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17904 VISTA DEL MAR DR.PDF11111111111111 13577 17904 VISTA D E L MAR DR ADDRESS: TAX ACCO T/PARCEL NUMBER: 1-2000oO cw BUILDING PERMIT (NEW STRUCTURE): COVENANTS (RECORDED) CRITICAL AREAS: 2; Q 10 DETERMINATION: ❑ Conditional Waiver �dy Required ❑ Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PLANNING DATA CHECKLIST DATED: 6.1 J SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: (n BLOCK: V (�3- Ael M af' SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) GEOTECH REPORT DATED: STREET USE / ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: V W OTHER: �, 4f tCkttLZ . 't2DD5U$�)0I & - L:\TEMP\DSTs\Forms\Street File Checklist.doc FILTER FABRIC SECURED TO 2' X 2' 14, GA. WIRE FABRIC EQUAL �2' X 2' WOOD OR EQUIVALENT 8'— 12' 0 I cu 8• PLACE 3/4'-1.5' WASHED GRAVEL IN THE TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE. 0 1 FILTER FABRIC MATERIAL IN CONTINOUS ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. I WIRE MESH SUPPORT FEE TO SUPPORT FILTER FAII IC. I II I II II II II II ---�-+------------------------� -►--- BURY BOTTOM OF FILTER MATERIAL 8' TO 12' II �� 6' MAX. N E 2' X 2' WOOD POSTS OR EQUIVALENT AUG 12 2605 CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE BUILDING DEPARTMENT STRAW BALES TO INSURE PROPER EROSION CONTROL. CITY OF EDMONDS STREET FILE CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. 'a90-19yv IT REVISIONS _ STANDARD DETAIL FILTER FABRIC FENCE FILTRATION SYSTEMS DATE 7/24/01 1 SCALE NTS owe No. E1.1 ATTACHMENT B-1 BINDING WIRE OR TWINE COMPACTED SOIL TO PREVENT PIPING Lii T i - - III r� I I EXCAVATE TRENCH 8- DEEP WHERE STRAW BALES WILL BE PLACED AND STAKE BALES. CROSS SECTION OF A PROPERLY INSTALLED STRAW BALE BARRIER TWO STAKES PER BALE TO MAINTAIN POSITION STRAW BALES AS REQUIRED. PROPER PLACEMENT OF STRAW BALE BARRIER IN A DRAINAGE WAY CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. Ia90-199u „ By DATE STANDARD DETAIL STRAW BALE DAM RLTRATION SYSTEM DATE 7/24/01 SCALE NTS DWO Np' E1.1.1 ATTACHMENT B-2 i/8' WASHET ^^"" FABRIC ��I. 'fir rr/•R '. ...•,i CATCH BASIN d. •iL . •y re -.A .. Ta vv t' •.�y'•' •' .•�• 's •ram• '•. .' r.• .i:: '••�," �� `:. , .., t.' air d.'•. ...i`, 't `\ ,;• •.' v!�. ..: t/• •.t. .r•••� •.� �� r• ••ram `.�.•' .r'i'•... I •y1f Y.•.. .'• I +• it ..y • .�...� jib \�;•.: :• ..�,�*.yfw ��,•.�•� •�. '�': � , is '•�! PLACE FILTER FABRIC BETWEEN FRAME\� AND GRATE, PLACE 7/8' WASHED GRAVEL 3-4 INCHES HIGH' AROUND CATCH BASIN TO FILTER WATER. STRAW BALES MAY BE USED IN CERTAIN CIRCUMSTANCES (SEE DETAIL E111) UPON APPROVAL OF CITY ENGINEER OR HIS REPRESENTATIVE. THIS APPLICATION SHALL BE MAINTAINED AT ALL TIMES DURING CONTRUCTION PERIOD. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL MEASURES BEFORE WORK CAN BEGIN. 'd90-199u REvisiorvs STANDARD DETAIL TEMPORARY SEDIMENT TRAP FOR CATCH BASINS DATE 7/24/01 1 SCALE NTS Dwc No. E1.3 ATTACHMENT B-4 CITY OF EDMONDS 121 5th AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • fax (425) 771-0221 www.edmondswa.gov DEVELOPMENT SERVICES DEPARTMENT May 4, 2015 - MEMO TO: Edmonds School District Verizon Northwest SNOCOM Police and Fire Dispatch SNOPAC Snohomish County E911 U.S. Post Office Snohomish County Assessor's Office Snohomish County Information Services Snohomish County P.U.D. Puget Sound Energy Fire District 1 Edmonds Police Department Edmonds Utility Billing Edmonds Public Works Edmonds Building/Street File Edmonds Address Files Lynnwood Disposal Comcast Cable Waste Management Northwest Allied Waste DAVE EARLING MAYOR Per the request of the Snohomish County E911 Office, in preparation of the GIS driven NWS (New World Systems) CAD (Computer Aided Dispatch) which is to go into effect June 2015, I have attached a spread sheet of corrected addresses for the City of Edmonds. These addresses were corrected due to an audit check by Snohomish County for even and odd addresses to be on the correct side of the street. The spread sheet contains parcel, owner, old address and new corrected address. Owners have been notified through a separate mailing. If you have any questions regarding this letter, please contact a City of Edmonds Permit Coordinator at 425-771-0220. Please contact our office if you wish to be removed from future address change notifications. Sincerely, 1� Linda Thomquist Senior Permit Coordinator City of Edmonds Cc: file • Incorporated August 11, 1890 • Sister City - Hekinan, Japan Thornquist, Linda From: Sent: To: Subject: LiJ Memo.pdf Thank you, LJ City of Edmonds 2015 Address C... Thornquist, Linda Monday, May 04, 2015 3:06 PM Allied Waste; Angela Edwards; Bard, Mike; Cunningham, Diane; Curt Kiessig; David Baxter, Dowd Kim (kdowd@snopac911.us.com); Frontier, Jacqueline Amble; 'Joanne Coughlin'; Johns, Kristin; Kenyon, Denise; Kuhnhausen, Kris; Lawler, Patrick; Linda Dolan; Matthew Crisler; McMurphy, Linda; PSE; Rohde, David; Sharon Euster; Silva; Steve Wheeler, Tammy McGowan; Terry Peterson; Thornquist, Linda; Tim Harris; Todd Merriman; Vicki Thoroughman; Westfall, John; Witt -Williams Vicki (vicki_whitt- williams@cable.comcast.com); Zulauf, JoAnne Important! City of Edmonds Address Changes Linda Thornquist Senior Permit Coordinator City of Edmonds 425-771-022o ext. 1336 Our hours are from Sam to 4:30 Monday, Tuesday, Thursday and Friday. On Wednesdays our permit counter closes at noon. DATE: April 23, 2015 TO: WAGNER FAMILY LIVING TRUST PO BOX 79007 SEATTLE, WA 98119 RE: House address changes for Enhanced 911 Current address: 17907 VISTA DEL MAR DR Parcel: 06914200000600 Snohomish County will be implementing a county -wide advanced technology system in June that will vastly improve police, fire, and emergency medical emergency responses through the 9-1-1 system. In preparation for this event, Snohomish County Enhanced 9-1-10ffice is validating all addresses located in the Geographic Information System (GIS) for emergency responses throughout the entire county. A recent audit by the county has identified a considerable number of buildings in the City of Edmonds whose addresses are not consistent with the approved protocol for addressing buildings, which could result in delayed emergency responses to those locations. The current address above has been identified as one of these. In an effort to cooperate with Snohomish County, as well as Fire District 1 and the Edmonds Police Department to improve fire and public safety for all types of emergency response, the City of Edmonds will be changing the above address to: 17904 VISTA DEL MAR DR The main purpose for this particular change is to properly align odd and even address numbers on opposite sides of the street, and ensure they are in proper numerical sequence. We understand that this change may cause you some inconvenience, and even some financial expense, and we apologize for that. However, please understand that the change will provide additional assurance that police, fire, and public works services are quickly able to find your address during your emergency. For your convenience, we have enclosed a USPS addressing kit, which will help you make the appropriate notifications to your utilities, creditors, insurance companies, magazine subscriptions, etc. In order to be prepared for the upcoming upgrade to the E911 system, we anticipate that this address change will need to take effect by June 8, 2015, the date when Snohomish County E911 will implement the new technology. If you have any questions please contact Linda Thornquist, Senior Permit Coordinator for the City of Edmonds at (425)771-0220 or by email at linda.thomquist@edmondswa.gov. Best Regards, Leif Bjorback, Building Official City of Edmonds C: Fire District 1 of Snohomish County Edmonds Police Department Edmonds Finance Dept/ Utility Billing US Postal Service Inc. 1890 CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • 425-771-0220 • FAX 425-771-0221 Website: www.ci.edmonds.wa.us PUBLIC WORKS DEPARTMENT Engineering Division February 8, 2010 James Wegner 17907 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 Fire District No. 1 Edmonds Police Department Edmonds Utility Billing Edmonds Public Works Edmonds Building/Street File Edmonds Address Files Edmonds hifonnation Services Allied Waste Comcast . Tlus 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 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 mcconnellgci.edmonds.wa.us. Respectfully, Jeanie McConnell Engineering Program Manager oF E r'Q Vista Del Mar Properties c; ADDRESSED OFF 178TH PL SW ADDRESSED OFF KAIREZ DR. 100 200 Feet I I I I I By: GC/01.13.2010 Snohomish County, WA Assegr Parcel Data • Page 1 of 2 Snohomishftlline Government Information & Services County4* Washington X R E A L Y 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 1:11:55 PM Answers to Frequently Asked Questions about Parcel Data (opens as new window) Return to Property Information Entry page Parcel Number 00914200000600 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) WEGNER JAMES 1117907 KAIREZ DR - - - EDMONDS, WA 98026-5337 If the above mailing address is incorrect and you want to make a change, see the infonnation on Name and Address Changes Owner Name II Address (contact the Assessor if you have questions) WEGNER JAMES R & MARILYN E 11 PO BOX 79007 - - - SEATTLE, WA 98119 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) 17907 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 6 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 parcel $7,889.87 (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 Property Values do not reflect adjustments made due to an exemption, such as a senior or disabled persons Values exemption. http://web5.co. snohomish.wa.us/propsys/asr-tr-propinq/PrpIng02-ParcelData.asp?PN=0091... 2/8/2010 Snohomish County, WA Asseor Parcel Data 0 Page 2 of 2 Reductions for exemptions are made on the property tax bill. Tax Year 2010 Market Land $510,000 Market Improvement $390,5001 Market Total $900,500 Go to tor) 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 2006 1 Story wBasement 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 Excise Deed Grantor (Seller) Grantee (Buyer) Other Date Date Price Number Type Parcels 6/18/2004 6/23/2004 $461,000 288690 W VISTA DEL MAR LLC WEGNER JAMES R & MARILYN E No 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 Man of this parcel (opens as new window) http://web5.co. snohomish.wa.uslpropsys/asr-tr-propinglPrpIngO2-ParcelData. asp?PN=0091... 2/8/2010 W 0 o 0 � a O CCD n �D y as y S 1D C. a 3 H n ID W aa) Ol � N v CD O C D M m Z m :t1 pm DD r X 3� m cn Z•> m O4 Mil r'r W fl r C- C) ° vz cC ,,m ZD m "3 0 z I X 0 Z) 5 I NELSON GEOTECHNICAL ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311 —135"' Avenue NE; A-500 Snohomish County (425) 337-1669 Woodinville, WA 98072 (425) 486-1669 • (425) Fax 481-2510 Wenatchee/Chelan (509) 784-2756 August 16, 2005 Jim and Marilyn Wegner P.O. Box 79007 Seattle, Washington 98119 Plan Review Letter Wegner Residence 17907 - Kairez Drive Edmonds, Washington NGA File No. 719505 Dear Jim and Marilyn: This letter presents the results of our geotechnical engineering review of the plans for your future residence planned on Lot 6 of the Vista Del Mar development in Edmonds, Washington, as requested by your architect, Mr. James Thomas of Architectural Design Associates, Inc. As Nelson-Couvrette and Associates, Inc, we have previously prepared a geotechnical engineering report for this site titled "Geotechnical Engineering Report for Vista Del Mar Subdivision — Edmonds, Washington," dated April 26, 1993. For our use in preparing this letter, Mr. Thomas provided us with plans titled "Jim and Marilyn Wegner - 17907 Kairez Drive, Edmonds, Washington," prepared by Architectural Design Associates, Inc.," dated August 10, 2005. The plans included sheets SP-1, GP-1, A-2 through A-9, S-1, and S-2. We were also provided with a Plan Review Comments Letter from the City of Edmonds dated June 3, 2005. Mr. Thomas requested that we review the geotechnical aspects of the provided plans, and prepare this letter documenting our opinions regarding plan compliance with our previous report and memorandum. We reviewed the provided plans as well as our previous report. We found that the plans are in general compliance with the recommendations provided in the report. This includes the recommended soil bearing pressures, foundation width, foundation Subgrade preparation, and site drainage. However, the plans should be revised to include the following items: STREET FILE AUG 22 2005 BUILDING CITY OF EDMO DSNT • is Plan Review Letter Wegner Residence August 16, 2005 NGA File No. 719505 Page 2 Sheet A-9: Detail A -Typical Wall Section: We recommend that the plans also note that the foundations could also be placed on compacted structural fill evaluated by the geotechnical engineer. Detail A -Ty pical Wall Section: We recommend the 4-inch perforated PVC footing drains be embedded in pea gravel, or washed rock and also be wrapped in a filter fabric Sheet S-1: - Add a note indicating that all excavated cuts over four feet in height should be sloped at no steeper than 2 Horizontal to 1 Vertical (2H:1 V) inclination. If there is not sufficient room to slope the excavation, temporary shoring should be used. i - Add a note indicating that all concrete walls and backfill should be placed and compacted as recommended in the geotechnical report. NELSON GEOTECHN/CAL ASSOCIATES, INC. Plan Review Letter Wegner Residence August 16, 2005 NGA File No. 719505 Page 3 It has been a pleasure to provide service to you on this project. Please contact us if you have any questions regarding this letter or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Bala Dodoye-Alali Project Geologist q �; IS l Khaled M. Shawish, PE Principal BD:KMS:aco One Copy Submitted i . cc: Mr. James Thomas — Architectural Design Associates, Inc. (Three Copies) NELSON GEOTECHNICAL ASSOCIATES, INC. • • RECEIVED ARCHITECTURAL DESIGN ASSOCIATES 2221 EVERETT AVE. #210, EVERETT, WA. 98201 425-259-0661 F:425-252-6911 9thomas(@arch-design.net 8-9-05 To: Jaime Hawkins, City of Edmonds- Engineering Department Re: Plan check # 05-190 Wegner / 17907 Kairez Dr For construction at 16705 74`h Pl. W, Edmonds Dear Mr. Hawkins, SEP 0 2 2005 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS This letter is written to explain the area of the Mr. Wegner's driveway over 14% on the aforementioned project. We have provided a driveway for this project that follows the existing street slope at Kairez Drive. As you can see on Site Plan SP-1.Our driveway follows this existing street cross slope into a garage slab. This slope is 20% at the west portion of the driveway and 10% at the east portion, averaging 15% which is where we showed our driveway profile. There does not appear anyway to avoid this slope since the roadside is existing per the approved plat. Thank You - Sincerely, 1-1 James Thomas Architect / Partner Architectural. Design Associates, Inc. T:425-259-0661 Fax 425-252-6911 Email: jthomas.ada@verizon.net . SUB SEP — 2 �nr� I3UILUflVG DEPARTMENT CITY OF EDMONDS 1-d 1169-292-92b dQd d02:10 SO 20 das Burke, Denise From: Harrison, Marie Sent: Tuesday, January 10, 2006 4:29 PM To: Burke, Denise Subject: Kariez Drive Denise: 17802 Kariez Drive in finaled so I think the site address would be the billing address. 17907 Kariez Drive is still under construction but the owner listed his address as Jim Wegner, PO Box 79007, Seattle, WA 98119. Hope that helps. Marie Harrison • Senior Permit Coordinator Development Services Department City of Edmonds, WA • s • 0 Snohomish County, WA Assessor Parcel Data Page 1 of 2 0 SnohomishOnline Government Information & SerWees County4* Washington R E A L * 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:4/3/2006 3:43:23 PM Answers to Frequently Asked Questions about Parcel Data (opens as new window) Return to Prosy Information Entry page Parcel Number 00914200000600 Prev Parcel Reference View Map of this parcel (opens as new window) General Information Taxpayer Name 11 Address (contact the Treasurer if you have questions) WEGNER JAMES 11 PO BOX 79007 - - - SEATTLE, WA 98119 If the above mailing address is incorrect and you want to make a change, see the information on Name and Address Changes Owner Name 11 Address (contact the Assessor if you have questions) WEGNER JAMES R & MARILYN E 11 PO BOX 79007 - - - SEATTLE, WA 98119 1 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) 17907 KAIREZ DR - - - EDMONDS, WA 98026 Parcel Legal Description , Section 18 Township 27 Range 04 Quarter NW VISTA DEL MAR BLK 000 D-00 - LOT 6 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) 2006 Taxes for this parcel $4,212.16 (Taxes may include Surface Water Management and/or State Forest Fire Patrol fees. 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 2006 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 (opens as new window) Property Values do not reflect adjustments made due to an exemption, such as a senior or disabled persons ` Values exemption. http://198.238.192.103/propsys/Asr-Tr-Propinq/PrpIng02-ParcelData.asp?PN=0091420000... 4/3/2006 0 Snohomish County, WA Assessor Parcel Data Page 2 of 2 Reductions for exemptions are made on the property tax bill. Tax Year 2006 Market Land $419,000 Market Improvement $01 Market Total $419,000 GO t0 to of Property Characteristics Tax Code Area (TCA) 00217 View Taxing Districts for this Parcel (opens as new window) r ' Use Code 910 Undeveloped (Vacant) Land Size Basis ACRE Size 0.28 (Size may include undivided interest in common tracts and road parcels) Go to top of pane Property Structures No structures found for this parcel Go to top of page Property Sales since 7/31/1.999 — -- Explanation of Sales Information (opens as new window) Sales data is based solely upon excise affidavits processed by the Assessor. Transfer Receipt Sales Excise Deed Grantor (Seller) Grantee (Buyer) Other Date Date Price Number Type Parcels 6/18/2004 6/23/2004 $461,000 288690 W VISTA DEL MAR LLC WEGNER JAMES R & MARILYN E No 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 Map of this parcel (opens as new window) • • C http://198.238.192.103/propsys/Asr-Tr-PropInq/PrpIngO2-ParcelData.asp?PN=0091420000... 4/3/2006 0 • • PLANNING DATA REDUCED SITE PLAN PROVIDED?: (@ No)" b4 not tD 5r ate ab rm j w (P.d MAP PAGE: Li Q� CORNER LOT: (Yes No FLAG LOT: es ZONING: PI-5 • (Z" CRITICAL AREAS DETERMINATION #: G At 1,,,o 2• 010 Study Required �SLOD� 4 Study C.O1Mp�ei�." 014 cl 1 rf 011� ►G �m p ❑ Waiver vl t A/ Ori Ve ❑ Conditional Waiver SEPA DETERMINATION: done; wl'r%1 Pi GI'� (VlI�Fr-al DPI M a'() " at' Wb''►` vntns ❑ Fee 10 �•" Q C.Y.wi com pl y w i-t-v� -rvl e c.> per a�radin� ptah rewVIMend4tfW5 O� ❑ Checklist 31 �„�/• �� O-�- '1ti1P nLIS O-r) �I ❑ APO list w/ notarized form ❑ (Needed for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger) ❑ Exempt SETBACKS: Required Setbacks: * Side 6etb�tL1�•S Oh all 5 i d•C. 5 ( uo Ah 1 d ei►tid a .�1A (0'�"� 9 -Street- Left Side: O t Right Side: l 01 Rear . - Actual Actual Setbacks: N 10l yJ i o 1 (� 1 N5 Lf Street: Left Side: Right Side: Rer. Street map checked for additional setback required? (Yes / No / NA) n�)Y-., ❑ DETACHED STRUCTURES: N OVIe. 6V1OW-A ® ROCKERIES: Page' PVV9" lint AVId iVI Jc.aiYeZ Dvive�• tA"5necX(n ee-t -F,rom OY(5.Y al FENCES/TRELLISES: Pjyl ¢j l0l.l�- IIV Ali & (p' yVO04 yadf, MAy Y INVti CAC?� Y1�15 &' CIV101-4' n BAY WINDOWS/ PROJECTING MODULATION: Mew ScnpALl�•h �A(1 `��Yl Gnu ves pr6)eC+ ( tt SeY1,r ai `GpYrCL--hM6 ❑ STAIRS / DECKS: MMt•5 S et-b Q LK-5. • PARKING: Required: 2 Actual: 2(V415 bld 9 Pa d • ?� 1 0 1P %voht Lo v cwt d pov- , > 3to3'{- WA 11 Yv11A9t LOT AREA: I ti, 03 0 4r (g i VCV-0 (io V0j_% 4I alu COVERAGE: LOT 3b 254 4f L0Vf1Yafie 30'1. 10-' CWV-pyA Al✓ ( rna P vfV,A fir-- BUILDING HEIGHT: (14W GOmirw* on V-41 re'v pr. 1 "- • 7 Datum Point: o•i MOLV1h0IG (.OV'tN' Datum Elevation: ZrJ 1 Z(1 ZrJ 1 P'd aCli r1C. 1 Maximum Allowed: max •OActual Height: A.D.U. CREATED?: (No / Yes) O O W • ✓ i✓� �f�C.ybOWl. �t 'a 1 tg Rt)5. A:1g1o.0 SUBDIVISION:ylh nCi Mow' 5' (c`t4•O LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: (Yes No) G' 1s61o•D 1 a.5, p D • OTHER: 5. O D = Oh G fl OWE Ina LAVIlith t- L4 Plan Review : B Y )g�•0 q^/ ?,ra 9e �iS(o•o t 25'- 211•0 t•Ina�C Crude NewBPPlanningDataForm.DOC QriVV.41'.I ej f 11 • NELS*0N GEOTECHNYCAL, N GA ASSOCX,A►TES, INC. GEO'TECHNICAL ENGINEERS & ♦7EOWGISTS 17311 —13e Avenue NE, A-500 Snohomieh County (425) 337-1669 Woodinville, WA 08072 (425) 406.1669 - (426) Fax 481.2510 Wenetchee/Chelan (609) 784-2766 Facsimile Transmittal To: Mr. Jim Thomas Company: Phone: Fax: 425-252-6911 From: Khaled M. Shawish ,.-. Company: ' Nelson Geotechnical Associates, Inc. 17311-135lh Ave. NE, A-500 Woodinvilld, WA 98072 Phone: 425-486-1669 Fax: 425-481-2510 Date: 3-16-05 -k 3-23 D5 Pages Including Cover Page: 25 total (will send in two parts due to volume) NGA File #: 101593 CC: Jim: Attached per your request is the Geotech Report done by NCA on 4-26-93 on 'Vista Del Mar. Please let us know if this doean't fax well, and we can mail you a hard copy. RECEIVED PAY 13 2005 PERMIT COUNTER ET/TO 39Vd -IVOINHO31039 NOS13N OTSZTBVSZbT TE:ET S00Z/EZ/E0 0 i 11 GEOTECHNICAL EVALUATION REPORT FOR VISTA DEL n1AR SUBDIVISION EDMONDS, WASHINGTON IVOINHO31039 NOS13N 0ISZiaogzpl IE:Ei 500Z/EZ/E0 NELSON-GOUVRETTE & ASSO6►AT�S, INC. CONSUL77NG GEOTECHNICAL ENGINEERS, GEOLOGISTS AND ENVInONMENTAL SCIENTISTS MAIN OFFICE Roed 101 East Marine View Ddve 827 17911•t35th Ave. N.E., NA500 Monroe, WA 9 134�4 Chain lake ake Orondo, WA 9BB43 Woodinville. WA 98072 (205) 485.1669 • FAX 401.2510 (206) 788.5612 • 7941332 (509) 784.2756 April 26, 1993 Mr. George P. Kairez P.O. Box 3197 Lynnwood, Washington 98046 Reference: Geoteclulical Evaluation Vista Del Mar Edmonds, Washington NCA rile No. 101593 Dear Mr. Kairez: INTRODUCTION This report presents the results of our geoteclurieal investigation for your proposed Vista Del Mar subdivision in Edmonds. Thp site is located north of Olympic View Drive and includes six lots adjacent to the top of a steep slope. The City of Edmonds Ilas requested a geotechnical analysis of the slope stability below these lots, as required by their ordinance ECDC Chapter 20.15B. We have also been requested to provide geoteclulical rewinmendations for general site develapment. r The plaluted subdivision consists of 15 lots on a parcel just less than 7 acres is size. The planned main access road will cross a shallow swale which will require some fill and potentially a soil rcinforced or gcogrid retaining wall. The gcogrid wall would be designed by others. Rockeries may also be used to face native cuts in the northern portion of the site. Wc understand that the plat dctention s%'stcm is not vel designed. Due to the proximity of the site to the puget Sound, detention nlm' not be necessary. The scope of our services includes performancc of. 17 explor,tor), backhoc (test) pits, Surf Tile and review of available geologic, stability observations, physical Measuring and mapping of the slope area, and coastal driftaps of the area. Using this data Nve have developed building setbacks and m rcconullendations for site development above the slope, including residential and roadway consU'uction, earthomrk parameters and drainage recommendations. The locations of the test pits, measured proClcs end Et/EO 39dd-lVDINH031039 NOS-13N I 019Z18179lb1 1E:E1 SOOZ/Ez/EO t � • April 26, 1993 Vista Del Mar NCA File No. 101593 Page Z other observed conditions are silo%sm on the enclosed Site Plan, Figure 2 and Profiles A through F, Figures 3 through 7. SITE CONDITIONS General 'Ilse site consists of about 6.83 acres lying nonls of Olympic View Drive, Nvcst 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 from Olympic Vicw Drivo 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 gentle 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 doivri to the northwest to the top of n steep slope. Tile northeastern portion, adjacent to the steep slope, slopes down to the north. This slope can be followed of( -site down to the railroad grade. Lot 15 is located on a parcel that Nvill havc access from a private road that comiccts to Talbot Road. This portion of the site has gentle to moderate slopes to the northwest. The top of slope is shown on the Site Plan, as surveyed by Lovell -S auerl and. This top of slope line is in our opinion considered relatively stable. We state this, in that some 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 accommodate this condition. We did not observe any undercutting or utu»incnt slope failures on this slope. Bclow this lop line. the slope was measured to range from about 45 to 53 degrees. The Burlinglon Northern Railroad tracks were constructed along the toe of the slope m-nny years ago. The construction of the railroad bed included construction of a large rock seawall along the outboard side. This sclwall and track extends to the north and south from the property, along the shoreline. The cross -sections S110 •ing the measured profrlcs and geologic conditions lot, on the bh�ff, arc shown on Figures 3 through 7. A sanitary sewer line is located along the top of slope. The sewer line is also shown on the Sile Plan. Vegetation in the portion of the site adjacent to 013,1upic View Drive consists of large cvcrgrccn trees with a dense undcrgrowfli. The developed potion of the site is mainly covered with grass and occasional evergreen trees and shrubs. A stand of evergreen trees is located along a portion of the top of the steel) slope. Vegetation on the steep slope consists of bryrsh, berry vines, ivy, and scattered deciduous trees. The I trees havc an apparent age of about 20 to 30 years old. NELSON-COUVRETTE 8 ASSOCIATES, INC. I E1/00 39Vd -MINH031039 NOS-13N OISZTBPGZbt lE:Et S00Z/EZ/EO • • April 26, 1993 Vista Del Mar NCA Fite No. 101593 Page 3 - Ccologic Conditions Landfonns 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 interpreted to have been glacially modiftcd, and to have been placed during the latest 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 presci►i. The latest glacial advance over the area is referred to as the Vashon Slade of the Fraser Glaciation, of which the geologic materials on site are believed composed. The general stratigraphy within this area is observed and found to consist of advance glacial outwash, referred to as Esperanee Sand (QvA/Qe). This is in agreement with the geologic conditions described on die geologic maps of this area. Advance outwash in this area is composed of a dense, fine sand, with trace silt and occasional gravel, which has been overridden and compacicd by the weight of the thick glacial ice. The advance -sands were observed in all of the test pits, and also on exposures on 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 TI'-16. Site Explorations, Mapping and Subsurface Conditions The steep slope geometry was 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 explorations on the slope and observed exposures where present. The subsurface conditions were explored on the site using a tractor mounted backhoe. A representative of this firm was present during the explorations and maintained continuous logs of the explorations. The locations of the test pits are shown in the Site Plan on figure 2. � The logs of the explorations are presented on Figures 10 through 13. Subsurface condilions.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 wcm also observed. We also found an occasional silt lens 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 View Drive. Hydrologic Conditions No obvious evidence of ground water, perched ground water or outcropping ground water along the slopes was observed within this site. The advance outl\'ash is considered fairly permeable and ivater is expected I NELSON-COUVRETTE & ASSOCIATES, INC. E1/90 39dd 3ti0INHO31039 NOS13N OISZTBPGZOI iUEi SOOZ/EZ/EO • r•. April 26, 1993 Vista Del Mar MCA File No. 101593 Page 4 to infiltrate vertically in the deposit until an 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 and extent to minimize any surface water or ground water seepage on the steep slope face. SENSITIVE AREA EVALUATION Scismic Hazard The Puget Sound region is classified as a Zone 3 by the Uniform Building Codc. Scismic considerations for this type of site includes liquefaction potential and atlenuntion of ground motions by soft soil deposits. The liquefaction potential is highest for loose saild and silty sand with a high ground water (able. Seismically sensitive conditions .vcrc not observed in this site. Erosion 11mi-d The erosion hazard criteria used for determination of affected areas include soil t%lpc, slope gradient, vegetation cover, and ground water conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil hypes (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 bccn stripped of vcgctation. The soils have been classified in accordance with the Soil Conservation Service (SCS)'classification sysleni and have been grouped with respect to the corresponding geologic unit. Geolorlc U,�it ! fi[,�5 %1 �elisitivity At Slouc 0-1 i% 16-39% >40% QvA/Qo Evercit h4cd High High Landslide Hnznrd/Slope Stability Slope stability was observed below the subject lots of Vista Del Afar area to be only minimally- aclive in backwasting, primarily through weathering and surface sloughing of the slope through normal erosional processes. This is in agreement with the conditions discussed for these slopes on the coastal zone stability map. Local occurrences of shallow surface sloughing can be seen across the bluff slope face, as indicated by older surface scarps. These scarps generally indicate a few inches of sloughing per event. The slope has a unifomily common slope angle ranging from about 45 to 50 degrees. This is what would be expected for the dense underlying sand. As the surface of the sand loosens, shallow sloughing events Nvill occur After %,hich vegetation will re-establish. The date of the trees on the slope indicate that the slope face. has bccn relatively stable for the past 20 to 30 years. Vegetation on the slope does not indicate large scale land sliding characteristics, but does indicate minor localized soil creep. The cut adjacent to the Burlington I NELSON-COUVRETTE & ASSOCIATES. INC. ' E1/90 39dd IVOIFIH031039 NOS13N 01GZI8t)5Z1;,1 te:t:t 500Z/eZ/l:0 April 26, 1993 Vista DO Mar NCA File No. 101303 Page 5 Northern Railroad tracks did not show any signs of backivasting which is common where seepage occurs near the tracks at other locations on the Puget Sound. Local cleaning of the slope toe just upslopc of the tracks has created some surface sloughage, but is minor in extent. The occurrence of local debris along the top of slope is of concern to long -terns slope stability. Where the debris occurs, an increase in the potential for surface slides and disturbance to the slope integrity does exist. CONCLUSIONS AND RECOMMENDATIONS Ccucrnl ' In general, we conclude that the site is suitable for the planned residential development, provided that the guideline reconuncndations and precautions presented herein are followed. -rom a geologic and geotecluiical standpoint, the area above the top of bluff slope appears stable and should be capable of supporting the planted development. The underlying sand deposits have moderately high strength and is considered stable Avith respect to decp.scatcd landslides or slope failures. Surficial sloughing and erosion can occur, however, we did not observe evidence of large scale back-wastinS of the slope in recent history. The sand deposits should provide a good subgrade for support of the structure foundations. -Adequate building setbacks from the top of slope "line" are considered appropriate to reduce the risk of future effects to the development from bluff recession for a reasonable life -span. 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 slowed by the constntction 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 that the bnckwastin& 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 lesson the impact of perched waler outflow, and may slow the rate of backwasting to almost nil. These improvements are commonly performed and should be expected for this Nroject. Residence foundations placed into the native sands also aid in reducing the effects of backwai sling on structure development. We recommend that any detention facility be lined and designed such that it cannot introduce groundwaler into the hillside. It would be preferable to use the dirca discharge into the sound and not store witer on site i if possible. r T / I n 7n" I n- r% . Inr`-11A NELSON-COUVRETTE & ASSOCIATES, INC. nT— rllr+..I — r-- I— .r-+ ..... April 26, 1993 Vista Del Mnr NCA File No. 101593 Page G Tho extent of the fill in ilia Circa of Test Pit.17 is not known. We expect that it extends Along the south portion of Lot 1 and portions of Lots 3 and 4. Poundations in these arcas should extend through the fill. We reconimcnd that we be retained to observe foundation excavations in these areas to determine if bearing soils are exposed. Building Setbncks Uncertainties related to building along steep slopes, and in particular unstable or aciively backwasting slopes, are 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 failure were to occur, the likelihood of dwelling involvement would be minimized. In a general sense, the greeter the setback, tho lo%%,cr ►Ire risk. From n geological standpoint, the setback dimension is usually based on the slope's physical characteristics, e.g., slope height, surrace angle, material composition, hydrology, etc. Other factors such as historical slope activity, rate of regression, type and desired fife span of the devclopmcnt arc impoptant considerations as %%.ell. Based upon our explorations, slope evaluation and obsen-ations, we recommend a minimum building setback of 25 feet for all stnictures from the top of slope. Protection or the setback and steep slope areas should be performed as required by the Cite 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. Arty development or encroachment into the setback areas should be evaluated by a specific geotechnieal evaluation and report. Reductions in setback areas are possible, but only with the additional geotechnical investigation. It should be understood that ilia closer disturbance And development of the structure it, to the slope, the more risk thcrc is of future distress. Selective thiruting or topping of trees should not'be a problem. Cutting of trees located within ilia setback and along die top of slope can be performed, but certain precautions should be made. We recommend that lice root bundle/stump of felled trees be left in place. Pnrncd matcrials and debris should be removed from the area, and not allowed over the slope. Additional dumping of soil, sod, clippings or other maucr over the slope is not reconuncnded. SITE PREPARATION AND GRADING CenerAl Site preparation and grading will consist of stripping the roadway alignments of the upper topsoil and organic laden soils. Based on the conditions observed in our explorations. %\-c expect a stripping depth on NELSON-COUVRErrE & ASSOCIATES, INC. c1/80 39Vd 1VOINHO31039 NOS13N 8I5Z18VGZt71 tc:eI 5o8Z/cZ/c0 W 0 April 26, 1993 Vistn*De". Mar NCA File No. 101593 Page 7 the order of 6 to 12 indles. 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 Avet %vcathcr. If the site is %vorkcd during. wct conditions, additional stripping depth may be required, as the upper topsoil has a highcr silt conicnt. Ceogrid Wall A geogrid wall consists of a reinforced soil mass with a suitable facing, such as a rockcry. The soil mass is reinforced with gcogrids and essentially stands, by itself. The fice 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 stntclural fill. T}tc gcogrid is placed in horizontal layers as the fill is placed. The grid should be stretched such that it is taught prior to plueing 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 ivall should be prepared as outlined below in the subgrnde preparation section. We expect that the on -site soils will be used for the gcogrid 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 tlic grid and the soil being retained by the system. Foundation bearing pressure is a Function of the width of the grid, -which is a ft►nction of the height of the wall. We recommend using an allowable bearing pressure of 4600 pounds per square foot (psf) in design. if a highcr value is needed, we should be requested to rcvic%v the final wall geometry. . Subgrade ri*e1 nrAtion preparation of areas to receive stntctural fill should include stripping of all topsoil domm to firm native bearing soils. After stripping, the areas to receive fill should be thoroughly compacted with a large steel dntm compattor, or equivalent, to a dense non -yielding condition. Any areas that have noted weaving under Ilia compaction equipment should be repaired. Repairs may consist of additional compaction or overexcnva6on and replacement with structural fill. Areas that are wet may require a blanket of spills or some other material prior to placing fill, in order to achieve a suitable base for compaction. This should be evaluated rit the time of site preparation. Fill Placement Following subgrade preparation, placement -of the stnctural .fill may proceed. All backfilling should be accomplished in 6 to 8 inch thick uniform lifts. Each lift should be spread evenly and be thoroughly l NELSON-COUVRETTE'& ASSOCIATES, INC. I £1/60 39dd -IVDINHO31039 NOS-13N 01SZ1BVGZb1 1£:£1 500Z/£Z/£0 April 26, 1993 Vista Del Mar NCA File No. 101593 Page 8 compacted prior to placement of subsequent -lifts. We reconunend that the fill be compacted to a nimmium relative compaction of 95 percent of its maximum dry density -for all structural fill underlying all building areas, and within 2 feet of pavement subgrade. Maximum dry density in this rcpoit refers to that density as detertuieed by the ASTM D-1557 compaction test procedure. We reeonuitend that the fill be compacted to a minimum of 90 percent, with more than 2 feet beneath sidmalks and pavcnicait subsrades. The moisture content of the soils to be compacted should be within labout 2 percent of optimum, so that a readily compactable condition exists. It may be necessary to overexcavatc and remove wet soils in cases \,here drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Cunuuun Fills Fills used for landscaping (common fills) which are not scitienient sensitive should be sloped no steeper 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 I to 2 foot lifts (loose measure) and be nominally compacted using available spreading equipment. Conution fills should be thoroughly compacted along slope faces, and be graded so that concentrated slope surface erosion or other unstable conditions are avoided. FOUNDATIONS 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 recompacted prior to placing concrete. We recommend that foundations have a minimum burial depth of 1 s inches and have minimum widths of 14 and 18 inches for continuous and isolated footings, respectively. For foundations founded as outlined, we reconuncnd using an allowable soil bearing capacity of 2500 pounds per square foot (psf). Higher baring capacities arc appropriate for specific applications and should be reviewed at the time of design. The above allowable bearing pressurc can be increased by one-Ilibd wheel considering temporary loads such as wind or seismic conditions. Settlement is expected to occur as the load is tipplicd and should be negligible. Foundations in the area of the fill should extend doNxm to native soils. This can be accomplished by deeper stem walls, structural fill pads that extend to the native soils, Control Density Fill, or piers. The h-pc of the foundations used gill depciid on the structure type, location, elevation of foundation and contractor preference. We recommend that additional geotechnieal studies be performed for the arcs around Lot I wiicie the deep fill was found. These studies could include explorations prior to design, or :it the \,cry Icast NELSON-COUVRETTE R ASSOCIATES, INC. Ei/0t 39dd -Ib0INH031039 N0S-13N 015ZTGt?9Zh1 1E:E1 900Z/EZ/E0 1 i April 26, 1993 Vista Dcl Mar i NCA Pile No. 101593 Page 9 on site monitoring to detennine if the foundation system extends through the fill. • Nye would be available to discuss foundation options at the time of lot development. Drainage and Stobility 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 dcvclopmcnt areas. We rccommend the use of foundation and roof drain systems that empl% into a proper storm water system. ..I-hcso drains should be routed independently until there is a minimum of I foot of vertical fall below foundation elevation before. the tic in. We understand that the storm %vatcr system will be routed down an casement to the north and not over the sleep slope. We do not rccommend lliat storm water be detained in a detention facility that would allow infiltration into the subsurface soils. This could increase.groundwator in locallzcd areas and could create local instnbility 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 placemcnt of jute netting, hydrosceding and/or vegetation planting. All), exposed soils on the steep slope will erode due to normal crosion processes. Native vegetation will 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 observation of the earthwork and drainage control phases of dcvclopmcnt, be observed and approved by us. This should include setback, foundation placement, drainage and crosion control measures. USE Or THIS REPORT AND WARRANTY We have prepared -this report for use by Mr. Gcorge Kaircz and his agents for their use in planning and preliminary design of this project. The data and repots 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 Nvork does not include services related to constnnction safely precautions, and our rcconuncndations are not intended to direct the contractors' methods, techniques, sequences or procedures, I NELSON-COUVRETrE & ASSOCIATES, INC. FT/TT 19tVH 1V.1TNH' 1m-;n NncmN riTUTRhC7bT Tr'rT r.nn7 /r7 irn • April 26, 1993 Vista Dcl 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 limitations of scope, schedule and budget for our work, we warrant that our Avork has been done in accordance with generally accepted practices followed in this area at the time this report was prepared. No other conditions, expressed or hitplied should be understood. Thank you for the opportwiity to be of smice. if you have any questions, or if we may be of further assistance, feel free to call on us at any time. Sincerely, NELSON-COWRETTE & ASSOCIATES, INC. David L. Nelson, PG Professional Engincering Geologist w#Ac��L LAI�'�Jq3 ��s a 4NA1. S EXPIRES Charles P. Couvrettc, PE Gcotccluiical Engincer cc: Lovell-Sauerland & Associates, Inc. NELSON-COUVRETTE & ASSOCIATES, INC. r I EI/LI 39Vd -1ti0INH031039 NOS-13N 01SZ1BP9ZP1 IE M S00L/EL/E0 i :l VICINITY MAP PuG.:,:-r so-uND 3 Paw F_cT ...... v'ew o�' ..... fr.1. of ; t A h1 it Rw 1 Tu PT. sw J Al 172 1,0 F+. •w. i r W / d t �t L J 1 1 Cl: � 1 r. EDM.J-ND� L r El=i LYNNWOOD W a � F C Q^1 V v FIUVAE I VISTA DEL MAR' 1 NELSON-COUVRETTE a ASSOCIATES. INC. CDNSUti1NG GFOTECAND ENNRONMEmm sciENns S FILE NO. DATE 1015A93 04/20193 EI/EI 39Vd -1VOINH031039 NOS33N OISZ1809ZbI tE:EZ SOOZ/EZ/EO i rx o cn p 1 1\m z m T. 0 L v o o b z m z m 0 m 0 -t c Zt rn cn 0 , V r� �jl � V m m z , 0 r (' z Zom m m r z m en z A F A 2 zmG0ou� Oz OpZ m vi 4)Lho FM, z-4O k m mr < m p� 0rrr r� n m 0 N p r A In m m z r p 0 mvi m �m _ to -� m O z 4 i SA �z . i M O r e 34 th 1 n / �f by;ti�rti �.a Z •l 1 �1�� a } \ to 1 D Q n A� � In In lJ N m v , 0 n Tr7Tn6C7f,T aC _CT CCIC17/F7/f Z -o r _ O J V n { � z m p (o m 1 (A 1 z J '►1 �n m m r o I � O m m a) X7 X N tA r m o y < -i o r O m 1.� A zm m M -, z 0 0 < om m --1-1 Z bN O ;bo O -+ m -1 0 m mr- i`c) (T!►'A �(�i m 0m p O p O m0 2n ti� zT m C)n fnz nz mp zm o ZO. GM cn 0 En C� ' 0 0 O m �i► m r a O to zv z m Az r O , A co m r \' 1 A m z � p v O ro m• A m �Dr O , / a: c b A m 4O �$m z m to 0 Q o z m p os� z (Ai G) U, 4 rr-mO m N C) < � `p0 O m 0m N -i m A 00 0 m m o o mo m < 7Z ) m � 0-'Z m 00 z -+ (1) o m U m y I O o1 m m ,,, 1 � z r z m in D z 0 I I . x � � � pp I , O O � :o O z� D � r O i N Q z � � in i m o' o ro • c i z m u ,o cry � qq D O v r 0 rn a N Cl D O 0 a< O y2 0 in Y 0 ti v 0 Z mFYI N 0 ao -i h ro- m ZS -� D X n m< O O .n -�" OAzm NA. (n 0 fn' N cn N m • m h � -{ o z - z n 1: 1 m i o a m q 1 i - • CROSS SECTION F-F ' SCALE: 1" a SO' TOS TP-1 170' .. TP-4 TP-3 TP-Z ~`_` --- L FINE SAND WITH OCCASSIONAL GRAVEL FINE SAND (Qva/ae) N6S0N-COUVRETTE & ASSOCIATES, INC. CONSULTWG GEOIECHNICAL ENCINE(RS, GEOLOGISTS ANO ENWNONMEMAL SCIENTIS IS TOS EXPLANATION: TP-1 - APPROXIMATE LOCATION OF TEST PIT RELATIVE TO CROSS SECTION TOS - TOP OF SLOPE Qva/Qe - VASHON GLACIAL ADVANCE DEPOSITS/ESPERANCF- SAND 170'. BEGINNING ELEVATION OF CROSS SECTION VISTA DEL MAR FILE NO. I BATE 1015A93 FIGURE e 04/20/93 l AN SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL COARSE GRAVEL CLEAN GW WELL OnADID OnAVCI, FINC TO COARSE GRAVEL GRAINED MORE THAN 50% OF GRAVEL GP POORLY -GRADED GRAVEL SOILS COARSE FRACTION RETAINED ON NO. 4 GRAVEL WITH GM SILTY GRAVEL SIEVE FINES MORE THAN 50%• Gc CLAYEY GRAVEL RETAINED ON THE Sw W(LL-GRAOCO SAND. FINE TO NO. 200 SEIV9 SA14D CLEAN SAND COAnSE SAND SP POOnLY•GnADED SAND SAND WITH SM SILTY SAND MORE THAN SO % OF COARSE FRACTION FINES PASSES NO. A SIEVE Sc CLAYEY SAND FINE SILT AND' CLAY ML, SILT GRAINED INORGANIC CL CLAY SOILS ORGANIC OL ORGANIC SILT. ORGANIC CLAY 110U10 LIMIT LESS THAN 60% MH SILT OF NICN PLASTICITY. ELASTIC MORE THAN SQ% SILT AND CLAY SILT PASES ON THE, 20 SfiIVE No. 200 NO. INORGANIC CI'{ CLAY OF HIGH PLASTICITY. FAT CLAY LIOUIO LIMIT ORGANIC OW ORGANIC C,IAY, ORGANIC SILT 50'0%IL OR MORE HIGHLY ORGANIC.SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION OF SOIL IN GENERAL ACCORDANCE DRY ABSENCE OF MOISTURE, DUSTY, DAY WITH ASTM 02480•93. TO THE TOUCH 2. SOIL CLASSIFICATION USING LABORATORY TESTS MOIST •DAMP. OUT NO VISIBLE WATER IS BASED ON ASTM 02487.03. 3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY WET. VISIBLE FREE WATER On SATURATED, ARfi BASGO ON INTERPRETATION OF DLOWCOUNT USUALLY SOIL IS OBTAINED FROM BELOW WATER TABLE DATA, VISUAL APPEARANCE OF SOILS, ANDIOR TEST DATA. NELSON-COUVRETTE & ASSOCIATES, INC. CONSUlllNG GEOTECIWtCA[ ENGINEERS. GEOLOGISTS ' AND &ivinOmmmAL SviNTiS1b VISTA DEL MAR FILE NO. 101 SA93 FIGURE 9 DATE 04/20/93 • LOG OF EXPLORATION • DEPTH USC SOIL DESCRIPTION TEST PIT ONE ` 0.0 - 0.1 TOPSOIL 0.1 -1.0 SPISM 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 SLIGHTLY UARK BROWN FINE SAND WITH OCCASIONAL GRAVEL (DENSE. MOIST) GROUND WATER NOT ENCOUNTERED TEST PIT COMPLETED AT 10.0 FEET ON 46/93 TEST PIT TWO 0.0 - 0.4 TOPSOIL 0.4- 1.0 SPISM DARK BROWN TO BLACK FINE SAND WITH SILT, ROOTS AND ORGANICS (LOOSE. MOIST) 1.0- 2.0 SPISM 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 ENCOUNTERED TEST PIT COMPLETED AT 10.0 FEET ON 419/93 TEST PIT THREE 0.0 - 0.2 TOPSOIL 0,2.1.0 SPISM DARK BROWN FINE. SAND WITH SILT AND ROOTS WITH ORGANICS (LOOSE, MOIST TO DRY) 1.0.2.0 SP RUST FINe SAND WITH ROOTS (LOOSE, MOIST TO DRY) 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 4/0103 TEST PIT FOUR 0.0.0.2 TOPSOIL SPISM DARK BROWN FINE SAND WITH SILT. ROOTS AND ORGANICS (LOOSE, MOIST) SP• BROWN FINE SAND (MEDIUM DENSE TO DENSE. MOIST) GROUND WATER NOT ENCOUNTERED TEST pit COMPLETED AT 10.0 FEET ON 419/93 NELSON-COUVRETTE & ASSOCIATES, INC. FILE NO. 1015A93 FIGURE 10 i - • LOG OF EXPLORATION • DEPTH USC SOIL DESCRIPTION TEST PIT FIVE O.0 - 0.3 TOPSOIL SP/SM BROWN FINE'.SANO WITH SILT, ROOTS AND ORGANICS (LOOSE. DRY) 1.5-0.0 SP LIGHT BROWN. FINE SAND WITH OCCASIONAL GRAVEL AND COBBLES (MEDIUM DENSE, DRY) GROUNDWATER NOT ENCOUNTERED TEST COMPLETED AT e.0 FEET ON 419/93 TEST PIT SIX 0.0.0.2 TOPSOIL 0.2.0.5 SP/SM 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 6.6 ON 4/9/93 TEST PIT SEVEN 0.0-0.3 TOPSOIL 0.3.0.5 SPJSM DARK BROWN FINE SAND WITH SILT AND ROOTS (LOOSE, MOIST) 0.5-0.0 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, EIGHT 0.0.0.4 TOPSOIL 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 rOMPLETED AT 10.0 FEET ON 4/9193 TEST PIT NINE 0.0.0.4 TOPSOIL 0.4 - 1.0 SP/SM DARK BROWN FINE SAND WITH SILT AND ROOTS (LOOSE. MOIST) 1.0- 7.0 SP BROWN FINE SAND WITH OCCASIONAL GRAVEL (MEDIUM DENSE TO DENSE, MOIST) GROUND WATER NOT ENCOUNTERED TEST PIT COMPLETED AT 7.0 KEET ON 4/9/93 NELSON-COUVRETTE R ASSOCIATES, INC. FILE NO. 1015A93 FIGURE 11 . l ° LOG 01= EXPLORATION DEPTH USC SOIL DESCRIPTION TEST PIT TEN 0.0.0.4 TOPSOIL 0.4 - 6,0 SP BROWN FINE SAND WITH OCCASIONAL GRAVEL (MEDIUM DENSE. MOIST) 610-7.0 SP BROWN FINE SAND WITH GRAVEL AND OCCASIONAL COBBLES (MEDIUM DENSE, MOIST) 7,0- 0.5 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 WITH OCCASIONAL GRAVEL (MEDIUM DENSE, MOIST) GROUNDWATER NOT ENCOUNTERED TEST PIT COMPLETED AT 0.0 FEET ON 419193 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) 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 WITN OCCASIONAL GRAVEL (LOOSE TO MtSIUM 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) 6.0.8.0 SW LIGHT BROWN FINE SAND (VERY DENSE. DRY) GROUNDWATER NOT ENCOUNTERED TEST rIT COMPLETED AT 0.0 FEET ON 4/9/03 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. 1015A93 FIGURE 12 LOG OF EXPLORATION ' DEPTH USC SOIL DESCRIPTION ' TEST PIT FIFTEEN 0.0.1.5 DARK BROWN FINE SAND WITH ORGANICS (LOOSE, MOIST) (TOPSOIL) 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) GROUNDWATER NOT ENCOUNTERED TEST PIT COMPLETED AT 9.0 ON 4/9193 TEST PIT SIXTEEN 0.0.03 DARK BROWN FINE SAND WITH SILT (LOOSE. MOIST) (TOPSOIL) 0.7. 6.0 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 -10.6 SP GRAY TO BROWN FINE SAND, (MEDIUM DENSE TO DENSE. MOIST) GROUNDWATER NOT ENCOUNTERED TEST PIT COMPLL''CED AT 10.5 ON 4/9193 TEST PIT SEVENTEEN 0.0.0.4 SP/SM DARK BROWN FINE TO MEDIUM SAND WITH SILT AND ORGANICS (LOOSE. MOIST) 0.4. 11.5 SP/SM DARK GRAY TO BROWN FINE TO MEDIUM SAND WITH SILT AND OCCASIONAL COBBLES, GRAVEL AND CONSTRUCTION DEBRIS (CONCRETE AND ASPHALT) (MEDIUM DENSE, 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 4/9/93 INELSON-COUVRE•TTE d ASSOCIATES. INC. FILE NO, 101SA93 IFIGURE 0 Vill -�t-��Q A � WA A (' A`'S ��P fez SF a o� �H X 5 o y-4° r� Win w S A' rn- -� s w y o j cz /1 1 \ ® 07 CD p ' / ,0 CJ /� ly Mca 6i V. I setI'm rM CA �q '1 I=e KA,IREZ DR.I ti / / l S 89d p1' 15" E o 16fi �+ '39 f 168 C \ rn Q170 L, o�� g �172 rlr m �E a � 76 Val 178 _ - bb 80 U _ A e r � l ,J 82 / r �84 / +i 0 �{ _ � air• ° V9 b � 0,0 COO S y �9.. �j86�m / T z rn mal��?� •• � w 19 N lF ' � 1 r R� 7INS �O Oq]� I - I I I I �Tt VL � ,�� • I I II I 1 \ I rty 0 i / 1 I I �I.T � 00 /O �r N —1m� w� I / / � / I i I S89 OV191E, S E ,�' r Y � r N CD -, u 9 94 96 / bb �tv L n+ yr 1 W �� t_ N F%po.,d A JE dyn S P 179071U1 VE Edmonds, n ARCHITECTURAL DESIGN c _ n $ p1, zT F y R n 9 s O C I n 1! 5 I 1 ry C. t1L fmivu,y.aime yl0l Ere�su.Wuninpon 9ylU11�211t59UE61� I v 0 RECEI DE DEVELOPMENT SER TP C? OF EDM ET 17907 KCIfte �ap /006,6 5 0)aj nv� FILE ST . REE?FILE 0 CITY CLERK CITY OF EDMONDS 121 STH AVENUE NO. EDMONDS, WA 98020 s�HO„sH CaUN.rPmwAs���.oN STATEMENT ON ACCESSORY DWELLING UNITS Property Address: I � (1� °7 I�C� �s P _ O � VYl Q 4� l � Edmonds, Washington t Assessor's Parcel Nomber: � 9 ( 42 -LLLC-) n I have read the requirements for accessory dwelling units contained in Chapter 20.21 of the Edmonds Community Development Code and understand that an Accessory Dwelling Unit, including a second kitchen, is prohibited until after an Accessory Dwelling Unit permit has been approved by the City of Edmonds. I also understand that approval of an Accessory Dwelling Unit permit is subject to compliance with identified criteria, to public comment, and neither this statement nor the issuance of a building permit shall act to limit the discretion of the City in the review of any application for an Accessory Dwelling Unit permit. Property Owner Signature: Q�1 "p Date: STATE OF WASHINGTON ) COUNTY OF SNOHOMISH ) I certify that I know or have satisfactory evidence that : ^M Es R. Le ll ( signed this instrument and acknowledge it to be his/her free and voluntary act for the uses and purposes mentioned in this instrument. Notary's -pressure seals must be smudged. ted: - Z Signature of �. t't`•' v p`s Notary Publi • PE ` 1 +µ0TA �..y. Ay Residing at: My Appointment - x Expires: 0 B W 4 j A` i•. THIS•Oii�1UMENT MUST BE RECORDED WITH THE SNOHOMISH COUNTY AUDITOR. - IN 00 (S 00° 59' 39^ E 206.03' rn rn rn AINK FENCE obi o o a !-a - a _ _ 180-------- -_-_\�____-- --- q a ` tAIU \ \� - ---- --2Q -+. t r -�-, y+r't, ----_ V�9 \ \\ f 1RI` Ai4'-D ► ;D t• TD"'.. ,C , V �` TOW \194A' TAWu 1340 '�_ \�\ '9e .:4 ,c �:a mod..- a. v � TAW 196 198A' ��/QZ .-I I y '\. q .� - - - 3 0. CL \ V ��-�j•- �.� `i�� L �\ 79 0� tT W m ° DaOe BAF 1 I I T.O W. p - 4 o Plp3 lT gals -us tv �. 189A' E- s C 1 1 EL. � ��B.OF. ISmA pA?l0 SLAB I 1D _ALK 191. r' ` IggD' ` g -�^'0 1 80?,s,.\EL. 185� \ II , two, i EL IgglS _ It S TAWU 194b1'`\I�\_`\ 9 � wwlcrNs se Io45 \ SETSA q `- _CD 5LA6BA��/ 1 1 \ \ EL.194A' ,v AFL EX ED. S- TO� �, �;,_CCPABCE TIGHTLIN ,' 2P s« . 0 �. s' ° RE CO!.�EREC THI YS , , 1 pATWO S-� �MATERK. O ExwBDMG AWAY w� s' 1 -' 200 .NO I ,� 1 -0' H �` `� W I I EL 1SO15. , TO - csr. / ,, ,• _. I. SDR 35 I 194b1 TO REMAIK 198A' I ALL WALL . \ I . ' -, ° I Imo;-BAF. SCH 40 -4- co �' L% %* NOTE: I mq \ AF. ,1 1 1165' O F pOR 5LA8 I �9' ALLEN BZDGK WALL MAX 4' m° H. ALLEN WALL TYPICAL. - _-ns--,\ = \ \ 11�65'�� 1 SN-12 0� E l 1 4 MAx 4 -m TYP. 198 z aR 0 O � ° 1 1 L.18WA tl v ra r* c>' -+ MAX. 3 -m H. ALLEN WALL ALLOWED UiITHM \ A � rsq A HANC � EL 3.0' SETBACK AREAS TYPICAL \ `. \ 1 l- j s EL. VISA j i LOT 6 y 'D ^ : c m 180 I DRIVEWAY PROFILE �i• Gl.iRY WALLS 49 5 ^C 1'V�`�ER & Si'�r i DAIL THIS NEEt BTM'. TG4 \ tv Y� T.011lL NSTALLATIO+ THE AREA OF THE ENTRANCE SHALL BE °�co.r//-_/11 194bi' - S�lU 194A' `�1 96 0 % CLEARED OF ALL VEGETATION, ROOTS AND OT14ER pq - L-- - - - �' `�two �tiS,PECTIONS Ry 0 D ---_` f "_ _ '�' OBJECTIONABLE MATERIAL THE GRAVEL SHALL BE PLACED y O TO T1 E SPECIFIED DIMENSIONS. ANY DRANAGE FACILITIES N N (� r� f fit' t '� %, ! I, / `1' +7� -17a _ - \1 r ` I \I "'\ 4 _ , ECK J I� O CK j _� - _ / - TAWll SD REQUIRED BECAUSE OF WASHNG SHOULD BE CONSTRUCTED C N / t B.GF. `- - r0 THE SPECIFICATIONS N THE PLAN. IF WASH RACKS ARE >y p 1 78` - / / �/ - I \ WMi \ 1 -OF- E zsl1 ' -L. gl AF.18315, 1Ir _ _ 'cam - A 1 9 4 < USED i � BE INSTALLED TO THE MAXFAGTURER S I 0 / / / i /, i� i `\j 4 BAF. W2E,' ;, BDF I __ _ _ 1. AC<,RtGATE: `4' TO 6' CRUSHED BALLAST ROCK _ _ - - B.OF. \ ` -18225 _ - - ` F 1 �'' sPE y CD TEMPOWY CONSTF (XTIo� I TOWII , rllb83_ N _ �< �� , B�.a ``� 1 0 3. ENTRANCE DIMENSICMNs: THE AGGREGATE LAYER MUST c� Cy " - ' tiA' ` 1 t ttAX 3' -m' H 7 0 !E IN o e 176-. , _ \ C a < BE AT LEAST 6 MCHES nNICIC IT MUST EXTEND VISE RILL a. �' \ �I11 E R) �� D , A c*7 _ �- - t T��A' _ _ _ ALL \ DE 1 EWTION\ ' z WIDTH O THE..VEHICULAR PNGRE55 AND EGRESS AREA THE "` I / , \\ ; (E) - - _ ISSA `� LENGTH OF THE ENTRADIGE MUST BE AT LEAST 50 FEET LONG. � O' N / / / / N _ 10• ♦ ELJlb� E 4. UL15i4W, IF CO DITICN'i ON THE SITE ARE SUCH THAT y � c9 / - Most at THE MUD IS NOT REMovID FROM VEHICLE TIRES B7 = . , I / / a Z CONTACT WTH THE GRAVEL, THEN THE TIRES MUST BE U14%ED , CAS S� r. c� BEFORE VEHK:LES ENTER A PUBLIC ROAD. WASH WATER Cs- `}' / 0° MUST BE CARRIED AWAY FROM THE ENTRANCE TO A SETTLNG cr CD � n (� �� / -3. SILT] FEt - \ - \ Gam' ' ` AREA ro REMOVE SEDIMENT. AWASH RACK MAY ALSO BE c9 CD CFO, ��"'° •`' � � ` ` DETAAIL � � \\ I' G`gEst,LO� USED TO MAKE WASHNG CONVENIENT AND EFFECTIVE. •p (9 .. _ - -' / j YF `� ��� ` \ \ �w ,C S. MANTENANCE: THE ENTRANCE SHALL BE MAINTAINED N A \ \ . \ ` CaNDmaN LLWGH WILL PREVENT TRAOcrtNG OR Flow CF MUD n �' - - _ -1 _ -' ��o i , \ SD OUB UP C�AIECT ALlr DS. TO ID .\ `� v 'r _ \ PIPE IU/ It sL ' MIN TY XISTWFs� , EDCsE DF 190 ONTO PUBIC RIGHTS-CF-WAY. THIS MAY RECUIRE PERIODIC 0 " ° 1 74' " "" _ _ _ _ _ _ - \ ` , ,�� TOP DRE55Ns WITH 2-NCH STONE, A5 CONDITIONS DEMAND, r* _ �' " - ` ;+� b�> > D \\ \ STOR1 I\ DRAIN N yJttrl ' `� CsRAVEL` DRIVE \ AND REPAIR AND/OR CLEAN OJT ANY STRUCTURES USED TO y a• 1 7 2- - - _ TRAP SO 194T ALL MATERIALS SPILLED ONTO ROADWAY 1O' t?• � OR INTO STORM DRAM BE REMOVED IMMEDIATELY. n � 7 MS MCD o 68 1 - - I - _ (� C7 N ENTRANCE 1 6 6 - , 41 RARY RAVEL CONSTRUCfIO B PPR TEMPO G OV � Z TOR I� S NOTED o . / RE SPON�SIBLE FC(R BY ENGINEERING # ERgSIONNTROL`\AND DRAIf�AGE 24 HR. NOTIC i °o °+ /, 1 2x4 OR EQUAL USE STAPLES 3 00 00FOR !None POST o 4' OC, OR WIRE RNGS N .+ p O DATUM PONT: ) 1 a u u TOP OF MANHOLE COVER GRADING PLAN Date: 1 0 o u EL. PT. +00' -p---ir -r --f-- 10'v 0' s' 10'� NOTE: 1 e ��u �� FABRIC ' FRL ALLEN WALL CONSTRUCTION LIMITED TO 4'-0" H. TYPICAL- -BURYMATEAL N 8° x F TRENCH S IUD MIINTHAN EE RING REQUIRED FOR ALLEN WALL HIGHER 2° x 4. OR EQUAL POST 0 4' oc. PROJECT TEAM: PROJECT DATA: LOT COVERAGE: OvaMRSICONTACT: BUILDING PAD 2,645 SF. USE STAPLES OR WIRE RINGS _TI E ADi)RESS: FRONT COVERED POR:H 210 SF. k Jl'I 4 MARILYNMALYN UErSTER O 6 REAR COVERED PORCH/DECK 119 SF SHEET NOTES FILTER 4 GA WI ON CENTER W OF P.SE BOX leiWA. R80T KAIR Z DR 2° x 2' 14 GA WIRE FABRIC DRIVEWAY 206-286, 61 98II9 EDMONpS, UA. 98020 TOTAL 3b34 sR ALL WORK MUST COMPLY Wm4 THE e GARAGE FLAE 106-286-6T86 LEGAL IIESCREMON: RECCMMENDATIO4S OF THE NELSON '/4° WASED ROCK 1180' ARCHITECT: SECTION ISTOWNSHIP ?1 RANGE a4 CLLARTER NW VISTA DEL MAR 35% LOT COVERAGE ALLOWED BY STRUCTURES GEOTECHNICAL REPORT ITS 6 SLOPE JAJ1E5 THOMAS, ARCFNTECT ELK a00 D-00-LOT 6 TGW EO 4 UND NT N KAIREZ OR 3b34 SF. I STREET `- ARCHITECTURAL DESIGN ASSM NC. ALSO TGW vo 4 UND NT N TR B 12,030 &F. ' COVERAGE e faLY GRADED OR DISTURBED SITE 115A COMEOT ALL O (E) 41OUTS AND DRIVEWAY _ "` EV ETT, U T AVENUE �01 STRIP DRAM TO (E) 4' TKsF{TLIAE W z EVER£TT WASHINGTON 982ai TAX PAII CELL NO. aa5654-a¢a-aa5 as EMPERVIOUS SURFACE PIPES SLOPED At Lc AND CONNECT ro ; Z .� BURY BOTTOM OF FABRIC 20 (425) 259-0661 FAX: (425) 252-6511 EXISTING, STOW DRAINAGE DETENTION SYSTEM. MATERIAL N 8'xl2' TRENCH STRUCTURAL ENGINEER ZONE: TOTAL LOT COVERAGE BY STRUCTURES 42SI SF. e3 SILTATION CONTROL FENCE DETAIL DRIVEWAY PROFILE MICHAEL MTTCI-ELL, PE LOT SM]: DRIVEWAY/STAIRs/51DEWAWJG 1 I ' m Z 4 �7s MITCHELL 54GNEERNG NC- - r,T - TOTAL IftWOUS SURFACE 5,181 SF. MD . s - 1921 168TH AVENUE NE `;' SHEET it\LAX. 3 _ REDMOND, W4 W052 - 028 ACRES r$t6e Fmrac _ �1 p� �g �, I 11 : @� (425)141-150a FAX: (415)14145 3 ' _ 5P-I SITE PLAN ALLEN BLOCK �Il1Y�►in + 1r� 1 GP-1 GRADNGPLAN i A -I SOUTH / EAST ELEVATIONS sY°"""` e Al.0 2�% HEIGHT CALCULATION:: A NORTH4WEST ELEVATIONS x `* A-3 MAIN FLOOR PLAN q0 1860 A-4 BASEMENT FLOOR PLAN q ® M5 A 5 FOINDATION PLAN ` 4-0OTH SMOWALL RESUB SLOPE PERFORATED DR IN © I88� A•1 ROOF FRAMING PLAN PLAN a TW Le c,,,p,LL Op rr6ID AUG 16 2005 A-8 EUILDING, SECTIONS 24112 TOTAL 1465 r 4 . 186b3 A 9 WALL `5ECTICN 4 DETAILS AVERAGE GRADE 186b3 S-I sTRJGTURAL DETAIL SCHEDULES 4 DETAILS GP-1 •-LANDSCAPE WALL DETAIL BUILDING DEPARTMENT T S-2 STRUCTURAL DETAILS `\��rs MAX RIDGE NT ALLOI.ED 2II.63 CITY OF IEDMOPIDS TJI TA MANUFACNRER DETAILS • ' 3r PROPOSED RIDGE HEK�idT 21083 i I i 4 • I I 1 ULJ t ON II I ION 1 /f1/A 4'4" QUARRY SPALLS 1. INSTALLATION: THE AREA OF THE ENTRANCE SHALL BE CLEARED OF ALL VEGETATION, ROOTS AND OTHER OBJECTIONABLE MATERIAL. THE GRAVEL SHALL BE PLACED �' HIGH 00 00 WOOL) FENCE -�r..��••vy v 180-------7 - `--- 4 ONPO:! . / TO THE SPECIFIED DIMENSIONS. ANY DRAINAGE FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED TO THE SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE 1 1 78- USED THEY SHOULD BE INSTALLED TO THE MANUFACTURER'S SPECIFICATIONS. 2. AGGREGATE: 4" TO 6" CRUSHED BALLAST ROCK 3. ENTRANCE DIMENSIONS: THE AGGREGATE LAYER MUST BE AT LEAST 6 INCHES THICK IT MUST EXTEND THE FULL WIDTH OF THE VEHICULAR INGRESS AND EGRESS AREA. THE LENGTH OF THE ENTRANCE MUST BE AT LEAST 50 FEET LONG. 4. WASHING: IF CONDITIONS ON THE SITE ARE SUCH THAT Zone Corner Plait M05T OF THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY Setbacks Required Aat a / CONTACT WITH THE GRAVEL, THEN THE TIRES MUST BE WASHED Front BEFORE VEHICLES ENTER A PUBLIC ROAD. WASH WATER Sides pe ! ' N MUST BE CARRIED AWAY FROM THE ENTRANCE TO A SETTLING Rear AREA TO REMOVE SEDIMENT. A WASH RACK MAY ALSO BE her Other USED TO MAKE WASHING CONVENIENT AND EFFECTIVE. eildit 5. MAINTENANCE: THE ENTRANCE SHALL BE MAINTAINED IN A ' CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD A Qy D't o > -' -- - ONTO PUBLIC RIGHTS -OF -WAY. TH157MAY-REQUIREPERIODIC - -- APPROVED BY PLANNING — TOP DRESSING WITH 2-INCH STONE, AS CONDITIONS DEMAND, (! • 2�- • o (o �' , 17 4, — — — — , �' S AND REPAIR AND/OR CLEAN OUT ANY STRUCTURES USED TO --------- 1 TRAP SEDIMENT. ALL MATERIALS SPILLED ONTO ROADWAY 72 tt.e t•9 in+- of V v c-t✓e 170 OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. �� a t v�ot- �cc e.� JQ- 16 r,--jEMPORARY GRAVEL CONSTRUCTION ENTRANCE 3 VA' CP-eA10aL� — — SS\ NOT TO SCALE A Yi a 5 ffa(A y,,1 rG lJ� -}o F of rock- --v ovfvta C 60 d �. 2x4 OR EQUAL POST 6 4' O.C. USE STAPLES OR WIRE RINGS 11---- — IrF-17 t-- u u u BURY BOTTOM OF FABRIC MATERIAL IN 8" x 12" TRENCH 2" x 4" OR EQUAL POST a 4' o.c. USE STAPLES OR WIRE RINGS FILTER FABRIC ON 2" x 2" 14 GA. WIRE FABRIC 3/4" WASHED ROCK FLOW •- BURY BOTTOM OF FABRIC--" MATERIAL IN 8"A? TRENCH SILTATION CONTROL FENCE DETAIL CENTER OF DRIVEWAY 15% SLOPE STREET 115.0' 20' n DRIVEWAY PROFILE N.T.S. GARAGE SLAB 118.0' \ DATUM POINT: TOP OF MANHOLE COVER EL. PT. +100' fAWT'i1V Dc/!''fA1AT'TA!''7'. VII I `► I Il"'11�I� I I`1 W��I`li.l� P.O. BOX 19001 SEATTLE, WA. 98119 206-286-6186 A DC'TTTrrU/"'7'. JAMES THOMAS, ARCHITECT ARCHITECTURAL DESIGN ASSOC., INC. 2221 EVERETT AVENUE *201 EVERETT, WASHINGTON 98201 (425) 259-0661 FAX: (425) 252-6911 cTDTTf''TTTD A T UXT!''TXT-VUD I IIt-omli1=L I - II I t.0m LL, r-.C. MITCHELL ENGINEERING INC. 1821 168TH AVENUE N.E. REDMOND, WA. W052 (425)141-1500 FAX: (425)141-5403 I 'i OTTr ial. Date... 7 V T.O.U1151.10 5.0.111185.50 Lo Qc) F-- I'-- F 4SITE PLAN 3' 1"=10'-0" 0"Trh" EET FILE 1 10' 0' S' 10' BUILDING PAD 2,645 SF. FRONT COVERED PORCH 210 S.F. REAR COVERED PORCH/DECK 119 S.F. TOTAL 3b34 B.F. 35% LOT COVERAGE ALLOWED BY STRUCTURES 3k34 SF. - 302% COVERAGE 12,030 5F. IMPERVIOUS SURFACE TOTAL LOT COVERAGE BY STRUCTURES DRIVEWAY/STAIRS/SIDEWALK TOTAL IMPERVIOUS SURFACE (HEIGHT CALCULATION: ® 185.0 ® 116.0 TOTAL 146.5 _ 4 = 186.63 AVERAGE GRADE 186.63 ( MAX. RIDGE HT ALLOWED 211.63 PROPOSED RIDGE HEIGHT 210.83 SITE ADDRESS: O 6 11901 KAIREZ DR EDMONDS, WA. 98020 T ri I--' AT 'n c!" 1DTD'i'T"1%T. / 00 SECTION 18 TOWNSHIP 21 RANGE 04 QUARTER NW VISTA DEL MAR BLK 000 D-00-LOT 6 TGW EQ 4 UND INT IN KAIREZ DR ALSO TGW EQ 4 UND INT IN TR B 917AX7 DADf-luT T XT411 YJI(/✓Iv;W 1t - f(JIG/K/ - fUIG/ J - IL/KJ ZONE: RZ-f— LOT SIZE: ,030 5F. 028 ACRES NOV 13 2006 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS T.O.W 198.50 5.0.11194.50 row 199.00 �5.0.UJ 19520 \202 T.O.U1 19820 0 5D.W 196.10 Q ROCKERY MAX. 4'-0" H. Tyr. /3� T�U11IB525 �.O.l�' '-200 M 198 00 --196 SD\\ ' 19 4 192 EDCk,PF 190 GRAVEL` DRIVE \ \ \`188 d- LC 00 00 QlLyuuT 1%T"rp c ALL WORK MUST COMPLY WITH THE RECOMMENDATIONS OF THE NELSON GEOTECHNICAL REPORT. CONNECT ALL DOWNSPOUTS AND DRIVEWAY STRIP DRAIN TO (E) 4" TIGHTLINE PIPES SLOPED AT 1% AND CONNECT TO EXISTING STORM DRAINAGE DETENTION SYSTEM. SHEET INDEX: SP-1 SITE PLAN GP-1 GRADING PLAN A-1 SOUTH 4 EAST ELEVATIONS A-2 NORTH 4 WEST ELEVATIONS A-3 MAIN FLOOR PLAN A-4 BASEMENT FLOOR PLAN A-5 FOUNDATION PLAN A-6 MAIN FLOOR FRAMING PLAN A-1 ROOF FRAMING PLAN A-8 BUILDING SECTIONS A-9 WALL SECTION 4 DETAILS 5-1 STRUCTURAL NOTES, SCHEDULES 4 DETAILS 6-2 TJI STRUCTURAL DETAILS TJI MANUFACTURER DETAILS w Wo >o M Ip w � ~ LL u W 0 U f�.� Q a An � 6" MM.� V 4"-6" QUAIRW 6FALL5 1. INSTALLATION: THE AREA OF THE ENTRANCE SHALL BE CLEARED OF ALL VEGETATION, ROOTS AND OTHER OBJECTIONABLE MATERIAL. THE GRAVEL SHALL BE PLACED TO THE SPECIFIED DIMENSIONS. ANY DRAINAGE FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED TO THE SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE USED THEY SHOULD BE INSTALLED TO THE MANUFACTURER'S SPECIFICATIONS. 2. AGGREGATE: 4" TO 6" CRUSHED BALLAST ROCK 3. ENTRANCE DIMENSIONS: THE AGGREGATE LAYER MUST BE AT LEAST 6 INCHES THICK IT MUST EXTEND THE FULL WIDTH OF THE VEHICULAR INGRESS AND EGRESS AREA. THE LENGTH OF THE ENTRANCE MUST BE AT LEAST 50 FEET LONG. 4. WASHING: IF CONDITIONS ON THE SITE ARE SUCH THAT MOST OF THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY CONTACT WITH THE GRAVEL, THEN THE TIRES MUST BE WASHED BEFORE VEHICLES ENTER A PUBLIC ROAD. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO A SETTLING AREA TO REMOVE SEDIMENT. A WASH RACK MAY ALSO BE USED TO MAKE WASHING CONVENIENT AND EFFECTIVE. 5. MAINTENANCE: THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2-INCH STONE, AS CONDITIONS DEMAND, AND REPAIR AND/OR CLEAN OUT ANY STRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED ONTO ROADWAY OR INTO STOW DRAINS MUST BE REMOVED IMMEDIATELY. j)�TIEMPORARY GRAVEL CONSTRUCTION ENTRANCE SCALE 2x4 OR EQUAL USE STAPLES POST O 4' O.C.-\ /-OR WIRE RINGS 2" x 4" OR EQUAL POST t1 4' o.c.- USE STAPLES OR WIRE RINGS FILTER FABRIC ON 2" x 2" 14 GA. WIRE FABRIC- '44" WASHED ROCK — NEWLY NEWLY GRADED OR DISTURBED 51TE BURY BOTTOM OF FABRIC MATERIAL IN 8"A? TRENCH SILTATION CONTROL FENCE DETAIL FILTER FABRIC 6' HIGH 00 00 WOOD PENCE 180------ �--__ ' Q 180-- 1 1 �l I � 1 NOTE: I / MAX. 4'-0" H. AL � EN WALL TYPICAL. MAX. V-0" H. ALLEN WALL ALLOWED ITHIN 5ET5ACK AREAO TYPICAL. 18 0i / l / / / r / 17 4' 170 _ 16 6 —8 — — SS\, FIN. FL. I qn 01 CENTER OF DRIVEWAY Aft, DRIVEWAY PROFILE N.T.S. WUSM D llfll9 O%o GARAGE SLAB 4-M- —1 DATUM POINT. TOP OF MANHOLE COVER EL. PT. + ' t uteyf�t, �fv PROJECT TEAM: OWENERS/CONTACT: JIM $ MARILYN WEGNER P.O. BOX 19001 SEATTLE, WA. 98119 206-286-6186 ARCHITECT: JAMES THOMAS, ARCHITECT ARCHITECTURAL DESIGN ASSOC., INC. 2221 EVERETT AVENUE #201 EVERETT, WASHINGTON 98201 (425) 259-0661 FAX: (425) 252-bell STRUCTURAL ENGINEER MICHAEL MITCHELL, P.E. MITCHELL ENGINEERING INC. 1821 168TH AVENUE N.E. REDMOND, WA. 98052 (425)141-1500 FAX: (425)141-5403 c nno 'cot 2011 -v .............. / CD cal d 0\0 1 6' HIGH CHAIN c0 EL,191.5 0 1 , " 00 FIRE AND AID ADDRESS SIGN REMNED CD /T.O.W 1w.0' ca Z Cc �oCo w — .. � U N u ----- ". ca c � O 5 1 O \7 U c!) �C13 = U natp� Q) _J" Q Ca p to cu. c� C -6 Co Q� �cuI� — — o --'200 ,t 0. 198:0' ALLEN 5-L-OCK WALL MAX. 4'-0" H. TYP. 19 8 —196 , T.O.W 192.0' \ SD �`194 �`192 EDGE �o -- � 19 0 GRAVEL` DRIVE \ --18 8 00 00 N1 It h ]PLAN APPROVED AS NOTED �4 HR. NOTICE EC REQ. 1"=10'-0" BY ENGINEERING FOR INSPECTION i NOTE: Date: ion of sf ion - ALLEN WALL CONSTRUCTION LIMITED TO 4'-0" H. TYPICAL. OWNER/CONTRACTOR IS RESPONSIBLE FOR ENGINEERING REQUIRED FOR ALLEN WALL HIGHER EROSION CONTROL AN THAN 4[-oil BUILDING PAD 2k45 S.F. FRONT COVERED E'ORCH 210 S.F. REAR COVERED PORCH/DECK 119 S.F. TOTAL 3.634 S.F. 35% LOT COVERAGE ALLOWED BY STRUCTURES 3A34 S.F. - 30.0% COVERAGE 12,030 S F. IMPERVIOUS SURFACE TOTAL LOT COVERAGE BY STRUCTURES 4.0918.F. DRIVEWAY/STAIRS/51DEWALK 1 9b S.F. TOTAL IMPERYIOUS SURFACE 5,181 S.F. — ungINAGE PROJECT DATA: SITE ADDRESS: O 6 11901 KAIREZ DR EpMONDS, WA: 98020 LEGAL DESCRIPTION• SECTION IS TOWNSHIP 21 RANGE 04 QUARTER NW YI57A DEL MAR BLK 000 D-00-LOT (o 7GW EQ 4 UNp IN? IN KAIRET DR ALSO 7CsW EQ 4 UND INT M 1R B TAX PARCELL NO. 005654-000-009-00 ZONE: RZT-2— LOT SIZE: —121030� 0.28 ACRES MODULAR WALL �� HEIGHT CALCULATION: Zone 125.1 v Corner NOFlagjV) SYSTEM b ® 185 0 Setbacks Required Actual (us fit~ N ® 1915 Sides 6 411� SMOOTH WALL © 188.0 Real � Other W 10` PERFORATED DRAIN SLOPE MIN. Igo OR 1' /20' ® 116.0 _ Height TIGHT LINE OUTFALL TOTAL 1465 _ 4 = 186.63 A AVERAGE GRADE i8b.63 APPROVED BY PLANNING MAX. RIDGE ALLOWED 211.63 �:. f"TREET FILE 3 LANDSCAPE WALL DETAIL PROPOSED RIDGE HEIGHT 210.83 11AM4. tL IV N.T.S. SHEET NOTES ALL WORK MUST COMPLY WITH THE RECOMMENDATIONS OF THE NELSON GEOTECHNICAL REPORT. CONNECT ALL DOWNSPOUTS AND DRIVEWAY STRIP DRAIN TO (E) 4" TIGHTLINE PIPES SLOPED AT 1% AND CONNECT TO EXISTING STORM DRAINAGE DETENTION SYSTEM. E _SHEET INDEX: 5P-1 SITE PLAN GP -I GRADING PLAN A-1 SOUTH 4 EAST ELEVATIONS A-2 NORTH 4 WEST ELEVATIONS A-3 MAIN FLOOR PLAN. A-4 BASEMENT FLOOR PLAN A-5 FOUNDATION PLAN A-(o MAIN FLOOR FRAMING PLAN A-1 ROOF FRAMING PLAN A-8 BUILDING SECTIONS A-9 WALL SECTION 4 DETAILS 5-1 STRUCTURAL NOTES, SCHEDULES 8 DETAILS 5-2 TJI STRUCTURAL DETAILS TJI MANUFACTURER DETAILS i �. o au A� w� a� b 0 � E 0 i~ 40. a� AU6 12 2665 �cs rn BUILDING DEPARTM Off CITY OF CDM ONC a 24112