultivated land(1): winter condition Mountain open areas: low growing brush & grasslands Meadow or pasture: Wood or forest land: undisturbed Wood or forest land: young second growth or brush Orchard: _ with cover cro Open spaces, lawns, parks, golf courses, cemeteries, landscaping. Good condition: grass cover on t75% of the area Fair condition: grass cover on 50-75% of the area Gravel roads & parking lots: Dirt roads & parking lots: Impervious surfaces, pavement, roofs etc. Open water bodies: lakes, wetlands, ponds etc Single family residential(2): Dwelling Unit/Gross Acre %Impervious(3) 1.0 DU/GA 15 1.5 DU/GA 20 2.0 DU/GA 25 2.5 DU/GA 30 3.0 DU/GA 34 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 CURVE NUMBERS BY HYDROLOGIC SOIL GROUP A B C D 86 91 94 95 74 82 89 92 65 78 85 89 42 64 76 81 55 72 0 86 81 88 92 94 68 80 86 90 77 85 90 92 76 85 89 91 72 82 87 89 98 98 & 98 100 100 100 100 Separate curve number shall be selected for pervious & impervious Portions of the site or basin PUD's, condos, apartments, %impervious commercial businesses & must be industrial areas computed (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972.. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. III-1-12 FEBRUARY, 1992 SECTION 4 Flow Splitter Analysis - TYPE 2 CB TOP=89.19 FROP TEE ll=8.19-1N 0VERFL0W--87.34 FROM 158771 ST SW TO NORTH 12" PIPE MEADOWDAI_£ DRAINAGE BASIN 12 PIPE OUTFACE IE=84.19 IE=83.79 ORIFICE SIZE SURVEYOR UNABLE TO OBTAIN NOT TO SCALEI .v THE SIZE OF ORIFCCE ON THE FROP TEE IS NO,pCNOW, CONSERVATIVELY ASSUME NO RESIRIC71ON OF FLOW. TO SOUTH MEADOWDALE DRAINAGE BASIN OUTFALL AREA OF FLOW FOR UPPER BASIN = 0.37`5 SF, (SEE SEPARATE CALCULA77ON SHEET.) THE 0.375 SF IS SPLIT BETWEEN THE SOUTH AND NORTH OUTGOING PIPES AS SHOWN BELOW PIPE TO NOR7H FROM FLOW SPLITTER PIPE TO FLOW SPLIO FROMtl £ Ix „�. 4 IE=84.19 IE=84.25 ., .1! 3 0.13SF ' /J. ��� •{- �• p A=0.02 Sr tE=83.79 NOTE. g BASED UPON THIS ANALYSIS, THIS ENGINEER, DEDUCTIVELY CONCLUDES THAT THE INTENDED FUNC17ON OF FLOW SPUTTER FROP TEE TO THE NORTH IS FOR OVERFLOW FLOWS ABOVE THE 25-YEAR CONVEYANCE SYSTEM DESIGN STORM. HENCE, FOR PURPOSES OF THIS UPSTREAM BASIN ANALYSIS, 7HE FLOWS FROM 774E LOWER BASIN ONLY WILL BE USED TO ANALYZE FLOWS ROUTED TO THE NORTH MEADOWDALE BASIN OUTFALL. H - DONVALE UPPER DRAINAGE BASIN FLOW .SPUTTER l DCA7ED AT THE ITVTER.SECYON OF 757H PL W & 1,158TH ST ;W KYLE & JUIJANNE PAY 156 5 751LI Pi- W DUNE 5, 2009 STORMWATER 22ANAGE14ENT MANUAL FOR THE PUGET SOUND BASIN (qq2 inlet control conditions, which may be present or anticipated in the system, are not specifically addressed, Mach pipe within the system in sized and sloped such that its barrel capacity at normal full flow (computed by Manning's Equation) is equal to or greater than the 25•-Year deli n flow. The nomograph in Figure III--2.1 can be used for an approximate " fin oT annT'ng o Equation. For more precise results, or .for partial pipe full conditions, solve Manning's Equation directly: 'V' = 1. 49 R2/3 9 ll2 n or, using the continuity equation, Q = AV where: Q - 1.49 RR213B]/2 n Q - Discharge in cfe V - Velocity in fps A = Area in ft2 n = Manning's roughness coefficient in s-ft"I (see Table I11-2.2) R =.Hydraulic radius = area/wetted perimeter, in ft. a = Slope of the energy grade line in ft/ft For pipes flowing partially full, the actual velocity may be estimated from the hydraulic properties shown in Figure 111-2.1 by calculating QfII and %11 and using the ratio of Qd,,;Ro/QffiII to find V and A,(depth of flow) . Table 111-2.2 provides the recommended Manning's "n" values for preliminary design using the Uniform Flow Analysis Method for pipe systems. (Note, the "n" valves for Phis method are 15% higher. :in order to account entrance, exit, junction, and bend head losses.l {i�•aa yt �r)71+ Pvc P 1 0- fV f ke Sou fh �-Om flow 5p(iffer struchviR, Sl lI zoy h . 012 WO(Jes ,Y 1'.3-7 (7r6, SY9 jqqEA 0, 9 wCT7`Ev P i2(M r 1 3 Pr,,niovt - fec4is 25 - YMr -rafe Gr Upper 13a5;n. NDIVIOGRAP11 FOR SIZING CIRCULAR (DRAINS FLOWiNG FULL ---1000 r 900 800��"I�q�C1'� —700 0001 600 ©j a do V if - rl v .0002 500 PIE F .0003 - 400 ( 1 .000 120 CN .0008AM 001 108 0 200 0 96 0 90 c 8=1 .002- Ir 78 0 72 .003 - Ij- 66 n. .004 - .005 - --100 60 0 .006 - 90 `' 54 008 - 80 •18 LO .O1 - -- 70 w -0 42 - " � w 60 50 36 .02- U z 40 z 33 30 0� w O a 27 .04-- 05- T130 LL 24 O .06 - .08 -- v 21 .10" 20 w 18 w 15 1'e 10 -- 9 8 7 " 6 - 5 4 3 2 .10 0001 .0002 —•.0004 -.0005 .0006 :-.0008 -.001 N -.002 0 - , 003 1) r_ -.Doa CC -.005 0 -.D06 LL .008 ow,. -.01 0 O -J kry 040 080 Minimum Allowable Velocity., (Flowing Full) SAMPLE USE 8 24" dia. CMP @ 2% slope yields 77cfs @ 5.2 FPS velocity (n = 0.024) 6 Values per Manning's Equation Q= (�:49) AR'" syz n ° This table can be converted to other "n" values by applying formula: Q 2r O 0 w LO CC w CL f^ w w w z 2.0 3.0 - 4.0 5.0 6.0 7.0 8.0 9.0 10.0 20.0V CU I( zn.5, 30.0 40.0 t CA clt t t1t t Ct ctctt tCtt-ttt,t tct C Cct-ck- tcttAct Ctc t EXISTING DRIVING SURFACE 714 SF (BUILT PRIOR TO lkY 1977) DECK 112 SF DRIVEWAY 460 SF TOTAL POST JULY 1977 IMPERVIOUS AREA: 3,372 SF ROOFTOP Z800 SF IMPERVIOUS AREA EXHIBIT KYLE RAY 15625 757H PL W. EDMONDS WA 98026 TOTAL IMPERVIOUS AREA: 4,086 SF SCALD 1 =20' 9-15-06 TIME OF CONCENTRA TION EXHIBIT KYLE RAY 15625 757H PL W. EDMONOS WA 98026 SCALE 1 =20' 10-15-08 10/10/08 2:46:43 pm page 1 RAY, 75TH, EDMONDS Match Peak for 10 & 100 yr pre-existing BASIN SUMMARY _ BASIN ID: B100D SBUH METHODOLOGY TOTAL AREA.......: RAINFALL TYPE....: PRECIPITATION....: TIME INTERVAL....: NAME: 100 YR, 24 HR DEVELOPED 0.17 Acres BASEFLOWS: 0.00 cfs TYPEIA PERV 3.60 inches AREA..: 0.08 Acres 10.00 min CN.... : 86.00 TC.... . 10.00 min TRACTION COEFF: 0.20 PEAK RATE: 0.08 cfsl VOL: 0.03 Ac-ft TIME: 480 min IMP 0.09 Acres 98.00 10.00 min W ;> cri Al 0 Cd P-1 cd u > u d) DOW !S 11?EAM DRAINAGE CONVEYANCE EXHISI T KYLE & JUL1ANNE RAY 15625 75771 PL W EDMONDS, WA I IXSVLL4i � N J 91 729 SF.. i i O.VJ ACRE i i ?' I CB -TYPE 2-48" CB RIM=10.08 8 TO = .61 !E S�= 28'0,25-12 " CMP- INV 12" CMP (E)=5.68 IE 79.73� 12" CMP- INV 18" CMP (S)=5.18 3 CB RIM=13.84 SDMI-1 RIM=82.61 9 INV 12" CMP (E)=7.84 INV 12" CMP (E)=75.61 INV 12" CMP (W)=7.44 INV 12" CMP (W)=75.11 . INV 12" PVC (S)=75.61 4- - LJ 4_ 6 I CB RIM=68.25 J 0 p INV 12" CMP (E)=64.25 i CB RIM=30.27 INV 12" CMP (W)=64.05 " INV 12" CMP (E)=27.27 CB RIM=38.64 INV 12" CMP (W)=27.17 INV 12" CMP (E)=35.64 INV 12" CMP (W)=35.44 i OINV 4" PVC (NE)=36.44 CB RIM=10.01 � f INV 18" CMP (N)=4.71 INV 18" CMP (W)=4.51 I APPROX LOCATION 18" OUTFALL ' INV= 1. 00+/- PIPE IS NOT VISIBLE UNDER LARGE RIP RAP , � I I �o , to I �-SDMH RIM=81.99 WV 12" CMP (N)=76.59 INV 12" CMP (W)=76.29 `CB RIM=86.37 INV 12" PVC (N)=81.57 INV 12" PVC (S)=81.97 158TH 5 T SW FLAW 5Pt- ITTeK SDMH RIM=89.19 INV 12" CMP N&E)=84.19 INV 12" PVC (S)=83.79 FROP TEE ON PIPE TO NORTH TO SOUTH OUTFALL OVERFLOW EI.EV=87.34 111INE 4 d 1,00 3 • — NONIOGRAPII FOR. SIZING CIRCULAR DRAINS FLOWING CULL • 1000 PIPE 9dd • l .y 8j000 ° S t� -7 . 02 �/0 ddd, 600 1 C M P� h t d 241 .0002 2.0 • _ 500 Minimum & C oNVEYS La WIE � 0003 Allowable 400 .0004 .0001 Velocity • BASIN Zs-- YR FLOW .000 lFlowing� 3.0 • 300 Full) • 3 . "T CT"5 7 20 v .0008 .0002 N 108 0 ' .0003 • 200 96 n .0004 90 c .002 .0005 • 84 � .0006 • -' 72 p .003 .0008 . 66 w a 0� 001 '005 100 60 O .006 • 90 " 64 U 008 .002 80 .18 .01 003 0 u 70 Lu ••• Z =42 a . cc 60 02 .005 p Z 36 (j50 33 .006 u- Aj- 'uj •• z Z a- 3d ..008 40 w .04 .010 Q w 27 .05 i06 30 24Q .020 2.10 • � Z cc w .030 • n 20 w .040 .050 • Q 15 .060 • p .080 12 l0a • '0 to • 9 SAMPLE USE • 7 a 24" dia. CMP @ 2% slope yields • 6 17cfs @ 5.2 FPS velocity (n = 0.024) • 5 CA• PAcj7y '6 4 (' Values per Manning's Equation • 14.4 C? ,4 C6 Q= ( 1.49) AR2/3sY2 •_ 3 n This table can be converted , to other "n" values by applying • 2 formula: • Apo-Ylr devel��d • Add ur�ldefecr� n� = c) OS cis • 9-cFs • • • 4.0 5.0 z O 6.0 V) w 7.0 w F- w w 9.0 >- 10.0 c � F- w w 20.0 30.0 40.0 NONIOGRAPI•I FOR SIZING CIRCULAR DRAINS FLOWING FULL 000 I' 1 P� 900 800 .0001 700 a (S'' CM P �l1 r 024 600 , 0002 500 a C.0 N VF YS L-OW15R Minimum Ms IN FL- D WS .0003 Allowable 400 .0004 .0001 Velocity - �r 3.4 C6 1(�1r (lr 0005 .0006 (Flo ll'g 300 teal 'IT .0008 .0002 120 N 001 108 � .0003 200 96 11 .0004 90 c .002 .0005 - 84 78 0 .003 .000 8 72 66 w w .004 005 .0 .001 100 60 O .006 90 `- 54 U 0 .002 80 18 .01 0 70 N = 42 .003 a 60 U .004 -.005 p LL 50 z 36 .02 .006 L- U Z Z 33 30 Uj •.00A C 40 w .04 .010 J w (D a a 27 .05 -.3 30 24 .06 _ Ow .08 .020 v. Cr .10 030 . p 20 1- 18 .040 10 9 8 7 6 3 11 Q 15 060 q 080 12 .100 E SAMPLE USE 8 24" dia. CMP @ 2% slope yields 17cfs @ 5.2 FPS velocity (n = 0.024) 6 Values per Manning's Equation Q = ( 1- ) AR'/3 sot n CA PAC{r�( This table can be converted 4,2 CTS > 3,4 c� to other "n" values by applying formula: 0 l 3.0 4.0 5.0 0 z CU 6.0 w. U) m Lu 7.0 a w 8.0 w LL z 9.0 >- 10.0 r-� L w 20.0 30.0 40.0 Add vv(defa' lned too-Yr peak rak 4euelored (c� ws r I s( Z P1, W 0, 0 9 C(5 _._ NOMOGRAM-) FOR SIZING CIRCULAR DRAINS FLOWING FULL 900 a00 700 soo 500 300 0 0 01?"PIPE 5L ` 2Z 7o --- jj `ZS ----- �� _ lz ®s L �� ! �o 1Z`�5 5L 22,3570 .0001 2.0 S �' ,Zll� "C�- 21 .0002 �Oay 0003 Minimum 00 1G ' SL-- 20,5 Io •0004 .0001 Allowable Velocity 1 _ c� 12 0 5 L r . 7 ato .0005 oaos (FI 9 `" 3.0 ALL PI PAS 12o N � .0008 .001 .0002 Full? 108 0 .0003 00 3 — 8 ARE 90 `c G MP 84 .002 .000 4.0 78 rc Q .003 .0006 .0008 j p l PJQE0 65 LL .004 .005 .001 5.0 60 00 0 rjj t'l iMO M 61OP& _ p Oa6 008 N .002 o Q O 0 4 g Ale 01 w 6.0 ofhe� w 42 0 (PeS a� T r z .02 .003 .004 -.005 p LU 3fi !� I 0 a1�Aft;P�JIOPf. 33 z U . • 006 u- • a w 8.0 �l 30 0 have � CQ Gr a 27 .04 .008 - .010. 0 w w 9feakr i-6A � 24 .05 .008 >- 10.0 � �.10 21 5, G � .030 `- F- 18 Ca (C �� 2 .040 050 -� j 01 Q 15 M Pe 8 • 060 .080 .100 10 SAMPLE USE 8 24" dia. CMP @ 2% slope yields 17cfs @ 5.2 FPS velocity (n = 0.024) 6 Values per Manning's Equation Q = ( 1.49) AR2/3 S.Y. n 01,1 ci5 >3, f-O 0 %<- This table can be converted to other "n" values by applying formula: G�G� VYtG�e tNIeGi (00~ Yr' 4eUPWeLl t"Ith�vS Cots 15 &257 —(sib l9L• _ W. -= 0, 08 CfS `3, --e ��' 0 20.0 � K 40.0 F9 L-A - NONIOCRAPH FOR SIZING CIRCULAR DRAINS FLOW.ING GULL ® 900 1 1000 1E �J ® 800 v C) -0001 ®700 _ J L_ 7 0 f z 2.0 ® 500 A cONUJFY LOWER 6%1N .0003 Minimum ® 400 t n FLOWS OA(Ly .0005 .0001 Allowable Velocity (Flowing ® 300 4 = J?neTo� .000s Full) 3.0 , 20 Q .0008 .0002 ® S 108 p .00, .0003 ® 200 96 o If .0004 ® 90 84 c .002 .0005 4.0 _ 78 tx p .003 .0006 .0008 ® 72 66 w .004 .001 ® 60 p 005 5.0 100 .006 O ® 90 - 54 .008 .002 _� O ® 80 - •18 .01 003 o w 6.0 70 w 42 C Lo ® 60 = .004 -.005 p cc 7.0 ® u` 50 Z 36 - .02 .0 LL aw z Z 30 0 j .. O08 a � 8.0 • 40 w .04 .010 O LL ® w O a_ 27 -1 o•i z 9.0 • T 30 CL Ow 2 06 .08 .020 ® V U) Lu w 21 10 .030 ® Q 20 w 18 .040 ® Q 15 .050 060 p 080 ® 12 .100 ® 10 10 9 8 SAMPLE USE • 7 8 24" dia. CMP @ 2% slope yields 6 17cfs @ 5.2 FPS velocity ® (n = 0.024) 1• 5 6 4 Values per Manning's Equation t, Q = (1.49) AR2/*j s 3 n o ® e �'angcCCl' This table can be converted "n" to other values by applying ® 2 2 G��" C J �' 3i4�Sformula: J s i c�c� Udl �� fait (00 - `fir qle U e to ped QOW5 �►� 15�25- 7r ' M, [Al = D,DS O'� 20.0 30.0 40.0 BAYFILTERTM SPECIFICATIONS PART 1.00 GENERAL 1.1 DESCRIPTION A. B. RECE1VEJ) MAY 13 2014 DEVELOPMENT SERVICES The BayFiltet:rm system's internal components manufacturer selected by the Contractor and approved by the Engineer, shall furnish all labor, materials, equipment and incidentals required to manufacture the BayFilter system components(s) specified herein in accordance with the attached drawing(s) and these specifications. Concrete structures and any appurtenances that form an integral part of the BayFilterTM system shall be described in Part 2.00 of these specifications. 2 QUALITY CONTROL INSPECTION A. The quality of materials, the process of manufacture, and the finished sections shall be subject to inspection by the Engineer. Such inspection may be made at the place of manufacture, or on the worksite after delivery, or at both places, and shall be subject to rejection at any time if material conditions fail to meet any of the specification requirements. If a BayFilter system component(s) is rejected after delivery to the site, it shall be marked for identification and removed from the site. Any BayFilter system component(s) which have been damaged beyond repair during delivery will be rejected. S 1.3 SUBMITTALS A. Plan, elevation, and profile dimensional drawings shall be submitted to the Engineer for review and approval. The Contractor shall be provided with the approved plan, elevation, and profile dimensional drawings. PART 2.00 PRODUCTS 2.1 INTERNAL COMPONENTS All components including concrete structure(s), PVC manifold piping and filter cartridges, shall be provided by BaySaver Technologies Inc., 1302 Rising Ridge Road, Unit 1, Mount Airy, MD (800.229.7283). A. PVC Manifold Piping: All internal PVC pipe and fittings shall meet ASTM 131785. Manifold piping shall be provided to the contractor partially pre-cut and pre assembled. BaySaver Technologies, Inc. 1 03/31/09-Version 2.0 B. Filter Cartridges: External shell of the filter cartridges shall be substantially constructed of polyethylene or equivalent material acceptable to the manufacturer. Filtration media shall be arranged in a layered fashion to maximize available filtration area. An orifice plate shall be supplied with each cartridge to restrict flow rate to a maximum of 30 gpm. C. Filter Media: Filter media shall be by BaySaver Technologies Inc. or approved alternate. Filter media shall consist of the following mix. Sand media shall have an effective particle size of not more than 0.49mm, it shall have an angular grain shape, a hardness of 7, be 99% silica, and not leach nutrients. The media shall also include a blend of Perlite and Activated Alumina. 2.2 PERFORMANCE A. The stormwater filter system shall be capable of treating 100% of the required treatment flow at full sediment load conditions. B. The stormwater filter system's cartridges shall have no moving parts. C. The stormwater treatment unit shall be designed to remove at least 80% of the suspended solids load. Said removal shall be based on full-scale testing using SIL-CO-SIL 106 media gradation with a d50 of 23 microns (manufactured by US Silica) or equivalent. Said full scale testing shall have included sediment capture based on actual total mass collected by the stormwater filtration system. D. The stormwater filtration system shall reduce incoming turbidity (measured as NTUs) by 50% or more and shall not have any components that leach nitrates or phosphates. E. The stormwater filtration cartridge shall be equipped with a hydrodynamic backwash mechanism to extend the filter's life and optimize its performance. Inlet flow shall be upflow. F. The stormwater filtration system shall be designed to remove a minimum of 50% of the incoming Total Phosphorus (TP) load. G. The stormwater filtration system's cartridges shall have the following minimum flow and sediment load capacities: BaySaver Technologies, Inc. 2 03/31/09-Version 2.0 Design Flow Treated Sediment Load per BFC- (gpm) (lbs) Nominal 30 150 23 200 20 250 15 300 2.3 PRECAST CONCRETE VAULT COMPONENTS A. Concrete structures shall be designed for H-20 traffic loading and applicable soil loads or as otherwise determined by a Licensed Professional Engineer. The materials and structural design of the devices shall be per ASTM C857 and ASTM C858. B. The minimum compressive strength of the concrete shall be 4000 psi. C. Cement shall conform to the requirements for Portland cement of Specification C 150. D. Aggregates shall conform to Specification C33, except that the requirement for gradation shall not apply. E. Reinforcement shall consist of wire conforming to Specification A82 or Specification A496, of wire fabric conforming to Specification A185 or Specification A497, or of bars of Grade 40 steel conforming to Specification A615/A615M. F. The access cover shall be designed for HS20-44 traffic loading and shall provide a minimum 30 inch clear opening. G. All joints shall be waterproof with wrapped gaskets or sealed with a mastic treatment. H. Any grout used within the system shall meet the ASTM C 1 107 "Standard Specification for Packaged Dry, Hydraulic -Cement Grout (Non -Shrink)". Grades A, B and C at a pourable and plastic consistency at 70°F. CRD C 621 "Corps of Engineers Specification For Non -Shrink Grout." 2.4 CONTRACTOR PROVIDED COMPONENTS Specifications for all contractor -provided components are minimum requirements. If a. higher standard is shown on the plans or described in another section of the technical specifications, then the higher standard shall govern. BaySaver Technologies, Inc. 3 03/3I/09-Version 2.0 A. Sub -Base: Sub -base shall be six-inch minimum of 3/4-inch minus rock, 95% compaction. Compact undisturbed sub -grade materials to 95% of maximum density at +/-2% of optimum moisture content. Unsuitable material below sub -grade shall be replaced to engineer's approval. B. The minimum compressive strength of the concrete for cast in place structures shall be 4000 psi. C. Silicone Sealant: Shall be pure RTV silicone conforming to Federal Specification Number TT S001543A or TT S00230C or Engineer approved. D. Grout: Shall be non -shrink grout meeting the requirements of Corps of Engineers CRD-0588. Specimens molded, cured and tested in accordance with ASTM C-109 shall have minimum compressive strength of 6,200 psi. Grout shall not exhibit visible bleeding. E. Backfill: Backfill shall be 3/4-inch minus rock at 95% compaction. PART 3.00 EXECUTION 3.1 PRECAST CONCRETE VAULT A. Vault top finish grade shall be even with surrounding finish grade surface unless otherwise noted on plans. B. Contractor shall grout all inlet and outlet pipes flush with vault interior wall. C. Sanded PVC fittings shall be used on all PVC inlet and outlet pipes. 3.2 ANTI -FLOTATION BALLAST (Where Required) A. Ballast shall be to the dimensions specified by the engineer and noted on the data block. Ballast shall run the entire length of the long side of the vault on both sides. Ballast shall not encase the inlet and/or outlet piping. Provide 12" clearance from outside diameter of pipe. 3.3 CLEAN UP A. Remove all excess materials, rocks, roots, or foreign debris, leaving the site in a clean, complete condition approved by the engineer. All filter components shall be free of any foreign materials including concrete. BaySaver Technologies, Inc. 4 03131/09-Version 2.0 3.4 FILTER CARTRIDGES A. Filter cartridges shall not be installed until the project site is clean and stabilized or if the inlet and outlet pipes are temporarily blocked off. The project site includes any surface that contributes stormwater runoff to the BayFilter system. All impermeable surfaces shall be clean and free of dirt and debris. All catch basins, manholes and pipes shall be free of dirt and sediments. 3.5 INSTALLATION NOTES A. Contractor to strictly follow the approved design and construction specifications. Any substitutions are to be pre -approved by the inspector and design engineer in writing prior to placement of materials. B. The stormwater filtration system(s) may not be activated until all contributing drainage areas to each facility are stabilized. Construction of the facility shall not proceed without prior authorization of the inspector. C. No "rock dust" can be used for sand. D. Contact "Miss Utility" at 1-800-257-7777 at least 48 hours prior to the start of construction. PART 4.00 EXECUTION 4.1 INSTALLATION A. Installation of the BayFilter System(s) shall be performed per manufacturer's Installation Instructions. Such instructions can be obtained by calling BaySaver Technologies, Inc. at 1.800.229.7283 or by login to www.BaySaver.com. BaySaver Technologies, Inc. 5 03/31/09-Version 2.0 BAYFILTER STDRMWATER FILTRATION SYSTEM PROTECTED BY U.S. PATENT # 6,869,528 6' ❑RIFIC TO FILTE 24' FRAI AND C❑VI INLET PI PLAN VIEW 36' FRAME AN WEIR WAL PVC ROM FILTER INLET 3UTLET 'IPE ❑UTLE' 6' F FROM FIL' SECTI❑N A -A ':)G# 17DAM17 TEPS ul�IFICE TO FILTER REV DESCRIPTION DATE APPR NOTES: BAYSAVER 1. FRAME AND COVERS SHALL BE H-20 TECHNOLOGIES TRAFFIC RATED. 800-829-7283 p41fop W W W.BAYSAVER.00M BAYFILTER EMC-4-6-1 2. WEIR WALL SHALL BE SEALED ONTO DESIGNED: TEP DATE: 11/16/11 STANDARD DETAILS WALLS. DRAWN: PR SCALE: N.T.S. CHECKED: EKH DWG NO: SCALE: 1" = 20' MEN NM 11M E� CB t J 20' 0 20' 40' _ - -244- �, I I I I I f I! RI=281.16' -242-' N `_', o a o`° o I I I I f I 1 I272J46'(121'O)PVCj N,S — — -` — I / \ � ('0tr d h h h co o N d co N N N N N`L`�/I N N CO N I lIIIIJII I)IIIIIIII II I� 'll�l�l - I / / \�e I I / / / / / / I 1 , Al I I I I J 1 I I I I J 1 1 J I l l l l I I I I I I I I I I I I i l l l l l j l (I _ 238 I I // i I i ( ( / / / // ! % I j I t o r DECK/ J I 0 N s�R ' f I ) 1 ! X X 11 JI11111 JIJIIJ)JfflJ1111 Illllol N11111 �- _ - -- �'! J I / X /� / 1 �.�..®® 11 1 1 1 1 1 1 I I I I l l l l J l 1 1 1 ! I lol 11 ICI I I) I I I I I �� ! / ��i/ � I / I// ! 1 1 1 1 1 1 1 1 1 1 1 0l l l! 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I I / /.... . t Vi1E;�l,I _ ._ --._ �" 1 } I 1 1 1 1 1 1 I 1 1 I 1 1 1 1 1 I 1 1 1 1 1 I J I \ \ \ \ \ \ c - - -- f (..:: I I f/ / // // // / / / , . , .......... ... .... ... . 1 1 1 1 1 I I 1 1 1 1 I I 1 1I 11 \\\\\ --------- 230--_ / ► / ,� 1:.... r..... Ex t ... 1 1 1 1 1 I 1 1 1 1 1 1 1 I I 1 1 I I 1\\\\\\\\\ \ \� _ / l l i / .';........':':': i':':': y' ........ > AF'F�'rlE: VE' DL)P� i s / � .. 1 1 1 1 1 1 1 1 1 1 I 1 \ ,' _ I / RIM 11i1111111 III I 1 \\\\\ \ ( / / �/ ,.....260. .OFFIGIAU I I\ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 11 1 1 \ \\ \ I / // -- - 1 I i 11 I \ \\ \ \ I i / IE=2 9:3BE . a •.. .................... '.'.'.'.'..' .'.'........ '''''..' I 1 �•�•���-... �. .• I I �1 I X 1 1 � 1 1 ••• � FH a o IIIIIII \ 1 1 � III 1 1 1 1 1 1 ,, \\ I \ \\ \ \ 1 1 I `? 1 1 1 1 I �I `'•.,�,,;::.••'� � N LEGEND AND ABBREVIATIONS 11 1 I 1 1 1 I EX. PAVEMENT C I / ... I � y EXISTING SYMBOLS I 1 I I I 1 1 1 / // // /// 00 900 0 0 0000 / / ,/�, /�, /�, /�, /�, / � ` � � \ I ! / 1 1 1 ) I I I 1 � ` I r SYMBOL DESCRIPTION 00 0 o O p////�X. SUBGRADE/BASECOURSE�//� I I I I 1 0 0 0 - _ MONUMENT IN CASE 1 1 I 1 1 I ���� o O o boo `_ A CLEAN WASHED STONE OR \ 1 1 1 11 O SANITARY SEWER MANHOLE -U- UTILITY POLE I I I I l l\\ ® WATER METER 11\ \\ R FIRE HYDRANT 1 I \ \ \ \ DQ WATER VALVE APf'NO�/_[) AS NOTED o MAILBOX BY ENGINEERIN � Date: . ti OWNER/CONTRACTOR iS RESPONSIBLE FOR EROSION CONTROL AND DAMAGE GRAVEL (1.5-3.0 INCHES) \ { 6 INCH DIAMETER PERFORATED `� 700 PVC PIPE @ 1% MIN. \\ / SIDES LINED WITH IMPERMEABLE \ \ LINER \ \ 2.0' 1 1 1\ 1 1 I 11 I 1 11 \1 \1 ®T a 1 1 I 1 1 �othin& this-permi� Tppreval process shall be 1 I 1 1 — — — — -` interpreted as allowing "r• perrnii ting the / 1 maintenance ofany curri.i=� f i;�xn illeg�a r / — ffOII�21OrIni2~ —1 C ' ; _ +�v ildln structure or site condib(r) w#c'.t, r oz'' tclv(7e scope of the _ — J TOPOGRAPHIC DISCLAIMER permit applicam',-in, rgardre�s of ? hikher sucl THE TOPOGRAPHIC SURVEY WAS PERFORMED BY LDC, INC. IN MAY 2013. 6" PERF. PIPE AND ROCK building, stn id ure or c;r,rt: fi ,i jn is shown on the _ _ - _ ANY CHANGES TO THE SITE AFTER THIS DATE WILL NOT BE REFLECTED /NTERFLOW COLLECT/ON TRENCH site plan or drawing. Suet, bailding, structure or IN THE PLANS. ANY DISCREPANCIES FOUND BETWEEN WHAT IS SHOWN condition Haag be the subject of a separate ON THE PLANS AND WHAT IS NOTED IN THE FIELD SHOULD BE NOT TO SCALE enforcement Vfion." BROUGHT IMMEDIATELY TO THE ATTENTION OF THE ENGINEER. VICINITYMAP NOT TO SCALE SURVEY INFORMATION VERTICAL DATUM NORTH AMERICAN VERTICAL DATUM-1988 HORIZONTAL DATUM NAD 83191 WASHINGTON STATE COORDINATES -NORTH ZONE BENCHMARK BN"` PROJECT BENCHMARK - FOUND 4"X4" MON IN CASE W/ 1-3/4" BRASS DISK W/ PUNCH, DOWN 0.3; AT THE INTERSECTION OF LUNDS GULCH ROAD AND 158TH STREET SW ELEVATION = 100.85 FEET. BASIS OF BEARING THE MONUMENTED CENTERLINE OF 156TH ST SW. BEARING= N 88'4222" W REFERENCES SNOHOMISH COUNTY RECORD OF SURVEY RECORDED UNDER AF NO 9704075002. SNOHOMISH COUNTY RECORD OF SURVEY RECORDED UNDER AF NO. 200608035307. LEGAL DESCRIPTION PARCEL NO. 00513100002406 MEADOWDALE BEACH, BLOCK 000, D-06-THE EAST 438 FEET OF THE SOUTH 100 FEET OF TRACT 24, SITUATE IN EDMONDS, SNOHOMISH COUNTY, WASHINGTON. PARCEL NO. 00513.300002501 MEADOWDALE BEACH SUPPLEMENTAL PLAT, BLOCK 000, D-01, THE EAST 380.73 FEET OF TRACTS 25 & 26, SITUATE IN EDMONDS, SNOHOMISH COUNTY, WASHINGTON. PROJECT INFORMATION SITE ADDRESS: 15620 72ND AVE W, EDMONDS, WA 98020 TAX PARCELS: 00513100002406, 00513300002501 SITE AREA: PARCEL A 43,794 SF 1.00 AC PARCEL B 96,652 SF 2.22 AC ZONING: RS-20 EXISTING USE: SINGLE FAMILY RESIDENTIAL CONTACT LIST OWNER/APPLICANT ENGINEER.• KENT HALVORSON LDC, INC. 12515 WILLOWS ROAD NE, SUITE 220 14201 NE 200TH ST #100 KIRKLAND, WA 98034 WOODINVILLE, WASHINGTON 98072 CONTACT- KENT HALVORSON CONTACT MARK VILLWOCK, P.E. PHONE- (425) 658-1500 PHONE- (425) 806-1869 FAX- (425) 482-2893 EMAIL: MVILLWOCK®LDCCORP.COY SURVEYOR. GEOTECHNICAL ENGINEER LDC, INC. GEOTECH CONSULTANTS, INC. 14201 NE 200TH ST #100 13256 NE 20TH ST, SUITE 16 WOODINVILLE, WASHINGTON 98072 BELLEVUE, WASHINGTON 98005 CONTACT VANCE BLUE, P.L.S. CONTACT- ROBERT WARD, PE PHONE- (425) 806-1869 PHONE- (425) 747-5618 FAX (425) 482-2893 FAX: (425) 747-8561 EMAIL: VBLUEOLOCCORP.COM IMPERVIOUS SURFACE CHART LINE TYPE AREA (SQUARE FEET) 1 NON -REGULATED 0 MME 2 REPLACED EXEMPT REGULATED 0 0 3 NEW (POST 1977) -> -> -> -> -> + 685 4 TOTAL REGULATED IMPERVIOUS AREA = 685 5 TOAL AREA MITIGATED BY EXISTING STORMWATER MANAGEMENT SYSTEM(S) _ 0 6 REGULATED AREA NOT YET MITIGATED = --e AREA PROPOSED TO BE MITAGED BY LOW IMPACT DEVELOPMENT TECHNIQUES = 0 8 AREA PROPOSED TO BE MITIGATED THROUGH CONVENTIONAL SWM TECHNIQUES = ` RECERVED NOV 14 2013 UEVELOPMENlT SERVICES COUNTER E a f N r 75 °T 0 .s HI/V'/4, SW 1/4, SEC 5, TI/VN 27 N, RGE E, W M,, CITY OF EDMDNDS, SNOHOMISH COUNTY, Wi4SHlNGTD/V E CB / - - -244- ......... 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Pv ";REMAIN OII CT 5X SA ITARY GRI DER I \ \ 1 I.................�;.......�....... Pr I1 11 IIII I1 11 1 IIIII 1 III /\ " 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 } } ( • ( j ' FORCE MAINS WITH TRACER WIRE TO PROP. SSMH. 6 EX C� /: :I:':::::: •:• 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1}} 1 1 1 1 1 I I 1 I I I I I 1 I I I ( ------l�:•:�::..�'`.:'` `•I �" RIM= APPROXIMATE LOi✓ATtON.. �.: . : •.. I .;......::ABOVE MH INLET) �tiL ICLS '(o t INSti1 t o p / I I:;:'.....:.:.:.:.:.:..::' 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 I 1 I 1 I I III I� / 4::' :.. SEE COE STANDARD DETAIL 6.9) UND S A CS 1'(IE-2 12 ! :.:.........:..:..:..:.:.: .:.... I I I 1 1 1 1 1 1 1} 1 1 1} 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I III I of EXISTING SD'TR:E�ve,H / IE=24 . c ..................... 1 1 1 1} 1 i 1 1 1 1 1 1 1 1 I I J I I i 1 1 .I CONTRACTOR TO PROVIDE 3 PVC CONNECTION SLEEVES 1 1; ........ ;�.,;. I 1 1 I 1 1 I I I \ \ 1,• IN MANHOLE. GROUT AROUND SLEEVE CONNECTIONS. / / _ 1 II }1 1 11 1} I} 1} 1} II II I} II I} 11 II I} 1 1 1 1 1 1 1 1 I I 1 1 1 1 I I t I I I I (IIIII \ \ - - - - - - - - - - - - �';. l J J .........'.'...._ . .. . SEE CONNECTION DETAIL, SHEET DT-02. / A- ".... ..r.;.' ...... ... •••••• ... IIII 1 Il l l 1 IIIII \\ \\ � .. . . . . .. •;.a3 .................... 230..W.. 1 1 1 1 1 1 1 1} 1 1 1 1 1 1 1 1 l l i l l 1 \\ \ ... . ,.......�o ::: •:--':y' :...::.:.:.:.:.: . I 1 I I 1 I 1 1 1 I I I I 1 I \ \ \ \ \ \ \ - - ` J/ I •I ( / / / / / / � / ...... . . I I} 1 1 1 1 1 1 1 1 1 1 1 1} I 1 1 1 1 1 1 1 1 1 1 1 1 \ \ \\ � / •i ,.•................. .'.- �.":;......'.'.'.'.'...'.'.'..'.'.' ..' IIII 1 1 1 1 1 1 1 1 I I I I I I 1 1111 II 1} IIII III 11 I �,.... � I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I \ \ \ \ \ \ \ \ \ .................I... .. ........ . I 1 I 1 I I 1 1 } 1 1 I I I I I \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ I I 1 \ \ 1 1 1 / / • .'�'.'.'.'.'.'.'.'.', .,. .. ...... . • ....1_......... \ :..:':I' H I �. I I l l l 1 1 1 1 1 1 1 1 I 1 1 I 'F '•.•,.;•:..••`• 1 1 I I 111►',1 \\\o\\ \\\\\\\ \\\\\\\ \\\\ \\ \\\\\ \\ - ---- \\ \ \ \ 1 1 } 1 I I I I N } 111111111 I IaJ I I I } 11111111 r/ 0)------------ IAL \ 6 . \ \ \ \ \ \ 1 I I \ 1 I I\1 1 \ \� \\ \ I I I I (1 I } 1 1 NOTES 1. THE CONTRACTOR SHALL CONTACT THE GEOTECHNICAL ENGINEER FOR A SITE INSPECTION AFTER ANY HEAVY STORM EVENT IN EXCESS OF 0.5" WITHIN 24 HOURS. TOPOGRAPHIC DISCLAIMER 0 V) CB M=255.99' =251.39'(12" 0)PVC N I 251.39'(12"O)PVC W 1 1.94'(6"")PVC E PROPOSED 1" WATER METERV1"WATER SERVI E OF EXISTING WATER MAIN EX CB RIM=263.04' IE=259.54'(24" 0)PVC N IE=260.69'(4"O)PVC E THE TOPOGRAPHIC SURVEY WAS PERFORMED BY LDC, INC. IN MAY 2013. ANY CHANGES TO THE SITE AFTER THIS DATE WILL NOT BE REFLECTED IN THE PLANS. ANY DISCREPANCIES FOUND BETWEEN WHAT IS SHOWN ON THE PLANS AND WHAT IS NOTED IN THE FIELD SHOULD BE BROUGHT IMMEDIATELY TO THE ATTENTION OF 7HE ENGINEER. RECEIV JUL 18 20 DEVELOPMENT SERVICES COUNTER LEGEND AND ABBREVIATIONS EXISTING SYMBOLS SYMBOL DESCRIPTION MONUMENT IN CASE O SANITARY SEWER MANHOLE -0- UTILITY POLE ® WATER METER Q FIRE HYDRANT D4 WATER VALVE =1 MAILBOX PROPOSED STORM SYMBOLS SYMBOL DESCRIPTION C SD CAP ® TYPE 1 CATCH BASIN, GRATED LID TYPE 1 CATCH BASIN, SOLID LID Q TYPE 2 CATCH BASIN, SOLID LID STORM PIPE PROPOSED SEWER SYMBOLS SYMBOL DESCRIPTION C SEWER CAP SEWER MANHOLE SEWER MAIN SSFM- SEWER FORCE MAIN PROPOSED WATER SYMBOLS SYMBOL ' DESCRIPTION is WATER METER W WATER SERVICE LINE PROPOSED POWER SYMBOLS SYMBOL DESCRIPTION POWER LINE (VOTES 1. SEE SHEET RD-03 AND RD-04 FOR ROAD AND UTILITY PROFILES. 2. SEE SHEETS DT-01 AND DT-02 FOR NOTES AND DETAILS. CENTERLINE TABLE UNE NO. BEARING DISTANCE L 1 N 874422" W 17.36' L2 N 62' 18'20" W 111.96' L3 IN 18.19'17" W I 109.83' CURVE NO. DELTA I LENGTH I RADIUS TANGENT C1 2526'02" 1 13.32' 30.00' 6.77' C2 43'59'03" I 2JOJ'j 30.00' 12.12' IMPERVIOUS AREAS LOCAMON STRUCTURE DRNEWAY TOTAL ACCESS EASEMENT 0 4900 4900 LOT 1 2400 3300 5700 LOT 2 2400 3300 5700 LOT 3 2400 3300 5700 LOT 4 2400 3490 51590 LOT 5 2400 3490 5890 TOTAL 12000 21780 33780 APPROVED FOR CONSTRUCTION CITY OF MONDS DATE.• m BY- 44 C NGINEERING DIVISION CWI 2 Business Days Before You Dig 811 or 1-800-424-5555 Utifitles Underground Location Center NW 1/4, SW 1/4, SEC 5, TWN 27 N, RGE 4 E, VV AEI., CITY OF EDMONDS, SNOHOMISH COUNTY, WASHiNGTON N❑TEi BACK SIDE OF METER BOX SHALL BE SET AT THE PROPERTY LINE. METER BOXES SHALL NOT BE PLACED IN DRIVEWAY AREAS. OD Est 189U E a r` I 0 N : 0 a .0.W4rKurtrc LINE MATERIAL LIST " ® ALL V SERVICES TO BE TYPE 'K' SOFT COPPER TUBING. ® 1' BALL CORP. STOP WITH CC THREAD INLET AND COPPER (CTS) GRIP OUTLET, (FORD OR MUELLER). © DUAL PURPOSE UNI❑N, UD MIPT X CTS GRIP BALL VALVE CURB STOP EQUAL TO FORD B84-444Q FOR 1' NEW i" SERVICE: ANGLE BALL METER VALVE BY SINGLE CHECK, 15' HIGH WITH DUAL PURPOSE UNIONS ON INLET AND OUTLET, H❑RIZ❑NTAL IN HORIZ❑NTAL OUTLET, EQUAL TO FORD VBH94-15W-11-44. EXISTING 1" SERVICE: USE SAME AS ABOVE WITH NO SINGLE CHECK. EQUAL TO FORff VB94-15W-11-44, O V CC TAP SERVICE SADDLE EQUAL TO R❑MAC 101S O MID -STATES PLASTIC METER BOX 1324-12 FOR 1' SERVICE MS 13x24 DUCTILE LID WITH 7Y2'x4Y2' READER FOR 1' SERVICE OH FOR VACANT LOT (FUTURE USE) LOCATI❑N MARKED WITH PAINTED 2' X 4' STAKE WITH 'WATER' STENCILED ON IT. O 14GA. VINYL COATED WIRE TRACER (TAPED TO PLASTIC PIPE EVERY 10') TO BE GROUNDED AT METER AND HOUSE. Q SCHEDULE 40 3/4' OR V PLUG. REMOVE WHEN C❑NNECTION IS MADE TO CUSTOMER LINE. UK WATER SERVICE TO HOUSE, INSTALLED BY OWNER/CONTRACTOR. © PROPERTY OWNER RESPONSIBLE FOR PURCHASING 3/4' OR 1' METER THROUGH THE CITY, CITY WILL INSTALL METER AFTER PURCHASE. IF USING 3/4' METER, CITY WILL PR❑VIDE REDUCERS, N-`D REVISIONS STANDARD DETAIL APPROVED BY DATE D. GEBERT 6 19 03 1" WATER SERVICE_ FOR 3/4' OR 1' METER INSTALLATION D. GEBERT 4 2 07 DATE SCALE DWG N0. R. ENGLISH 10/04/11 7/24/01 NTS E7.6 goo 0 0 0 0 / \ 0 0 00 O0 go 0 0 o 00 `�jOOo 0 0()000o no 00 O 000 0C) 0 0 00 `.�OO 0 o O O00 2.0' *"EX.. PAVEMENT . - EX. SUBGRADE/BASECOURSE\/\� -CLEAN WASHED STONE OR GRAVEL (1.5-3.0 INCHES) -6 INCH DIAMETER PERFORATED PVC PIPE ® 1 % MIN. -SIDES LINED WITH IMPERMEABLE LINER 6" PERF. PIPE AND ROCK INTERFLOW COLLECTION TRENCH NOT TO SCALE OUTLET A SUMP A FEW O - f INLET i _ OUTLET /Eff 0 72" I.D. MANHOLE STRUCTURE TOP SLAB ACCESS (86") O.D. SEE FRAME AND COVER DETAIL CONTRACTOR TO GROUT TO FINISHED GRADE GRADE RING/RISERS PLAN VIEW STANDARD OUTLET RISER FLOWKIT: 42A F-•i FLOATABLES STORMFILTER ' BAFFLE r CARTRIDGE a: INLET PIPE FLOW KIT OUTLET SUMP HDPE OUTLET RISER SECTION A -A n. it.-t. M.q. StormFilter' FUTURE SEWER CONNECTIONS 2" SANITARY SEWER FORCE MAIN--�(flf) 11 II 2"x4" REDUCER 11 II 11 II I/ II l/ II // II u Li 4" SANITARY SEWER MAIN ( cilt"M) SANITARY SEWER CONNECTION SCALE: 1" =2' STORMFILTER DESIGN NOTES STORMFILTER TREATMENTCAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. THE STANDARD MANHOLE STYLE IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDGES (7). VOLUME SYSTEM IS ALSO AVAILABLE WITH MAXIMUM 7 CARTRIDGES. 072 MANHOLE STORMFILTER PEAK HYDRAULIC CAPACITY IS 1.5 CFS. IF THE SITE CONDITIONS EXCEED 1.5 CFS AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. CARTRIDGE SELECTION CARTRIDGE HEIGHT 27" 18" LOW DROP RECOMMENDED HYDRAULIC DROP (H) 3.05' 3' 1.8' SPECIFIC FLOW RATE (gpm/sf) 2 gpm/ft2 1 gpm/ft2 2 gpm/ 2 m/ft2 2 gpm/ ' mff CARTRIDGE FLOW RATE (gpm) 22.5 1 11.25 15 7.5 10 5- FRAME AND COVER (DIAMETER VARIES) N.T.S. SITE SPECIFIC DATA REQUIREMENTS STRUCTURE ID CB-3 WATER QUALITY FLOW RATE (cfs) 0.10 CFS PEAK FLOW RATE (cfs) 0.46 CFS RETURN PERIOD OF PEAK FLOW (yrs) 100-YEAR # OF CARTRIDGES REQUIRED 5 CARTRIDGE FLOW RATE l l.25 GPM MEDIA TYPE (CSF, PERLITE, ZPG, GAC, PHS ZPG PIPE DATA: I.E. MATERIAL DIAMETER INLET PIPE #1 231.30 CPEP 12" OUTLET PIPE 228.25 CPEP 12" UPSTREAM RIM ELEVATION 237.50 DOWNSTREAM RIM ELEVATION 218.50 ANTI -FLOTATION BALLAST WIDTH HEIGHT NIA N/A NOTES/SPECIAL REQUIREMENTS: * PER ENGINEER OF RECORD GENERALNOTES 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2. DIMENSIONS MARKED WITH () ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FOR SITE SPECIFIC DRAWINGS WITH DETAILED VAULT DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH CONSTRUCTION PRODUCTS REPRESENTATIVE. www.contech-cpi.com 4. STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. 5. STRUCTURE SHALL MEET AASHTO HS20 AND CASTINGS SHALL MEET AASHTO M306 LOAD RATING, ASSUMING GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION 6. FILTER CARTRIDGES SHALL BE MEDIA -FILLED, PASSIVE, SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING. RADIAL MEDIA DEPTH SHALL BE 7-INCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 39 SECONDS. 7. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY (gpm) DIVIDED BY THE FILTER CONTACT SURFACE AREA (sq ft). INSTALLATION NOTES 1. ANY SUB -BASE, BACKFILL DEPTH, AND/OR ANTI -FLOTATION PROVISIONS ARE SITE -SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. 2. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER STRUCTURE (LIFTING CLUTCHES PROVIDED). 3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. 4. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT INLET PIPE(S). 5. CONTRACTOR TO PROVIDE AND INSTALL CONNECTOR TO THE OUTLET RISER STUB. STORMFILTER EQUIPPED WITH A DUAL DIAMETER HDPE OUTLET STUB AND SAND COLLAR. IF OUTLET PIPE IS LARGER THAN 8 INCHES, CONTRACTOR TO REMOVE THE 8 INCH OUTLET STUB AT MOLDED IN CUT LINE. COUPLING BY FERNCO OR EQUAL AND PROVIDED BY CONTRACTOR. 6. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION -RELATED EROSION RUNOFF. 5sr,m 1, es Tp¢ �� LIM TO se- �N S'[DSre P MIC ? Arr. SSMH-1 48"0 SANITARY SEWER MANHOLE A 5 APPROVED FOR CONSTRUCTION WY 9F EDMONDS DATE.' BY.' C1 INEERING DIV 10N Call 2 BuBiness Days Before You Dig 811 or 1-800-424-5555 Utilities Underground Location Center JURISDICTION: EDMONDS DT=02 SHEET 10 OF I '� NW 1/4, SW 1/4, SEC 5, TWN 27 N, RGE 4 E, W.M., CITYOF EDMONDS, SNOH0M/SH COUNTY, WASHINGTON �m�, I � �-- 7 280 270 260 (G ij 240 230 Fa a 00 I r 0 N C N .0 N 0 0. rn 3 .a 0: Q. I 0 cr I U N N r M r 4) N O t C O U 0 U N C c 0 m rn L 0 a N N_ I M M r a N a 3 0 0 Q �w o CD CD LO N V +� N IA + (D in Z IQ —to CJ G. & to W ON �QIIQQII ^N wtnw 30' VC 50 PVI STA=0+31 O PVI EL=259. 5 LO K=2.62 ° N I LO M ¢N d fl W O N cn w -2.14% — — --�� a ' 0% EXI TING GRADE / AT DRIVEWAY QL / / 50' VC / PVI STA=2+09.5 PVI EL=236.00 / FINISHED GRADE K=13.46 AT DRIVEWAY �Z o SSMH 1 1�9 STA. 0 24.37, 0.14' LT. °° —/ +o� RIM=2 9.85 f __— '- it N IE= 250.29 (6" 0 E) OUT / W 00 f! N to > > °' °' -SgG/a 10 LF. Er SS S=0.0200 0 0.00% A6 EX-SSMH STA. 0+11.41, .69' LT. RIM=260.10 C -6, TYPE 1 IE= 250.03 80 N) IN EXIST ST . 1 +54.46, 6.65' LT. IE=250.03 6" 0 W) IN RI IE= 249.94 TO S) OUT EXIST =243.28 IE 239.28 (12n0) CB-4, TYPE 1 STA. 1+98.46, 5. 2' LT. DR/ SWAY RIM=237.50 IE=234.50 (12"0) SCALE: OR: f=20' DER: 1° =5' <! �� �Q3 �Op�� cv� f�� N� Np�j N d- N n'N M d NN M d `yN �'N NN `vN `yN NN `vN cvN NN O N 3+00 2+50 MIX fl.w&fl� 1+00 0+50 MOM 280 270 260 250 230 APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE.• BY.• L� l E INEERING DIVISION ��Cei JUL ° �'® ENGINE 3 Zr+��� ERING DIVISION Y R M1 CHANGE A Call 2 Business Days Before You Dig 811 or 1-800-424-5555 UtIities Underground Location Center Z p 0 O Cam.) N �cncnNcnZ z z z z Uj w w w w M M :2 M Z m = M m o(DCCDC) U U. U U Q W U U U U U- 0_ w Of w w w w w a a a a a 00000 w w w w w U) f>>n U)(n (>>n W E � E� a Of w a M10 d d d I I cQi j 04•�CD Z ^ CN M d- LO C C d �Go W U z 0 Z r N Uj W J ZLU .� u cv r3 U J J � w I==- UjCO COIII Uj W W ' a 0LJ 0 O W c 40908 JOB NUMBER:' 13-122 DRAWING NAME: 13122C-RD-PR DESIGNER: • MEV DRAFTING BY: BPC DATE: 4-02-14 SCALE: AS NOTED JURISDICTION: EDMONDS RD=03 SHEET 7 OF 11 LEGEND AND ABBREVIATIONS EXISTING SYMBOLS SYMBOL DESCRIPTION MONUMENT IN CASE 0 SANITARY SEWER MANHOLE -O- UTILITY POLE ® WATER METER FIRE HYDRANT pd WATER VALVE C� MAILBOX ABBREVIATIONS CB CATCH BASIN rl CENTERLINE CMP CORRUGATED METAL PIPE CID CONCRETE PIPE EL ELEVATION EXIST. EXISTING fL FLOWLINE IE INVERT ELEVATION LCPE LINED CORRUGATED POLYETHYLENE PIPE R PROPERTY LINE PP POWER POLE PVC POLYVINYL CHLORIDE PIPE R/W RIGHT-OF-WAY STA STATION SD STORM DRAIN SS SANITARY SEWER SSMH SANITARY SEWER MANHOLE SWPE SOLID WALL POLYETHYLENE PIPE TYP TYPICAL TBR TO BE REMOVED PROPOSED STORM SYMBOLS SYMBOL DESCRIPTION C SD CAP ® TYPE 1 CATCH BASIN, GRATED LID ® TYPE 1 CATCH BASIN, SOLID LID ® TYPE 2 CATCH BASIN, GRATED LID Q TYPE 2 CATCH BASIN, SOLID LID BEEHIVE MANHOLE COVER Q 12 ® SQUARE YARD DRAIN ® ROUND YARD DRAIN o O STORM CLEAN OUT N o STORM PIPE CV PROPOSED SEWER SYMBOLS SYMBOL DESCRIPTION ° C SEWER CAP I. O SEWER CLEANOUT SEWER MANHOLE Q SEWER PIPE I U N PROPOSED WATER SYMBOLS o SYMBOL DESCRIPTION Q C WATER CAP FOUND 4"x4" MON IN — CONCRETE BLOCKING CASE W/ 1-3/4" BRASS o BUTTERFLY VALVE DISK / PUNCH DOWN 0.3' (MAY 2013E �{ 11• BEND E NO3'17'29'E— <i 45• BEND 14.88 cn 99 BEND 27 BEND ►� VALVE 0 HYDRANT ASSEMBLY N •' BLOW -OFF VALVE REDUCER - AIR -VAC ASSEMBLY 0 ® WATER METER WATER PIPE 0 PROPOSED SURVEY SYMBOLS SYMBOL DESCRIPTION 0 SURVEY MONUMENT IN PROPOSED ROAD j U CL i C •3 0 0 SCALE: 1" = 50' 50' 0 50' 100, FOUND NAIL W/ 'X' --",\ & WASHER SET IN 156TH ST SW POTHOLE (MAY 2013) CALCULATED POSITION OF _ BASIS OF BEARING MONUMENT N88'42'22"W 659.98' NOT VISITED THIS SURVEY (MAY 2013) I I 2,203 p) 06 —r N88'42'22"W 438.00'100 I �N N 882•2 0'57" W N 88.42 22" E 158.05, �.:.:.:.:. �, �, r� PROPOSED BLA UNDER SEPARATE PERMIT APPLICATION, TYP FOUND 3" BRASS 3-�c�)Z ��Z ; ::: ` DISK MAY'20 DOWN ' ( ) „ .........:. N 884222" W 109.00� N i • io I100 r r3 c, ` `N 62 V.I. Q •,, ISA - � a r�- �\l�J�j� , J I 337q r \ j' Boa t 07 N674071 % 360 , I I Cl - -- I tY of Edffioads ni1d ,Bi _ — .�APPRO........ 00 c DNS > ` \( ��00 > , i FOUND 4"x4" MON IN CASE W/ 1-3/4" BRASS DISK W1 PUNCH, DOWN 0.3' MAY 2013) I ; ;1- 609.87' 158TH ST SW — — — — NOTES f'-61 vd`r-ed 4K sac (s -- 1. A SEPARATE RIGHT—OF—WAY CONSTRUCTION PERMIT IS REQUIRED FOR ALL WORK WITHIN THE CITY RIGHT—OF-WAY. A ROW PERMIT APPLICATION WITH THE CONTRACTOR'S SIGNATURE SHALL BE PROVIDED I ��i �Q11h•L� (,!>(�}/ TO THE CITY. 2• '��'tS SrC�i is loCrc�'Cr�D v�r(�,�( �t��• '�%!�!#� 5u��l1�NG� d� >2�1D sffi�tt._ �AoaJt'Co� �Sl� pU.6z1N� C�1STR-tcClc�nl TABLE OF CONTENTS 1 COVER SHEET 2 TESCAND DEMOLITION PLAN 3 TESC NOTESAND DETAILS 4 SITE PLAN 5-6', GRADING, ROADAND UTILITYPLAN 7-8 ROAD AND UTILITY PROFILES 9 NOTESAND DETAILS 10 NOTES AND DETAILS 11 TREE PLAN CITY OF EDiVioNDS BUILDING DEPARTMENT WORK ADDRESS OINNER APPROVED DATE BLDG, OFFICIAL PERMIT UMBER TOPOGRAPHIC DISCLAIMER VICINITYMAP NOT TO SCALE SURVEY INFORMATION VERTICAL DATUM NORTH AMERICAN VERTICAL DATUM-1988 HORIZONTAL DATUM. NAD 83/91 WASHINGTON STATE COORDINATES —NORTH ZONE BENCHMARK BENCHMARK PROJECT BENCHMARK FOUND 4"X4" MON IN CASE W/ 1-3/4" BRASS DISK W/ PUNCH, DOWN 0.3; AT THE INTERSECTION OF LUNDS GULCH ROAD AND 158TH STREET SW ELEVATION = 100.85 FEET. BASIS OF BEARING THE MONUMENTED CENTERLINE OF 156TH ST SW. BEARING= N 88'4222" W REFERENCES SNOHOMISH COUNTY RECORD OF SURVEY RECORDED UNDER AF NO 9704075002. SNOHOMISH COUNTY RECORD OF SURVEY RECORDED UNDER AF NO 2006080353OZ LEGAL DESCRIPTION PARCEL NO, 005131000024D6 MEADOWDALE BEACH, BLOCK 000, D-06—THE EAST 438 FEET OF THE SOUTH 100 FEET OF TRACT 24, SITUATE IN EDMONDS, SNOHOMISH COUNTY, WASHINGTON. PARCEL NO, 005133on002501 MEADOWDALE BEACH SUPPLEMENTAL PLAT, BLOCK 000, D-01, THE EAST 380.73 FEET OF TRACTS 25 & 26, SITUATE IN EDMONDS, SNOHOMISH COUNTY, WASHINGTON. i PROJECT INFORMATION SITE ADDRESS: 15620 72ND AVE W, EDMONDS, WA 98020 TAX PARCELS: 00513100002406, 00513300002501 SITE AREA: PARCEL A 43,794 SF 1.00 AC PARCEL B 96,652 SF 2.22 AC ZONING: RS-20 EXISTING USE: SINGLE FAMILY RESIDENTIAL PROPOSED USE: SINGLE FAMILY RESIDENTIAL CONTACT LIST OWNER/APPLICANT ENGINEER.• MEADOWKEW ESTATES, LLC LDC, INC. 12515 WILLOWS ROAD NE, SUITE 220 14201 NE 200TH ST #100 KIRKLAND, WA 98034 WOODINVILLE, WASHINGTON 98072 CONTACT KENT HALVORSON CONTACT MARK VILLWOCK, P.E. PHONE- (425) 658-1500 PHONE' (425) 806-1869 FAX (425) 482-2893 EMAIL: MVILLWOCK®LDCCORP.COM SURVEYOR.• GEOTECHNICAL 0GINEER.- LDC, INC. GEOTECH CONSULTANTS, INC. 14201 NE 2007H ST #100 13256 NE 20TH ST, SUITE 16 WOODINVILLE, WASHINGTON 98072 BELLEVUE, WASHINGTON 98005 CONTACT' VANCE BLUE, P.L.S. CONTACT ROBERT WARD, PE PHONE (425) 806-1869 PHONE' (425) 747-5618 FAX (425) 482-2893 FAX- (425) 747-8561 EMAIL: VBLUE@kgf(q RP9C1;Q�1,iq permit approval process shall be wi interp�mted as allong or permitting the maintettauce of any currently existing illegal, \ � noncviniorming or ur ermitted building structure " 1; or site condition whir is outside the scope of the smut application re p 91- less of whether building, structure or condition is shown on the site pplan or drawing, Such building, structure or Cott: may be the subject of a separate enforcement srtion." RESUB -�% 2- -ro ,SToR 100ftf"X l�Pepl' MAR 14 2014 n� �Ilz/Ul41 r�� $y LIX, OPPROV.0p 13q T. Sf1'4tVXD Q-j1j111O/4 B ILDI 17Yof Ea�o,MEN7 THE TOPOGRAPHIC SURVEY WAS PERFORMED BY LDC, INC. IN MAY 20I J ANY CHANGES TO THE SITE AFTER THIS DATE WILL NOT BE REFLECTED IN THE PLANS ANY DISCREPANCIES FOUND BETWEEN WHAT IS SHOWN ON THE PLANS AND WHAT IS NOTED IN THE FIELD SHOULD BE BROUGHT IMMEDIATELY TO THE ATTENTION OF THE ENGINEER. I�GUao�3 0�� y APPROVED FOR CONSTRUCTION CITY tOF EDMONDS DATE.• 41 -� N' ;14 BY CITY ENGINEERING DIVISION Call 2 Business Days Before You Dig 811 or 1-800-424-5555, Utilities Underground Location Center m Z z O w M � M 0 0 0 W W W aa_a 0 0 0 Ln Cn Cn F E E cV •� Z N M I C L •� G� •C CO N v " ado v •a, � FL 14 W ff 0 z18 N W O gLU Z _- O zoo J N N > z'> W i 0 2 � k O z � ° I 13f v 40908 h'EGIS'1•R�� { JOB NUMBER: 13-122 DRAWING NAME: 13122C-CS DESIGNER: MEV DRAFTING BY: BPC DATE: 10-23-13 SCALE: AS NOTED SHEET 1 OF NW 1/4, SW 1/4, SEC 5, TWN 27 N, RGE 4 E, W.M., CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON 244- RIP =28�.16' I I I i i i ;' ' '• •'•'•'•'•'•' 1 IIII _ - -242- n 00 o C1, / / co / f I I I 272' 6 (12tO)PV N,S N d co `O � O NN °N N N j _CN -2381 ...... xa I OR I ..... ... I � I IIIII IIIIIIII I II X IIII10 11 I II I111111j I II fll I I NI X III I I III 1 I I I I IIII I I I� I I III I I 1 1 1 1 1 1 I O I IC141 l -Wv 11 1 1 IIIII 1 01 � col 11 I� I I^ IIIII III I I ! 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'.'.'.'..'.'.'...'. '.'.'.' a FIRE HYDRANT 1 1 \\ \ \\ \ \ \\\ \ \ \ \ \ \\ \\ \ \ \\\ \ \ \\ \ \ \ I I �: IN c I \\\s I• \ \ 1E 73 2 7 REMOVE EXISTING DRIVEWAY REMO �Xls/ I ....�'.'. D4 WATER VALVE GRAVEL DR�VEWA � , \_ ` ` ' •'-•�::�•�I'::: •. ....•. MAILBOX EX CB RIM-270.63 PROPOSED GRADING SYMBOLS , .. `d .. :.:: .......' ..... � ,............. .. 264.38 (12")PVC N ..:. /... °. ) 1 - \ \ . ... ........ .. „ SYMBOL DESCRIPTION GARAGE\ - .i.. IE 263 6 VC S 1E=267,53 8 PVC NW ,� =r � .. .'.� . a cLEARINc AREA CLEARING \ � "� _ LIMITS 1 I 1 1 \ � C' �/ • "` � ,:-� �� ..\� `� •- .::.::: - . .'..., . .:. PROTI� AREA .•, ADD ORANGE CONSTRUCTION FENCE ICV ?. • . '': \ AROUND CLEARING LIMITS FOR TREE \ / \ PROTECTION \ \ \ \ 1 \ •r .I SILT FENCE O R T4. - - - - - - - - TREE PROTECTION FENCING " VMO OTO Ua - 1 'r \ SFR \ s41`f'lP•41 \ 1 1 \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \a \ \ \ \ \ \ \ \ \ \ \ \ \ I I a , } \ / / i - \ / ...':':. �: :_.:. 01 ROCK CONSTRUCTION ENTRANCE \\\\\ \\p. \\\\\\\\\\\ \\\ \\\` \\\` \\\\ `\ \ I �.:.Q.. \ \ ll IIII l 1 , \ �/ ) 1� ;:, a o \ \ (I \ 9 \ ,..'.'. ' '.'.' o, CATCH BASIN PROTECTION \\ / — — �` �\ , — —9 o w \�, \` \ _ \ �� \ \ . I : EARTHWORK QUANTITIES \\\\ \\ \\\\\ \o \ \ \ \ \ \ \ \ \ \ \ N N CJ f p \\ / O / \ �/ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ . \ \ \ \ \ \ \ \ \ \ \\ \ \ \ OGJ \ \ \ \ \ I�- �'. '.� \\ \ �tk \ I I I•. 1 I I a9 "A ' G f Q ® \ \ • r . \ \ \ \ \ CUT: 3,750 CY \ \ \ 1 \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ I \ \ \ \�• 0 0 Oo "•Q / \ \ FILL 650 CY \ \- \\�•"\ o o / \ \r.'J �'-1�'.'..'.'. .'.'.'. 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III 111111111111111111111111 \�i\\\\\\\\\\\\\\\\\\\o\ cw6j �11111111 I IIIIIII\\ \\\\ \\\\\\ �\\\\��,\\ \\\\. � � II I �� \ 1 I 1 1 1 1 f / :.�:..•: o \ \ \ \ \ \ \ \ \\ \ \ I \ \ \ 1 I 1 1 1 \ \ f FH N 6CD 1111111111111 \ \\\\\ \\\\\ , � 1 1 I 1 1 1 1 1 1 1 1 1 1 1 II lo\ \ \ \ �\ \ \ \ \ \ \ \\ \ \ \ \\ \\ \ \ \ \ \\ \\ \ \ \ �� \_----------•� \ 1 I I I N' I ( �i �- 1 III1111111 IIII \\\\�\\ \.\\\\\ \\\\\ \\\\\\\ \\ \\� \\\ I 1 II I I I I. -�. "' III 111 �_ ,�-\\ I 11 11 i I i i 1\` I I,� .- N -. Illll\\\�'\°�\ \\\\\ \\\.\.\.\\\\ \\\\\\\\\ \\\\\\ \ I I I 1 1 \ \ \ \ \ I III 1 I I I I 1 \ \ \ \ \•\ \ \ \ \ \'\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ m OM 1 I I I 1\ \ \\ ll I( 1 l \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ z ° U a i '3 0 0 ------------ TOPOGRAPHIC DISCLAIMER THE TOPOGRAPHIC SURVEY WAS PERFORMED BY LDC, INC. IN MAY 201 J ANY CHANGES TO THE SITE AFTER THIS DATE WILL NOT BE REFLECTED IN THE PLANS ANY DISCREPANCIES FOUND BETWEEN WHAT IS SHOWN ON THE PLANS AND WHAT IS NOTED IN THE FIELD SHOULD BE BROUGHT IMMEDIATELY TO THE ATTENTION OF THE ENGINEER. APPROVED FOR CONSTRUCTION CITY Q DMONDS DA TE- OTY ENGINEERING DIVISION MAR 14 20114 BUH.DINQ DEPAR�,TiIIENB' CITY OF EDMONDS Call 2 Business Days Before You Dig 811 or 1-800-424-5555 Utilities Underground Location Center Z z O C) W Ck: m N N � 000 aaa N N N � �1= co N t� C oo v C i N v v •- .�.+FL W E 8 8 a Cd o U � Z vi rn � wa z W N N _J Z c U r- w N O Uj V J C6 < LUco CO 0 0 W W 4 0 �v W c CO T +�ss4090. I�GISTER���� NAL JOB NUMBER: 13-122 DRAWING NAME: 13122C-ER-PL DESIGNER: MEV DRAFTING BY: BPC DATE: 10-23-13 SCALE: AS NOTED JURISDICTION: EDMONDS 8�.R=o A SHEET 2 OF 11 67 NW 1/4, SW 1/4, SEC 5, TWN 27 N, RGE 4 E, W.M., CITY OF EDMONDS. SNOHOMISH COUNTY, WASH/NGTON I✓ 0 I d- 0 N (D N 0 a. ADAPTER SKIRT (FOR A PERFECT FIT) GEOTOMLE FABRIC FRETRIEVAL STRAP 3� OVERFLOW (TO BYPASS 24° ". PEAK STORM VOLUMES) GEOTEXTILE FABRIC SEDIMENT ACCUMULATION STORM DRAIN INLET PROTECTION NOT TO SCALE ROAD & STORM PLANS JIfVJILJLL MAX. SLOPE GRASS. SI OPTIONS, 3' 3' OR 1' MII• DEPTH ® TOE OF CUT ALONG ROAD TEMPORARY INTERCEPTOR SWALE DETAIL NOT TO SCALE IRE CONSTRUCTION SEQUENCE NOTES 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220 EXT. 1326. TWO DAY (48 HR) NOTICE IS REQUIRED. 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES. 3. CALL FOR UTILITY LOCATES. ,,w) ��JQ,trC1�!,G'CWoJ. S� "41 4ND 'M-O► 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION OUTSIDE THE CONSTRUCTION ZONE. 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED. 6. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. 7. CLEAR, GRUB & ROUGH GRADE SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW). 8. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS. 9. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF ENTIRE SITE. 10. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. • APPROVED FOR CONSTRUCTION CITY OF fDAfONDS DATE.• BY. C�eamdj Cl tN&wEERING 2120N RESUB MAR 14 2014 BUILDING DITY OF ED 40Ni NDS Call 2 Business Days Before You Dig 811 or 1-800-424-5555 Utilities Underground Location Center %/) Z Z 0 !n j ( w 000 U U U W W W a-11. C3- W in N N M 0 v> >, d ca N <C CV d v C OR It r L t!S to = v tea N a[�L W 8 6 a 8 � U V � V Co Z C� N Wco Z � a W_� N Qj > Z c V c_ T� Wuj N O co U J J w 1=Z W Q < Lu r� v O Wuj Q W W Z 0 p W gem OF YVAS�,rf��Q� T 40908 +�sslOG1STSTER��� JOB NUMBER: 13-122 DRAWING NAME: 13122C-ER-DT DESIGNER: MEV DRAFTING BY: BPC DATE: 10-23-13 SCALE: AS NOTED JURISDICTION: EDMONDS E Rm 0 2 SHEET 3 OF 11 0 00 1p :: I 1i 0 N N 0 n. a z 0 CL 3 -! _1 IL I I 0 N N 0 41 0 7 L Fa r- 0 0 rn 3 p C) Of c CD 0 0 N N 0 N C 3 a 0 NW 1/4, SW �/4, SEC 5, TWN 27 N, RGE 4 E, W.M., CITY OF EDMONDS, SNOHOM/SH COUilITY, !I!/�4SHlNGTON ' ,... `..::•.:l j , g- C K- . - I C , -- C 'j I , II II , - I 8 /I � \ 0 v D '' I'l-1 � . - � t O rr 11I -7 -� I q / / / / / / / I I I I I I I RI 28 16' •- -• - •: j III i I I ! 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TOPOGRAPHIC DISCLAIMER THE TOPOGRAPHIC SURVEY WAS PERFORMED BY LDC, INC. IN MAY 201,3. ANY CHANGES TO THE SITE AFTER THIS DATE WILL NOT BE REFLECTED IN THE PLANS ANY DISCREPANCIES FOUND BETWEEN WHAT IS SHOWN ON THE PLANS AND WHAT IS NOTED IN THE FIELD SHOULD BE BROUGHT IMMEDIATELY TO THE ATTENTION OF THE ENGINEER. H TYPE 1 CATCH BASIN, GRATE D LID ® TYPE 1 CATCH BASIN, SOLID LID 0 TYPE 2 CATCH BASIN, SOLID LID STORM PIPE SEWER SYMBOLS DESCRIPTION / C SEWER CAP SEWER MANHOLE SEWER MAIN SSFM- SEWER FORCE MAIN PROPOSED WATER SYMBOLS SYMBOL DESCRIPTION 19 WATER METER nEwin W WATER SERVICE LINE PROPOSED POWER SYMBOLS SYMBOL DESCRIPTION P POWER LINE NOTES 1. SEE SHEET RD-03 AND RD-04 FOR ROAD AND UTILITY PROFILES. 2. SEE SHEETS DT-01 AND DT-02 FOR NOTES AND DETAILS. CENTERLINE TABLE LINE NO. BEARING DISTANCE L 1 N 8T44'22" W 17.36' L2 N 62'18'20" W 111.96' L3 N 18'19'17" W 109.8,3' CURVE NO. 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TOPOGRAPHIC DISCLAIMER THE TOPOGRAPHIC SURVEY WAS PERFORMED BY LDC, INC. IN MAY 201,3. ANY CHANGES TO THE SITE AFTER THIS DATE WILL NOT BE REFLECTED IN THE PLANS ANY DISCREPANCIES FOUND BETWEEN WHAT IS SHOWN ON THE PLANS AND WHAT IS NOTED IN THE FIELD SHOULD BE BROUGHT IMMEDIATELY TO THE ATTENTION OF THE ENGINEER. H TYPE 1 CATCH BASIN, GRATE D LID ® TYPE 1 CATCH BASIN, SOLID LID 0 TYPE 2 CATCH BASIN, SOLID LID STORM PIPE SEWER SYMBOLS DESCRIPTION / C SEWER CAP SEWER MANHOLE SEWER MAIN SSFM- SEWER FORCE MAIN PROPOSED WATER SYMBOLS SYMBOL DESCRIPTION 19 WATER METER nEwin W WATER SERVICE LINE PROPOSED POWER SYMBOLS SYMBOL DESCRIPTION P POWER LINE NOTES 1. SEE SHEET RD-03 AND RD-04 FOR ROAD AND UTILITY PROFILES. 2. SEE SHEETS DT-01 AND DT-02 FOR NOTES AND DETAILS. CENTERLINE TABLE LINE NO. BEARING DISTANCE L 1 N 8T44'22" W 17.36' L2 N 62'18'20" W 111.96' L3 N 18'19'17" W 109.8,3' CURVE NO. DELTA LENGTH RADIUS TANGENT C1 25'26'02" 13.32' 30.00' 6.77' C2 43'59'03" 2J Of 30.00' 12.12' IMPERVIOUS AREAS LOCATION CURVE NO. DELTA LENGTH RADIUS TANGENT C1 25'26'02" 13.32' 30.00' 6.77' C2 43'59'03" 2J Of 30.00' 12.12' IMPERVIOUS AREAS LOCATION IMPERVIOUS AREAS LOCATION STRUCTURE DRNEWAY TOTAL ACCESS EASEMENT 0 4900 4900 LOT 1 2400 3300 5700 LOT 2 2400 3300 5700 LOT 3 2400 3300 5700 LOT 4 2400 3490 5890 LOT 5 2400 3490 5890 TOTAL 12000 21780 33780 APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE.• 4I S-614 BY MG7ffEEff1VVG DIVISION . R, e- U , f.,. AP;? C. . �,�x 9 t .:. , Call 2 Business Days Before You Dig 811 or 1-800-424-5555 Utilities Underground Location Center E o� 3 d I 0 I v N N_ M . 0 i M O C N 0 E V) Cm c a� ;n 0 0 N N_ I 0 N 0 U N O CLL. I U 0 J U N .a a L m I U a i 3 0 0 EX CB RIM=20.60' IE=16.10'(12"0)CMP E IE=15.70'(18"0)PVC S RIM=20.51' IE=15.16'(1T0)CMP N IE=15.16'(18"0)CMP W 1 0 Cn SD SD SD SD NW 1/4, SW 1/4, SEC 5, T WN 27 N, RGE 4 E, W.M., CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON 0 0 I , SD SD SD EX CB RIM=96.46' IE=89.76'(12"0)CMP N IE=91.96'(6"O)DI E IE=89.46'(12"O)CMP S -EX CB RIM=93.16' IE=86.16'(12"0)CMP E IE=85.56'(12"O)CMP W IE=86.1 6'(1 2"O)PVC S SD EX CB 0 co 0 co 1 I M KI a a 1j1 1IIIIIj�Il�illl111111� IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII11�11�III 1111 �IIIIII ' III hllillil�lIIIIIII���� Ilj 1111111111111111jlIIIIIII IIIIIIIIIIIIIolij II IIIIIIII IIIlilll I Illlol C„III - �I 111 IIIII 111 (IIII III I to II ICl" I III 11� �II� Illlj��jlll I�IIIII�,IIIIIIIIIIIIIIIII III 111 111 I I I I I�I I I I II II ill II I I I I II II I11 I I � f1 Ito I I I I I I I 01111�1�11111�1IIIIIIIIIIIi�jllllllll�l��jl ���1III I. � 1 1 11 11 11 1 1 1 IIII 1 11 I I I I I I I I I I I I I I I I I I I I l l��\\ 11 IIIr1111111111 1111111i l l l l l j l� � I j III (\ �Irll , 1 111 IIII 11 1 111111111 11 1 11 1 1 III I I I I I j 1 1 1 1 1 �� \\\ I1 111 IIIII 1 111111111 1111 I I I 1 1 1 1� \ IIII 1 IIIII I It I I I 1111 1111111 1 1 11 11 1 It �I 11 I I I I I I I I.\ �1 111I11.1ItI11111111111111111 1/1111/111 ��\ \1 1111111 1111111111/111111111 111111 \I I\� 1 � 111/1111 1 1111111111111111111111111111 111 �� 11 111 IIII 111111It 11\1 1 I 1� IIII 11111111t IIIII 1 111111111111111111 11 1 11111111\11111 1 \;11\\\ 1 1 11 1 1 I 1 11 1 I 1 1 1 1 1 11 1 1 1 11 11\ 1 1 1 1 111 I \I \ 1\\\I 1 I1111 I 111111111 111 Irll \1 1 \ EX CB 11 1 1 1 1 11 11 I I I I I 1 1 1 11 11 1 11 111 1 1\ 1 RIM97 81'(4"0)PVC N s 1 � 111111 1 I1111 111111 1 1 IIIII Illllrllll 11 1 \ \ \I\ 1 \1\1 \ 1\1 IE=97.06'(6"0)PVC E 111111I111111 t1r111\11\\\\\\1\\\ \ IE=96.91'(6"O)PVC S 111}IIIII 1111r1\\\\\\\\\\\ Itlllllll 1 It \\It \\ It \\ \ 1 \ \ \\\\\\\\\\\\ \ \ \ \ \ It \\\It It It \ \ \\\\\\\\ \ 1 \\1 \ \ \ \ \ It It \\ It \ \\\\\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\ \ \ \ \ \ \ \ \ \\ \ \ It \\ \ \ \ \ \ \ \ It It \ \ \ \ \ \1\ \ \ \\\\\\\ \ \\\\\\\\ \ It, \ \\\\1 It \ It \ \ \ \ \\\ \\ \\ \\\ \ \\\\It \It It \\ \ \ \ \ \\I\\ \ a \\\\\\\\\\\\\\\\\\; \\\\\i\\\\ \ \ \\\ \ \\1; \\\\ \\\ 1\\\1\\\\1It It\\\\\\\\\\\\\\\\ \1\\\ ZI It ItIt It, EX CB RI� M_92 57' \ \ \ \ \ \ \\\ IE=87.57'(12"0)CMP N \ \ \ \ \ \ IE=86.82'(12"O)CMP W IE=88.57'(12"0)PVC SE It It \ \ a \ \ \ \ \ \ \ \ \ 1 \ 1 1 \ as �------------ --I\\1 11l!l// lllllll l ExcB ---- ----as ----as ��111111 Illllill II II --- `111 111111 i l I I I III I EX CB EX CB EX CB 111 1 1 11 1 1 1 1 1 1 I l l l l l l 1 7 �t1 �---i��C11111 �1�1I111� �-- 1 IIt111 t111111 EX CB1 11 IIIII 1 1 1 1 1 1 11 11 1 1 1 t 1 11 lillll t 11111� 111111111 11111111 111111111111111111111 II111 111111111 11 11 11 I I I I I 1111 II 1 11 11 1 1 11111111 I 1 • 1111111illllllllllll 1111111 111111111 I111 111111111 . 111111111111111111 111�11111 IIII 111111 111 IIII 1 1 tlllllll 11111111111111 IIIII IIIII 1 11 I11111111 1111111111111 Iillllll 1 111111 1 1111111 111111I1111 11111111 1 111111 1111111II111i 111 1111111 11 Illtlllllll ll I1 11111111 11�1111,1111 1 1 �r11111111111 II 1 Ii� 11111111111 1 111111111 Illllllllyoll� TOPOGRAPHIC DISCLAIMER THE TOPOGRAPHIC SURVEY WAS PERFORMED BY LDC, INC. IN MAY 2013. ANY CHANGES TO THE SITE AFTER THIS DATE WILL NOT BE REFLECTED IN THE PLANS. ANY DISCREPANCIES FOUND BETWEEN WHAT IS SHOWN ON THE PLANS AND WHAT IS NOTED IN THE FIELD SHOULD BE BROUGHT IMMEDIATELY TO THE ATTENTION OF THE ENGINEER. 01.111111 IIt1111\\\\ SCALE: 1" = 20' 20' 0 20' 40' LEGEND AND ABBREVIATIONS EXISTING SYMBOLS SYMBOL DESCRIPTION - MONUMENT IN CASE 0 SANITARY SEWER MANHOLE --o- UTILITY POLE ® WATER METER R FIRE HYDRANT D4 WATER VALVE O MAILBOX • PROPOSED STORM SYMBOLS SYMBOL DESCRIPTION C SD CAP ® TYPE 1 CATCH BASIN, GRATED LID ® TYPE 1 CATCH BASIN, SOLID LID Q TYPE 2 CATCH BASIN, SOLID LID STORM PIPE 1 ' lj,,:1 SYMBOL DESCRIPTION C SEWER CAP SEWER MANHOLE SEWER MAIN SSF14- SEWER FORCE MAIN PROPOSED WATER SYMBOLS SYMBOL DESCRIPTION ® WATER METER W WATER SERVICE LINE PROPOSED POWER SYMBOLS SYMBOL DESCRIPTION APPROVED FOR CONSTRUCTION CITY nr EDMONDS DATE.• 11Ie101 � BY C4"!;t�—�ZtW� CITY NGINEERING DIVISION P POWER LINE RESUB MAR 14 2014 RUILDING OFEDMONDSNT Call 2 Business Days Before You Dig 811 or 1-800-424-5555 Utilities Underground Location Center NW 1/4, SW 1/4, SEC 5, TWN 27 N, RGE 4 E, V I/. M., C/T Y OF EDMONDS, SNOHOMISH COVNTY, WASHII VG TON 280 270 260 250 240 230 �w moo for- ��, 0 � ar zoo ^O WI N P C) "I.. NN �N OWN 0- W � ►Q—J H—Ia—J W NJ W 30, VC 50 PVI STA=0+31 0 PVI EL=259. 5 `O K=2.62 i N LO —oCD M QN d- 0? N v) w -2_14% j- -2.00% EXISTING GRADE AT DRIVEWAY (L / - 'wmu"NEW � ALO , LF. SS / S=0.0 00 50' VC / PVI STA=2+09.5 PVI EL=236.00 , FINISHED GRADE K=13.46 AT DRIVEIVAY QL SSMH-1 — — — — o 9 x STA. 0+44. 5, 6.00' LT. _ — a: 0 a, RIM=258.06 N IE= 251.71 2"O SSFM-5 TOTAL IN / N w IE=250.71 6"0) OUT / / I to N o n p �� 9� — ®1 EX—SSMH cn w N Q SO STA. 0+ 11.41, .69' LT. 1`� RIM=260.10 �/ �F• IE=250.03 8"0 N EXIST 03"o0.00% IE=50. �IN WIN 980IE49.4 " S OUT EXIST C 6, TYPE 1 STA. 1 +54.:.6, 6.65' =243.28 RI IE 239.28 (12"O) C13-4, TYPE 1 s STA. 1+98.46, 5.22' LT. DR/ EWAY RIM=237.50 IE=234.50 (12"0) SCALE: OR: 1"=20' ER: 1" =5' NN- � N N PIS N N N N N N N N N cV N N N N N N N N N N N N 3+00 2+50 2+00 1+50 1 +00 0+50 0+00 F.�a 270 260 250 240 230 APPROVED FOR CONSTRUCTION CITY OF IDMONDS TE- BY- CVTY BY ENGINEERING DIVISION RESUB MAR 14 2014 DUCNT CITY OF EDMONDS Call 2 Business Days Before You Dig 811 or 1-800-424-5555 Utilities Underground Location Center O � w }U }U C U U C> W W W � a a (n N N W I 1- M CV .I G N wj •�' •C N CV C to to 4.1 •� t/� °' a W 8 Alo a 8 O U v V o Z z C) to N N > Z W N O Lu CIO) J w imm; W WC011) < w 1--� fthm.- tf) -:mp 1� W � Z 0 0 Zs - WA T 40908 +�S,slGIST E JOB NUMBER: 13-122 DRAWING NAME: 13122C-RD-PR DESIGNER: MEV DRAFTING BY: BPC DATE: 10-23-13 SCALE: AS NOTED JURISDICTION: EDMONDS RD=000% SHEET' 7 OF 1 1 NW 1/4, SW 1/4, SEC 5, T WN 27 N, RGE 4 E, W. M., CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON 250 240 230 220 210 200 / i / / / / / OF2.00X DPE D 901 / / EXISTING GRADE / AT SD PIPE / C13-4, TY�E 1 STA. 2+66189 / RIM=237.5 0 IE=234.50 12"0 NW IE=234.50 12"O NE / Net Q�S1® 10 L.F. @ 2.0 0 % F C -3, TYPE 2- 0 IS" / ST N. 2+20.83 / RIM=235.00 \ —_____ IE-231.30 �12�:O)SE J IE1228.25 12"0) SW '- --- --� — — — — — 12" 72 S®.21% 12HDP 35 LF. HIRE SD ® 2.00 CB-5 STb. TYPE 1 2+77.33 _ . ...... . ................ . .. .. ........ U RI .234.71 =237.71 IE 120 SW (12"0) IE 234.50 NE C -1, TYPE 1 S A. 0+97.15 IM= 218.50 EXISTING CBI IE =214.40 �Z'00))EN, =214.90 CB-2, TYPE 1 STA. 0+25.00 STA. 1 +32.1 E M RIM=218.50 IE=215.10 (12"O) NE,S RIM=216.03 E-=-2 IE=213.83 �) NE IE= 213.28 0) r12 IE=213.53 "0) E STO MA v� SCALE: H R: 1"=20' VE R: 1"=5' N N N N N N N N N N N 250 240 230 220 210 200 APPROVED FOR CONSTRUCTION CITY OF E MO DS DATE.• BY CI ENGI EERING DIVISION RESUB MAR 14 2014 BUILDING DEPARTMENT CITY OF EDMONDS Call 2 Business Days Before You Dig 811 or 1-800-424-5555 Utilities Underground Location Center Z Z O a N w Lr- 000 U r U w w w CL C1. a woo �QsoD aa5iu> d- d- � •— � N I� Z i �-• co co •i. •C t0 N ODD �V NN •- a cN a� W E Li Ap CL C5 01*40) O � J Z � N at n so z co rn U ram.. Q Z o w N ai > z W CD N O F � V Uj J (� C / 1=0Z W O < LU W � Z Q O O C 4 40908 +�sslo ISTER���1, JOB NUMBER: 13-122 DRAWING NAME: 13122C-RD-PR DESIGNER: MEV DRAFTING BY: BPC DATE: 10-23-13 SCALE: AS NOTED JURISDICTION: EDMONDS R D =Ugft 4 SHEET 8 OF 11 GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: • CURRENT INTERNATIONAL BUILDING CODE (IBC) • 2012 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION • WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (YRRENT EDITION) 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE. 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 14. SEE SURVEY AND ENGINEERING DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSSTEM WHERE INDICATED ON THE PLANS. 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 17. ALL ROOF DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE o STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 12 0) 18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. �r N 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE N REQUIREMENTS AND STANDARDS. 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. _o 21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. m 22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND o ROCK MATERIALS ARE REQUIRED. 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS N SHOWN. N r 24. FINISH GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM a DISTANCE OF 10 FEET. U 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING o AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR N CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL i WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. 27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE ° INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO x° EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES N GOVERNING SAID UTILITIES. 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE i REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATION MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY a OWNER'S REPRESENTATIVE AND CITY. I 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. U N 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. a 33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. 3 0 0 tit NW 1/4, SW 1/4, SEC 5, TWN 27 N, RGE 4 E, W M., CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON 12' ASPHALT THICKENED EDGE, SEE DETAIL THIS SHEET tit. LJ_ ® 2% \--2" MIN. DEPTH AC PAVEMENT 2" COMPACTED DEPTH - 5/8" CSTC 4" COMPACTED DEPTH - 1-1/4" CSBC SUITABLE NON -YIELDING SUB -GRADE TYPICAL 12'DRIVEWAYSECTIONA-A SCALE: 1"=5' 20' ASPHALT THICKENED EDGE, SEE DETAIL THIS SHEET '-- 2" MIN. DEPTH AC PAVEMENT 2" COMPACTED DEPTH - 5/8" CSTC 4" COMPACTED DEPTH - 1-1/4" CSBC SUITABLE NON -YIELDING SUB -GRADE TYPICAL 20' DRI VEWA Y SECTION B-B SCALE: 1" =5' 4" OR 6" CONC. RISERS (4' MIN.- MAX. HGT- 18') GROUT AND PROVIDE SMOOTH FINISH INSIDE AND OUT POLYPROPYLENE SAFETY STEP 12' O.C. (TYP) \ o_ IVIl11`41 IV LL STEPS 4 :1� )LLAR °. FRAME AND COVER 25' LOCKING LID WITH THE WORD "SEWER" ON IT (EAST JORDAN IRON WORKS CO.) (MODEL #: 00370084) 48" or 54" e, N 0TE: 1. LOCATE MH LID OUTSIDE THE WHEEL PATH OF THE TRAVEL LANE. 2. BASE REINFORCING SHALL BE #4 REBAR AT 12" O.C. G BOTH WAYS. 3. LARGER MH TO BE REVIEWED ON A CASE BY e. BY CASE BASIS USING �.� :.' :'• P' APWA STANDARDS. e 4. JOINTS SHALL BE RUBBER GASKETED ONLY. v e'a' •e + v MH PER W.S.D.O.T. APWA ECCENTRIC PRECAST CONE I"r 4 : PRECAST SECTIONS 4' MIN. THICKNESS STANDARD PLAN B-23a. 1/ ' ago- 199v CONSTRUCT CHANNEL SHELF ' REBAR MIN 2 CLEARANCE REVISIONSAPPROVO BY MATE STANDARD D ETAI L D. GEMW 6/16/03 TYPE I MH (SANITARY) DATE 7/24/01 SCALE NTS DWG N0. E6.1 APPROVED FOR CONSTRUCTION CITY OFI MONDS DATE.• BY l E 1 EERING DIVISION RESUB MAR 14 2014 UFEDNNTcinOMODS Call 2 Business Days Before You Dig 811 or 1-800-424-5555 Utilities Underground Location Center BACK SIDE OF METER BOX SHALL BE SET AT THE PROPERTY LINE. METER BOXES SHALL NOT BE PLACED IN DRIVEWAY AREAS. Est 189U it % Iti I o ©METER INSTALLED BY CITP �- FINISHED 0 G I I GRADE BALL VALVE 12— _ _ _ _ — - i I OD K Li V DIRECTION _ O O \©/ O (D MATERIAL LIST O ALL 1' SERVICES TO BE TYPE 'K' SOFT COPPER TUBING. ® V BALL CORP. STOP WITH CC THREAD INLET AND COPPER (CTS) GRIP OUTLET. (FORD OR MUELLER). © DUAL PURPOSE UNION. I� MIPT X CTS GRIP BALL VALVE CURB STOP EQUAL TO FORD B84-444Q FOR 1' O NEW 1" SERVICE: ANGLE BALL METER VALVE BY SINGLE CHECK. 15' HIGH WITH DUAL PURPOSE UNIONS ON INLET AND OUTLET, HORIZONTAL IN HORIZONTAL OUTLET. EQUAL TO FORD VBH94-15W-11-44, EXISTING 1"SERVICE: USE SAME AS ABOVE WITH NO SINGLE CHECK. EQUAL TO FORD VB94-15W-11-44. O 1' CC TAP SERVICE SADDLE EQUAL TO ROMAC 101S O MID -STATES PLASTIC METER BOX 1324-12 FOR V SERVICE MS 13x24 DUCTILE LID WITH 7Y2'x4X' READER FOR V SERVICE OH FOR VACANT LOT (FUTURE USE) LOCATION MARKED WITH PAINTED 2' X 4' STAKE WITH 'WATER' STENCILED .ON IT. Q 14GA. VINYL COATED WIRE TRACER (TAPED TO PLASTIC PIPE EVERY 10') TO BE GROUNDED AT METER AND HOUSE. O SCHEDULE 40 3/4' OR 1' PLUG. REMOVE WHEN CONNECTION IS MADE TO CUSTOMER LINE. OK WATER SERVICE TO HOUSE, INSTALLED BY OWNER/CONTRACTOR. © PROPERTY OWNER RESPONSIBLE FOR PURCHASING 3/4' OR 1' METER THROUGH THE CITY. CITY WILL INSTALL METER AFTER PURCHASE, IF USING 3/4' METER, CITY WILL PROVIDE REDUCERS. REVISIONS STANDARD DETAIL APPROVED BY DATE D. GEBERT 6 19 03 1" WATER SERVICE- FOR 3/4' OR 1' METER INSTALLATION D. GEBERT 4 2 07 DATE SCALE DWG NO. R. ENGLISH 10/04/11 7/24/01 NTS E7.6 O� goo 00 0 00 0 0 0 00 (boo C� OoODOo CL o - Oo 000 0 oo000o0 o 00005 0 on o O 0 00 `l' // DO O o O oc F� all EX. PAVEMENT:. CLEAN WASHED STONE OR GRAVEL (1.5-3.0 INCHES) 6 INCH DIAMETER PERFORATED PVC PIPE ® 1% MIN. SIDES LINED WITH IMPERMEABLE LINER 6ff PERF, PIPEAND ROCK INTERFLOW COLLECTION TRENCH NOT TO SCALE NW 1/4, SW 1/4, SEC 5, TWN 27 N, RGE 4 E, W M., CITY OF EDM0NDS, SNOHOMISH COUNTY, WASHINGTON OUTLET A SUMP F`_w 0 0 A INLET OUTLET `a VE o 72" I.D. MANHOLE * STRUCTURE TOP SLAB ACCESS (86") O.D. SEE FRAME AND COVER DETAIL CONTRACTOR TO GROUT TO FINISHED GRADE GRADE RING/RISERS INLET PIPE _PLAN VIEW STANDARD OJTLET RISER FLOWKT: 42A r--mot FLOATABLES —� STORMFILTER ' BAFFLE r CARTRIDGE FLOW KIT —/ OUTLET SUMP HDPE OUTLET RISER SECTION A A The V, —ater Managem StormFiE_; / I- S� —� w w� 0- 0 z o!>z 09- ° U w w z �=o STORMFILTER DESIGN NOTES STORMFILTER TREATMENTCAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. THE STANDARD MANHOLE STYLE IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDGES (7). VOLUME SYSTEM IS ALSO AVAILABLE WITH MAXIMUM 7 CARTRIDGES. 072 MANHOLE STORMFILTER PEAK HYDRAULIC CAPACITY IS 1.5 CFS. IF THE SITE CONDITIONS EXCEED 1.5 CFS AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. CARTRIDGE SELECTION CARTRIDGE HEIGHT 27" 18" LOW DROP RECOMMENDED HYDRAULIC DROP (H) 3.05' SPECIFIC FLOW RATE (gpm/so 2 gpm/ft2 I 1 gpm/ft2 2 gpm/ 2 m/ft2 2 gpm/ 2 m/ft2 CARTRIDGE FLOW RATE (gpm) 22.5 1 11.25 15 17.5 10 5 FRAME AND COVER (DIAMETER VARIES) N.T.S. SITE SPECIFIC DATA REQUIREMENTS STRUCTURE ID CB-3 WATER QUALITY FLOW RATE (cfs) 0.10 CFS PEAK FLOW RATE (cfs) 0.46 CFS RETURN PERIOD OF PEAK FLOW (yrs) 100-YEAR # OF CARTRIDGES REQUIRED 5 CARTRIDGE FLOW RATE 11.25 GPM MEDIA TYPE (CSF, PERLITE, ZPG, GAG, pHs) I ZPG PIPE DATA: I.E. MATERIAL DIAMETER INLET PIPE #1 231.30 CPEP 12" OUTLET PIPE 228.25 CPEP 12" UPSTREAM RIM ELEVATION 237.50 DOWNSTREAM RIM ELEVATION 218.50 ANTI -FLOTATION BALLAST WIDTH HEIGHT N/A N/A NOTES/SPECIAL REQUIREMENTS: * PER ENGINEER OF RECORD GENERAL NOTES 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2. DIMENSIONS MARKED WITH () ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FOR SITE SPECIFIC DRAWINGS WITH DETAILED VAULT DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH CONSTRUCTION PRODUCTS REPRESENTATIVE. www.contech-cpi.com 4. STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. 5. STRUCTURE SHALL MEET AASHTO HS20 AND CASTINGS SHALL MEET AASHTO M306 LOAD RATING, ASSUMING GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION 6. FILTER CARTRIDGES SHALL BE MEDIA -FILLED, PASSIVE, SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING. RADIAL MEDIA DEPTH SHALL BE 7-INCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 39 SECONDS. 7. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY (gpm) DIVIDED BY THE FILTER CONTACT SURFACE AREA (sq ft). INSTALLATION NOTES 1. ANY SUB -BASE, BACKFILL DEPTH, AND/OR ANTI -FLOTATION PROVISIONS ARE SITE -SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. 2. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER STRUCTURE (LIFTING CLUTCHES PROVIDED). 3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. 4. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT INLET PIPE(S). 5. CONTRACTOR TO PROVIDE AND INSTALL CONNECTOR TO THE OUTLET RISER STUB. STORMFILTER EQUIPPED WITH A DUAL DIAMETER HDPE OUTLET STUB AND SAND COLLAR. IF OUTLET PIPE IS LARGER THAN 8 INCHES, CONTRACTOR TO REMOVE THE 8 INCH OUTLET STUB AT MOLDED IN CUT LINE. COUPLING BY FERNCO OR EQUAL AND PROVIDED BY CONTRACTOR. 6. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION -RELATED EROSION RUNOFF. ® SFMH72 CONSTRUCTION PRODUCTS INC. STORMFILTER www.contech-cpi.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 STANDARD DETAIL 800-338-1122 513-645-7000 513-645-7993 FAX APPROVED FOR CONSTRUCTION CITY OF MONDS DATE.• :l Iv (� BY C:��dm2a - l ENGINEERING DIVISION RESUB MAR 14 2014 13UILDING DEPARTMENT CITY OF EDMONDS Cali 2 Business Days Before You Dig 811 or 1-800-424-5555 Utilities Underground Location Center I NW 7/4, S'W 7/4, S'EC 5, TWIV 27 N, HGE 4 E, W.M., CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON . 0 00 12 I mot• 0 N t0 N L- a 0 IZ 3 -o J CL Ir �- I U N N_ M 0 U i to 0 It 0 N 0 01 CE C L 0 a = N N R 0 N 0 CL 0 9 J 0 a) 0 0. i' 0) I 0 a. 3 0 0 _ -244- ' _ E CB I ,T::::::::'I / / / / / / 1 I RI 28 16' I / I..........• -,n ; ." 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I I ; '''" \�`\ , " ^�\ \, ,, P . - o ; .::::: .\'.WM' RIM=281.15' TREE CONIFEROUS WITH DRIPLINE \ 1 \ \ 1 \ \ 1 \ 11 \ \ \ 1 \ \ � a, �\ ' t : � _ : I -, �` I 1 I `�` - , F (,1 - Q \ '> _ �c I —--' r r � —' 1 O\ V V ' ♦' / 1 1 1 L _ :\'.'.'. IE=278.05' 4"� PVC E \ \ 1\\ 1 11\\\\\,\ 11 1\ \\ \I- '__--� \'�' ;\ \ I I ;I I I ,`( �,, I-- I-. 1, \I ,O, 1'� Q `�.,' \ .. . ( ) '_ 1 1 1 \ 1 \ I 1 \ \ \ \ \ \ \ \ •� �.,-' -<' �1 „ /'I I 'I' I - \ - I� ' d ,,v , 1=\.,,'.'. ' ,- \ \ \ \ \ \ 1 1 1 1' \ \ \ \ \ \ \ \ "'\ ; Q�'r ` ; \ 1 I ; \ \ �\ ; > ,Q 4` NI F. - \ - •� \ \. -';\- ,�` I :.):':- IE=276.25'(24'O)PVC S 1 1 1 1 \ ♦ - 1, . • � TREE DECIDUOUS WITH DRIPLINE /' , / 1 1 / ♦ / 1 / , , 1 \ 1 \ 1 1 I \ \ \ \ \ \ \ \ \ ,, I 1 \ \ \ , p '.'.'..' 11\\1\\\11\\\1\1\1\ �\ \\`� \\\\\\`\\\\\` ,- ,; �-;'4 �'� ,^`\ \ 1 I; I \ \ \ �t O dl I \ / o ,;-`-\;_-' " '� 1• . 1 �...Q.......I. �. -- 1 1 \ \\\\ \\\\ \ \\\ \ \\ \ \,�\�k \ ,\ -:,"�.II I "- I \-''N A- \<1 1�I 1 I- I 4I, ` , \ ' , ` \ _ _ � / ' :r A - �,r . .. :•:\: TREE TO BE REMOVED 111\\\\\\\ \\\\\\\\\\\\\\\\\\\\\\ \\\\ 011Z`� ;'�. -----� ,;,\DP\, "\<-' 1'` I I``' - 'jI ER NENC �•�� ,•P \ ,flu,:" I�`�c� ( \� \;, "'n� k =7,♦ .. . . .., I \ \\\\ \ \ \\\\�,\\\\\\ \\\\\ \ \;� \ \ \\ \' ,�% �lr° ,� - ,�:, -C A . ` I \ -Z� � I'\ ��` ��` L`�� '�` lE- ; " I 0 \ \ \ M\ , \ \ , \ \ ,', \ , �.'� 1 i, —1__ I ---, ( c� ° .' ,.� I ,'O \ `�•' Ir-, \ /- / ,,, ♦ \ '♦ `\�'1.1 ` \ 1 .-.'. CW \\ \ \ —.I / \ , \ -' 1 F J. ,° f I > ♦ \ -' G �\, 1 �� .I.. .......-'.'. COTTON WOOD TREE \ \ \ \ \ \ \ \ ', \ \ , °� I ,,. .vw <a•,sa +, ..Irsm� . `aa' m/n,•l♦(l „= o-^• ,' # `, 1 / \ / `♦ 1 ,1 \,, ♦ , 1 ,\q , , , \ \,\ \ \ \ \ \ \ / \ \ \ `y1 —' 1 — ' , i �• 1, , —` "• h Q , `y"�, 1 r , 1 , I ' I , I `- , 1 1 i .'. -.'. . 1\ \ \\\ \\ \\ l 1-__,- _ I\/ \'♦ ry ,. \ , I I _ `L --, `� \ 1.. F FIR TREE \\\\\\ \\\ \1\\\\\ `\\ 1\ \\ \ 1 \ \ �-�\ � I'•,R- \- \ '\ / °�L` / ~ \ '� I` I \ice,, ``�,`,-/ ,,,� \ ,4. ^�O "; . ... EX CB / „ 1 - 1 , / , , \ \ \ \ \ 1 \ \ \ \ \ '1 \.' - '' - 1 - \ \S t \ \ o WM J...' _::' M MAPLE TREE \\\\\\ \\\ 1\\\\\\\ ���, \1 ;\\\� \ I ,�" 1 \ O� I `, ',\ �. \ \. ) \ \ / 1.. \_ �, \ ��--1' � I �\\ "k� �'- I-le��-I- \ \ \ \ \ \ \ \ \ \ \ \ �\ '1 { ,' ®:, t ;5 v '� ��' I :-o::..:: RIM=270.63' r.. vs.'.'.'� . .\\ \ 1 \ 1 \ \ \ \ \ I, e ) / /' � - \- - I ^�� I / .�... IE=264.38' 12" PVC N A ALDER TREE \ \ \ \ \ \ \ \ \ \ \ \ \ 1'\ \_ \ \ \1,-f I _�_,, ;\ , . / GARAGE\ / . /.:.::. / : / I . 1 ;,i- \ --\ \ ....i.... .. .. ( ) \ \ \ \ \ \ \ \ \ \ \ \ \ \ 1 a-\ - , \I,�-\ �'-' _ / . ° /:...: ,.�, 1;,x .t, I 1 \ \ \ , -'' \ \..�._ .:_ .'a.'.'.'.'..'. '..'.' IE=263.63 (12 )PVC S \ \ \ \ 1 \ \ \ \ \ \ \ \ ',\ -\- c\ 1 I -1 I \ '� `I / \ / ./ / �. _ 1 ; ,, C, \ \ . �':: I = 7 S SPRUCE TREE \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ 1 \ \ \ \ \� \ \ \ \ \ \ \' \ I - --I \ / 1 \ \ G�� :. j...... /.... - ... � , , � - co ` . \ , G 1 .''.r' ...: :':: : :'. E 26 ,53 (8 )PVC NW \\\\\\\\\ 1\\\\\ 1 \ \ \g 1\ \\ \; I I ;\ =�• V<� : / 1 ,-- `�.... � \ � '\ •.\' .::: . ..'..\: \\\t\1J \'� \ 1\ ��'\ 1 C CEDAR TREE \ \ \ \ \ I , s \ / - - - ` _�.:....: . I:" > / .: 1 :..... ACV . ?, . , ' \:.:^::: \. ' ':".': \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \',\ 1 \ \\ \ \ '1\ : •" I `� \ I , i i, :. .:, \ :.:.:.. �._•..... _1..., ( •:'... :.. ... .::.�\..• ;';.. ..'. :': : P PINE TREE \ \ \ \ \ \ \ \ \ \ \ \ \,\ \ \ ' ,' '�°�,� SUJV M,�/'/. 1• . I I \ TO E'G1 POL - - - - - / /. I j ( ; �'''' :': : \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \1 � `,\ \ \ 1 � \` ) , _ _ 12ND � R "; \. I I I � � / � � _ - - - y 1:.:: / - -�, Llf� , 0(� r.'.' �►: �. \ \ \ \ \\ \ \ \ \ \ \\ \ \ \ \\ \\ \ \ \\ \ \ \'�� \`\ \\ \ ` \ '`r I ------1-'-- ,I ° 1 \ ��� 1 I I ((/ / / / '% �\Q ----- — ::' "//- .� T ED �DGE ;'•`z',: -• \ \ \ \ \ \ \ \ \ \ \ �,\ \ \ \ �\ t / \ I CO� I I ► / / - o �, _ I , / �':. .: a UTILITYLEGEND > — ' ' 1 \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \0 \ \ \ \ \' \ \ = \- \-'- - - \ \- I I —, '`-. ° \ \ P� / / I I 1 / / / / l p ; ',#' ' - ` / ` __ ,r' I - / �'' .. .'. I STORM PIPE \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ,\ ° \\ \ ( l l / / / / l I l \ . / / x \ ,�p� I 1 1 l (/ / 1 `{:.: :: . S SEWER PIPE \\ \\\ \\\\\\ I \ 1 c-_- \ \ \ \ \ \ \ \ \ \ \ \ R\EE IMPACTED BY CONST�UCTI0�1 \ \' l \ \ \ \ 1 \ \ 1 1 / { C, - \ \ 1 \ SSFM FORCE MAIN -.%'- ): \\\ \\\ \ \ \ \ \\\ \ \ \\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ °� \ \ I Via.. \ \ \ 1 I \ \� \ \',.'ss Iv/ P-' 0, ,X !y\ \ �Q ♦`'\ - ; ': I. .. :. \ \ 1 \ \ \ \ \ \ \ \ \ \ \ \\\ \ \ \ \ \' \ \ 1 ° \ N N -) / 7 10 o N a -co 1� - �, �. , \ _ - -� , \ c�Q �- - - , ...'...' '.... w WATER PIPE \\\\ \ \ \ \ \ \ \ \ \ \ p \ \ \ \ \ I .. ( _ ° ° e. \.. °. \ I I I v N N N `v a.,. ;� ��i� \ •lip 1 {� 1 \ \ \ \ I. \ \ \ \ —` \ 1 ,�/ / \,�' \ - POWER LINE \\ \\\ \ \\\ \ \\\ \\ \, I 1 '� \� \ \ -� I'G I I ( \c,� Y \ \ \ \ \ \ \ \ \ \ I, \ \ ,;� \ \ �• l , --- \ -, ,\ \ \ 1 '.r. . \ \ \ \\\\ \ \ \ \\\\ \ \ \ �\ \ \ \ \ \\\ \ \ \o�, \ \ � , \ \ \ \ I \ \\ \ �. \: \ ICV - ;1 I `o \ \ � \� / .. `�' , ,' = z �' �,' \ \ %, ,: �:.a.` :.: .:. s �a. . -.� \ \ \ \ \ \ \ \ \ \ \ \ \I \ \ y \ \ \ \ �.('• \ \ \ \ \ \ ` \ \ \ \ \ \ \ \ \ \ \ . \ \ \ ` I I, \ '\, \ '\`� \ \ \ \ • :�-- �;\~ • ` ` \ w , •/ , ' ♦, ` _ ` ' , I \ \ _ y \ — .... `�'. _ RH=262.66' TREE REMOVAL \ \ \ \ \ \ \ \ \ \ \\\ \ \ \o \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ I \ \ \ \ \ \ \ I '. •- ^ \ -' \ \ \ \ \ /t q' .;�- — - I s� — _ : -- - \ _m✓ I \ , ' • \ \\ \ .'..:: ' IE=255.76' 12"OPVC N \ \ \ \ \ \ \ \ \ \ \ \ Z� \ \ \\\ \ \ ± 1.5'\ROCKERY •, .' - 1 _\ - \ I `�, \ \ - _ ;- ,. J _ 4 , \ -- \ \. ' . ( ) REMOVED CONIFERS= 23 1 \ \ \ \ \ \ \ \ \ \ \ \�\ \ \ \ \ \ \ I \ \ \ \ \ \ 1 _ _ 1 _ _ \ ( I \ \ \ \ } : , , - - - - �C, , ' - - \q O .: :.'.'::'.'.::.': '::' • .... IE-255.86 12 PVC S \ \ \ \ \� \ \ \ 9 \ \ \ \ \ \ \ \ \ \ \ \ \ \- - _ \ \ \ � �•-� I I I \ \ \ \ \ \ ♦� ` , ,�h \ _ , -OSz, -, - , ` \ \ ��\`� � � \ `� I I.. IE -256.46'(6"� PVC NE REMOVED DECIDUOUS= 50 .�,�. \ \ \ ` - _ \� _ `1 w- k ` : L'. : - ( ) TOTAL REMOVED= 73 \ \ \ \ \ \ \ \ \ \ \ \ ,Y' �—= � _ • \ \�• \ I \ -,,I ' 11 "♦ - -•k.\ / 1 •lJ Is±„ ; I,1. — . -m \\\\°s\\ �\ \ \�\ \\ \ \ \ \\ 1 \� \ 1\ 1 \ 1.1,b'1 I'\) 1 1 ��c\ -.\ . \�''° I I I I \\�\� \ \,�" �. I _ ``-9-I a C�`' �\ \ „�k .,..,....• _ -�' `o �� -\ �fi°�� \ \ 1 I I I I V \ I I \ \ ,\ " - "' 0 z' - ' \ \ ; �11�.,. 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IN MAY 201 J - - - - ANY CHANGES TO THE SITE AFTER THIS DATE WILL NOT BE REFLECTED IN THE PLANS. ANY DISCREPANCIES FOUND BETWEEN WHAT IS SHOWN ON THE PLANS AND WHAT IS NOTED IN THE FIELD SHOULD BE BROUGHT IMMEDIATELY TO THE ATTENTION OF THE ENGINEER. APP O'V .YI PLANNING .... — 3- / -- L — / Prior to construction, all trees within the project area that are intended to be retained shall be clearly identified. Any tree identified to be retained shall be protected in accordance With ECDC 18.45.050. if during construction a tree identified for retention becomes compromised, a certified arborist shall determine whether the tree should remain or be removed and documentation provided to the City. Any tree identified for retention that is compromised and ends up being removed must be replaced at a ratio of 1:1. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE.• BY s, E 1NEERING DIVISION MAR 14 2014 CITY OF Call 2 Business Days Before You Dig 811 or 1-800-424-5555 Utilities Underground Location Center I I ; I t I, I 1 MALL. HE IC-H, 7 4 a 12, q_rl 1'`r /if'I`1_,.,a jI t i ; 131 ,.., �;. 1 i �:,; y Il.j... a ti•�:'t7_-' �y'. ._.. \ ' I !•s...: I .---in ,.'� .ii'S J Hr't. • �` rl`,_..,��i,:�' 1 f pI t' J 20 LF, S S i. tip �. ,'.r:.. 3-- �Irr' i .), :iar C)f.', Ii.tsi..r_i 1 12 SD % » ^ L.t F` t �:_.>-�r'- •!i,t-'- - - - - - - - -` - - - -, '� ! i , , ; 7? • z. I > '5 85 LF,. - 12" SD 0 !� LJ' ' ' I `_ - j , (1'� i I \ ,(�� -i- ; � _i .,!�.::; ! 1. All � i CBS#1 CB #2 I i 1} - ;-- -- -------Cg�(ai ,('� i._..a 0� •:�- 1 '--,' '.F 7f 5 i0,7 Vfj I t 4 •1 ti.t 1,.6 4 i J ).�;.Ir,: +Lf�o ( I (,:. I ) i I is , r ! ` r ± II �>>`',;:>,,c t f ;' Pi!• - I w I j it 1 1 , s 'sr ! ; 1 t.> 7 r _i Ey; F..I : I t' ;�"° �'425 L�` 12" SDr' 1 +t kr+ ca i� { ; i t r? II F,. j.•14�?".j ��'y.. '7 I J )f i I� i s ' ! fr ! I ( , .(). ttII i'• ; r._.,,1_- ��� }.. ..7. 4 `0w I , .z�w. � � `i;' t I I 1'• I t ! .. ! .",.i CI:l. i ��j� 1 1 :' I �Cl. 1�,.) rij 1 j ,+� CB #6 1 Ii �....� � i •.I � I � 1 � ! Y� pp,3;U rJ. 10' DRA] A� EAEMEI 1 ; j 1ct:/00 BLUFF 12 7,48 0\ 7 ! C 240 � f ! 1 i EARTHWORK VOLUMES HOUSE I EXISTING GROUND FF=-226.3 CUT - 700 CU YD _ 220 FILL - 100 CU YD FINISHED GRADE SECT"ON 3 SCALE: 1=20' C-1 LEGAL DESCRIPTION The East 380.7.3 feet of Tract 25 and Tract 26, Meadowdale Beach Supplemental Plat, according to the plat thereof recorded in Volume 5 of Plats Page 42, Records of Snohomish County. TOGETHER WITH that portion of Tract 24, Meadowdale Beach, according to the plat thereof recorded in Volume 5 of Plats Page 33, Records of Snohomish County, described as follows: BEGINNING at the Northeast corner of Tract 24; Thence South 03'21' East 164 feet to the TRUE POINT OF DEGIi'' NI'-tiG; Thence North 89'57' 1Nlest parallel to the North Boundary of Tract '24 4.38 feet, more or less, to a Point 120 feet East of the East Lina of the County Road crossing said Tract 24• and 120 feet distant theref oi-ii 100 feet, more or less, to the South Boundary of Tract 24; Thence in an Easterly direction along the South Boundary of said Tract 24 438 feet, more or less, to the Southeast corner of Trc^` 24; Thence in a Northerly direction along the East Boundary Line of Tract 24 a distance of 100 feet, more or less, to the POINT OF BEGINNING. DATUM ELEVATION - CITY OF EDMONDS - INVERT ELEVATION OF SANITARY SEY,,".a MANHOLE CALL 48 H0UINTERSECTION OF 158TH ST . S.W. AND 75TH PL . W. U = BEFORE Y���! p�� EAST I . E . = 91.64 �� REF. SHEET 20 OF 30, FILE 01-82-069 M L . I . D . 2.10 - APR I L 1983. aCD -� " cn jti NO. DAT } j BY ��' ID . APPR . REV IS1OPT J / . 2 "' S89'57'00"E r'f I/ p 233,64 N. LINE TRACT 25 I'r xx- "_. 360.78' CONNECT EXISTING ROOF & DECK DRAINS TO STORM DRAINAGE SYSTEM 1 ?� .. CAP PIPE ENDS (TYP.) i_.. 1# ,� �' � ,, '•-" /•� TRENCH DRAIN � J t l 1 ✓ -' -� DRAIN To D!VF-R-r 5T0RM 2;1.19 �._ ." ^sa.ia RU140 F ?'o cATcH BA5tn1 N'` IA, \aka 6' 1 DING VORK �r CV?��ai�� ;",'VNER APPROVP AS NOTEDLj C), d tl�, s �I > _ s (7 o / 148 TH SW SITE 0 � _ w Z Q11 �'Fgoo�D q 168TH ST EDMONDS BROWNS BAY ao� Q VICINITY MAP NTS DRAWN BY DATE SCALE : LYNW( A1'D M • S� °E WASxj�c�-� DKR 8 8 97 `" '• DESIGNED BY lz � HOR I Z . 1"=20' �� � � Colisul Ling Engineers LWR 8 8 97 �, CHECKED BY VERT . 1201 Third AventlE:, Suite 900 zoaiv �sS10NAL �G� LWR 8 g g7 JOB NO. Seattle, Washington 98101 APPROVED BY 7 DMS. g�g�97 97354.0 (206) 622-5822 Fax (206) 622-8130 S88.55'09"E 360.73' i7 ( IN FEET ) 1 inch = 20 ft. ANDSLUD'LEABATEMENT GENERAL NOTES 1. ALL WORK AND MATERIALS NOT OTHERWISE SPECIFIED SHALL BE PER THE STANDARDS AND SPECIFICATIONS OF THE CITY OF EDMONDS, SNOHOMISH COUNTY AND THE STATE OF, WASHINGTON (WSDOT). 2. CONSTRUCTION OPERATIONS SHALL BE CONDUCTED BETWEEN THE HOURS OF 7:00 Md AND 7:00 PM EXCEPT SUNDAYS AND HOLIDAYS. 3. LANDSLIDE DEBRIS AND EXCESS CONSTRUCTION MATERIALS SHALL BE REMOVED AND TRANSPORTED TO A LEGAL DISPOSAL SITE BY THE CONTRACTOR. 4. THE GEOTECIIPJICAL ENGINEER SHALL OBSERVE AND DIRECT THE CONSTRUCTION OF THE TRENCH DRAIN SYSTEM, THE TRENCH BLOCK, THE INSTALLATION OF THE BUTT -WELDED PIPE ON STEEP SLOPES AND THE GRADING OPERATIONS. 5. THE CONTRACTOR SHALL TAKE GREAT CARE WHEN CONDUCTING THE GRADING OPERATIONS. ALL WASHINGTON. STATE LAWS FOR WORKER SAFETY SHALL BE OBSERVED. TRENCHES OVER 4 FEET DEEP SHALL BE SHORED OR 'CUT BACK'. STORM Di'\AINAGE NOTES 1. CONNECTION TO THE EXISTING CITY OF EDMONDS DRAINAGE SYSTEM WILL BE AT THE DIRECTION OF THE CITY OF EDMONDS AND MUST BE OBSERVED AND APPROVED BY THE CITY OF EDMONDS. , 2. CATCH BASINS SHALL BE TYPE 1 (WSDOT STANDARD PLAN B-1), WITH SOLID BOLT LOCKING LIDS (WSDOT STANDARD PLAN B-2). 3. PIPE SHALL BE SMOOTH WALL HDPE. BEDDING SHALL BE AT THE RECOMMENDATION OF THE MANUFACTURER. (NOTE: ADEQUATE BEDDING AND BACKFILL COMPACTION MUST BE PERFORMED. ) 4. PIPE BETWEEN CB6 AND CB7 SHALL BE BUTT WELDED DRISCO PIPE. LAY PIPE ON THE SURFACE OF THE EXISTING GROUND. 'SNAKE' PIPE SLIGHTLY TO AVOID TREES. SECURELY GROUT EACH END OF THE BUTT WELDED PIPE TO THE CATCH BASINS TO PROVIDE ANCHORAGE. ALLOW FOR PIPE EXPANSION/CONTRACTION BY PROVIDING AT LEAST Z4 INCHES OF SLACK IN "SNAKE" AT 65' F INSTALLATION TEMPERATURE. 5. PERFORATED PIPE SHALL BE HDPE STANDARD HEAVY DUTY SLOTTED DRAIN PIPE. ORIENT PIPE SO SLOTS ARE DOWN. CAP EACH END OF THE PIPE. 6. GRAVEL BACKFILL FOR DRAINS SHALL CONFORM TO WSDOT REQUIREMENTS FOR COAI;SE AGGREGATE, GRADING 1,10. 5 (SECTION 9-03.1(3)C) WITH THE ADDITIONAL REQUIREMENT THAT THE PERCENT BY WEIGHT PASSING THE 200 SIEVE SHALL NOT BE GREATER THAN 2%. 7. FILTER FABRIC SHALL BE MIRAFI 140NS OR AN APPROVED EQUAL. 8. GEOMLMGRANE SHALL ICE 20 MIL PLASTIC SHEETING. 9. TRENCH BLOCK SHALL BE CAST -IN -PLACE WITH LEAN CONCRETE. THE CONTRACTOR SHALL TAKE CARE TO CONSTRUCT THE TRENCH BLOCK AS DIRECTED BY THE CIVIL PLANS A.ND DETAILS AND THE GEOTECHNICAL ENGINEER. EROSION Cui•,,11TROL NOTES 1. THE CONTRACTOR SHALL MINIMIZE .VEGETATION REMOVED DURING THE CONSTRUCTION PROCESS. 2. STEEP SLOPE VEGETATION MUST BE FIRMLY ESTABLISHED BY OCTOBER 1. IF VEGETATION IS NOT POSSIBLE, COVER EXPOSED SOILS WITH JUTE MATTING OR 6 MIL PLASTIC SHEETING. ANICHOR PLASTIC SHEETING SECURELY WITH 25# SANDBAGS. 3. ALL DISTURBED SURFACES SHALL BE HYDROSEEDED OR PLANTED AT THE DIRECTION OF THE RESPECTIVE HOME OWNERS. (CONTACT THE HOME OWNERS PRIOR TO PURCHASE AND INSTALLATION OF THE PLANT MATERIAL.) HYDROSEED SHALL BE PER THE FOLLOWING: MULCH (BONDED FIBER 1�1 ATRIX): APPLIED AT A RATE OF 3,000 LBS. PER ACRE. MATERIAL TO BE WEYER H AEU SEWS "SOIL GUARD", CANFOR'S "ECOAEGIS" OR WOOD RECYCLING'S "SUPERMULCH". FERTILIZER: FORMATION 10-20-10 1,1ATH 50% OF THE NITROGEN DERIVED FROM SLOW RELEASE UREA FORMALDEHYDE. APPLIED AT A RATE OF 500 LBS. PER ACRE. SEED: APPLIED AT A RAT OF 125 LBS. PER ACRE. SEED MIX TO BE WSDOT EROSION COI;TROL AS FOLLOWS: KIND & VARIETY OF % BY % PURE MINIMUM % SEED IN MIXTURE WEIGHT SEED GERMINATION COLONIAL BENTGRASS 10 9.80 (MIN) 85 RED FESCUE 40 39.20 (MIN) 90 PERENNIAL RYE 40 39.20 (MIN) 90 WHITE DUTCH CLOVER 10 9.80 (MIN) 90 G U 1101I N G WEED SEED INERT AND OTHER CROP 0.50 (MAX) 1 r)n (m,&Y) MAY 1 2. 1998 /wu3 TOTAL 100.00 SHEET C _ 1 MAY I SECTION 5, To 27 N, BASIS OF POSITION wom• FND. BOAT SPIKE W/ WASHER LS 4561 1. 1/27/97 FND. MON./CASE INT. 70TH AVE. W. & 156TH ST. S.W. 1/27/97 BASIS OF BEARING - • e e • e r e • e e • e o • e e • • e • e e • e • e �;• e •• o e • e e • e e • e e • _ ® FND. CHENOWETH & ASSOC. REBAR/CAP T - N N89'57'00"W --. 50�8(P) RECORD . (S.0.03& E.0.01) OF SURVEY FOND 1 660 —' --NO Ff58TH I Si// T. S.W. 1 /27/97 I I I • 20 20 I ;J �� I 00 Uj W w SITE TRACT 2400 I • m I • I I I � uDi o o' N89'57'00"W VICINITY MAP I • 438.00' I; t0 D w ' cow N `. Q O O IM� WI s o o I Z FND. G-4 MON. CASE i 0.- Z -- �Go�. G �P �' �'��`' W I i>" U, X 5.86' N. OF TRACTS 25/& 24 / C Go6�Q'� 1/27/97 • e e• e e • e e N89'57'00"W r'7 • e • e •• ,r Q`� • e e• e e 1 • e e • e e . 77.22' i i` 360.78' G P R ,-. � Iz 119.79' 182.35' J m L.t_I I sF Iv z W � I m [L 0 1 io .- cNo ip r- `° 1 FND. MON./CASE SCALE: 1"=60' �( I � �°' �JUPF'. TR co o 2cJ ! Z ,.� a I RECORD OF SURVEY I M .-... N '- 10 BK. 21,. PG. 181 � � I 1 1� LOT C 1 /27/97 _..I L6 .00 GRAPHIC SCALE `04° ° I n � I RECORD OF SURVEY X o 0 1 N89'57'00"W 1 `J 1 BK.. 21, PG. 181 . e 760 e e•. e ..-_. e N . _ -LEGAL "1g 0 r_F LO 0 M • j LOT B The East 380.73 feet of Tract 25 and Tract 26, Meadowdale Beach r- �� .. I� ,- Supplemental Plat, according to the plat thereof recorded in I Z - SUPP TR 26 a ( Q I� Volume 5 of Plats Page 42, Records of Snohomish County. 0 0 o O N ' m ^ �0 00 �t I TO nN �Ci N N "1 ac Q C) V— r\ M e .._ Re I 1 BE W N88'55'09"W 360.73' ,1 1 Th LlTh N 0.06' SOUTH & 43 N 1 0.43' WEST OF CALC. I 1^ Co Z I FND. GROUP 4 REBAR/CAP LS 9435 •Q 10 Th SUPP. TR 27 NO' RECORD OF SURVEY FOUND 2/4/97 I w Th 20 i I I -o I • I 00 24 r. FND. G-4 MON./CASE 1 0.10' SOUTH & I I SET FOR INTERSECTION �"" 0.42' WEST OF CALC. *20 20 "®'-" OF75THPL. W. &158TH AVE. W. 1/27/97 — •---•---•--•--•--•-.-.-e. — N88'55'09"W (CALC.) 6Q9.87' (CALC.) • e e e — e e — I 1 1 .- _ e e • e e N89'57'00"W • �• e • e e w (P) _ _ 581.6' (P) LEGEND- e e • e e ♦ 's e.- ► e e • e e • �1� �• �� e * e �' 15TH STREET. S.W. SET•--•---•--.�, 1/2" REBAR W/ CAP No, 10219 x SET TACK IN FLASHER No. 10219 (M) MEASURED (P) PLAT (P/R) PROPORTIONED MEASUREMENT O FOUND MONUMENT O FOUND PROPERTY CORNER 4 This map correctly represents a survey made by me or { under my direction in conformance with the requirementsTHE F A C 0 M P A IN'y L of the Survey Recording Act at the request of * M . l BETTY RUSNAK JAN. 97 716 MONROE AVENUE N.E. T .. In .............. 19 ,•, RENTON, WA. 98056 ... K�� (206) 255--2528All r THEODORE L. SCHNEIDER Certificate No. 10219 RECORD OF SURVEY, GETHER WITH that portion of Tract 24, Meadowdale Beach, cording to the plat thereof recorded in Volume 5 of Plats Page 38, cords of Snohomish County, described as follows: GINNING at the Northeast corner of Tract 24; ence South 03'21' East 164 feet to the TRUE POINT OF BEGINNING; ence North 89'57' West parallel to the North Boundary of Tract 24 8 feet, more or less, to a Point 120 feet East of the East line of the unty Road crossing said Tract 24 and 120 feet distant therefrom 0 feet, more or less, to the South Boundary of. Tract 24; ence in an Easterly direction along the South Boundary of said act 24 438 feet, more or less, to the Southest corner of Tract 24; ence in a Northerly direction along the East Boundary Line of Tract a distance of 100 feet, more or less, to - the POINT OF BEGINNING. E cat BETTY RUSNAK 15620 72ND AVENUE WEST EDMONDS, WASHINGTON SURVEY PROCEDURES AND EQUIPMENT FIELD TRAVERSE BETWEEN FOUND MONUMENTS USING A PENTAX PTS—V5 THEODOLITE WITH EDM. NOTE: THIS SURVEY MEETS OR EXCEEDS THE REQUIREMENTS OF W.A.C. 332-130-090 AUDMIrS L, vA i................................ Filed for record this ...... day of ............ 19.... at ..........M., in Book ........ of SURVEYS at Page ....... at the request of THEODORE L. SCHNEIDER ....................................................................................... Mgr. Supt. of Records NW m, SW 4 SECT. .: TWP. 27... N., R. 4.1. W,.-M. ... ILL. COUNTY, WASHINGTON DWN. BY DATE JOB NO. RUSNAK JLV FEB. 1997 CHKD. BY SCALE SHEET TLS 1 "=60' 1 of i Will RIM=115.33' IE=111.03'(6"0)CMP E IE=109..03'(1270)CMP S FOUND RR SPIKE W/ "X" (MAY 2013) -\ RIM=96.46' IE=89.76'(12"O)CMP N IE=91.96'(6"0)DI E IE=89.46'(12 O)CMP S FOUND �4 x4" MON IN 4BRASS DISK W/ PUNCH" DOWN ax (MAY 2013E NO3'1729"E 14.88'---, Q FOUND MIL W1 'X' & WASHER SET /N \ POTHOLE (MAY 2013) I i SFR - 156TH STREET SW 6' WOOD FENCE 84SIS OF BEAR/NG COR IS 0.2' S - N8842'22"W 659.98' / OF PROP LINE S - 1 WOOD u> \ CALCULATED POSITION OF MONUMENT STAIRS NOT WM (MAY 20D THIS SURVEY EX SSMH 0.7' S� 1.7. W� EIM2718.0748"N p. 1 0.5' WIDE CONCRETE 1.2' S / IE=270.58' 8"W PpROE p p2404 I \ RETAINING WAS FOUND 5 8" REB4R W NO EX CB IE=270.51' 8"S 00513,00 1 CAP, DON 0.2, 0.28 S & RIM=278.22' IE=274.84' 8 E(PLUGGED) (MAY 2 OF CALC'D PROP COR IE=274.47'(12"0)PVC N,S ... W NO. N RCEL 03 1 �, PARCEL 0 O o, N DETAIOT TO SCALE ;' 005,33oo0p2 3 0 Ti4' 24 00513100 �L NO 08 , . o u- PAR'0002 .. w I 005131000 0513 EX CB �... -_---___ -- t� CORNER OF 5' CHAIN LINK FENCE I RIN=284.16' '0 1 Z NO• 18' GAP IS ON PROPERTY LINE AND 100.7' I E=272.46'(12"0)PVC N,S O IN DEEDS RGEL 40, EAST OF NORTHWEST CALCULATED - 1 / I PA000 1 PROPERTY CORNER _ 4' GAP IN FENCE / CORNER OF 5' CHAIN LINK FENCE I 1 I I 1 3 I _ - y4J8. UE TO TREE IS 0.35' SOUTH OF PROPERTY LINE ,-pECfI - '� � ' ' I I I / AND 160.9' WEST OF NORTHEAST I 0051III1 5 CHAIN N88'4222'WOfj' 1` I CALCULATED PROPERTY CORNER I I~ I I SFR 1 0 'n 5'CLF� LINK FENCE- / 1 . i + 0 III rl l - LI - - _ III '.WV . AROE� . ZZ p2: IIII I I I I ` '- - - -�`- - P 00 FOUND 3" BRASS DISK -3' BARB WIRE FENCE / 3' BARB WIRE FENCE/ , 0p - - - - I I i I II III II I I' I I IIIIII 3o'M L :- - - -- I / � 5133 W 'X, DOWN a6' Illlilllld III III IIIIIIIIII .-2� I ! (//// / i 11 // / �l / 1 \ Il 1,// I j l l \ ,� oo (MAY2013) FOUND 5/8" REBAR & t �I I I I I i7 I I I \ "1 i eI II - - ` l I I I \I SEE DETAIL ABOVE ! / o Q CAP G4 INC 30450" 17�IIj',IIII (111 III IIIIIj-- - \ \ ( 1 / / �. EX SSCO (ROS AFN 200608035307) ` 1 Illll IIII 11 I IIIIII 1 I I I I ((\\ �' DBL-22 \ / I I \ I \ ( / i. 1 \\\ \ . \ (MAY 2013) W 1111111I1111 IIII II111111111I 20l� _- \\ �\ \\Ig \ I:: IIII / �'/�\ \. 1 \*' Ex SSMH p. 11111 IIII / / 1 l R pEL N 4 pZ 01111111111 11111111 11111111111�\ 2rM - r \ I I . I \\ \ \ N 1 1 \ ; RIM= 9.33' ' ~ TELEPHONE pA O02 0 111 1 1 II I1111 \ \ \ I. { 1' I \\ \ / `� . �' I, IE-269.33' 8"N \ RISER IE=268.83' 8" S \ 0515,00 a i111111�111 111 �\ �\ \ I 1 PAF'G'FL /1/O. I \\\\\ �-� I I . I j Ex c6 \ --- ---- 0 1 I1111 1111 \\ \ I 00513100002406 1\ \ - - - - 1 11 111111111 111\111 111� 1rF \ f . I I I I I \ \\ \.r , ...L,... II� I EX. CB - - - EX CB r - 111111111111111 1 1111 IIII\ \ oal=ao•M� I r 1 �.. \ I 1 DISTRIBUTIO/J EASEMENT 1 `' RIM=278.7:1' -1280 wry RIM=281.15' / 23"F \ o'' 1 I I 1 1 1 IE=269.56'(12"O)PVC N,S RIM=99.31' I 1 11111 I1111111 \11 11 11111\ \\\\ (1oTnL) \ `F \ \ \ I I I ( I WOOD RETAINING I (AF NO. 7711280261) :: \ \. IE=27s:o5'(4 0)PVC E E-9781' 4"0 PVC N I 1 1I 11 111111 1\\\\ ` \ \ I I I I I I WALL 1 \ �. EX CB \ _ VICIN17 YMAP NOT TO SCALE SURVEY INFORMATION VERTICAL DATUM NORTH AMERICAN VERTICAL DATUM-1988 HORIZONTAL DATUM. NAD 8JI91 WASHINGTON STATE COORDINATES -NORTH ZONE BENCHMARK g!'�"M�K PROJECT BENCHMARK.• FOUND 4"X4" ' MON IN CASE W/ 1-3/4" BRASS DISK W/ PUNCH, DOWN 0.3; AT THE INTERSECTION OF LUNDS GULCH ROAD AND 158TH STREET SW ELEVATION = 100.85 FEET BASIS OF BEARING THE MONUMENTED CENTERLINE OF 156TH ST SW. BEARING= N 88'4222" W REFERENCES - ) \ 11111 \lIl \\ \\ \\ \ � \ I \ \ � ^ I \ . 1 IE=276.25 (24 O)PVC S IE=97.06'(6"O)PVC E 1 11 111\ \\\ \ \ I \ ` EX FRENCH I 1 \\ \ RIM=273.07' 111 IIII 11I \\\\ \\ ,D'F cD�) \ \ I I I \ \ \ \ J \ \ \ \IE=270.32'(8"�)Pvc S SNOHOMISH COUNTY RECORD OF SURVEY RECORDED UNDER AF NO. IE=96.91'(6"0)PVC S 1 1\ `\\\\\\\\\ \\\\\• 210 t7F \ �- DRAIN I \ \ \ \ l 9704075002. -i-1 III \\\\\� N88'42'29"W \� \\ \ \ \ \ 25 MA, 1 I 1 }� \c- ------ \17722't\\\1 \\ \ 1\ \\\ -1 T \ '� \ \ -C -1 -I- '. }- - l.--� \ \ \ \_LI 1\ \\ \ ,1 \ \ �',\\� \ 1 \ 1 . \ .. ; \ ` iDBL-24 M 2.5' DIA. , 'c \ - �-�- Ex CB SNOHOMISH COUNTY RECORD OF SURVEY RECORDED UNDER AF NO. FOUND 1/2" REBAR AND CAP " te^Mn� ( 1 z \ \ I "PLS 10219 ; UP 0.5; . 0.42' S FOUNl1 1/2� REr�AR AND CAP- t \\�,\ }:\ \ I \ \ STEEL LID �'I �ISTIRIBUTION BASEMENT 1 \ \ \ ICV RIM=270.63' 200608035307. 'PLS W 19 UP 0.5 0.69 S , GARAG'f \ \ \ I IE=264.38' 12"0 PVC N & 0.17' W OF CALC'D PROP \ \\\\\ \\ I, I \ t�F 3a°F I f :`a; :..(AF N0. 7711280261) \ \ \ \ \• . ,\.. / I & 0.23' W OF CALC'D PROP _ 'r... IE=263.63'(12"O)PVC S COR (MAY 2013) \\\\\\ \\\' \ I 1 / / J r r. \ / 1 \ \ ;' ? IE=267.53'(8'0)PVC NW / COR (SVGHLY LOOSE) \ \ 1 S \ TOTEM POLE D: °: GRAVEL .'-. :�'.- / ® :I / 1 \ LEGAL DESCRIPTION (MAY 2013) \\ \\\\\\\\ \ 34 F \ 9'F SUN R00 / I V . 1 .:.1.: • / EX CB Alt\\\\ \\\\\\\ \i7F ) 2ND FLOOR 1 j l " I / 1� �. t p / RIM=93.16' \ \\ \\\ \\\\\ \\ \\\\\\\ \\\ I I I I 1 / / / / - ' // / - / i FLOWLINE OF rEL T1 31- I IE=86.16'(12'0)CMP E E� NO. 03 \\\\\\\\\\\\ \\\\\\\\ \\ \ \ �l. ( ` II ( / I R 22l PARCEL NO, 005=1.3f001102406 / / THICKENED EDGE /.. 00 o IE=85.56'(12"O CMP w PpRO 0 pp25 \\\\ \1\\\\\\\\\11\\ \\\ \\ \\\\\\\\\ \\\\ \ \\�� ( �\FR \ PoNo I (I l / / ` :/ / . / / ""'' o .. P 530 0 IE=Bs.ts'(t2"��PVC s 051330 \\1\ \\\\\\\\\\\\\\ \\\ \\\\\\\\\ \\\\\\ \\ \\ I \ 1 \ \ { //� I(I / / 1// / Y _ ~\ \ \ (���� 1 : 005 MEADOWDALE BEACH, BLOCK 000, D-06-THE EAST 438 FEET OF THE SOUTH 0 EX CB 100 FEET OF TRACT 24, SITUATE IN EDMONDS, SNOHOMISH COUNTY, EX CB \ \\ \ \\\\\\\ \\\\ \ \ \ \ r (Ill I 1 \ / \-- , N..'.".. I RIM=92.57' \\\\\\\\\\\\\\\\\ \\\\\ �\ \\\\\\\ \\\ \ \ I I ( ( , \ RIM=262.66' h � WASHINGTON. IE=87.57' 12"O CMP N \\\\\ \ \\\\ \\ , \ , , ,1 \ \ <` \ I I I \\ \ \ / r \ IE-255.76'(12'O. PVC N o... - - - - - - - SCALE: 1. = 40 ( \\\ \\\\\\\ \ \ \ \ICV I \ \ \ \ \ \ \... �' \� .IE=255.86'(12" OPVC S EX CB IE=86.82' 12'O CMP W \ \\\ \\ \\\\\ SUPP T/Q 25 \ \ '• t 1.5' ROCKERY \ \ \\ \ r IE=256.46'(6"0)PVC NE \ RIM=266.32' PARCEL NO, 0051JJ00002501 I� IE=88.57'N 0 PVC SE �Cr� \\\\\\\\\\\ \\ \\\ \\\\� \\� \ (� t t \� \ ' 1 I \ i _ \ '` I I I \\\\ \�� \������1 �� •-- IE=264.22'40)PVC E , , , BE \\\ \\\\\\\ \ \ \ I \� `?S `-EX SSMH \\ \ IE=263.02' 2d 0)PVC S 40 0 40 80 - 0� \ - \ MEADOWDALE BEACH SUPPLEMENTAL PLAT, BLOCK 000, D-01, THE EAST I ------ OW�A L P� I111)I\llllll/1111111/lll/l/ / =. .:1.•, \ I 1 I 1 \ \'TOTAILSME .RIM 260.10' I AD TA \11 1) >) 1I I z \ _ CIE=250.03' 8"N \ \ CONTOUR INTERVAL-2' 380.73 FEET OF TRACTS 25 & 26, SITUATE IN EDMONDS, SNOHOMISH N >40 446 S.F. - ME ME �2) 1 I (l ((I f f I (f l l (/ / / / / / /(/ / /(1 \ :: _ • \ 1 .I \ \ \ \ \ = _ IE=249.94' 8" s 1 GEC N ZZq COUNTY, WASHINGTON. PEE PG II 11 I I I I I! 1 IIIIII ! 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Tf� -27 PpRO 000Z�0 : : I PpR� 000ZZ1 00513 00513: omega SECTION QTR CORNER FOUND ® SEWER MANHOLE SECTION QTR CORNER; CALLED TEL TELCO RISER ' MAILBOX MP UTILITY POLE • ( EN. . . 0 POST EB WM WATER METER - - x (US WATER VALVE ---_ _ - N8T40'3,1"W 609.8Tx„ xx TREE CONIFERUS - - -_ Fpvl POWER VAULT - �58THSTREETSW--=--------- D • . - � TREE ECI • � x' xxx " • o CATCH BASIN FOUND 4 x4 MON IN CB CASE W/ 1-3/4" BRASS DISK W/ PUNCH DOWN 0.3' (MAY 2013� SIGN ICV IRRIGA11ON CONTROL VALVE ® HOSE BIB E M 0 N (o N 2 0 CL Cm 3 J a I a - I U N 04 ` i U 1-1 NM O 0 v a) x 0) P O 0 _ N N 1 0 N y V 0 I 0 J N U 2 i N U) I U a i 6 C '3 2 0 NW 1/4, SW �/4, SEC 5, TWN 27 N, RGE 4 E, W M., CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON I ...... . r.".".: ":.: . - - -244- � � - J E CB r // ::----. , .... / / / i i / / I I I I f r RI 28 1� I .,I I _ _ _ - - -242- � - oqz) I I I ( I I 272�6'(121'O)PV� N,S I III �i i I / mot- D 11; C h h h cb o N d- co I I I I i I I ( I I I I I _ O-�' __ i' __' \ I `V `� � R / h r) � co co co 1(�� J 1 N 1 "."." 1 I I I I I - - - i i ` "/ N N N N Q7 �.......... 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I{r\\III\IIII{\\\\\\\\\\\\���\\\\\�\\\��\\\\\\\\\\ \\ \\\ \\ � -- / / / { \ \ I I I 11 j 1 ( I! . -- `"� -- 11 I I I I \\\\\\\\\\\\\\\\\\\\\\ \\\\\\\\\\\ \\ \\\\\\ /_- _ / I 1 1 \ \ 1 \ \ II \ d 6 I \ =-\'� \ \ \ \ \ \ \ \ \ \ \\ \ \ \ \ \\\ \\ \\\ \\\\ \\ \ \\\ \ \ \ I -- - - . - I I 1 1 \ \ \ \ \ 1 \ I r+l I i -Co UvtL C0[ �UG`Ctanl I \ I I I l \ \ \\\\ \ \ \ \ \ \ \ \ \ \ \rt ®\ \ \ \ \ \ \\\\\\\\\ I \ \ \ 1 \ .-I IPLWNS r-OIZigNfllw N6>I 111\ \ l 1\ \\\\ \\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \�` , \ I I 1 1 1 \ \ \ \ \ I I I �U•�IZVV.r sff \\\\\\\\\\\\\\\ \ \\\\\\\\\\\\\\\ d7 l I 1 1 1 I III \\\\\ \\\\ \ \\\\\\ \\ \\\ \ \\\ \\\ \\ \\ \\\\\\J I - \ 1 \ \ \ \ ) 1 I II)1 UN �U.WUNbi�2..\\\ \\\ \\\\\ \\\\ 1 I*tn \\\\\\\\\\\\\\\ _ / I ► ` n*?rgf- i4sou.W, \ \ ------ -- J/ � 1, I 1, � 1, \ \ \ \ 1,II I. a 0v 'C}I15 P rr --------------- / TOPOGRAPHIC DISCLAIMER THE TOPOGRAPHIC SURVEY WAS PERFORMED BY LDC, INC. IN MAY 201.3. ANY CHANGES TO THE SITE AFTER THIS DATE WILL NOT BE REFLECTED IN THE PLANS ANY DISCREPANCIES FOUND BETWEEN WHAT IS SHOWN ON THE PLANS AND WHAT IS NOTED IN THE FIELD SHOULD BE BROUGHT IMMEDIATELY TO THE ATTENTION OF THE ENGINEER. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE.• 00 �]V� BY CITY ENGINEERING 0VISION SCALE: 1" = 20' 20' 0 20' 40' LEGEND AND ABBREVIATIONS EXISTING SYMBOLS SYMBOL DESCRIPTION MONUMENT IN CASE O SANITARY SEWER MANHOLE -o- UTILITY POLE ® WATER METER S.Q FIRE HYDRANT N WATER VALVE O MAILBOX PROPOSED STORM SYMBOLS SYMBOL DESCRIPTION E SD CAP 0 TYPE 1 CATCH BASIN, GRATED LID ❑B TYPE 1 CATCH BASIN, SOLID LID TYPE 2 CATCH BASIN, SOLID LID STORM PIPE PROPOSED SEWER SYMBOLS SYMBOL DESCRIPTION E SEWER CAP SEWER MANHOLE SEWER MAIN SSFM SEWER FORCE MAIN PROPOSED WATER SYMBOLS SYMBOL DESCRIP11ON ® WATER METER W WATER SERVICE LINE PROPOSED POWER SYMBOLS SYMBOL DESCRIPTION P POWER LINE pP UVED FSY LANNIN,C � 3.31-1-��� ©JNt G \ © vt. t 4 d sr ry ,i rG sor tr \ 4L ? roq,-e� "Nothing in this permit approval process shall I interpreted as allowing or permitting the maintenance of an nonconforming or any perpn�ittt build n�' or site condition which' ermit is Outsidethescope of th application, regardless of whether such uilding, structure or condition is shown on the site plan or drawing. Such building, structure condition maybe the subject Of a separate or enforcement action. RESUB MAR 14 2014 BUILDING DEPARTMENT CITY OF EDMONDS )t- 0� W -CD 59- (WOPW VA LLA Call 2 Business Days Before You Dig 811 or 1-800-424-5555 Utilities Underground Location Center 1?_tIDQo/�-0q/q SECTION 5, T. 27 N, R. 4 E., BASIS OF POSITION FND. BOAT SPIKE W/ WASHER LS 4561 1 /27/97 171 o, x SET TACK IN FLASHER No. 10219 (M). MEASURED (P) PLAT (P/R) PROPORTIONED MEASUREMENT Q FOUND MONUMENT O FOUND PROPERTY CORNER AM This map correctly represents a survey made by me or under my direction in conformance with the requirements of the Survey Recording Act at the request of ..BETTY,RUSNAK............... In JA:...... , 197. THEODORE L. SCHNEIDER Certificate No. 10219 THE FAR 'COM"APA!"N' 716 MONROE AVENUE N.E. RENTON, WA. 98056 (206) 255-2528 FND. MON./CASE INT. 70TH AVE. W. & 156TH ST. S.W. 1/27/97 BASIS OF BEARING - N89'57'00"W - oN 660.50_'�8(P� _ Ff58TH. ST. S.W. 5 20 20 o I N SITE-/ 00 �- n I in cDn o VICINITY MAP 1 •`°W �- :::-r- N U �J 1 I.IJ cr -°-I 1 I� Z C 0 O 0 rn P i FND. MON./CASE 0 a SCALE: 1"-60' RECORD OF SURVEY I rn Z `' 1- BK. 21, PG. 181 l0 I � LOT C 1 /27/97 ._.� • ao GRAPHIC SCALE RECORD OF SURVEY 1 .�...�.. BK. 21, PG. 181 -- - - - - 1 ECALDESQRIP ! IOC • LOT B The East 380.73 feet of Tract 25 and Tract 26, Meadowdale Beach RECORD OF SURVEY, FOR. IKE & BETTY RUSiNNAK 15620 72ND AVENUE WEST EDMONDS, WASHINGTON AVDTiOROS ................................ Filed for record this ..... day of ............ 19.... at ..........M., in Book ........ of SURVEYS at Page ....... at the request of ..THEODORE L. SCHNEIDER ............................................................................................. .............�gr:.................... ............................................... Supt. of Records NW4 4 SECT. �5-.. ; -�TWP. 27.: N., R. A.S. W M. .... I.. COUNTY, WASHINGTON DWN. BY DATE JOB NO. RUSNAK JLV FEB. 1997 CHKD. BY SCALE SHEET TLS 1 "=60' of 1 ON SECTION IO5s T., 27 •9 ,, •� • FNDA80ATFSPI EITIW1 WASHER LS 4561 _ 1/27/97 FND. CHENOWETH & ASSOC. REBAR/CAP (S.0.03'& E.0.01') ' • NO RECORD OF SURVEY FOND 1 /27/97 I I •2 . olo I ON I I ��o TRACT 24 I N 89 57 00 W 438.00' I 1 w O O O O oo O FND. G-4 MON./CASE 0 z o- `q �' Doti 5.86' N. OF TRACTS 25 & 24 � N89'57'00"W 1/27/97 - 77.22' i 1� 360.78' R - j C' P 182.35' 119.79 LIJ I SF I _ ,� RES ^ w z I �� Via. o Uv I "� � �.J I SUPP• 1 R Lei z N I ^^ __.I «i 1 CL iV I, ! h (O (0 Q- I o o mot- � I w ----__-►_..,...___..��..-_. I N89'57'00"W -360.78' v cli o co o.. ,-. I I • Z °=� SUPP. TR 26 � - Q r70 aN J I �O NOn1 N Q U1-1 •- •- N `- to w k - N88'55'09"W 360.73' nllow- N I 0.06' SOUTH & 'cw 0.43' WEST OF CALC. z FND. GROUP 4 REBAR/CAP LS 9435 SUPP. �%� NO RECORD OF SURVEY FOUND I 2/4/97 I 201 I I I FND. G-4 MON./CASE I 0.10' SOUTH & SET FOR INTERSECTION L 0.'42' WEST OF CALC. 20 _m.__.__.__.__.__.__.--•-----•--.- OF 75TH PL. W. & 158TH1���/9 _ _ N88'55'09"W (CALC.) — 609.87' (CALC.) to LO .- _ _ • _ N89'57'00"W (P) • • _ w. _ _ • _ . _.- _ _ _ 581.6' (P) Ln r• _ w- T� STREET S W� SET 1 /2" REBAR W/ CAP No 10219 • x SET TACK IN FLASHER No. 10219 (M) MEASURED (P) PLAT (P/R) PROPORTIONED MEASUREMENT 0 FOUND MONUMENT O FOUND PROPERTY CORNER This map correctly represents a survey made by me or under my direction in conformance with the requirements THE COMPANY of the Survey Recording Act at the request of BETTY RUSNAK ... In JAN;...... � 19 97 716 MONROE AVENUE N.E. ...... ...... RENTONI 80 ... (206) 255-2528 THEODORE L. SCHNEIDER Certificate No. 10219 0 I FND. MON./CASE INT. 70TH AVE. W. & 156TH ST. S.W. 1/27/97 BASIS OF BEARING - N89'57'00"W - N 660.20 98(P� 9-5-8T*-H ST. S.W. 5 20l I �; � SITE-/ 90 , L.._ rnI �n W i VICINITY MAP li. v_ •`°Lj I „D (A I z 0 I LLJ �, � 1 ^ 3 I Q . > I I ci z M I� z U� o M " CO i FND. MON./CASE RECORD OF SURVEY I M SCALE: 1"=60' I BK. 21, PG. 181 c- / 1 27 97 U) co LOT / I --� � GRAPHIC SCALE RECORD OF SURVEY BK. 21, PG. 181 LOT B The East 380.73 feet of Tract 25 and Tract 26, Meadowdale Beach I Supplemental Plat, according to the plat thereof recorded in I C� Volume 5 of Plats Page 42, Records of Snohomish County. LO .00 TOGETHER WITH that portion of Tract 24, Meadowdale Beach, according to the plat thereof recorded in Volume 5 of Plats Page 38, Records of Snohomish County, described as follows: i BEGINNING at the Northeast corner of Tract 24; Thence South 03'21' East 164 feet to the TRUE POINT OF BEGINNING; Thence North 89'57' West parallel to the North Boundary of Tract 24 438 feet, more or less, to a Point 120 feet East of the East line of the County Road crossing said Tract 24 and 120 feet distant therefrom 'Q 100 feet, more or less, to the South Boundary of. Tract 24; I� Thence in an Easterly direction along the South Boundary of said Tract 24 438 feet, more or Less, to the Southest corner of Tract 24; Thence in a Northerly direction along the East Boundary Line of Tract I00 r- 24 a distance of 100 feet, more or less, to- the POINT OF BEGINNING. 20• SURVEY PROCEDURES AND EQUIPMENT FIELD TRAVERSE BETWEEN FOUND MONUMENTS USING A PENTAX PTS—V5 THEODOLITE WITH EDM. NOTE: THIS SURVEY MEETS OR EXCEEDS THE REQUIREMENTS OF W.A.C. 332-130-090 RECORD OF SURVEY FOR: MIKE & BETTY UStN'AK 15620 72ND AVENUE WEST EDMONDS, WASHINGTON STREET OA FILE" 0 AUMOWS C.................................. Filed for record this ...... day of ............ 19.... at ..........M., in Book ........ of SURVEYS at Page ....... at the request of THEODORE L. SCHNEIDER ............................................................................................. ........................................ fSupt. of Records ,,....... � ........... NW 4 SECT. &.. TWP. 27... N., R. .4.E. W.-M. .. .... .ISH.. COUNTY, WASHINGTON D1; N. BY DAT FEB 1997 I JOB NO. RUSNAK TIS 1 "=60' 1of1 REVISION DMS 8/8/971 10 -- - ------- .,�Q _ .��. „ __ ., .. � _, M �H f2. o 01 I .1z 11z 2;1t-�.16111 .......... . ...... S89*57 00"E N. LINE TRACT 25 360.78 A . iRi!v, t'.*.i... 191. 6 2 f{ ! 1 f J a r 4� �� t f 1" ti" '�. t` 1 �`� " y `r'3 !; 4 r_A . ...... ZZ'J­ %% C I 1!40 3 5 22,�42 \ Y: ; t ,� 0 CONNECT EXISTING ROOF Se DECK ii if 1, ='s ROCKERY %A1,ALL HEIGHT e. Z DRAINS TO STORM DRAINAGE SYSTEM L-LV 1,\ P C (4tCky\ 4 - ,I , is { � I ;�r,. :•, l `- - \ i ` '� ,1 ` \ � } \� :?" .8� �, i \ z='rJ r5 / ��`-'_'.T�;---,-}-/j-f_+�' , ;j��._ -1, 3, ------- il CB 48 •'t� ''•# 5 ' , \ 4 I-L., 93.96 C-3 ­4,55 \ 'v 22 2 " IN, 91.68 Cv 1 3 2_5 1 2 -EANOUT �,-�-,.!2ZQ )CDC, 6" APPL 6" c]L 1) . 12" V E 5- 1 _2 TREE 2r!'SDI� _TOR/224.5 Mi IL 'I_44 j P, d' 2 -1 0JRx-, N1. LHE 0 L F, F. 34 2 A'D tF N) S Fli N A 1 1,2. SD i V) f."5 85 Lr - 12 D\ Vid 1 i I jf' „!- #`4�, ,t �'� c' ` :+! 1 ; ; ; %" >) i "it 1t \ ;. is CAP PIPE > b Ljj 0 1% / :::r 1 7 7 < ''#4 5' ENDS (TYP.) 00 #2 l7 ! ; ; G r i y� �F 1 ' �,. J_" Lij, 33.10, Aur' 130.2 CB #7 -12 _j 2" Pll',T T" L v 0�t� 1 51 G' 16 81 _,. j -, < Z) C 7 TRF'E SOLID. LOCKING 1^0 r) A,; 2 5 �&'S 1k I; iI I i ` S i ; d D -.-LID"(TYP) 0 Atj 61 �--f 010 '�:j. i J , -1 P od) 60, 2 0 _j ...... �. z ".,� I _ Zt I!w .­ _ I ? -- - / � �-.,••__ _. __.... .. ._ .. _9'_- __.,__ __.. _., .... _.._...__ � _.^I ! , ! ;j.._....._-......_._..-.....-_.._._.._.,... 12-9 `/3 P� 26,13 9� I! f - i C 6 �11/ x`, 1 .30 _j M34 1"; 136.15 10 6R A I N AAk, -.1 �ASNENT A�� \ f �:, i:° I - ti:, �� TRENCH DRAIN A- 851RAA Jj-1P"._1�6P9 Or- -rRFENCH '�j1:;f�.GnTOE., TO 1) 1 v I- r<r 6TO R M 1 35,F6 2 3 1. U) 70" /, 'Ji I 0F_.'1/ - 1� 9 0 0 i UlFT ; -' ii - � , -F To CATCH 13i4i R U140r N -71, 4F, 1.2 0 0 CITY OF EDNAONDS 0 [)EPARTkiEi�T 231 24G DUILDIN WORK '. - - � EARTHWORK VOLUMES EXISTING GROUND FF=-226.3 !;-�`,fvfNER HOSE !ACTDRESS 10le- W CUT - 700 CU,-YD 220 TILL 100 CU YD .�_.-�,,,)vio`VED OXTE: fe 2!1�" )i F 1F70AL T 7- -W& 4. 45 0 404n: AP P 200 FINISHED GRADE A IX . . . ........ . S8855'09"E _UBC q 94' 360.73' 180 0 L t 3�SETBACKS: CD SEC�'TION 5 � '� � i 2�, -SCALE: 11 -f-- C:? FRONT "=.20' SIDE Ln REAR 751 - ZD rY ry LEGAL A L DESCrRIPTION 148 TH SW OTHER HEIGHT < The East 380.73 feet of Tract 25 and Tract 26, Meadowdale Beach SITE an Supplemental Plot, according to the plat thereof recorded in Volume 5 of Plats Page 42, Records of Snohomish county. C-3 Lij LO 2.0 0 TOGETHER WITH that portion of Tract 24, Meadowdale Beach, according to the plat thereof recorded in Volume 5 of Plats P6ge.38, Records of Snohomish County, described as follows: BEGINNING at the Northeast corner of Tract 24; Thence! I-outh 03*21'--r-ast 164 feet to the TRUE POINT OF BEGINNING; U2 5 Thence No.-th 89*57' West parallel to the North Boundary of Tract 24 168TH ST 438 feet, more or less, to a Point 120 feet East of the East Line of the EDMONDS Count Road crossing said Tract 24 and 120 feet distant therefrom y BROWNS 100 feet, more or less, to the South Boundary of Tract 24; BAY ' Thence in an Easterly direction along the South ,Boundary of said Tract 24 438 feet, more or less, to the Southeast corner of Tract 24; Thence in a Northerly direction along the East Boundary Line of Tract 24 a distance of 100 feet, more or less, to the POINT OF BEGINNING. LYNWOOD GRAPHIC SCALE DATUM LLLVA ION CITY OF EDMONDS - INVERT ELEVATION OF SANITARY SEWER MANHOLE LAj 17-1 INTERSECTION OF 158TH ST. S.W. AND 75 TH PL. W. CALL'48 HOURS' - C) V) EAST I.E. 91.64 < Z-'-' Of Q. :,< BEFORE YOU DIG REF. SHEET 20 OF 30, FILE 01-82-069 Cn -D L.I.D. 210 APRIL 1983. 1-800-424-5555 ZD ID iz V) L L < NO. DATE I BY C11D. APPR. REVISION -- -- ------ N 8 9'5 7'0 0 `%A) VICINITY MAP NTS �1 of ��ss��l 20417 a IST , IONA DRAWN BY DATE DKR 8/8/97 SCALE: HOR I Z. 1 =20' VERT. _ DESIGNED BY LWR CHECKED BY LWR 8/8/97 JOB NO. 97354.0 APPROVED BY DMS 8/8/971 1 f WHO 10/2/yA 405 ( IN FEET ) 1 inch = 20 ft. E, DMONDS, WASHINGTON .2m GENERAL NO Tt- .� - t 1. ALL WORK AND MATERIALS: IOT OTHERWISE SPECIFIED SHALL BE PERKTHEP STANDARI'DS AND SPECIFICATIONS OF T[, CITY OF EDMONDS, SNOHOMISH COUNTY AND THE STATE OF WASHINGTON (WSDOT). 2. CONSTRUCTION OPERATIONS SHALL BE CONDUCTED BETWEEN THE HOURS -OF 7:00 AM AND 7:00 PM EXCEPT SUNDAYS AND HOLIDAYS. 3. LANDSLIDE DEBRIS AND EXCESS CONSTRUCTION MATERIALS SHALL BE REMOVED AND TRANSPORTED TO A LEGAL DISPOSAL SITE BY THE CONTRACTOR. 4. THE GEOTECHNICAL ENGINEER SHALL OBSERVE AND DIRECT THE CONSTRUCTION OF THE TRENCH DRAIN SYSTEM, THE TRENCH BLOCK, THE INSTALLATION OF THE BUTT -WELDED PIPE ON STEEP SLOPES AND THE GRADING OPERATIONS. 5. THE CONTRACTOR SHALL TAKE GREAT CARE WHEN CONDUCTING THE GRADING OPERATIONS. ALL WASHINGTON STATE LAWS FOR WORKER SAFETY SHALL BE OBSERVED. TRENCHES OVER 4 -FEET DEEP SHALL BE SHORED OR 'CUT BACK'. STORM DRAINAGE INCITES. - - 1. CONNECTION TO THE EXISTING CITY OF EDMONDS DRAINAGE SYSTEM WILL BEATTj Jr7 DIRECTION OF THE CITY OF EDMONDS AND MUST BE OBSERVED AND APPROVED BY TIFIE CITY OF EDMONDS. 2. CATCH BASINS SHALL BE, TYPE 1 (WSDOT STANDARD PLAN B-1), WITH SOLID BOLT LOCKING LIDS (WSDOT STANDARD PLAN B-2). 3.. PIPE SHALL BE SMOOTH'WALL HDPE. BEDDING SHALL BE AT THE RECOMMENDATION OF THE MANUFACTURER. (NOTE: ADEQUATE BEDDING AND. BACKFILL COMPACTION MUST BE PERFORMED. 4. PIPE BETWEEN CB6 AND...CB7 SHALL BE BUTT WELDED'DRISCO PIPE. LAY PIPE ON THE SURFACE OF THE EXISTING GROUND. 'SNAKE' PIPE SLIGHTLY TO AVOID TREES. SECURELY GROUT EACH END OF THE BUTT WELDED PIPE TO THE CATCH BASINS TO PROVIDE ANCHORAGE. ALOW FOR PIPE EXPANSION/CONTRACTION-BY PROVIDING AT LEAST -Z4- -INCHES OF SLACK IN "SNAKE". AT. 65' F INSTALLATION TEMPERATURE. 5. PERFORATED PIPE SHALL BE HDPE STANDARD HEAVY DUTY SLOTTEDDRAINPIPE. ORIENT PIPE SO SLOTS ARE DOWN. CAP EACH END OF THE PIPE., 6� 6. GRAVEL BACKFILL FOR DRAINS SHALL CONFORM TO WSDOT REQUIREMENTS FOR COARSE 0 AGGREGATE, GRADING NO. 5 (SECTION 9-03.1(3)C) WITH THE ADDITIONAL - REQUIREMENT THAT THE PERCENT BY WEIGHT PASSING THE 200 SIEVE SHALL NOT BE GREATER THAN 2%. P. 3. FILTER TABRIC SHALL BE-MIRAFI 140NS OR EQUAL4­__A_ al --GEOMEMBRANE--SFIA'LL BE-20 MIL PLASTIC SHEETING, Gq 9. TRENCH BLOCK SHALL BE CAST -IN -PLACE WITH LEAN CONCRETE. THE CONTRACTOR SHALL TAKE CARE TO CONSTRUCT THE TRENCH BLOCK. AS DIRECTED BY T.111E CIVIL PLANS AND --DETAILS AND THE GEOTECHNICAL ENGINEER. EROSION -CONTROL "CITES _ - 1. THE CONTRACTOR SHALL MINIMIZE VEGETATION REMOVED DURING THE CONSTRUCTION - PROCESS. .2. STEEP SLOPE VEGETATION MUST BE FIRMLY ESTABLISHED BY OCTOBER-1- IF VEGETATION IS NOT POSSIBLE, COVER EXPOSED SOILS WITH- MATTING OR MIL" PLASTIC SHEETING. ANCHOR PLASTIC SHEETING SECURELY WITH 25# SANDBAGS. 3. ALL DISTURBED SURFACES SHALL BE HYDROSEEDED OR PLANTED AT THE DIRECTION OF - THE RESPECTIVE HOME OWNERS. (CONTACT THE HOME OWNERS PRIOR TO PURCHASE AND INSTALLATION OF THE HE PLANT MATERIAL.) HYDROSEED SHALL BE PER THE FOLLOWING: MULCH (BONDED FIBER MATRIX): -APPLIED AT A RATE OF 3,000 LBS. PER ACRE. MATERIAL TO BE WEYERHAEUSER'S "SOIL 'GUARD", CANFOR'S "ECOAEGIS" OR WOOD RECYCLING'S "SUPERMULCH . FERTILIZER: FORMATION 10-20-10 ViqTH 50% OF THE NITROGEN DERIVED FROM SLOW RELEASE UIREA FORMALDEHYDE. APPLIED AT A RATE OF 500 LBS. PER ACRE. SEED: APPLIED AT A RAT[ OF 125 LBS. PER ACRE. SEED MIX TO BE WSDOT EROSION CONTROL AS FOLLOWS: 'KIND & VARIETY OF % BY % PURE MINIMUM % -SEED IN MIXTURE WEIGHT SEED GERMINATION COLONIAL BENTGRASS 10 9.80 (MIN) 85 RED FESCUE 40 39.20 (MIN) 90. PERENNIAL RYE 40 39.20 (MIN) 90 WHITE DUTCH CLOVER 10 9.8.0 (NJIN) 90 WEED SEED � �0.50 (MAX) &4 1V 0 INERT AND OTHER CROP 1.50 (MAX,)� 26 TOTAL 100.00 SHEET STORM AINA E PLAN -1