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17910 VISTA DEL MAR DR.PDF11111111111111 13583 17910 VISTA DEL MAR DR 0 - 0 ADDRESS: TAX ACCOUNT/PARCEL NUMBER: DV!31�, ,X o X 4 6o BUILDING PERMIT (NEW STRUCTURE): 7�b1p �C Z7,4 A COVENANTS(RECORDED)FOR: CRITICAL AREAS:- -I f DETERMINATION: ❑ Conditional Waiver 0Study Re[] Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: A lou PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED PERMITS (OTHER): PLANNING DATA CHECKLIST DATED: 11 hq ID5 SCALED PLOT PLAN DATED: 2 SEWER LID FEE $: SHORT PLAT FILE: LOT: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMITS) #: SOILS REPORT DATED: STREET USE / ENCROACHMENT PERMIT WATER METER TAP CARD DATED: LID #: L:\TEMP\DST's\Forms\Street File Checklist_doc Lf LfJ+ nar ViypeI P LA N N I N M ET ALE 11 STREET FILE Name: D P M 11XQX VtQM y 2 L.1-0 Date: 1%. 14 • 2C> D S Site Address: I -+q 10 V-a i (VTo DY i V-& Plan Check #: Qr. y.�. Project Description: Nan! PP'. Reduced Site Plan Provided: &NO) Zoning: P-5. 2- Map Page: 1+0 5 Corner Lot: ( ES Flag Lot: (YES Critical Areas Determination #: I q as - 001 Nt15On - GpurVtftr. 1;A65.11nC.. Study Required 4 it (.Omplete'- &cDf tA1 petpvy+ : Vim Oel Mar ❑ Waiver AVYI 1 7,40 C13. SEPA Determination: e,)(e"9;. (aleo done W/ PI at': Mdns) ❑ Needed (for 500 cubic yards of grading or site within 200 feet of Puget Sound or Lake Ballinger). ❑ Fee ❑ Checklist ❑ APO List with notarized form 0 Exempt 245 uAbic, yards Gut 9; 130 cAAloi v y card b -fl 11 Re uired Setbacks *' Street: . yy W) 2-55 Side: i (E l 0 Side: 5 l 0 Refw. Gftei- / reti Dr. 41 2-5 Actual Setbacks Street: ►(,W) 251 9zhd . w Side: I o t 5� 10' 4Reew: str e ❑ Detached Structures: N OYIe; ral/1O%k*VI DYE 5 it, P1 Qr1 . XReeke PemeVe d -gram sitC. Plan +0 Me,,et ❑ Fences/Trellises: N O n4C, Slrl OWYI M Si tG p% A n Bay Windows/Projecting Modulation: -R YCipl a►(,L G Boll j ►/1tD fi bQ Lk'h'' Stair ec mP-Gt6 S-ttbAc4e-S - Parking Required: 2. Parking Provided:.3 Lot Area: I I.- i D L• 8 Lot Coverage: 3g '/• 3`i• • (o ip •% Lot Coverage Calculations: ho%A"/9arQgC-=3,1.++Ift �`,��C�j _ ��• ��.1 p rG0Ae5 / c G 5 : Z. Building Height Datum Point: Soat* PIF-e 1n eA Si e, O WeK of e► * 2 Datum Elevation: Ill • �O Maximum Height: Z,Gj 1 (Zp3, 5) Actual Height: 2.4. ID � �'Lo 2 • �.� ADU Created: (YES a One k-i rCV1eirr) Shown Subdivision: P. I CI cl3 • ZI (o 0 Vi &/M DCA M ow" (16 — lot PI U+ Cl 11 10V P Legal Nonconforming Land Use Determination Issued: (YES NO Other o Trac* 5" dealt cortcd -b Ivt5 +15, (P,1, Is A ;W4-+ �13.2. -: t+ = 1+.3 AV-rrage. Carad,& G: 1W •$ + 2ro' ifYnit = Z03.3 G= Z•02• 9 4-) = 1 ss z. iv r Flo a c v- PtA Ypo64-2 s : " C.OMfX Plan Review By: •: yVIOL. GOWICU 26, blye, - 6<4I d file-- w n-ere find SMcJ- (y-Qi re2 DY.) (co ao -++. 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JOURNAL- ******************* DATE MAR-21-2007 ***** TIME 11:21 *** P.01 MODE = MEMORY TRANSMISSION FILE NO.= 104 STN NO. COM ABBR NO. 001 OK s STATION NAME/TEL.NO 96727998 START=MAR-21 11:19 PAGES DURATION 003/003 00:01'10" END=MAR-21 11:21 f I I ' i � � I / n i - FINISH C GRADE i ci ° �p to o ao co 9ll° m( Y CB 18 I TOP-16 IE=163.1 .67 8" W I _..� IE=162. N— 2 12" OUT 18A� TOP-16 .68 IE=165. --- 111ILF l I 117%79" PIPE ARCH-----{-- S=0.55% I 2 LF 36" CMP KAIREZ I qRIVE 1 ?. LF 36" CMP *************** -COMM. JOURNAL- ******************* DATE MAR-21-2007 ***** TIME 11:19 *** P.01 MODE = MEMORY TRANSMISSION START=MAR-21 11:18 END=MAR-21 11:19 FILE NO.= 103 STN NO. COM ABBR NO. STATION NAME/TEL.NO. PAGES DURATION 001 OK s 96727998 001/001 00:00'27" F Eo�o �a City of Edmonds c, w Development Services Department Build ing-Engineering-Planni ng A 121 5"' Avenue North •2nd Floor Edmonds, WA 98020 Abe 1 8gp Phone: 425.771.0220 Fax: 425.771.0221 X ` • COVER PAGE To: —W 1 ►�i01��1 From: 1 AVLKV Date Transmitted:317- �O Recipient's Fax No: gz6_(P11a'_19q$ IN*. of Pages: 44 (Including cover page.) If there are any problems during transmission or documents are received incomplete, please call 425.771.0220 and ask for: UTemprjjanaflorms/DS FAX F i �.WIMUCKAR City of Edmonds Development Services Department Building -Engineering -Planning 121 51h Avenue North •2nd Floor Edmonds, WA 98020 Phone: 425.771.0220 Fax: 425.771.0221 COVER PAGE Date Transmitted: 3LAla FRecipient's Fax No: No. of Pages: 1-4 (Including cover page.) If there are any problems during transmission or documents are received incomplete, please call 425. 771.0220 and ask for: L•TemprJana/forms/DSFAX ., OF ED4t,,^ E ti I X m N 0 A I N O �1 CITY OF EDMONDS SIDE SEWER AS- BUILT T O ADDRESS: PERMIT 17910 KAIREZ DR NO. xxxxxxx CONTRACTOR: HOMEOWNER: SCALE: D P MILLER HMS LLC D P MILLER HMS LLC NTS DATE INSPECTED: INSPECTED BY: DATE DRAWN: DRAWN BY: 10/05/06 JM 1 10/10/06 1 I. ABILA O W 0 F EDdr PIL---PIL----P/L -- CITY OF EDMONDS WATERLINE AS -BUILT ADDRESS• PERMIT fl' 17910 KAIREZ DR NO- BLD20060224A CONTRACTOR: HOMEOWNER: SCALE• SAME AS OWNER DP MILLER NTS DATE INSPECTED• INSPECTED BY: DATE DRAWN: DRAWN BY. 10/ 11 /06 1 J H 1 10/ 16/06 1. AB I LA jnc. 1890 CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • 425-771-0220 • FAX 425-771-0221 Website: wwwxLedmondsma.us PUBLIC WORKS DEPARTMENT Engineering Division February 8, 2010 William Kang 17910 Kairez Drive Edmonds, WA 98026 MEMO TO: Puget Sound Energy Verizon Northwest SNOCOM Police and Fire Dispatch SNOPAC Snohomish County E911 US Post Office Snohomish County Assessor's Office Snohomish County Information Services Snohomish County PUD GARY HAAKENSON MAYOR Si�EfT RE Fire District No. 1 Edmonds Police Department Edmonds Utility Billing Edmonds Public Works Edmonds Building/Street File Edmonds Address Files Edmonds Information Services Allied Waste Comcast This letter is to inform you of a street name change affecting several properties in the City of Edmonds. On February 2, 2010 Edmonds City Council passed Ordinance No. 3782, approving the renaming of Kairez Drive to Vista del Mar Drive. Please update your records to reflect the following: Previous Address New Address Tax ID Number 17802 Kairez Drive 17802 Vista del Mar Drive 00914200000700 17804 Kairez Drive 17804 Vista del Mar Drive 00914200000800 17901 Kairez Drive 17901 Vista del Mar Drive 00914200001100 17903 Kairez Drive 17903 Vista del Mar Drive 00914200000900 17905 Kairez Drive 17905 Vista del Mar Drive 00914200001000 17907 Kairez Drive 17907 Vista del Mar Drive 00914200000600 17909 Kairez Drive 17909 Vista del Mar Drive 00914200000500 "17910 Kairez Drive 17910 Vista del Mar Drive 00914200000400 18002 Kairez Drive 18002 Vista del Mar Drive 00914200000300 18004 Kairez Drive 18004 Vista del Mar Drive 00914200000200 18006 Kairez Drive 18006 Vista del Mar Drive 00914200000100 18007 Kairez Drive 18007 Vista del Mar Drive 00914200001200 All of the properties noted above are single-family residential properties recorded as part of the subdivision Vista del Mar. A vicinity map highlighting each of the affected properties in yellow • Incorporated August 11, 1890 • Sister City - Hekinan, Japan • 0 has been attached for your reference. In addition, please find attached copies of the Snohomish County Assessor Parcel Data for each of the properties. If you have any questions regarding this letter, please contact me at 425.771.0220 x 1338 or by e-mail at mcconnell@ci.edmonds.wa.us. Respectfully, 9X"W5wnW Jeanie McConnell Engineering Program Manager OV E°"r� Vista Del Mar Properties 4 44 c: ADDRESSED OFF 178TH PL SW 47�. ADDRESSED OFF KAIREZ DR r-I 0 100 200 Feet I I 1 I 1 By. GC/01.13.2010 Snohomish County, WA Ass Parcel Parcel Data Page 1 of 2 SnohomishOnlino Government Information & Services County4* Washington X R E A L X Property Information County Home Assessor Home Treasurer Home Information on which Department to contact Please view Disclaimer If you have questions, comments or suggestions, please Contact Us. Date/Time:2/8/2010 1:12:49 PM Answers to Frequently Asked Questions about Parcel Data (opens as new window) Return to Property Information Entry page Parcel Number 00914200000400 Prev Parcel Reference View Man of this. parcel (opens as new window) General Information Taxpayer Name II Address (contact the Treasurer if you have questions) KANG WILLIAM & MARGARET 1117910 KAIREZ DR - - - EDMONDS, WA 98026-5337 If the above mailing address is incorrect and you want to make a change, see the information on Name and Address Changes Owner Name II Address (contact the Assessor if you have questions) KANG WILLIAM & MARGARET LIVING TRUST 1117910 KAIREZ DR - - - EDMONDS, WA 98026-5337 If the above name and address is incorrect due to a recent sale, please see the information on Name and Address Changes After a Sale Street (Situs) Address (contact the Assessor if you have questions) 17910 KAIREZ DR - - - EDMONDS, WA 98026-5337 Parcel Legal Description Section 18 Township 27 Range 04 Quarter NW VISTA DEL MAR BLK 000 D-00 - LOT 4 TGW EQ & UND INT IN KAIREZ DR ALSO TGW EQ & UND INT IN TR B Go to top of page Treasurer's Tax Information Taxes For answers to questions about Taxes, please contact the Treasurer's office (opens as new window) 2010 Taxes for this $13,692.53 parcel (Taxes may include Surface Water Management and/or State Forest Fire Patrol fees and any fees related to late payments. LID charges, if any, are not included.) To obtain a duplicate tax statement, either download our Tax Statement Request form or call 425-388-3366 to request it by phone. Go to top of page Assessor's Property Data Characteristics and Value Data below are for 2010 tax year. Please contact the Treasurer's office for answers to questions about Taxes (opens as new window) For questions ONLY about property characteristics or property values (NOT taxes), please contact the Assessor's Office http://web5.co. snohomish.wa.us/propsys/asr-tr-propinq/PrpIngO2-ParcelData.asp?PN=0091... 2/8/2010 Snohomish County, WA Assamor Parcel Data Page 2 of 2 Property Values do not reflect adjustments made due to an exemption, such as a senior or disabled persons Values exemption. Reductions for exemptions are made on the property tax bill. Tax Year 2010 Market Land $495,000 Market Improvement $1,068,2001 Market Total $1,563,200 Go to top of page Valuation, Payment, and Property Tax History View Histo (opens as new window) Go to top of page Property Characteristics Tax Code Area (TCA) 00217 View Taxing Districts for this Parcel (opens as new window) Use Code 111 Single Family Residence -Detached Size Basis ACRE Size 0.28 (Size may include undivided interest in common tracts and road parcels) Go to top of page Property Structures Type Yr.Built Structure Description Dwelling 2007 1 Story w/Basement View Structure Data (opens as new window) Go to top of page Property Sales since 7/31/1999 Explanation of Sales Information (opens as new window) Sales data is based solely upon excise affidavits processed by the Assessor. Transfer Receipt Sales Price Excise Deed Grantor (Seller) Grantee (Buyer) Other Date Date Number Type Parcels 5/4/2009 5/7/2009 $1,275,000 317389 W D P MILLER HOMES KANG WILLIAM & MARGARET No LLC LIVING TRUST 8/17/2005 8/19/2005 $410,000 482638 W VISTA DEL MAR D P MILLER HOMES LLC No LLC 3/9/2001 3/12/2001 $0 262930 QC GEORGE KAIREZ VISTA DEL MAR LLC No Go to top of page Property Maps Township/Range/Section/Quarter, links to maps Neighborhood 1504000 Explanation of Neighborhood Code (opens as new window) Township 27 Range 04 Section 18 Quarter NW Find parcel maps for this Township/Range/Section View Mn of this parcel (opens as new window) http://web5. co. snohomish.wa.us/propsys/asr-tr-propinq/Prp1ngO2-ParcelData.asp?PN=0091... 2/8/2010 W K N N c e� n S N N �O s Q K 0 z 0 0 c ID N O O V 0, -f O lD r. z S tD C (D `(D '0 It,) 0 0 W M Q CL O tD O C 7 d p1 0, 0 N M N 0 �D Q- 3 W_ n O X N c: 0 � V to o o C. fD o O o m CD O <D N st N N S C. Q K S N A CD ci M m X z -1 m m z ' 4 ... ;..�. �.". m cn v Co 0 (D a d o ;m N � Z � Z) m 'J,un:22 06 02;19p 1Agruce, P.E. ti� 201W -8442 RU Dennis M. Bruce, P.E. gUI,� D � SENT f Ike June 19. 2006 City of Edmonds 121 5" Ave. N. STREET FILEEdmonds, WA 98020 Subject: Geotechnical Response City of Edmonds I Structural Review DP Miller new SFR 17910 Kairez Dr. Plan Review #05-474 This engineering report presents geotechnical responses to City of Edmonds I H. Jeter, P.E. review comments regarding DP Miller Homes new residence at 17910 Kairez Dr., Edmonds, WA. REFERENCES: • Previous geotechnical reports by D. Bruce, P.E. • May 18, 2006 review of plans for Lot #4 by D. Bruce, P.E. • June 13, 2006 inspection report with pin -pile logs. • Structural review comments by H. Jeter, P.E. June 14, 2006. BACKGROUND: This engineer undertook a geotechnical investigation for the overall property (Lots #4 and #5) and submitted a December 19, 2005 report based on conventional foundations founded in the dense native sands. Initial design submittals incorporated a standard reinforced concrete foundation founded on dense native sands with geotechnical inspections_ During initial site grading, this engineer observed localized zones of historic sand fill material in the overall dense native sand zone. Discussions with DP Miller evaluated the cost effectiveness of unknown excavation and probable structural bac kfill versus an augmented foundation design utilizing pin -piles with reinforced grade beams. The general overall sub -grade soils were competent dense native sands. DP Miller desired to eliminate any future passibility of any foundation problems and made a construction management decision to augment the conventional design with pin -piles and reinforced grade beams. SOILS • FOUNDATIONS • SITE DEVELOPMENT • INSPEC77ON • DRAINAGE • DESIGN & PERMrr • LEGAL P.Q. Box 55502 • Shoreline, WA 9B155 • (206) 546-92'17 - FAX (206) 546-8442 Jun- 22 06 02: 19p Diftruce, P.E. 20i46-8442 p. 2 June 19, 2006 City of Edmonds Page 2-of 3 This engineer provided geotechnical criteria to structural engineer'Mike Mitchell, P.E. (an experienced structural ergineer with pin -piles and grade beam design). Mr. Mitchell provided a pin -pile layout and grade beam design to DP Miller Homes, su iect to geotechnical inspections by this engineer. Thus, the foundation system for this home is primarily a conventional system bearing on the dense native sub -grade soils, as verified by this engineer's onsite inspections. In order to minimize any possibility of localized "questionable fill" areas, DP Miller chose to install the augmented foundation system incorporating the pin -piles with reinforced grade beams: Thus, the residence should be viewed as a "combination" foundation support: conventional bearing with augmented pin -pies and grade beam support. In terms of a structural analysis review, this concept is a "hybrid" foundation system. This engineer recommends that a structural review consider that the conventional footing is supported on competent sub -grade soils providing 1,506 p.s.f. bearing capacity, with the additive support from the pin -piles and grade beams. SPECIAL INSPECTIONS: This engineer agrees with H:.Jeter, P.E. that special inspections "quality assurance plan" is required for a pin -pile and grade beam foundation. This engineer has already provided such onsite inspections and has submitted a field report (.tune 13, 2006)_ All pipe piles were driven to refusal depths as verified by this engineer. Pile contractor (Pile King — McDowell) 'is extremely experienced in pin -pile installation. Pile Spacing: This engineer has reviewed Mike Mitchell's design layout and understands that the nominal spacing was approximately 10 feet on center for the piles. Actual site specific layouts resulted in slight variations of this dimension_ As stated above, the pin -pile foundation system is an augmentation to the conventional foundation footing system per geotechnical conditions_ The structural comment issues are understood to be responded to by Mike Mitchell, P.E. project structural engineer. PIN -PILE CAPACITIES: This engineer has done extensive work on pin -pile installation and load testing. Each 4-inch diameter schedule 40 pile easily provides a minimum of 12 ton vertical capacity. Numerous load tests under similar conditions have verified 4 Jun 22 06 02: 19p 0 *Bruce, P.E. 2(0546-8442 p.3 June 19, 2006 City of Edmonds Page 3 of 3 20 tons (40,000 pounds) load held for 201 plus minutes with no deflection on a fl- inch pin -pile. Thus, the pin -piles as installed on this site are extremely capable of providing the desired "augmented" foundation support. Subsequent inspections of the grade beams (reinforcing steel design per Mike Mitchell) have verified diligent workmanship and alignment along the pin - pile zones. See photographs. SUMMARY: • Localized minor zones of possible historic sand fill resulted in a choice by DP Miller to augment the conventional foundation system with piri-piles and grade beams. • Structural engineer, Mike Mitchell, P.E. has performed calculations and pin -pile layout based on conservative geotechnical criteria. These pin -piles are augmenting the conventional foundation system. • Onsite geoteehnical inspections by this engineer have verified dense native sub -grade soils and properly installed pin -piles with grade beams as an augmentation. • The overall site at 17910 Kairez Dr. is geotechnically stable through this date. If there are any questions, do not hesitate to call. ETM ;E. 11 PC; Dennis M. Bruce, P_E_ Geotechnical / Civil Engineer caob(6Ofi 30 (�) • ram a, ,:�o Wnnis R� M. Bruce, P.E. M.S.C.E.,T.B.T_ )UL 0 5 2006 EECE R�1;1 City of Edmonds e v c/o D.P. Miller Homes. LLC 22315 Hwy 99 N.. Suite 4 Edmonds, WA 98026 Geotechnical/Civil Engineer STREET F I ld�CEJVED 6&S 19, 2aa5 I a " S 2a� RESUB W-34-@G& JAN 11 2006 TDp MILLER CONSTRUCTION BUILDING CITY OF EDMONDSN Subject: Geotechnical. Evaluation / Foundation Recommendations Proposed 2 New Residence (Lots #4, #5) Kairez Dr. Edmonds, WA This engineering report presents the results of a geotechnical evaluation of Lots #4, and #5 owned by D.P. Miller Homes, LLC, at the Vista Del Mar subdivision on Kairez Dr. This evaluation was required. due to owner concerns, as well as City of Edmonds requirements for critical areas — steep slopes. REFERENCES: r7lr� • Preliminary Site Plans by Architects Northwest • Geo#echnical Evaluation Report dated April 26, 1993 by NAssociates • Site photographs by D. Bruce, P.E. BACKGROUND: This engineer understands that the. overall Vista Del Mar — Kairez Dr. development consists of approximately 7 acres with a number of single family residence lots. The April 26, 1993 geotechnical report provided recommendations for the overall development, access roads, and top-of-slope.stability issues above the Burlington Northern right-of-way. It is understood that DP Miller Homes proposes to construct a single family residence on lot #4 and.another residence on lot #5. See project plans. Each of these lots is "nominally" rectangular in shape with approximately 12,000 sq. ft. of total area. Visual evaluation of lots #4 and #5 reveal no evidence of any geotechnical distress: no slides, no soil tension cracks, nor any evidence of erosional degradation. The access road into the overall development (Kairez Dr.) -has been constructed. as evidence in the photographs. Lots #4 and #5 exist above the access road: It is SOILS • FOUNDATIONS • SITE DEVELOPMENT • INSPECTION • DRAINAGE • DESIGN & PERMIT • LEGAL P.O. Box 55502 • Shoreline, WA 9815.5 (206) 546-9217 • FAX (206) 546-8442 • City of Edmonds c/o D.P. Miller Homes, LLC December 19, 2005 Page 2 understood that each of the two new residences will be built in the relatively "flatter" portion of the lots above the access road. See site plans. . The 1993 geotechnical report utilized 17 soil test pits to find a consistent sub - grade soil of dense sand. The 1993 report recommended that the future residences be founded on standard reinforced concrete footings. Using an allowable bearing pressure of 2,500 p.s.f. EVALUATION: In order to augment site geotechnical information, 2 soil test pits were dug under this engineer's observation by.track on November 17, 2005 (One test pit per lot). Both test pits.revealed similar sub -grade conditions, namely: 0" to 6" Grasses, roots, organic silt. 6" to 8' Dense sands with occasional gravels. No water was encountered in either test pit. Test pit walls remained vertical and stable. No sloughing or caving occurred. CONCLUSIONS /RECOMMENDATIONS: Based on the findings_ of this engineer's investigation as well as. experience in the area with similar projects, lots #4 and #5. are geotechniically approved for the proposed two new residences, subject to, the following: • Temporary Shoring: At the time of this investigation and report, specific excavation plans were not available for review. It is understood that soil .cuts may be made up to 8. feet in depth (below. existing grade): Temporary shoring using eco-blocks are reguired, subject to this engineer's onsite inspections. • Standard reinforced continuous and spread footings founded in dense native soils. Allowable bearing pressure: 3,000 p.s.f. • Equivalent fluid pressure of 35 p.c.f. is recommended for any retaining wall design provided drainage zone is inspected and verified by this engineer. • For retaining wall design, use friction factor of 0.55 and passive pressure of 350 p:c.f. I� U E City of Edmonds c/o D.P. Miller Homes, LLC December 19, 2005 Page 3 • Geotechnical inspections by this engineer prior to any foundation concrete placement. The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed native soils or on .structural. fill placed above native soils. See the later sub -section entitled General Earthwork and Structural Fill for structural fill placement and compaction recommendations. Continuous and individual spread footings should have�r ii :widths !of eighteen'.08)-�and twenty=four.(24) inches, respectively, and should be bottomed at least eighteen (18) inches below the lower adjacent finish ground surface. Depending on the final site grades, some over -excavation may be required below footings to expose competent native soils. Unless lean concrete is used to fill the over excavated hole, the width of the over -excavation at the bottom must be at least as wide as the sum of two times the depth of the over -excavation and the footing width. For example, an over -excavation extending two feet below the bottom of a three-foot wide footing must be at least seven feet wide at the base of the excavation. Footings constructed according to the above recommendations may be designed for an allowable soil bearing pressure of three thousand (3,000) pounds. per square foot (p.s.f.). A one-third increase in this design bearing pressure -may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that total post -construction settlement of footings founded on competent, native soils (or on structural.fill up to five (5) feet in thickness) will be about one-half inch, with differential settlements on the order of one -quarter inch. Lateral loads due to wind or seismic forces maybe resisted by friction between the foundations and thebearing soils, or by passive earth pressure acting on the vertical, embedded portions of the foundations. For the latter condition., the foundations must either be poured directly against undisturbed soil or the backfill placed around the outside of the foundation must be level structural fill. We recommend the following design values be used for the foundation's resistance.to lateral loading: Parameter Coefficient of Friction Passive Earth Pressure Where- Design Value 0.55 350 p.c.f. (1) p.c.f. is pounds. per cubic foot. (2) Passive earth pressure is computed using the equivalent fluid density. City of Edmonds c/o D.P. Miller Homes, LLC December 19, 2005 Page 4 We recommend that a safety factor of at least 1.5 be used for design of the foundation's resistance to lateral loading. SLABS -ON -GRADE: Slab -on -grade floors may be supported on undisturbed, competent native soils or on structural fill. The slabs may be supported on the existing soils provided these soils can be re -compacted prior to placement of the free -draining sand or gravel underneath the slab. This sand and gravel layer should be a minimum of four (4) inches thick. We also recommend using a vapor barrier such as 6-mil. plastic membrane beneath the slab with minimum overlaps of 12 inches for sealing purposes. PERMANENT FOUNDATION AND RETAINING WALLS: Retaining walls backfilled on one side only should be designed to resist lateral earth pressures imposed by the soils retained by these structures. The following recommended design parameters are for walls less than twelve (12) feet in height, which restrain level backfill: Parameter Design Value Active Earth Pressure* 35 p.c.f. Passive Earth Pressure 350 p.c.f. Coefficient of Friction 0.55 Soil Unit Weight 125 p.c.f. Where: (1) p.c.f. is pounds per cubic foot (2) Active and passive earth pressures are computed using equivalent fluid densities. * For restrained walls which cannot defect at least 0.002 times the wall height, a uniform lateral pressure of one hundred (100 p.s.f. should be added to the active equivalent fluid pressure). The values given above are to be used for design of permanent foundation and retaining walls only. An appropriate safety factor should be applied when designing the walls. We recommend using a safety factor of at least 1.5 for overturning and sliding. The above design values do not include the effects of anyhydrostatic pressures behind the walls and assume that no surcharge slopes or loads will be placed above the walls. If these conditions exist, then those pressures should be added to the above. City of Edmonds c/o D.P. Miller Homes, LLC December 19, 2005 Page 5 lateral pressures. Also, if sloping backfill is desired behind the walls, then we will need to be given the wall dimensions and slope of the backfill in order to provide the appropriate design earth pressures. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of the wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. Placement and compaction of retaining wall backfill should be accomplished with hand -operated equipment. Retaining Wall Backfill Backfill placed within eighteen (18) inches of. any retaining or foundation walls should be free -draining structural fill containing no organics.. This backfill should contain no more than five (5) percent silt or clay particles and have no particles greater than four (4) inches in diameter. The percentage of particles passing the No. 4 sieve should be between twenty-five (25) and seventy (70) percent. Due to their high silt content, if the native soils are used as backfill, a drainage composite, such as Mirafi and Enkadrain, should be placed against the -retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. The purpose of these backfill requirements is to assure that the -design criteria for the retaining wall is not exceeded because of a build-up of hydrostatic pressure behind the wall. The subsection. entitled General Earthwork and Structural Fill contains recommendations regarding placement and compaction of structural fill behind retaining and.foundation walls. EXCAVATION AND SLOPES: At the time of this investigation and report, specific excavation soil cuts were not available for review. It is understood that soil cuts up to 8 feet in depth may be required. Thus, temporary shoring using eco-blocks, subject to this engineer's inspections, are required. If soil cuts are less than 5 feet in total depth, temporary shoring may not be required subject to this engineer's onsite evaluation. In no case should excavation slopes be greater than the limits specified in local, state and national government safety regulations. Temporary cuts up to a height of four (4) feet deep in unsaturated soils may be vertical. For. temporary cuts having a height greater than four (4) feet, the cut should have an inclination no steeper than 1:1 (Horizontal: Vertical) from the top of the slope to the bottom of the. excavation. Under specific recommendations -by the geotechnical engineer, excavation cuts maybe modified for site -conditions; All permanent cuts into native soils should be inclined no steeper than 2:1 (H:V). Fill slopes should not exceed 2H:1 V. It is- important to note that sands do cave suddenly, and without warning. The contractors should be made aware of this potential hazard. City of Edmonds c/o D.P. Miller Homes, LLC December 19, 2005 Page 6 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 stability of the surficial layer of soil. DRAINAGE CONSIDERATIONS: Footing drains are recommended at the base of all footings and retaining walls. These drains should be surrounded by at least six (6) inches of one -inch -minus washed rock wrapped in non -woven geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At the highest point, the perforated pipe invert should be at least as low as the bottom of the footing and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. No groundwater was observed in either of the 2 test pits. Seepage into the planned excavation is possible, and likely if excavation occurs during winter months, and if encountered should be drained away from the site by use of drainage ditches, perforated pipe, French drains, or by_pumping from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation of the 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_ Any exposed slopes to be covered with plastic to minimize erosion. -Final site grading in areas adjacent to buildings should be sloped at least two.(2) percent away from the building, except where the area adjacent to the building is paved. GENERAL EARTHWORK AND STRUCTURAL FILL: The proposed building and pavement area should be stripped and cleared of all surface vegetation, all organic matter, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill. Structural fill is defined as any fill placed under the building, behind permanent retaining or foundation walls, or in other areas where the underlying soils needs to support loads..This engineer should observe site conditions during and after excavation prior to placement of any structural fill. All structural fill. should be placed in horizontal lifts with a moisture content at or near the optimum moisture content. The optimum moisture content is that moisture content which results in the greatest compacted dry density. The moisture content of fill soils is very important and must be closely controlled during the filling and compaction process. E City of Edmonds c/o D.P. Miller Homes, LLC December 19, 2005 Page 7 0 The allowable thickness of the fill lift will depend on the material type, compaction equipment, and the number of passes made to compact the lift. In no case should the lifts exceed twelve (12) inches in loose thickness. The following table presents recommended relative compaction for structural fill: Location of Fill Placement Beneath footings, slabs or walkways Behind retaining walls Beneath pavements Minimum Relative Compaction 95% 90% 95% for upper 12 inches of Sub -grade, 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-1557-78 (Modified Proctor). Use of On -Site Soils If grading activities take place during wet weather, or when the sandy, on -site soils are very wet, site preparation costs may be higher because of delays due to rains and the potential need to import granular fill.. The on -site soils are generally sandy and thus are not highly moisture sensitive. Grading operations will be difficult when the moisture content of these soils greatly exceeds the optimum moisture content. Moisture sensitive soils will also be susceptible to excessive softening and "pumping" from construction equipment traffic when the moisture content is greater than the optimum moisture content. Ideally, structural fill, which.is to be placed in wet weather, should consist of a granular soil having, no more than five (5) percent silt or clay particles. The percentage of particles passing the No. 200 sieve should be measured from that portion of the soil passing the three -quarter -inch sieve. .The use of "some" on -site soils for.. fill material may be acceptable if the upper organic materials are segregated and moisture contents are monitored by engineering inspection. City of Edmonds c/o D.P. Miller Homes, LLC December 19, 2005 Page 8 DRAINAGE CONTROLS: No drainage problems were evident with lots #4 and #5 of the Vista Del Mar overall development. It is understood that the existing access road and driveway have complied with City of Edmonds approved plans and overall development storm water controls. Lots #4 and *5 contain porous sub -grade sands and are thus good candidates for onsite storm water infiltration. This engineer is available to provide specific storm water infiltration designs if necessary. CONCRETE: All foundation concrete (footings, stem walls, slabs, any retaining walls, etc.) shall have a minimum cement content of 5-1/2 sacks per cubic yard of concrete mix. TEMPORARY SHORING: At the time of this report, soil cuts up to 8 feet in depth are anticipated. Temporary shoring consisting of eco-blocks is required subject to this engineer's onsite inspections. See attached typical eco-block design criteria. INSPECTIONS: The recommendations of this report are only valid when key geotechnical aspects are inspected by this engineer during construction: • Excavation • Temporary Shoring (eco-blocks) if required • Foundation sub -grade verification • Any retaining wall, or rockery placement • Any fill placement • Subsurface drainage installation • Temporary and Permanent erosion control measures City of Edmonds Go D.P. Miller Homes, LLC December 19, 2005 Page 9 SUMMARY: The proposed 2 new residences by D.P. Miller Homes on Lots #4 and #5 (on Kairez Dr.) are geotechnically viable when constructed in accordance with the recommendations herein, compliance with City of Edmonds approved plans and requirements, and key geotechnical inspections during construction. GEOTECHNICAL REVIEW OF FINAL PLANS: At the time of this investigation and report, final house plans for lots #4 and #5 were not available for review. As stated in this report, normal reinforced concrete foundations are geotechnically approved, subject to inspections by this engineer. Additionally, excavation cuts require temporary shoring per this engineer. Prior to final permit issuance, this engineer should review the final house plans to verify compliance with the recommendations of this report. Upon satisfactory review, a "Statement Of Minimal Risk" will be issued. CLOSURE: The findings and recommendations of this report were prepared in accordance with generally accepted professional engineering principles and practice. No other warranty, either express or implied, is made. The conclusions are based on the results of the field exploration and interpolation of subsurface conditions between explored locations. If conditions are encountered during construction that appear to be different than those described in this report, this engineer should be notified to observe the situation and review and verify or modify the recommendations. If there are any questions, do not hesitate to call. Dennis M. Bruce, P.E. S Geotechnical / Civil Engineer ,. .' z EK _ INN a�x . `�� s � �_ �;�c ,erg �• ,�'k�� -'' j �� ,":d a R 20-00' L = 2 5.6 -73052'04" \61 7' vlo \)o R 4 5 )01 L 59,15 b' 2 N OF'DEC, DEC, 4 m - 14 - o ELE\/. @ 184.cl' \Z) 'H T01 -r 110 5604414511 �5201A3 MAIN FLR @ LOY4ER-FLF,"(P pry-, 10 1(9041'52" OVID\ FOR It V., PRIVEVIAY.' • OF 61 15-1 ILE\/ lall Y 4�6 RARA6E @ @ . HI 5LAE3 153.4 LO 5LAE3 @ 185. 0 10 IZ)o CO 4-0, 4 0 Co* 0 0 Ax. GK / 'Top @ 196 V I BOT. @ 2'-1/ 3/ 1 .�:o .4, co GORNER OF f3L OCATION 40 50 M.S.C.E., M.B.A. City of Edmonds D.S.D. 121 5"h Ave. N Edmonds, WA 98020 Dennis M. Bruce, P.E. S11?A6A6r February 9, 2006 )'k 'Ato Geotechnical/Civil Engineer RESUB FEB 16 2006 BUILDING DEPARTMENT CITY OF EDMONDS Subject: Geotechnical Response — City of Edmonds Comments D. P. Miller Homes - Proposed New Residence 17910 Kairez Dr., Edmonds, WA 98026 City of Edmonds Plan Check No. 05474 This engineering report presents a geotechnical response to the City of Edmonds comment letter dated January 12, 2006 by Jenny Readwin, Plans Examiner regarding the proposed new residence at 17910 Kairez Dr. by D. P. Miller Homes. REFERENCES: • Geotechnical Report by D. Bruce, P.E. dated December 19, 2005 • Geotechnical Report for the overall project development by Nelson — Cauvrette dated April 26, 1993 • Proposed residence site plans from Architects Northwest • Photographs PROPOSED SOIL CUTS — TEMPORARY SHORING: As stated in the December 19, 2005 Geotechnical Report, it is understood that the proposed new residence will require soil cuts into the very dense, native, stable sands. The City of Edmonds review comment letter requests clarification and design for the proposed Eco-Block shoring. This engineer has been provided a Site Plan (by D. P. Miller Homes — attached). No cross-section plans were provided. Based on the attached Site Plan, it is understood that the bottom of the basement footings will be at elevation 173.13. The adjacent existing ground elevations SOILS • FOUNDATIONS • SITE DEVELOPMENT • INSPECTION • DRAINAGE • DESIGN & PERMIT 9 LEGAL P.O. Box 55502 • Shoreline, WA 98155 • (206) 546-9217 • FAX (206) 546-8442 City of Edmonds D.S.D. Re: D. P. Miller Homes February 9, 2006 Page 2 vary from approximately 178 to elevation 174. Thus, minor excavations will be required for the majority of the lower basement slab. It is understood that the garage bottom of footing elevation will be at 182.23. Thus, the majority of the garage excavation will require approximately 5-foot (maximum) soil cut from the adjacent native grade. Evidently, at the garage / basement interface, there will be a 10-foot differential. At the time of this report, it is unknown how the excavator proposes to phase the excavation cuts. Additionally, it is unknown at the time of this report what the structural design for the basement stem wall will be at the garage interface. This engineer has been advised by D. P. Miller Homes to provide geotechnical criteria for a 10-foot (maximum) cut at the garage / basement interface. Extremely dense, native sands perform extremely well with Eco-Block shoring, as provided on the attached design. ECO-BLOCK — TEMPORARY SHORING: The attached design allows for a geotechnical soil cut up to 10 feet using standard 2-foot by 2-foot Eco-Blacks. It is essential that on -site geotechnical inspections verify the following during Eco-Block installation: • Soil cut stability • Bearing verification of sub -grade soils • Base block embeddment, batter and alignment • Eco-Block linkage and overall face batter • Backfill of Eco-Blocks, if over -excavation occurs behind blocks • Placement of basement stem wall with relation to Eco-Block shoring • Garage slab sub -grade preparation with regard to Eco-Blocks NOTE: It is essential that the Eco-Blocks be -placed at a batter of 1 H:6V under geotechnical inspection. • • • City of Edmonds D.S.D. Re: D. P. Miller Homes February 9, 2006 Page 3 The excavation contractor may choose to have a shallower excavation cut and provide structural fill placement (when the basement retaining wall has cured) to minimize soil cut and Eco-Block shoring. Based on this engineer's extensive experience, the proposed 10-foot high (maximum) Eco-Block wall will provide stable facing on the underlying stable soils. Eco- Block temporary shoring is not a retaining wall, but rather a stable facing on stable soil cuts as verified by on -site geotechnical inspections. If City of Edmonds permit review requires, the project structural engineer could evaluate the stacked Eco-Blocks for slide resistance and over -turning capacity, based on geotechnical criteria. NOTE: If actual soil cuts exceed 10 feet, this engineer recommends a structurally designed shoring system, most likely utilizing soldier piles with lagging. Eco-Block temporary shoring has proven a very effective technique to allow for soil cuts up to 10 feet in depth when soil conditions and weather conditions allow. The native sub -grade sands on this site are very compatible with the proposed Eco-Block shoring, subject to geotechnical inspections by this engineer. If there are any questions, do not hesitate to call. Dennis M. Bruce, P.E. Geotechnical / Civil Engineer DMB:abj cc: D. P. Miller Homes EXPIRES lz/Z.Y rALAOW INSS '$LO(!V- t- AF,eLMIENY (a., 6150-rr-c a NOTE; •- �'Eo TEcFf N ! C L l t'O CK- � r , $ L o C Ks (9- X a- A 6 �� daps S A `r 1 11 rc 6 iFo Tec �tc It N L c ev Or 457cd , S L6 01X-� Ls `re Alpc -vc, STD A p N S tTE MR ok- T AMY C-)Cc AITII VE6tlp:t,vt BI -cY $"IaJ d-6 - • INSPrG"Ctob•1-s GEOTECHNICAL EVALUATION REPORT FOR VISTA DEL MAR SUDDIVIS10N EDMONDS, WASHINGTON -1CDINHO31039 NOS33N STREET FILE Ol9zl8b9Zhl IE:EI S00Z/EZ/E0 r e . NELSON-COUVRETTE & ASSOC; .IATES, INC. CONSUL7lNG GEOTECHNICAL ENGINEERS, GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS MAIN OFrICE 13414 Chain lake Rood 101 East Marine View Drive 17311.135th Ave. N.E.. MA50o Monroe. WA 98272 ' Orondo, WA 98843 Woodinville. WA 06072 (2o6) 485.1669 • FAX 461.2510 (206) 788.5612 • 7944332 (509) 784.2756 April 26, 1993 I Mr. Gcorse P. Kairez P.O. Box 3197 Lynnwood, Washington 98046 Reference: Gcoteclulical evaluation Vista Del Mar Edmonds, Washington NCA rite Nu. 101 593 Dear Mr. Kairez: INTRODUCTION This report presents the results of our gcoteclutical investigation for Four proposed Arista Del Mar subdivision in Edmonds. Tire site is located north of olyn1pie View Drive and includes six lots 0djacent to the top of a steep slop¢. The City of Edmonds leas requested a geotechnical analysis of the slope stability' below these lots, as required by their ordinance ECDC Chapter 20.15)d. We have also been requested to provide geoteclurical recommendations for general site development. �. The plaluted subdivision consists of 15 lots on a parcel just less than 7 acres is sizo. The planned main access road will cross a shallow swale lvhich will require some G11 and potentially a soil reinforced or gcogrid retaining hall. The Seogrid wall would be designed by others. Rockeries may also be used to face native cuts ill the 1lotihcnl portion of the site. We understand that the plat detention s%•stcm is not Yet designed. Due to the proxiitlity of the site to the puget Sound, detention may not be necessarY. The scope of our services includes performance of. 17 exploratory back -hoc (test) pits, surficial observations, physical measuring and mapping of the slope area, and review of available scolosic, stability and coastal drift maps of the area. Using this data we have developed building setbacks and rcconitltcitdations for site development above the slope, including residential and roadmn consU'uclion, earth%i'ork parameters and drainage recommendations. The locations of the Icss pits, measured profiles and 1 £L/E0 39tid IVOINHO31039 NOS-13N 019zloUSZbt 1£:EI S00Z/EZ/E0 April 26, 1993 Vista Del Mar NCA File No. 101593 i Page 2 other observed conditions are silo%\m on the enclosed Site Plan, Figure 2 and Profiles A through F, Figures 3 through 7. SITE CONDITIOi\S General The site consists of about 6.83 apres lying north of OhYmpic View Drive, west of Talbot Road and along the top of slope above the Burlington Northern Railroad tracks in Edmonds, Washington. The site currently supports a large residence that exists on planned Lot 9 and a smaller house located on planned Lot 11. The current access to these structures is an asphalt drive that extends front Olympic View Drive and crosses the western portions of the planned lots 1, 6 and 10. The portion.of the site adjacent to Olympic View Drive slopes gently to moderately down to the west with a Senile slope to the north. A swale starts in the vicinity of the western portion of Lots 2 and 3. We expect that a fill and reinforced soil wall will be required for the road fill in this swale. The northern portion of the site slopes gently do-i•m to the northwest to the top o£ a s�tcep slope. The northeastern portion, adjacent to the steep slope, slopes dots•n to the north. This slope can be followed off -site down to the railroad grade. Lot 15 is located on a parcel that will l'avc access from a private road that comIects to Talbot Road. This portion of the site has gentle to modcrate slopes to the northwest. The lop of slope is shotsm on the -Site Plan, as surveyed by Lovell -Sauedand. This top of slope tine is in our opinion considered relatively stable. We state this, ill that sonic times the top of slope can be undercut and considered to be expected to fail within a short period of time. We adjust the top of slope line to aecontntodate this condition. We did not observe any undercutting or inultirtent slope failures on this slope. Below this top line. the slope was measured to range from about 45 to 53 dcgrccs. The Darlington Northern Railroad tracks were constructed along the toe of the slope many years ago. The construction or the railroad bed included construction of a large rock seawall along the outboard side. This senivali and track extends to the north and south from the property, along the shoreline. The cross -sections showing, 1he measured profiles and geologic conditions logged on the bluff, are shown on figures 3 through 7. A sanitar)� sewer line is located along the top of slope. The serer line is also sho-,t'n on the Site Plan. Vegetation in the portion of the site adjacent to Olympic View Drive consists of large evergreen trees kith a dense undcrgrotrtlt. The developed portion of the site is mainly covered wittt grass and occasional evergreen trees and shrubs. A stand of evergreen trees is located along a portion of the top of the stot p slope. Vegetation on the steep slope consists of brush, berry vines, ivy, and scattered deciduous trees. The 1 trees have art apparent age of about 20 to 30 years old. NELSON-COUVRETTE & ASSOCIATES, 1A'C. 1 MPG 39Vd IVOINHO31039 NOS13N 01SZI8PS6t71 iE:Et S00i;/El/E0 April 26. 1993 Vista Del Mar NCA Fite No. 101593 Pa gc 3 Geologic Conditions Landforms within this region comprise a system of glacially sculptured features, which have been exposed by post -glacial erosion. Locally, the terrain of this area is interprcled to have been glacially modified, and to have been placed during the laicst glaciation of the Puget Lowland area. Glacial ice is thought to have last occupied the region during the late Pleistocene epoch, some 11,000 to 13,000 years before prescnt. The latest glacial advance over the area is referred to as the Vashon Slade of the Fraser Glaciation, of which (lie geologic materials on site are believed composed. The general slratigraphy within this area is observed and found to consist of advance glacial outwash, referred to as Esperance Sand (QvA/Qe). This is in agreement with the geologic conditions described on tlic geologic maps of this area. Advance outwash in this area is composed of a dense, fine sand, %%ith trace silt and occasional gravel, which has been ovcrriddea and compacted by the weight of the thick glacial ice. The advance -sands were observcd in all of the test pits, and also on exposures un the steep slope. It is not uncommon for more gravely and/or silty zones to occur in .these deposits, as was indicated in TP-13 through TV-16. Site Explorations, hUpping and Subsurface Conditions The steep slope geometrywas measured using a hand held inclinometer and cloth tape. This data was used to develop the sections of the slope. We also performed shallow hand cxplorations on the slope and observed exposures where present. The subsurface conditions were explored on the site using a tractor mounted ba0dioe. A representative of this firm was present during the cxplorations and maintained continuous logs of the explorations. The locations of the test pits are shown in the Site Plan on Figure 2. The loss of the explorations aro presented on Figures 10 through 13. Subsurface conditious.found on -site consisted mostly of a fine to medium sand that varied from loose at the surface, to dense with depth. Occasional gravelly layers as well as fine to coarse sand wcre also obscrycd. We also found an occasional silt Ions in the deposit, however, these lenses did not appear to be continuous. Tcst Pit 17, located on the south portion of Lot 1, encountered 11.5 feet of fill. We understand that this fill was associated with road construction on Olympie Vicw Drive. Hydrologic Conditions No obvious evidence of ground water, perched ground water or outcropping ground fluter along the slopes was observed within this site. The advance outwash is considered fairly permeable and water is expected I NELSON-COUVRETTE & ASSOCIATES, INC. El/90 39tid 3t10INH931039 NOS13N 0ISZI8V9zVi 1E:Ei 900Z/EL/c0 9 • r •. April26, 1993 Vista Del Mar NCA File No. 101593 Page 4 to infiltrate vertically in the deposit until all underlying silt layer is encountered. We did not observe a continuous silt layer in our test pits or on the bluff face. The site appears to be well drained, with the advance sands apparently being of sufficient thickness mid extcnt to minimize any surface water or ground water seepage on the steep slope face. SENSITIVE AREA EVALUATION Seismic Hnznrd The Puget Sound region is classified as a Zone 3 by the Uniform Building Codc. Seismic considerations for this type of site includes liquefaction potential and attenuation of ground motions by soft soil deposits. The liquefaction potential is highest for loose saild and silty sand with a high ground water lable. Seismically sensitive conditions were not obscn•ed in this site. Erosion hlstznrd The erosion hazard criteria used for determination of affected areas include soil type, slope gradient, vegetation cover, and ground Nvater conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil t,%,p s (group classification), which are related to the underlying geologic soil units. The following table outlines the erosion hazard for the on -site soils that have been stripped of vegetation. The soils have been classified in accordance Nvith the Soil Conservation Service (SCS) classification system and have been grouped with respect to the corresponding geologic unit. Qeol aie^c Unit Sttrfa a Soil Sensitivity Al Slouc 0-15% 16-39% >40% QvA/Qc Evcrctt Mcd High High Landslide Hnznrd/Slope Stability Slope stability was observed below the subject lots of Vista Dcl Afar area to be only minimally active in backwasting, primarily through Weathering and surface sloughing of the slope through normal crosionll processes. This is in agreement with the conditions discussed for these slopes oil the coastal zone stability map. Local occurrences of shallow surface sloughing can be secs across the bluff slope face, as indicated by older surface scarps. These scarps generally indicate a few inches of sloughing per cyent. The slope has a uniformly common slope aisle ranging front about 45 to 50 degrees. This is \\-hat would be expecicd for the dense underlying sand. As the surface of the sand loosens, shnilo\%, sloughing events will occur after %,11ich vegetation .vill re-establish. The date of the trees on the slope indicate that the slope face has been relatively stable for the past 20 to 30 years. Vegetation on tilt: slope does not indicate large scale land sliding characteristics, but does indicate minor localized soil creep. The cut adjacent to the Burlington NELSON-COUVRETTE & ASSOCIATES, INC. ' £1/90 39bd IVOINHO31039 NOS13N OiSZT8b5Zbi TE:£T 500Z/£Z/£0 0 April 26, 1993 Vista Del Mar NCA Fite No. 101593 Page S Northern Railroad tracks did not show any signs of backivmting Which is conutton where seepage occurs near the tracks at other locations on the Puget Sound. Local cleaning of the slope toe just apslopc of the tracks has created some surface sloughase, but is minor in extent. The occurrence of local debris along the top of slope is of concern to long -terns slope stability. Whcre the debris occurs, an increase in the potential for surface slides and disturbance to the slope integrity does exist. CONCLUSIONS AND RECOMMENDATIONS Catcrnl ' In t;cneral, we conclude that the site is suitable for the planned residential development, provided that the guideline reeonuttcndations and precautions presented herein are followed. Prom a geologic and geoteclulical standpoint, the area above the top of bluff slope appears stable and should be capable of supporting the plaruted dcveloptttcnt. The underlying sand deposits have moderately high strength and is considered stable -with respect to deep.scated landslides or slope failures. Surficial sloughing and crosion can occur, hoivcvcr, we did not observe evidence of large scale back -wasting of the slope in recent history. The sand deposits should provide a good subgrade for support of the structure foundations. -Adequate building setbacks front the top of slope "line" are considered appropriate to reduce ilia risk of future effects to the devclopntent Front bluff recession for a reasonable life -span. i The slopes across the bluff within this development have receded over the past centuries due to slope erosion and surface land sliding processes. This process has been significantly slot%--ed br the constntctiou of the DNRR tracks and seawall. The processes that occur at present should be expected to persist at their current rate. Presently, it is our opinion (ha( the backivasting rate within this slope area is on the order of less that one inch per year (cumulative) in the worst case. Development related improvements such as site drainage control systems, earthwork control and slope protection should lessba the impact of perched watcr outflow, and may slow the rate of backwasting to almost nil. Thcse improvements are commonly performed and should be expected for this project. Residence foundations placed into the native sands also aid in reducing the effects of backwai sting on structure development. We recommend that any detention facility be lined and designed such that it cannot introduce groundwater into the hillside. It would be preferable to use the direct discharge into the sound and no( store water on site if possible. NELSON-COUVRETTE & ASSOCIATES, INC. • April 26, 1993 Vista Dcl Mar NCA Pile No. 101593 Page G The extent of the fill in the area of Test Pit.17 is not known. We expect that it extends along the south portion of Lot I and portions of Lots 3 and 4. Foundations in these areas should wend through the fill. We reconvucnd that we be retained to observe foundation excavations in these areas to determine if bearing soils are exposed. Duilding Setbacics Uncertainties related to building along steep slopes, and in particular imstable or aciively backwasting slopes, arc typically addressed by the use of building setbacks. The purpose of the setback is to establish a "buffer zone" between the dwelling areas and the slope margin so that ample room is allowed for nomial slope regression or if a slope failtire were to occur, the likelihood of dwelling involvement %Would be minimized. In a general sense, the grehler the setback, the lo%vcr the risk. From n geological standpoint, the setback dimension is usually based on the slope's physical characteristics, e.g., slope height, surface angle, material composition, hydrology, etc. Other factors such as historical slope activity, rate of regression, type and desired life span of the development arc impollant considerations as well. Based upon our explorations, slope evaluation and observations, we recommend a minimum building setback of 25 feet for all sinuctures from the ton of slope. Protcclion of the setback and steep slope areas should be perfonncd as required by the City of Edmonds. Specifically, we recommend that the setback area not be used for placement or storage of fill materials, including "temporary," excavation spoils from building area preparation and excavation. And• development or encroachment into the setback areas should be evaluated by a specific geotechnical evaluation and report. Reductions in setback areas are possible, but only with the additional geotechnical investigation. It should be underslood that the closer disturbance and dcvclopnieut of the structure is to the slope, the more risk thero is of future distress. Selective thiuuting or topping of trees should not'be a problem. Cutting of trees located within the setback and along the top of slope can be performed, but certain precautions should be made. We reconunend that the root bundlc/stump of felled trees be left in place. Pruned materials and debris should be rcmcivcd from the area, and not alloyed over the slope. Additional dumping of soil, sod, clippings or other matter ovcr the slope is not reconuncoded. SITE PREPARATION AND GRADING Ccucral Site preparation and grading will consist of stripping the roadway alignments of the upper topsoil and organic laden soils. Based on the conditions obscned in our explorations. %vc expect a stripping depth on NELSON-COUVRETrE & ASSOCIATES, INC. it/00 39Vd 1VOINH031039 NOS13N 019ZIOPSZbi TUN S00Z/£Z/£0 0 0 April 26, 1993 Vistt'De! Mar NCA File No. 101593 Page 7 the order of 6 to 12 inches. Local areas may require additional stripping, particularly in areas of existing fill. The underlying soils are considered marginally moisture sensitive and should be capable of being worked shortly after periods of wct svcatbcr. If the site is worked during. %vct conditions, additional stripping depth may be required, as the upper topsoil has a higher silt content. Ceogrid NVAII A Seogrid wall consists of a reinforced soil mass with a suitable facing, such as a rockery. The soil mass is reinforced with. gcosrids and essentially stands by itself. The face of the wall is typically covered to reduce erosion. Typical coverings consist of rockeries or precast concrete blocks. The fill in the reinforced mass is placed and compacted as striicturil fill. The gcogrid is placed in horizontal layers as the fill is placed. The grid should be stretched such that it is taught prior to placing the fill. The facing should be placed as the gcogrid wall,is constructed. The length of the grid and the vertical spacing is determined by the wall designer. Areas to receive a gcogrid wall should be prepared as outlined below in the subgrade preparation section. VVc expect Ihat the on -site soils will be used for the Scogrid fill. for these soils compacted as outlined below, we recommend using a value of 35 degrees for the angle of internal friction. This would apply to both the soil in the grid and the soil being retained by the system. Foundation bearing pressure is a fimction of the width of the grid, which is a f&uretion of the height of the wall. 1Ve recommend using an allowable bearing pressure of 40.00 pounds per square foot (psf) in design. If a higher value is needed, %ye should be requested to rcvic%v the final %vall geometry. . Subgrnde (reparation Preparation of areas to receive stnictural fill should include stripping of all topsoil down to firm native bearing soils. After stripping, the areas to receive fill should be thoroughly compacted Nvith a large steel dnim compactor, or equivalent, to a dense non -yielding condition. Any areas that have noted weaving under the compaction equipment should be repaired. Repairs may consist of additional compaction or overexcavation and replacement with structural fill. Areas that arc %,%-et mad require a blanket of spalls or some other material prior to placing fill, in order to achieve a suitable base for compitction. This should be evaluated at the time of site preparation. Fin Plnccnlent Following subgrade preparation, placcnteut -of the slntctural .fill may proceed. All backfilling should be accomplished ill 6 to 8 inch thick uniform lifts. Each lilt should be spread evenly and be thoroughly 1 NELSON-COUVRETTE-& ASSOCIATES, INC. I ET/60 39Vd IVOINHO31039 NOS-13N 019ZIUSZOT T£:Ej S00Z/EZ/E0 April 26, 1993 Vista Del Mar MCA File No. 101593 Pngc 8 compacted prior to placement of subsequent lifts. We recommend that the fill be compacted to a minimum relative compaction of 95 percent of its nnaximum dry density -for all structural fill tutderlying all building areas, and within 2 feet of pavement subgrade. Maximunn dry density in this repots refers to that density as detennieed by the ASTM D•1557 compaction test procedure. N1re recorturnend that tltc till be compacted to a minununi of 90 percent, with more than 2 feet beneath sidewalks and pavcnuant subgrades. The moisture content of the soils to be compacted should be within about 2 percent of optinunn, so that a readily con,pactable condition exists. It clay be necessary to overexcavatc and remoye %vet soils in cases where drying to a eompactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired dcgrec of compaction. Gammon Fills Fills used for landscaping (common fills) which are not setllcment scnsitive should be sloped no simper than 3H:IV. It is presumed that such yard area fills will be comprised of stripping spoils or other poorer quality site fill materials, and will contain a sparse to moderate quantity of fine organic debris. Common fills should be placed in 1 to 2 foot lifts (loose measure) and be nominally compactcd using available spreading equipment. Common fills should be thoroughly compacted along slope faces, and be graded so that concentrated slope surface erosion or other unstable conditions are avoided. F'OUNDATiONS Structure foundations should be placed within the native sand deposits, expected to occur two to three feet below grade. Any loose or disturbed soil in foundation excavations should be removed or rccontpacted prior to placing concrete. We reconunetnd.that foundations have a minimum burial depth of 13 inches and have minimum widths of 14 and 18 itnclncs for continuous and isolated footings, respectively. For 40. foundations founded as outhiled, We recommend using an allowable soil bearing capacity of 2500 pounds per square foot (psf). Higher bearing capacities are appropriate for specific applications and should be reviewed w the tinnc of design. The above allowable bearing pressure can be increased by one-third when considering temporary loads such as xvind or seismic conditions. SetliCnnent is cxpceled to occur as the load is Upplicd and should be negligible. Foundations in the area of the fill should extend do%\m to native soils. This can be accomplished by deeper stem walls, structural fill pads that extend to the native soils, Control Density FIJI, or piers. The type of the. foundations used will depend on the structure type, location, elevation of foundation and contractor preference. We recommend that additional geotechnieal studies be perfomied for the area around Lot 1 %\,here the deep fill was found. These studies could include explorations prior to dcsigrn, or at the very Icast NELSON-COUVRETTE R ASSOCIATES, iNG. ET/01 39dd -IVDINHO31039 NOS-13N OISZTGPGZPT T6=6T S©0Z/5Z/H April 26, 1993 Vista DO Mar t NCA 1Filc No. 101593 Page 9 on site monitoring to determine if lire foundation system extends through the fill. - We would be available to discuss foundation options at the time of lot development. Drtthingc and Stability Considerations Of great importance to the long -terns backwasting for the bluff is the existing surface and near -surface water control, and erosion . protection. Adequate drainage protection should be provided around the building and development areas. We recommend the use of foundation and roof drain s}•stems that cmp(v into a proper storm water system. `I-hcse drains should be routed independenlly until there is a minimum of foot of vertical fall below foundation elevation before, the tic in. We understand that the storm water system will be routed down an casement to the north and not over the steep slope. We do not recommend that storm water be detained in a detention facility that would allow infiltration Into the subsurface soils. This could incrcasc.groundwatcr in localized areas and could creme local iustnbility along the slope. Also of importance is the maintenance of the existing slope stability of [lie top of slope and slope areas. Erosion protection for exposed soil areas could be increased through placerrrcnt of jute netting, hydrosceding and/or vegetation planting. Airy exposed soils on the steep slope will erode due to normal erosion processes. Native vegetation shill eventually protect these areas, but could be aided through planting. Also, we recommend that no loose vegetation or spoils should be placed on the slopes. Additional Notes We suggest that obscnation of the earthwork and drainage control phases of development, be obscn•cd and approved by us. This should include setback, foundation placement, drainage and erosion control measures. USE OF THIS REPORT AND WARRANTY We have prepared -this report for use by Mr. George Kaircz and his agents for their use in planning and preliminary design of this project. The data and report should be provided to prospective contractors for their bidding and estimating purposes, but our report conclusions and interpretations should not be construed as a warranty of subgrade conditions. The scope of our Avork does not include services related to construction safety precautions, and our rccontnrcrrdalions are not intended to direct the controctors' methods, tcclrniqucs, sequences or procedures, NELSON-COUVRE77E & ASSOCIATES, INC. ' April 26, 1993 Vista Del Mar NCA Pile No. 101593 Page 10 except as specifically described in our report for consideration in design. There arc possible variations in subsurface conditions. We recommend that project. planning include contingencies in budget and schedule. should areas be found with conditions that vary from those described in this report. Within the limitation's of scope, schedule and budget for our work, we warrant that our work has been done in accordance with generally accepted practices followed in this area at the time this report was prepared. No other conditions, e\pressed or implied should be understood. Thank you for the opportunity to be of smicc. if you have any questions, or if we may be of further assistance, feel free to call on us at any time. Sincerely, NELSON-COUVIRETTE & ASSOCIATES, INC. _ David L. Nelson, PG Professional Engineering Geologist v�'S4 P. s�� 0 4 w � w �,)'Lp 0 N A t. fi�G CXPIR�5 y Charles P. Couvrettc, PE Gcoteclutiical Engineer cc: Lovell-Sauerland & Associates, Inc. NELSON-COUVRETTE & ASSOCIATES, INC. EI/ZI 39Vd 3ti0INHO31039 NOS33N 01SZ1817SZt71 iE=E1 S00Z/EZ/E0 .I El/El 39Vd VICINITY MAP Pua.:,:-r sauND J/ MOJ ECY of. loo ru si Rw 3 V/RW `l I v IhA w SC Rw d r 1 TII IT. 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SCALE: 1" = 50' TOS TOS 170' .. TPA TP-1 TP-3 TP-2 PINE SAND WITH OCCASSIONAL GRAVEL FINE SAND (Qva/qe) EXPLANATION: TP-1 - APPROXIMATE LOCATION OF TEST PIT RELATIVE TO CROSS SECTION TOS - TOP OF SLOPE Qva/Qe - VASHON GLACIAL ADVANCE- DEPOSITS/ESPERANCE SAND 170'- BEGINNING ELEVATION OF CROSS SECTION �• NkLsON-COUVRETTE 8 ASSOCIATES, INC. VISTA DEL MAR FIGUREe L:oN mnm GEOfECHNICAI ENWNECRS. GEOLOGISTS APMENVII+ONMEWALSOFAMSTS FILE NO. DATE I 1015A93 04/20/93 SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL COARSE GRAVEL CLEAN GW CELLD GRAVEL, FINE TO COARSSEE GRAVEL GRAINED MORE THAN 50'>< OF _ GRAVEL GP POORLY -GRADED GRAVEL SODS GRAVEL WITH GM SILTY GRAVEL COARSE FRACTION RETAINED ON NO. SIEVE FINES MORE THAN 50%• GC CLAYEY GRAVEL REYAINED ON THE SW WELL -GRAVED SAND. FINE TO NO. 200 StIve SA14D CLEAN SAND COARSE SAND SP POORLY -GRADED SAND SAND WITH SM SILTY SAND MORE THAN SO % OF COARSE FRACTION FINES PASSES NO. 4 GIQVH Sc CLAYEY SAND FINE SILT AND' CLAY ML sILT GRAINED INORGANIC CL CLAY SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY UGUIO LIMIT LESS THAN 60% MORE THAN 507G SILT AND CLAY MF 1 S:LT OF HIGH PLASTICITY. ELASTIC G LT PASSES ON THE NO.200 SElva .INORGANIC CH CLAY OF HIGH PLASTICITY. FAT CLAY LIMIT ORGANIC OH ORGANIC CLAY. ORGANIC SILT 50% 0% O OR MORE HIGHLY ORGANIC.SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINA71ON OF SOIL IN GENERAL ACCORDANCE CRY ABSENCE OF MOISTURE. DUSTY, DAY WITH ASTM 02400.93, TO THE TOUCH 1. SOIL CLASSIFICATION USING LAUGRATOkY YE --Ts MOIST •VAMP. OUT NO VISIBLE WATER IS BASED ON ASTM 02447-03. J. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY WET - VISIBLE FACE WATER OR SATURATED. ARE BASSO ON INTiRPR6TA710N Of B USUALLY SOIL IS OBTAINED FROM BELOWIOWCOUNT WATER TABLE DATA, VISUAL APPEARANCE OF SOILS. ANOIOR TEST DATA. NELSON-COUVRETTE & ASSOCIATES, INC. CONSULTING GEOTECHNICAL ENGINEERS. GEOLOGISTS ' ANP ENVIRONMENTAL SCYENT`STS VISTA DEL MAR FlLE NO. 1015A93 FIGURE 9 DATE 04i20/93 LOG OF EXPLORATION DEPTH USC SOIL DESCRIPTION TEST PIT ONE ` 0.0 - 0.1 TOPSOIL SP/SM DARK BROWN TO BLACK FINE SAND WITH SILT AND ROOTS AND ORGANICS (LOOSE, MOIST) 1.0- 4.0 SP LIGHT BROWN FINE SAND (LOOSE, MOIST) 4.0. 10.0 SP • I SLIGHTLY UARK BROWN FINE SAND WITH OCCASIONAL GRAVEL (DENSE. MOIST) GROUND WATER NOT ENCOUNTERED TEST MT COMPLETED AT 10.0 FEET ON 419/93 TEST PIT TWO 0.0 - 0.4 TOP901L 0.4- 1.0 SP/SM DARK BROWN TO BLACK FINE SAND WITH SILT, ROOTS AND ORGANICS (LOOSE, MOIST) 1.0- 2,0 SP/SM BROWN FINE'SANO WITH SILT AND ROOTS (LOOSE, MOIST) `-. 2.0 - 2.5 SP RUST TO BROWN FINE SAND WITH WOOD DEBRIS (LOOSE, MOIST) 2.5.5.0 SP LIGHT BROWN FINE SAND WITH OCCASIONAL COBBLES AND GRAVEL (MEDIUM DENSE; MOIST) 5.0. 10.0 SP BROWN FINE SAND WITH OCCASIONAL GRAVEL (DENSE, MOIST) GROUNDWATER NOT ENCOUNTEREO TEST PIT COMPLETED AT 10.0 FEET ON 4/9/93 TEST PIT THREE 0.0 - 0.2 TOPSOIL O,Z • 1,0 SP/SM DARK BROWN FINE SAND WITH SILT AND ROOTS WITH ORGANICS (LOOSE, MOIST TO DRY) to - 2.0 SP RUST FINE SAND WITH ROOTS (LOOSE, MOIST TO bRY) 2.0. 10.0 SP RUST FINE SAND WITH OCCASIONAL GRAVEL (DENSE TO HARD, MOIST) GROUND WATER NOT ENCOUNTERED TEST.PIT COMPLETED AT 10.0 FEET ON 410/03 TEST PIT FOUR 0.0. 0.2 TOPSOIL 0.2 - 1.5 SP/SM DARK BROWN FINE SAND WITH SILT, ROOTS AND ORGANICS (LOOSE, MOIST) 1.5- 10.0 SP• BROWN FINE SAND (MEDIUM DENSE TO DENSE. MOIST) GROUND WATER NOT ENCOUNTERED - TEST Pit COMPLETEb AT 10.0 FEET ON 419/93 NELSON•COUVRETTE & ASSOCIATES, INC. FILE NO. 101SA93 FIGURE 10 LOG OF EXPLORATION DEPTH USC SOIL DESCRIPTION TEST PIT FIVE 0.0 - 0.3 TOPSOIL 0.3 - 1.5 SPISM BROWN FINE SAND WITH SILT, ROOTS AND ORGANICS (LOOSE. DRY) SP LIGHT BROWN FINE SAND WITH OCCASIONAL GRAVEL AND COBBLES (MEDIUM DENSE, DRY) GROUNDWATER NOT ENCOUNTERED TEST COMPLETED AT 8.0 FEET ON 419/93 TEST PIT SIX 0.0 - 0.2 TOPSOIL 0.2.0.5 SPISM DARK BROWN FINE SAND WITH SILT, ROOTS AND ORGANICS (LOOSE, MOIST) 0.5 - 2.0 SP DARK BROWN TO RUST FINE. SAND (MEDIUM DENSE, MOIST) 2.0-6.0 SP RUST TO LIGHT BROWN FINE SAND WITH OCCASIONAL GRAVEL (DENSE, MOIST) GROUND WATER NOT ENCOUNTERED TEST PIT COMPLETED AT 6.0 ON 419/03 TEST PIT SEVEN 0.0-0.3 TOPSOIL 0.3 - 0.5 SPISM DARK BROWN FINE SAND WITH SILT AND ROOTS (LOOSE. MOIST) 0.5-6.0 SP RUSTY LIGHT BROWN FINE SAND WITH OCCASIONAL COBBLES AND GRAVEL (MEDIUM DENSE TO DENSE, MOIST) GROUND WATER NOT ENCOUNTERED TEST PIT COMPLETED AT 6.0 FEET ON 4/9193 TEST PIT.EIOHT 0.0 - 0 4 TOPSOIL 0.4 -1.5 SPISM DARK BROWN FINE SAND WITH SILT. ROOTS AND ORGANICS (LOOSE. MOIST) 1.5 - 7.0 SP LIGHT BROWN FINE SAND WITH OCCASIONAL, COBBLES AND GRAVEL (MEDIUM DENSE. MOIST) 7.0 -10.0 SP LIGHT BROWN FINE SAND WITH OCCASIONAL COBBLES AND GRAVEL (MEDIUM DENSE, MOIST) GROUND WATER NOT ENCOUNTERED. TEST PIT FOMPLETED AT 10.0 FEET ON 4/9193 TEST PIT NINE 0.0.0.4 TOPSOIL 0.4 -1.0 SPISM DARK BROWN F.INE SAND WITH SILT AND ROOTS (LOOSE, MOIST) SP BROWN FINE SAND WITH OCCASIONAL GRAVEL (MEDIUM DENSE, TO DENSE, MOIST) GROUND WATER NOT ENCOUNTERED TEST PIT COMPLETED AT 7.0 FEET ON 419/93 NELSON-COUVRETTE R ASSOCIATES, INC. FILE NO. 1015A93 FIGURE It LOG OF CXpLORAT1oN DEPTH USC SOIL DESCRIPTION TEST PR TEN 0.0.0.4 TOPSOIL 0.4 - 6.0 SP BROWN FINE SAND WITH OCCASIONAL GRAVEL (MEDIUM DENSE. MOIST) 6.0-7.0 SP BROWN FINE SAND WITH GRAVEL AND OCCASIONAL COBBLES (MEDIUM DENSE, MOIST) 7,0 - 8.5 SP BROWN FINE SAND WITH OCCASIONAL GRAVEL (MEDIUM DENSE. MOIST) GROUND WATER NOT ENCOUNTERED TEST PIT COMPLETED AT-8.5 FEET ON 4/9/93 TEST PIT ELEVEN 0.0 - 0.5 SP/SM TOPSOIL SP LIGHT BROWN FINE SAND WIT" OCCASIONAL GRAVEL (MEDIUM DENSE, MOIST) GROUNDWATER NOT ENCOUNTERED TEST PIT COMPLETED AT 8.o FEET ON 4/9/93 TEST PIT TWELVE 0.0 - 0.3 TOPSOIL 0.3 -5.0 SP LIGHT BROWN FINE SAND WITH OCCASIONAL GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) 5.0- 6.0 SP LIGHT BROWN FINE SAND WITH OCCASIONAL GRAVEL (DENSE, MOIST) GROUNDWATER NOT ENCOUNTERED TEST PIT COMPLETED AT 6.0 FEET ON 4/9/93 TEST PIT THIRTEEN 0,0-0.5 TOPSOIL 0.5 - 3.0 SP LIGHT BROWN FINE SAND WITH OCCASIONAL GRAVEL (LOOSE TO MESIUM DENSE, MOIST) 3.0 - 5.0 ML GRAY SILT WITH OCCASIONAL SAND (STIFF, MOIST TO DRY) 5.0.6.0 SW LIGHT BROWN FINE TO MEDIUM SAND ( DENSE. DRY) •...... 6.0.6.0 SW LIGHT BROWN FINE SAF)D (VERY DENSE. DRY) GROUNDWATER NOT ENCOUNTERED TEST PIT COMPLETED AT 8.0 FEET ON 4/9/93 TEST PIT FOURTEEN. 0.0.0.3 TOPSOIL 0.3 - 6.0 SP BROWN FINE TO MEDIUM SAND WITH GRAVEL AND OCCASIONAL COBBLES 6.0. 10.0 ML GRAY SILT WITH OCCASIONAL LENSES OFGRAVEL AND SAND (STIFF, MOIST) NO GROUND WATER ENCOUNTERED TEST PIT COMPLETED AT 10.0 FEET ON 4/9/93 NELSON-COUVRETTE 8 ASSOCIATES, INC. FILE NO. 101SA93 FIGURE 12 i;; = • LOG OF EXPLORATION •� DEPTH USC SOIL DESCRIPTION .r TEST PIT FIFTEEN 0.0-1.S DARK BROWN FINE SAND WITH ORGANICS (LOOSF, MOIST) (TOPSOIL) 1.5 - 6.0 SW BROWN TO RUST FINE TO COARSE SAND WITH GRAVEL AND FINE AND OCCASIONAL LENSES OF GRAY SILT (LOOSE, MOIST) 6.0.9.0 SP GRAY TO BROWN FINE SAND WITH OCCASIONAL GRAVEL AND COBBLES (MEDIUM DENSE TO DENSE, MOIST) GROUND WATER NOT ENCOUNTERED TEST PIT COMPLETED AT 9.0 ON 4/9/93 TEST PIT SIXTEEN 0.0-0.T DARK BROWN FINE SAND WITH SILT (LOOSE, MOIST) (TOPSOIL) 0.7 • B.0 SP BROWN FINE SAND WITH OCCASIONAL GRAVEL AND COBBLES (LOOSE, MOIST) 6.0. 7.0 SW BROWN MEDIUM TO COARSE SAND WITH GRAVEL AND FINE SAND (MEDIUM DENSE, MOIST) 7.0.10.5 SP GRAY TO BROWN FINE SAND (MEDIUM DENSE TO DENSE. MOIST) �✓ GROUNDWATER NOT ENCOUNTERED TEST PIT COMPLETEO AT 10.5 ON 419193 TEST PIT SEVENTEEN 0.0-0.4 SP/5M DARK BROWN FINE TO MEDIUM SAND WITH SILT AND ORGANICS (LOOSE. MOIST) 0.4- 11.5 SPJSM DARK GRAY TO BROWN FINE TO MEDIUM SAND WITH SILT AND OCCASIONAL COBBLES, GRAVEL AND CONSTRUCTION DEBRIS (CONCRETE AND ASPHALT) (MEDIUM OF NSF, MOIST) (FILL) 11.5 -12.0 SP RUST FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) (NATIVE SOIL) CROUND WATER NOT ENCOUNTERED TEST PIT COMPLETED.AT 12.0 ON 4/0/93 NELSON-COUVRE•TTE d ASSOCIATES. INC. FILE NO. 101SA93 FIGURE 13 L •�.�.. �E� Ewa tl OT �D JI iunu�iniiniwiui�a�niMwrvwiu ST 200710250225 10 PGS 10/25/2007 10 An �49,00 is i LE After recording return to: John P. Winbauer Lathrop, Winbauer, Harrel & Slothower L.L.P. PO Box 1088 Ellensburg, WA 98926 DOCUMENT TITLE: EASEMENT AGREEMENT NO EXCISE TAX REQUIRED OCT 2 ,� 2007 BOB DANTINI, Snohomish County lieasurej By_ BOB DANT1Ni GRANTORS: DP Miller Homes, LLC, a Washington Limited Liability Company GRANTEES: West Bank Properties, LLC, a Washington Limited Liability Company; DP Miller Homes, LLC, a Washington Limited Liability Company; James R. Wegner and Marilyn Wegner, husband and wife; Frontier Bank LEGAL DESCRIPTION: A tract of land for ingress egress purposes which lies within the plat of Vista Del Mar, recorded under Auditor's File No. 20010195002, in the NW '/4 NW '/4 , Sec. 18 and SW '/4 SW '/4 Sec. 7 all in Twn 27 N, R 4 E, W.M.. ASSESSOR'S TAX PARCEL NO.: 009140-000-003-00; 009140-000-004-00; 009140-000-005-00 & 009140-000-006-00 EASEMENT AGREEMENT THIS EASEMENT AGREEMENT (hereinafter referred to as the "Agreement") is made this Z10. day of .3-un f _ , 2007, by and between James R. Wegner and Marilyn E. Wegner, husband and wife; DP Miller Homes, LLC, a Washington Limited Liability Company; West Bank Properties, a Washington Limited Liability Company; and Frontier Bank of Edmonds. WHEREAS, James R. Wegner and Marilyn E. Wegner, husband and wife, own fee title to the real property located in Snohomish County, Washington legally described as follows ("Lot 6"): Lot 6, Windsor Estates Division 2, as per plat recorded under Recording No. 200010185006, records of Snohomish County Auditor. Situate in the County of Snohomish, State of Washington. Easement Agreement WHEREAS, DP Miller Homes, LLC, a Washington Limited Liability Company, owns fee title to the real property located in Snohomish County, Washington legally described as follows ("Lot 4") Lot 4 and the South 1.46 feet of Lot 5, Windsor Estates Division 2, according to the plat thereof recorded under Snohomish County Auditor's File Number 200010185006, records of Snohomish County, Washington; (pursuant to boundary line adjustment recorded under Auditor's File Number 200206260136, records of Snohomish County, Washington). Situate in the County of Snohomish, State of Washington. WHEREAS, DP Miller Homes, LLC owns fee title to the real property located in Snohomish County legally described as follows ("Lot 5"): Lot 5, Windsor Estates Division 2, according to the Plat thereof recorded under Snohomish County Auditor's File No. 200010185006, records of Snohomish County, Washington. EXCEPT the South 1.46 feet thereof. Also known as Lot 5, of Snohomish County Boundary Line Adjustment 02-105134, recorded under Auditor's File No. 2002062601363. Situate in the County of Snohomish, State of Washington. WHEREAS, West Bank Properties, LLC, a Washington Limited Liability Company, owns fee title to the real property located in Snohomish County legally described as follows ("Lot 3" ): Lot 3, Windsor Estates Division No. 2, according to the plat thereof recorded under Snohomish County Auditor's File Number 200010185006, records of Snohomish County, Washington. Situate in the County of Snohomish, State of Washington. WHEREAS, Frontier Bank of Edmonds, Washington has an interest in Lots 4 and 5 legally described hereinabove; and WHEREAS, DP Miller Homes, LLC is the owner of the tract of land upon which the parties hereto wish to establish an easement as further described herein; and WHEREAS, -the parties desire to create certain easements as set forth herein and to establish the property benefited by the Easements, burdened by the Easements, and establish terms and conditions for the use and maintenance of the Easements. NOW, THEREFORE, in consideration of the benefits contained and derived hereunder, the parties, for and on behalf of themselves and their respective successors in interest and assigns, does hereby grant, declare, convey and establish the following easements and further declares that all of the Property shall be Easement Agreement held, sold and conveyed together with and subject to the following restrictions, covenants, conditions, reservations, easements, assessments and lien rights, all of which are for the purpose of enhancing and protecting the value, desirability, and attractiveness of the Property. 1. Easements. 1.1. Easement. A non-exclusive easement is hereby created and is described as follows: ' A tract of land for ingress egress purposes which lies within the plat of Vista Del Mar, recorded under Auditor's File No. 20010195002, records of Snohomish County, State of Washington, in the Northwest'/< of the Northwest ''A of Section 18 and the Southwest '/4 of the Southwest 'A of Section 7 all in Township 27 North, Range 4 East, W.M.; described as follows: Beginning at the Southwest corner of Lot 6, of said Plat of Vista Del Mar; thence South 27°10'08" West, 26.34 feet; thence North 62°49'52" West, 20.00 feet; thence North 27010108" East, 18.53 feet; thence North 15*29'11" West, 114.60 feet; thence North 59°54'08" East, 20.67 feet; thence South 15129'11" East, 127.62 feet to the point of beginning. Situate in the County of Snohomish, State of Washington. 1.1.1. Use: 1.1.1.1. Private road for ingress and egress, together with, but not limited to, the right to reconstruct, replace, repair, maintain and use said road; and 1.1.1.2. Underground utilities, including, but not limited to, power, telephone, cable and natural gas, together with, but not limited to, the right to install, replace, repair, maintain and use said utilities; and 1.1.1.3. Underground irrigation pipeline(s), together with, but not limited to, the right to install, replace, repair, maintain and use said pipeline(s). 1.1.2. Lots Burdened: Lot 5. 1.1.3. Lots Benefited: Lots 3, 4, 5 and 6. 1.1.4. Restrictions on use: The area of Easement shall not be used for long term parking, storage, staging of construction (except construction required for Easement) or any other use that would unreasonably interfere with its intended purpose. 2. Use and Maintenance. All decisions concerning the use, repair, replacement, maintenance or reconstruction of the easement improvements, including, but not limited to the roads, utilities and/or pipelines ("Improvements"), shall be agreed upon by a majority vote of the owners of the Lots benefited by the Easement or Improvement in question. For purposes of this Agreement, each lot shall have one vote. Only Lots having a beneficial use of the Easement or Improvement in question ("Affected Lots") shall be entitled Easement Agreement to vote on matters related thereto. For purposes of this paragraph, "beneficial use" of a roadway shall be deemed to begin upon commencement of construction of a residence, garage, shop or other approved outbuilding on the Lot. 2.1. In the event the Affected Lot Owners shall determine by majority vote that an Improvement is in need of repair, replacement, maintenance or reconstruction (hereinafter collectively "Maintenance"), the Affected Lot Owners shall share equally in the cost of such Maintenance, based upon the number of votes as provided hereinabove. Each vote shall equate to a share in said cost. When a decision is made to provide Maintenance to an Improvement, the Affected Lot Owners shall establish an account for said purpose. The account shall by managed by a Lot Owner or a designated management company, as agreed upon by a majority of votes by the Affected Lot Owners. Each Affected Lot Owner shall pay its share of the estimated cost of the work into said account within thirty (30) days of written request. In the event the amount paid into the account is not enough to pay the actual cost of the approved Maintenance, each Affected Lot Owner shall pay its share of any shortage into the account. If any Affected Lot Owner fails to pay its share of the cost of Maintenance when due, the remaining Affected Lot Owners, individually or collectively, may pay the defaulting Lot Owner's share and may record a lien against the defaulting Lot Owner's real property in favor of the Lot Owner(s) who advanced the payment. Said lien may be enforced pursuant to the law ofthe State of Washington. The lien does not have to be foreclosed or otherwise enforced within any specific time period. 2.2. In the event any Lot Owner or Lot Owners desire to upgrade or provide Maintenance on the Improvements without majority approval by Affected Lot Owners, then the Lot Owner(s) desiring to make such upgrade or perform such Maintenance shall do so at their sole cost and expense; provided, however, any such work shall not interfere with the use of the Improvements by the other Lot Owners. 2.3. In the event any Lot Owner or Lot Owners disturb the surface of any Easement area set forth herein during the installation of utilities, storm water drainage or other improvements for the benefit of their own Lot(s), or through excessive wear and tear, or for any reason damage the Improvements, the Lot Owner(s) responsible for such damage shall be responsible for repairing and restoring such damaged Improvement to its prior condition, at that Lot Owner(s)' sole cost and expense. 3. Hold Harmless and Indemnification. 3.1. Each Lot Owner shall defend, indemnify and hold the all other Lot Owners harmless from any and all claims and causes of action which may accrue to or be suffered by any Lot Owner by reason of, arising out of, or resulting from the use by any of the Lot Owners of the Improvements or the Easement Area or the use by that Lot Owner's successors, assigns, employees, agents, lessees, licensees, invitees and guests, unless the claim or cause of action is caused by or results from the sole negligence of the owner of the burdened Lot or its agents, tenant, invitees or employees. In the event of concurrent negligence of the Lot Owners or their agents, tenants, invitees or employees, each such Lot Owners shall be responsible only to the extent of its own negligence and that of its agents, tenants, invitees and employees. 4. Eminent Domain. If the Easement described herein, or any part thereof, is taken by any governmental agency in the exercise of its power of eminent domain, the award granted under such proceedings, or any settlement in lieu thereof, for the taking of such property shall be payable to the fee owner of the portion of the Easement area which is taken. If all or any part of the Easement area is taken, this Agreement shall terminate with respect to the portion so taken and the obligations hereunder of the then owners of the Easement area shall automatically cease and terminate when possession is transferred to the condemning agency with respect to any portion of the Easement area so condemned; provided, however, that Easement Agreement nothing herein prevents the owners) of the property benefited by the Easement from seeking compensation from the condemning agency, only, for loss of the Easement. 5. Easements and License Runs with the Land. The Easements and License granted and the restrictions and covenants established herein shall run with and shall bind and be obligatory upon the properties described herein; provided that, anything herein to the contrary notwithstanding, no rights in or to the general public are created hereby. 6. Legal Expenses. If any party is required to bring or maintain any action (including assertion of any counterclaim or cross -claim, or claim in any proceedings in bankruptcy, receivership, or any other proceeding instituted by a party hereto or by others), or otherwise refers this Agreement to an attorney for the enforcement of any of the terms and conditions of this Agreement, the prevailing party in such action shall, in addition to all other payments required, receive from the other all the costs incurred by the prevailing party, including reasonable attorney fees and such costs and reasonable attorney fees which the prevailing party may incur on any appeal. 7. Binding Effect. This Agreement shall be binding upon and shall inure to the benefit of the parties hereto and their respective heirs, successors, assigns and legal representatives. IN WITNESS WHEREOF, the parties have executed this Agreement as of the day and year first above written. i Printed Name: Title: DP Miller Homes, LLC — Owner Lot 5 Printed Name: Title: Frontier Bank MARILYN EOVEGNER n,a, cA r, �, JgFrRf,f WHITNEY, Member West Bank Properties, LLC Printed Name: Title: DP Miller Homes, LLC Easement Agreement - Owner Lot 4 STATE OF WASHINGTON ) ) ss. County of Snohomish ) I certify that I know or have satisfactory evidence that James R. Wegner and Marilyn E. Wegner, husband and wife are the individuals who appeared before me, and said individuals acknowledged that they signed this instrument and acknowledged it to be their free and voluntary act for the uses and purposes mentioned in the instrument. GIVEN under my hand and official seal this 2 r day of )" ', e , 2007. N%%%%IIIlIII$$II,,/ SS104" y'G ;A pGBIIC �pF WA 1;11"1011 m�,►N�` STATE OF WASHINGTON ) ss. County of Snohomish ) not Name: Notary Public in and for the State of Washington My commission expires: I certify that I know or have satisfactory evidence that Jeffrey Whitney is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as a Member of West Bank Properties, LLC the company that executed this instrument as the free and voluntary act of corporation for the uses and purposes mentioned in the instrument. GIVEN under my hand and official seal this 1�' _ day of D c, , 2007. �OMM/SSA ��` Printed Name: _ ,�e,,,,OA A Z0,5//-r A Notary Public in and for the State of Washington A ,o �T9 My commission expires: _7 — G�� 9y y cn m , �c? ��C O �y 2v0� ' --- Easement Agreement nothing herein prevents the owner(s) of the property benefited by the Easement from seeking compensation from the condemning agency, only, for loss of the Easement. 5. Easements and License Runs with the Land. The Easements and License granted and the restrictions and covenants established herein shall run with and shall bind and be obligatory upon the properties described herein; provided that, anything herein to the contrary notwithstanding, no rights in or to the general public are created hereby. 6. Legal Expenses. If any party is required to bring or maintain any action (including assertion of any counterclaim or cross-clairn, or claim in any proceedings in bankruptcy, receivership, or any other proceeding instituted by a party hereto or by others), or otherwise refers this Agreement to an attorney for the enforcement of any of the terms and conditions of this Agreement, the prevailing party in such action shall, in addition to all other payments required, receive from the other all the costs incurred by the prevailing party, including reasonable attorney fees and such costs and reasonable attorney fees which the prevailing party may incur on any appeal. 7. Binding Effect. This Agreement shall be binding upon and shall inure to the benefit of the parties hereto and their respective heirs, successors, assigns and legal representatives. IN WITNESS WHEREOF, the parties have executed this Agreement as of the day and year first above written. JAMES R. MARILYN E. WEGNER Printed Na -,(- --S JEKFALY WHITNEY, Member Title: West Bank Properties, LLC DP Millci Horads, LLC - Owner Lot 5 rronrrer rsanK Printed ame: iLu�S �•-L 'C-VL- Titl¢: f,L-" io ,n. F .r',tY)r DPler Homes, LLC - Owner Lot 4 Easement Agreement STATE OF WASHINGTON ) ss. County of Snohomish ) 1 certify that I know or have satisfactory evidence that 3>-1Ltt--S is the person who appeared before me, and said person acknowledged that he/she signed this instrument, on oath stated that he/she was authorized to execute the instrument and acknowledged it as the r� QEYL-- of DP Miller Homes, LLC, the company that executed this instrument as the free and voluntary act of corporation for the uses and purposes mentioned in the instrument. GIVEN under my hand and official seal thi.; Z 3"day of %X U 6 Le S 12007. F�,A/tist� Printed Name: c� NOTARY Ln Z Notary Public in and for the State of Washington My commission expires: / Z,061 N PUBLIC = r �� 12-5-2007 F 0oF WAS`r�� STATE OF WASHINGTON ) ss. County of Snohomish ) 1 certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged that he/she signed this instrument, on oath stated that he/she was authorized to execute the instrument and acknowledged it as the 52. U i (-F P/Le 5 of Frontier Bank, the corporation that executed this instrument as the free and voluntary act of corporation for the uses and purposes mentioned in the instrument. Easement Agreement GIVEN under my hand and official seal this Z �1'-)day of A U b )2007. J. J� ��SgION F,rA/ticS� t�N Printed Name: .2. c-c -T" t-ki__Sc—a Np72 ARY 't' Notary Public in and for the State of Washington My commission expires: N PUBLIC 2 J 12-5-2007 �O / OF WAs�\a� Easement Agreement L EASEMENT EXHIBIT A PORTION OF THE PLAT OF VISTA DEL MAR L= 117.79' L=12.54' R=75.00 R=6.75 89*59.06" l06'26'34" L.=39.38' R=45.00 S89°01'15"E S89001'15"E 50008'25" 4.17' 18.10' I.y37.85' N p R=25.00 1,=25.6T 448G '45 R=20.00 pp 73°32'21" LOT 6 L=34.96' R-120.00 n 16'4 P32" LOT Al :N `$ . . YOB °p N27' 10'08"Es SW COR. LOT 6 " N82°55'55"q' S89'01'15"E ,-rybo•� 63.35' 109.60, . 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