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Permit File 2218 10th Street
It'll:Or 41 CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 2218 10th St. Owner: Frank & Kristi Martin Constructed by: Strandberg Construction Building Permit #: BLD-2016-1318 Date issued: 07/15/2016 Use Zone: R2 Dated: January 9, 2017 Authorizing Official: � .. _.._.___.,._...._77 .- +Y C? 4: City of Anacortes Invoice/Permit#: BLD-2016-1318 '. = 904 6th Street Applied date: 06/08/2016 ° P.O.Box 547 Issue date: 07/15/2016 `, 1'', ` s Anacortes, WA 98221-0547 Expire date: 01/11/2018 'f. ' ." = (360) 293-1901 Job Address: 2218 10TH ST Permit Type: Single Family Residence Permit -ANACORTES WA 98221-1445 - - -Project: - APN: P56211 Remarks: New single family residence to replace demolished one. Owner: FRANK/KRISTI MARTIN Contractor: Address: 12342 WINDWARD WAY Address: ANACORTES WA 98221-8774 Phone: (360)220-7131 Phone: License#: General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R-2 Building Permit Fee 3,841.75 Lot Area 13808 Plan Review Fee 2,297,14 1st Floor Square Footage 1183 Mechanical Permit Fees 129.15 2nd Floor Square Footage 2343 Plumbing Permit Fee 153.00 3rd Floor Square Footage 1578 State Building Code Fee 4.50 Garage Square Footage 775 Sewer Inspection Fee 50.00 Deck Square Footage 1771 Total Calculated: 6,675.54 Building Valuation 628000 Deposits/Receipts: 200.00 # Forced Air Furnace <=1,000 1 #of Bathtubs 1 Total Due: 6,475.54 #of Clothes Dryers 1 #of Clothes Washers 1 #of Dishwashers 1 #of Gas Fireplace 1 #of Gas Piping 1 #of Gas Water Heaters 1 ,-, .. i I r,,, ,.J #of Water Piping 1 i f vl :,i o "' #of Hose Bibbs 1 :-, i t e i;l ;-- d #of Kitchen Sinks 1 u. 11 .- I .,1 it #of Lavatories 5 i-- 3. `i 71 #of Range Hoods 1 - n . +ra .' lµ- , #of Showers 3 r l ._ -• I_, #of Slop Sinks 1 I CI #of Ventilation Fans 6 #of Water Closets 4 °" 1 rl7 ri .:7' r-- I1,, n 4'-J 1 h I�� I�} r-1 i.I 1'4 i I% 071 1 J- .!:: 1 ,'_r1 1:.1I T. ,:.-a I.:i rn _i , :is I _c. -r:. 0 0.., S U P E R I F) 111`...ISULATIONI PRODUCTS INSULATION CERTIFICATION CARD insulation Contractor Name: SUPERIOR INSULATION PRODUCTS Jobsite Contractor: STRANDBERG CONSTRUCTION Job Name: Jobsite Address: 2218 10TH ST ANACORTES, WA 98221 Ceiling Insulation Manufactures Name: Certainteed Icynene Insulation Type: Fiberglass Batts Spray Foam R-Value of Insulation: R30 R21 Thickness of Insulation Installed: 9.5" 3" Location of Insulation Installed: Over Foam Ceiling Area Wall Insulation Manufactures Name; Certainteed Insulation Type: Fiberglass Batts R-Value of Insulation: R21 Thickness of Insulation Installed: 5.5" Location of Insulation Installed: Exterior Walls Floor Insulation Manufactures Name: Certainteed Insulation Type: Fiberglass Batts R-Value of Insulation: R30 Thickness of Insulation Installed: 9.5" Location of Insulation installed: Crawl Space THIS CARD MUST BE POSTED IN A PROMINENT LOCATION AND RETURNED TO THE BUILDING DEPARTMENT BEFORE YOUR FINAL INSPECTION 73rittcui.ey ?Rath. SUPERIP833KT Insulation Contractors Signature License# 1.5.2018 Date kingworks CONSULTING ENGINEERS March 17, 2017 Brook Middleton 2415 T avenue Suite 202 Anacortes Wa, 98221 Project: Martin Residence KW PROD #:15213 Dear Brooks: This letter is transmitted to inform you that Kingworks Consulting Engineers has performed Structural Observations during construction of the above referenced project in accordance with the contract documents and Section 1704.5 of the 2015 International Building Code, and have reviewed the structural special inspection reports provided to us for welding and piles. To the best of our knowledge, there are no outstanding or unresolved structural issues on this project. Please feel free to contact me if you have any questions. Feel free to call if you have questions or concerns. Sincerely, Quinn Hanks, PE SON Q N Associate of wASNfr�/fs D gitally,f. •by 4 nnHa Q Hanks : .- r ,r • s" u . AL �J7ON 600 Dupont St*Suite B-Bellingham WA 98225/p/f: 360-714-8260/www.king-works.com 'F-X 0,.,,� Cityof Anacortes Invoice/Permit#: BLD-2016-1465 904 6th Street Applied date: 08/04/2016 `! + P.O.Box 547 ¢¢ z Issue date: 08/09/2016 * '' t Anacortes, WA 98221-0547 Expire date: 08/04/2017 (360) 293-1901 •w.,,,--..�.:ter' Job Address: 2218 10TH ST Permit Type: Demolition Permit ANACORTES WA 98221-1-445 -Project:- APN: -P56211 • Remarks: Existing house,foundation,carport,concret walkways pads, landscaping,rockeries and utilities • Building permit#BLD-2016-1318 Owner: FRANKIKRISTI MARTIN Contractor: STRANDBERG CONSTRUCTION Address: 12342 WINDWARD WAY Address: PO BOX 319 ANACORTES WA 98221-8774 ANACORTES WA 98221-0319 Phone: (360)220-7131 Phone: (360)293-7481 License#: STRANCI020CC General Information: Fees: Total Calculated: Adjustments: Deposits/Receipts: Total Due: • THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY .11111 CITY OF ANACORTES F ` 'ik DEMOLITION PERMIT APPLICATION L Site Address:-2218 1-0th-Street,-Anacortes- - Assessors Account No.: 56211 Date:0 5109120 1 6 Lot(s): 9, 10, 11 Block:201 Addition: Owners Name: Frank & Kristi Martin Contractors Name:Strandberg Construction Address: 12342 Windward Way Address:PO Box 319 State: WA Zip:98221 State: WA Zip: 98221 Phone: Contractors license:STRANCIO2OCC Phone:360-293-7431 Have Utilities Been Disconnected? Description of proposed demolition. Existing house, foundation, carport, concrete walks and pads, Water Dept.: Yes IS landscaping, rockeries, utilities? 01 fveei Electric: el No Cable: Yes CO Gas: OD To How Will Materials be disposed? Dumpsters and trucks. BARRICADES TO BE PROVIDED FOR PUBLIC ,R ECTION,AREA MUST BE ROPED OFF! Strandberg Construction Applicant's or Agent's Si!, + ire ASBESTOS WARNING Breathing asbestos is hazardous to your health. Before starting a renovation or demolition project, survey for friable asbestos materials. Notify Northwest Air Pollution Authority prior to asbestos removal or containment 1600 S. 211`1 Street,Mt. Vernon,WA 98273 (360) 428-1617. Fire Department Approval: Date: Police Dept. Approval: Date: Public Works Department Approval: Date: Museum: °CL -{_ G Date: Comments: • ->/-. /---.:.-S- '!':'.--' :/:---:-- 7 -- N.01 \--_____------------:-_--4,---- 6pA��� SESBA0 CC- . / ss ti 46+ cc„„ R� -'%b ;:;<:" S.�$DBE S �Z.1" sa /7:'' ' - - •:,,-/'- , ..-/-',' -',/-'7/ :1'-' , ;-•' ; 1 7- PE�GE R� /" t 0 DSO w r q¢4 SGER fie,¢ `.' . 4��'� \\\ G� �p1�N,,y�t 0 / .. W 5 e .� \ BAG t�X _ ..� . �NG \� �,, �°©� FE�,GE \1 // E i \ NQ�S x /..f/0 33`v. SIR NC�� � \' Q.. "--/:-',----;". .--.::/ ,..,-,..;--' _ .:-;7-,,7%---r7.7:-/-/ d-,41 —3 c � C�A4r� AN 0 �� \\\ \„, % 4 ,_.) :,--\, RV-V\"' O_____.., % \o_ k--`'. ...--------- lc sI1' ?` T — — �' \-., ,.. ,? — GpRP°�� , ,p�EM Aiii‘ 5, cO\A • r` //\.\\\ --- OB • \ '---- .— C>C' c) , ,, .r,,,,:f. . .,illiA00...,,„.. ______:_liAs .?vvozi 0.7-.; \ApP coat. S� ` \v ��c�E° �. �A414, — � ���� p��8 W. IN 1.WO' p � N • 34 Air '( d s � Pi AStANN.-1 ,. t,,ap45 5p , S��W E � / cC (% gp 10 c,ACI\AC f_�T ss NA 1 EY15�;555.4t \ 1 RtM©lv- 0 C�G� SYPC (21P A444 '1 sNQ p� G v-\-A-� \ I� 1 cPNV e i %.44 ` PIS 45-, Gp G• sIgG p`K \ �,-7rs v, From: NWCAA Sent:Thursday, March 17, 2016 3:07 PM To: martyafloat@outloolc.com Subject: NWCAA Asbestos Disposal Permit Thank you for completing the Northwest Clean Air Agency asbestos disposal permit application. We will send you a follow-up email that includes your unique NWCAA case number with a copy of your completed form. Bring this form to the asbestos disposal site. Please contact us at 360-428-1617 if you have questions. From: noreply@formstack.com Sent: Friday, March 18,2016 3:54 PM To:martyafloat@outlook.com;scottp@nwcleanair.org Subject: NWCAA Asbestos Disposal Permit pp - Formstack Submission for form NWCAA Asbestosbisposal Permit Submitted at 03/18/16 3.54 PM NWCAA case number: 16-102 Date and time: Mar 17, 2016 02:58 PlM Name: Frank Martin Company: homeowner Current address: 12342 Windward Way Anacortes, WA 98221 Phone: (503) 706-5570 Email: martyafloatcoutfook.corn Type(s) of asbestos; mark all that apply: Floortile (VAT) Quantity: 170 square feet Units: square feet Date asbestos removed: Mar 17, 2016 Address asbestos removed from: 2218 10th Street Anacortes, WA 98221 County asbestos removed from: Skagit . Asbestos disposal site: Estimated date of disposal: Mar 18, 2016 I DO HEREBY CERTIFY THAT THE INFORMATION CONTAINED 1 agree IN THIS APPLICATION IS, TO THE BEST OF MY KNOWLEDGE, ACCURATE AND COMPLETE; Terms I Privacy Copyright©2016 Formstack, LLC. All rights reserved. This is a customer service email. Formstack, LLC 8604 Allisonville Rd. ►ESN 4 ASBESTOS WASTE SHIPMENT REPORT FORM- tEASE PRINT OR TYPE! If you have any questions,contact your local DEQ Regional Office in Portland at 503-229-5364, Salem it 503-378-8140 ext.272, Medford at 541-776-6010 ext.235,or Bend at 541-388-6146 ext.226. OR call 800-452-4011 for the location )f your local regional DEO office. �,q WASTE GENERATOR: (Contractor, Faculty, or Operator) Residential ❑Commercial \sbestos removal site name and address: Street/City/State/ZIP/County .ontact person/phone: F'ia..K r a f n Operator's name and address: Environmental Abatement Services, Inc. Phone:360-755-1085 :'O Box 2503/18365 W. Lincoln St Mount Vernon,WA Skagit 98284 Street City/State County Zip Waste disposal site: Northern Wasco County Landfill Phone:541-269-4082 a50 Steele Road the Dallas,OR Wasco 97058 Street City/State County Zip Describe asbestos materials: 5. Containers: Number: 3 Type: D v tA(DLe_ Q :I?),,A.4dbe Total quantity(cubic yards): 4, 3 7 OPERATOR'S CERTIFICATION:I hereby declare that the 4ontents of this consignment are fully.and Accurately described above by proper shipping membname and are classified, packaged,and iabefed,and are in all repects in proper condition for transport according to el government regualtions. All.m, vement of this asbestos-containing material is recorded on this Waste Shipment Record Form. . Signature: Date: _ 13-6 M1 . _.. / LP • TRANSPORTER(S): • 8 Transporter#1: (Acknowledgement of receipt of materials) Agent: _ . Cornpany:D&.B Truckinq Address: 1905 E lincoln Ave,Tacoma,WA 98421 Phone:253-383-3826 Signature: Date: 9 Transporter#2:(Acknowledgement of receipt of materials) Agent: • Company: Address: • Phone: Signature: Date: • Disposal: (Certification of receipt of asbestos materials covered by this manifest,except as noted in item 11 below.) 10 Waste Disposal;Site: • . Name and Title: . •Date: Signature: Phone: 11 DISCREPANCY SPACE:(Add attachments as needed) Measamer, Don From: Measamer, Don Sent: Thursday, May 19, 2016 2:59 PM To: Baldwin, Jim; Oakley, Steve; Kennedy, Jack Cc: Ingalls, Paul Subject: 2218 10th Demo Permit Attachments: 2218 10th.pdf Please find attached a demo permit application for 2218 10th. Please review as soon as possible and respond with comments. Thank you Don Measamer City of Anacortes Department of Planning, Community & Economic Development P.O. Box 547 Anacortes, WA 98221 Ph. 360.299.1942 Fax. 360.293.1938 don@cityofanacortes.org 2016 Comprehensive Plan Update Info Get involved.... It's your city! CONFIDENTIALITY STATEMENT This message may contain information that is protected by the attorney-client and/or work product privilege. If this message was sent to you in error, any use, disclosure or distribution of its contents is prohibited. If you receive this message in error, please contact me at the telephone number or e-mail address listed above and delete this message without printing, copying, or forwarding it. Thank you. 0 Please consider the environment before deciding to print this e-mail. i Measamer, Don From: Oakley, Steve Sent: Thursday, May 19, 2016 3:51 PM To: Measamer, Don; Baldwin,Jim; Kennedy,Jack Cc: Ingalls, Paul Subject: RE: 2218 10th Demo Permit Don ... No issues for the Museum or Historic Preservation Board. Steve Oakley, Director Anacortes Museum & Maritime Heritage Center 1305 8th Street Anacortes, WA 98221 360/293-1915 Original Message From: Measamer, Don Sent: Thursday, May 19, 2016 2:59 PM To: Baldwin, Jim <JimB@cityofanacortes.org>; Oakley, Steve <steveo@cityofanacortes.org>; Kennedy, Jack <jackk@cityofanacortes.org> Cc: Ingalls, Paul <pauli@cityofanacortes.org> Subject: 2218 10th Demo Permit Please find attached a demo permit application for 2218 10th. Please review as soon as possible and respond with comments. Thank you Don Measamer City of Anacortes Department of Planning, Community & Economic Development P.O. Box 547 Anacortes, WA 98221 Ph. 360.299.1942 Fax. 360.293.1938 don@cityofanacortes.org 2016 Comprehensive Plan Update Info Get involved.... It's your city! CONFIDENTIALITY STATEMENT This message may contain information that is protected by the attorney-client and/or work product privilege. If this message was sent to you in error, any use, disclosure or distribution of its contents is prohibited. If you receive this message in error, please contact me at the telephone number or e-mail address listed above and delete this message without printing, copying, or forwarding it. Thank you. 1 ANACORTES PUBLIC WORKS DEPARTMENT Cd.,.. . •°go. Steven Lange, Project Manager P.O-BOX 547,ANACORTES,WA 98221 PH(360)293-1920 Silitte.ryv E-MAIL:stevel©cityofanacortes.org FAX(360)293-1938 Memo Date:June 30, 2016 To: Paul Ingalls, Plans Examiner From: Steven Lange for Jim Baldwin Subject: Site Plan Review for 221810'h Street cc: Eric Shjarback, Jim Baldwin The submitted site plan for 2218 10th Street was reviewed by the Public Works Engineering Department on June 23, 2016. The following comments are provided: • Applicant needs to complete a Small Parcel Storm Water Plan and update the incomplete Site Plan. • Along with the Small Parcel Storm Water Plan, the applicant will need to submit an Erosion and Sedimentation Control Plan that will be included with the Building Permit application. • No Frontage improvements are required under this proposal. (6ip'. i ( t, k, ( ,7 (,e,--/--#.e." to a 5 4..4. ci tieJ ir_________ i=a A • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation• Equipment • Capital Projects • Development Services .7-117:7;/..-1. 4v/7---#4.---1 , 4rA#.57-7e----.77--F--- -4--Jr - \,,/ L- 1-- ..,.. .' /e c.,-•4,-74,--1 i . 4- IA 4- oe k ///4.,t'.FA.are 1I 1 Rir e/ Ai/ v/ c 4 0 r 7-ti, 5/11 7 r 0 0 r f • ' . 7.- / ,j er />r e e I r h r e 74 i O 5 ' (.--/ io ft o f fle15 6,--a/7 t e-f-e 74 n (2 i-e-i j : fr AT r vie- , k-rr t p s"0 7/,--c_. A rAty druid - f /// 1/4-i f -1 0,41 I e''/, b t r I 7 ..C di i i,v e". - e .-7 r• : %Ai \.wok-I i t r I s sn f 1:11 Residential Building Air Leakage Test (Blower Doorr T e t) Resist: l: .i! ..dc,ess or lot number: 2 [ /0 City: j" ";� . ., Zip: r • Hoar Area (•):_-' v ` ' Age of house: c?Li,.a (circ:in one): Plans siim fl Measured shall be reported as Air Changes per Hour at 50 Pascals (ACH50) and shall be calculated as follows: ACH50 = (CF11/150 x 60)//Volume Where: CFM50 - Blower door fan flow at 50 Pascal pressure difference Volume T Conditioned Floor Area of the housing unit x ceiling height Blower Door Test Result: _-/, • ACH50 if IN CFM©50Pa i ail ig (circle one if applicable): Open A 13 C t'i�ivv: ;oor Fan Location: j.,,,, ;��� �( e"a , Weather Conditions: jC U 'it !t: r tt y trr.it these blower rloor, ;i'ae'nit= ace accurate and , ete. ,ir'iod nosing standard industry protoc:.l_ Ccr ipanyr Name: �is 1 r.t yi /,� /!7 Technician: p r3/[1' Technician Signature: 'r' ' ;` — Date: J Phone Number: t 6 CI 2412 Vki:;i iiefiten Stec—Energy Code reference: R 2.4 11.2 Testing,The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2,and 3-5 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g.(50 Pascals).Where required by the code official,testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.Testing shall be performed at any time after creation of all penetrations of the building thermal. envelope. Once visual inspection has confirmed the presence of a gasket (see Section 502.4),operable windows and doors manufactured by small bu,siness shall be permitted to be sealed off at the frame prior to the test, V'\,. H 1%i r l.{ r1\ Si VI I 1 ."\ vrIttiITi (f p i t i 1 Duct Leakage Affidavit (New Construction) Permit#: I ' 7 r/ft/ to House address or lot number: -f + City: rt. 1 C r,4 Zip: f f c LI Floor Area (ftz): Source (circle one): Plans sfiirrtate Measured [J Duct tightness testing is not required. The total leakage test is not required for ducts and air handlers located entirely within the building thermal envelope. Ducts located in crawl spaces do not qualify for this exception. Air Handler in conditioned space? ❑ yes, no Air Handler present during test? yes ❑ no Circle Test Method: Leakage to Outside T tat Leaka .e ittlaximinn duct leakage; Post Construction,total duct leakage: (floor area x .04) = LCi CFM@25 Pa Post Construction,leakage to outdoors: (floor area x .04) = CFIVI@25 Pa Rough-In, total duct leakage witti air handler Installed: (floo'r area x .04) = CFM©25 Pa Rough-hi,total duct leaky a with ai a:•+t an rtelIIed: (floor area x .03) = CFM@25 Pa Test �wG:: CFM@25Pa Ring (circle one if applicable): Open ,�'I 2 3 II Duct Tester Location: / v `',_i Pressure Tap Location: R f v"141 /1/r +cart.ii+f !duct ileaicage ra r ay.?,a a1i,.uu•ate,and cl:r, rrmieed usiri•g standard duct testing] protocol. l�c'.1:-(7 171e- r . 1 Technician: iv Company Name: Technician Signature: Date: Phone Number: • . 1 ,1*. • • I r "I. i i 4 • z S- t • • I 3 `1 I, ., '• *06 I Geotechnical Engineering Services and r Geologically Hazardous Area Assessment ' • - • ! • • r Proposed Martin Residence I Y 2218 10th Street ,_ ."• . Anacortes, Washington 4r - - for • Frank Martin - - - - —. - • May 20, 2016 - f - I ' t' - — ! le 7 -- . I _ . • • t 'III - -'I +� : '7;:- I . • i . +: r - se e s EOEN INEERS� ' V. I ` 5 i • 1'al'. r:rui r+'+'CIIIIWIOF,r . f' r k - 1 4 i. • I1 f i1 . i'' f4 { , ` I ' 1 ,I y tip, . • 4. I 1. Geotechnical Engineering Services and Geologically Hazardous Area Assessment Proposed Martin Residence 2218 10th Street Anacortes, Washington for Frank Martin May 20, 2016 GEOENGINEERS f 600 Dupont Street Bellingham, Washington 98225 360.647.1510 Geotechnical Engineering Services and Geologically Hazardous Area Assessment Proposed Martin Residence 2218 10th Street Anacortes, Washington File No. 22059-001-00 • May 20, 2016 Prepared for: Frank Martin 12345 Windward Way Anacortes, Washington 98225 Prepared by: GeoEngineers, Inc. 600 Dupont Street Bellingham, Washington 98225 360.647.1510 Aaron J. Hartvigsen, PE Geotechnical Engineer J. Robert Gordon, PE Principal RM B:AJ H:JRG:tI n cc: Quinn Hanks(1) Brooks Middleton(1) Kingworks Consulting Engineers Brooks Middleton Architect Disclaimer:Any electronic form,facsimile or hard copy of the original document(email,text,table,and/orfigure),If provided,and any attachments are only a copy of the original document.The original document is stored by GeoEngineers,Inc.and will serve as the official document of record. GEOENGINEERS .-72 Table of Contents INTRODUCTION AND SCOPE 1 DESIGNATION OF HAZARD AREAS AT THE SITE 2 SITE CONDITIONS 2 Geology/Hydrogeology 2 Surface Conditions 3 Subsurface Conditions 4 Soil Conditions 4 Groundwater Conditions 5 CONCLUSIONS AND RECOMMENDATIONS 5 Summary 5 Earthquake Engineering 5 2012 IBC Seismic Design Information 5 Seismic Hazards 6 Steep Slope Evaluation and Mitigation 6 General 6 Tree Removal 6 Stability Analyses 7 General 7 Seismic Design Criteria 8 Existing Slope Stability Conditions 8 Post-Construction Stability Results 8 Setback and Mitigation 9 Shallow Foundation Support 9 Subgrade Preparation and Design Parameters 9 Lateral Resistance for Footings 10 Pile Foundation Recommendations 10 Axial Loading 10 Lateral Capacity of Piles 10 Passive Resistance of North Grade Beam 11 Pile Testing Recommendations 11 Pile Installation Considerations 11 Slab-on-Grade Floors 11 Subgrade Preparation 11 Design Parameters 11 Below-Grade Walls 12 Permanent Subsurface Walls and Other Cast-in-Place Walls 12 Drainage 12 Stormwater Considerations 13 Earthwork 13 Clearing and Site Preparation 13 Structural Fill 14 Weather Considerations 15 GEOENGINEERS May20,2016 1 Page i File No 2 2 0 59-001-00 Temporary and Permanent Slopes 15 Sedimentation and Erosion Control 15 ADDITIONAL GEOTECHNICAL AND ENVIRONMENTAL SERVICES 16 LIMITATIONS 16 REFERENCES 16 LIST OF FIGURES Figure 1.Vicinity Map Figure 2.Site and Exploration Plan Figure 3. Cross Section A-A' Figure 4.Slope Stability Analysis - Static Conditions Figure 5.Slope Stability Analysis - Seismic Conditions APPENDICES Appendix A. Field Exploration Program and Laboratory Testing Figure A-1. Key to Explorations Figures A-2 through A-3. Logs of Borings Appendix B. Report Limitations and Guidelines for Use GEOENGINEERS May20,2016I Page ii File No 22059-001-00 INTRODUCTION AND SCOPE This report presents the results of GeoEngineers, Inc.'s (GeoEngineers)geotechnical engineering services and geologically hazardous area site assessment for the proposed Martin residence to be located at 2218 10th Street in Anacortes, Washington. The property includes an upland area and a steep slope that is the north-facing bluff above Guemes Channel. The general location of the site is shown in the Vicinity Map, Figure 1. Our understanding of the project is based on conversations with the owners, the project architect (Brooks Middleton), and the project structural engineering (Quinn Hanks with Kingworks Consulting Engineers).The existing conditions are shown in the site survey that is being submitted as part of the project documents. The proposed project includes demolition of the existing residence and construction of a new residence. It is proposed that the house be located within 10 feet of the top of the steep slope. The proposed development, subsurface exploration locations, and topography are shown in the Site and Exploration Plan, Figure 2.A brief summary of our understanding of the development includes: The main house structure will have three stories. The bottom floor will have a finished floor elevation of 43.5 feet(NAVD 88 Datum)and be located within 10 feet of the top of the steep slope. A single story portion of the house including a garage extends toward lath Street. This floor is at the same elevation as the second floor of the main house structure. A retaining wall is required for the grade transition from the three story to the one story structure. E A lower deck for the second floor is located north and west of the main structure. The portion of the deck located north of the house structure(toward the slope)will be supported by joists and struts from the house or house foundation(piles along the north wall); no deck foundation elements will be located closer to the top of the slope than the house foundation.The rest of the deck will be supported on posts and sonotubes/pads. Three large fir trees are located within the house and/or deck footprint and located near the top of the slope. It is proposed that these trees be removed for the site development. The City of Anacortes requires a geologically hazardous area site assessment be completed for the proposed project in accordance with Anacortes Municipal Code (AMC) 17.70 Article IV regarding potential geologically hazardous areas.The proposed residence will be located within the required minimum setback from a steep slope as defined in the AMC. The purposes of our services included a geologically hazardous area site assessment as it relates to the steep slope, and geotechnical engineering conclusions and recommendations for the proposed development to serve as mitigation for the close proximity to the slope. Our scope of services included evaluating surficial conditions and existing slope stability, performing a geologically hazardous areas site assessment for the proposed development, performing subsurface explorations, and providing geotechnical engineering conclusions and recommendations regarding the proposed residential development. Our specific scope of services is described in our services agreements for the project dated August 18, 2015 and our addendum services agreement dated September 29, 2015 which were authorized by Frank Martin. GEOENGFFIEERS 47 May 20,2016 I Page 1 File No.22059-D01-0O DESIGNATION OF HAZARD AREAS AT THE SITE The methods of designating specific hazard areas are presented in the AMC and are briefly discussed below: Erosion hazard areas are designated in the AMC as areas identified by the U.S. Department of Agriculture's Natural Resources Conservation Service as having a "moderate to severe," "severe," or "very severe" rill and inter-rill erosion hazard.The site is mapped as having a "slight" erosion hazard. The AMC defines landslide hazard areas as areas potentially subject to landslides based on a combination of geologic, topographic and hydrologic factors. They include areas susceptible because of any combination of bedrock,soil,slope(gradient),slope aspect,structure,hydrology or other factors. The following conditions indicate that landslide hazard areas are potentially present at the site based on the designations from the AMC: • U.S. Department of Agriculture's Natural Resources Conservation Service as having a "severe" limitation for building site development. • The site is mapped as "unstable" due to steep slopes in the Coastal Zone Atlas of Washington, Skagit County by Washington State Department of Ecology dated June, 1978. • The site has a slope of 40 percent or steeper and with a vertical relief of 10 or more feet. Seismic hazard areas include areas that are subject to severe risk of damage as a result of earthquake induced ground shaking, slope failure, settlement, soil liquefaction or surface faulting. No faults are shown at the site in the U.S. Geological Survey (USGS) "Quaternary Fault and Fold Database for the United States" website, http://earthquake.usgs.gov/hazards/ofaults/. The Devils Mountain Fault is located approximately 10 miles south of the site.The site is mapped in a Site Class D area of seismically induced ground shaking and as having a low to moderate liquefaction susceptibility. c The lower portion of the site located near Guemes Channel is located in a potential Tsunami impact area according to a City of Anacortes Tsunami Action Plan accessed on the City of Anacortes website. Other geologically hazardous areas listed in the AMC were not identified at the site. SITE CONDITIONS Geology/Hydrogeology Our interpretation of the geologic/hydrogeologic conditions at the site vicinity is based on a review of available references, our reconnaissance and subsurface explorations, and our experience in the vicinity of the site. A summary is provided below. six We reviewed the Washington State Department of Natural Resources Washington Interactive Geologic Map website http://www.dnr.wa.gov/geologyportal.The site is mapped as Everson Glaciomarine drift. The Everson Glaciomarine drift generally consists of unsorted, unstratified silt and clay with varying amounts of sand, gravel, cobbles and occasional boulders. Whidbey Formation is mapped along the bluff to the west.The Whidbey Formation generally consists of fine-grained interbedded sand,silt, and clay with minor lenses of coarse sand and gravel. The geologic mapping is consistent with conditions encountered in our borings. GEOENGINEER / b May20,2016 Page2 Ale No.22 05 9-0 01.00 The Soil Conservation Survey(SCS)Soil Survey of Skagit County indicates that Bow-Urban land complex is present at the site. The Bow-Urban land complex was formed in glaciolacustrine material derived dominantly from glacial till and lake sediment mantled with volcanic ash. The SCS indicates that the hazard of water erosion is slight in the Bow-Urban land complex. L° Our interpretation of the geologic and hydrogeologic conditions based on the results of our reconnaissance and explorations is shown in cross section A-A', Figure 3. Surface Conditions We performed a reconnaissance of the site on August 20, 2015. Gradients of the steep slopes were determined using the topographic map (referenced in Figure 2)and inclinometer in the field and therefore should be considered approximate. The following is a brief summary of our observations. The upland area has an existing residence, ornamental rock walls and trees, landscaping and hardscape. The ground surface at the proposed residence has inclinations ranging between relatively flat to approximately 30 percent(3.33H:1V[Horizontal:Vertical]). �: The property has an approximately 30-foot tall bluff overlooking Guemes Channel. A former railroad embankment (currently a gravel surface road embankment) with large boulder shoreline armoring is located at the base of the steep slope. Shoreline erosion was not observed and the toe of the steep slope is protected from wave undercutting. .k' �� = te l}- a- Y. ...,. : ..: ,...... 4 ,* ,o- .�, .:„,i,...:;,i ...,7:-.. mie . . , - , .. r'ir+� ' I•- .i M - .., + - ,^ �I i mil'''•' �-''- �.:• ''-f • • • . 44r4! .,t Photographs.Looking east atthe subject property slope;three Denigksfirtrgasargio $•`' _ r _'�' the left of the existing residence, Photograph 2.Looking east along the beach and slope;the three large fir trees are on the Martin Property.Note the armoring. iFi Three large diameter Douglas fir trees are growing immediately upland (just south) of the top of the slope. Based on the survey,they are 46-inch, 33-inch and 20-inch diameter. The steep slope has slope inclinations ranging between approximately 80 percent(1.25H:1V)to 93 percent (1.O7H:1V). GEOENGINEERS_ g7 May 20,2016 I Page 3 File No.22059-001-00 ti Vegetation growing on the slope consists of thick growths of blackberry, ivy, morning glory, wild rose bushes, 1 approximately 8-inch-diameter ash tree, and 2 approximately 16-inch-diameter pine trees (that have been topped for view corridor). Horsetail plants were growing near the drainage ditch along the toe of slope. None of the trees exhibited any evidence of soil creep. D. No soil exposures, slope failure features or-significant evidence of slope-instability were observed at the site.We probed the slope from the bottom to about mid-slope along an area where a sight line had been brushed for surveying; probe depths were about 6 inches to abrupt, hard refusal. la? Groundwater seeps were not observed on the ground surface along the steep slope. � r' {iS'zl'ik -f� �•.'F'. ry ,✓'�4' •. ."" .fir, - . -5!:-.Pe..., h :. +f •' 'r p t..:t'k C.`,. •' .'.�. . '.r:::5~ .5 si : S'PS'r5. ' '' y.7,t44 `.,.r "'-.yam fy/ - +try' _: Te• M �ry v r „ • . . ,. Y w}i igivT. Photograph 3.Looking down the slope from the top of the slope:Note thick Photograph 4.Looking south/southwest up the slope from the roadway toward vegetation and lack of exposed soils. the Martin Property;the three large fir trees are on the Martin Property. Subsurface Conditions Soli Conditions GeoEngineers subcontracted the drilling of two borings(B-1 and B-2)at the site, which were completed on October 20, 2015 with a track-mounted drill rig.The boring locations are shown in Figure 2.A generalized cross section depicting the subsurface conditions encountered is shown in Figure 3. Logs of the borings are presented in Appendix A.Soil samples collected during the drilling and were taken to our laboratory for further evaluation.Selected samples were tested for moisture content. The borings encountered fill soil underlain by very stiff clay/dense sand (glaciomarine drift) underlain by variable silt,sand and clay layers that are part of the Whidbey Formation.The thickness of the fill soil ranged from approximately 21 feet in B-1 to 71/2 feet in B-2. The fill may be discontinuous at the site.The fill soils generally consisted of dense silty sand in B-1 and very loose to loose silty sand and medium dense silty gravel in B-2. The fill at B-1 was likely associated with past residential grading activities. The fill at B-2 is near the sidewalk and roadway and may have been placed for this grade transition. The thickness of the glaciomarine drift underlying the fill soil was approximately 5 to 51/2 feet. At B-1, the glaciomarine drift consisted of very stiff clay; at B-2,the upper 2 feet of the glaciomarine drift was a dense silty sand transitioning to the very stiff silty clay with sand. The Whidbey Formation underlying the glaciomarine drift generally consisted of silt, clay and silty sand.The upper 17 feet in B-1 and all 18 feet of the Whidbey Formation observed in B-2 was hard/very dense.The lower portion of the Whidbey Formation below about Elevation 15 feet(about the elevation of the former railroad/roadway embankment)consisted GEOENGINEERS May 20,2016I Page4 File No.22059-001-au of medium dense sand and stiff to very stiff silt/clay to the termination depth of 51/feet below the existing ground surface (bgs). Groundwater Conditions Groundwater was encountered during drilling at. approximately 35 feet bgs in B-1,_which_is_likely representative of the regional water table. Perched groundwater was encountered in B-2 at approximately 23 feet bgs. This boring was terminated prior to reaching the regional water table.The groundwater levels at the site should be expected to fluctuate with changes in tide, season, precipitation and other factors. Isolated wet areas,typically associated with sandier zones,can occur within the Whidbey Formation. CONCLUSIONS AND RECOMMENDATIONS Summary A summary of the primary geotechnical considerations is provided below. The summary is presented for introductory purposes only and should be used in conjunction with the complete recommendations presented in this report. It is our opinion that the appropriate seismic Soil Profile Soil Profile is Site Class D per the 2012 International Building Code(IBC). Based on our slope reconnaissance, the site has an oversteepened north facing slope. We observed no evidence of recent slide activity at the site or evidence of deep-seated landslide activity at or near the site. Our slope stability analysis indicates an adequate factor of safety (FOS) against failure. The slope is still at risk of occasional shallow slough events based on previous experience along this bluff. The small lot size and house design requires that the new structure be located within 10 feet of the top of the steep slope. We recommend that the north footing/grade beam of the structure be supported on pin piles a minimum of 20 feet deep as mitigation for the risk of shallow slope instability. ET The rest of the planned structure can be supported on shallow foundations with an allowable soil bearing pressure of 3,000 pounds per square foot(psf). Conventional slab-on-grade considerations are appropriate with a capillary break layer. Stormwater should be collected and tightlined to the bottom of the slope. Earthquake Engineering 2012 IBC Seismic Design information The project will be designed utilizing 2012 IBC. We recommend the project site be classified as Site Class D - Stiff Soil Profile as defined in the IBC. The design parameters for the 2012 IBC are summarized in Table 1 below.These values are based on an earthquake event that has a 2 percent chance of exceedance in a 50-year period (2,475 year event). GEOENGINEERS / May20,20161 Pages File No.220E9-001.00 TABLE 1.SPECTRAL RESPONSE ACCELERATIONS(SRAs) SRA and Site Coefficients Short Period 1 Second Period Mapped SRA Ss= 1.085 Si=0.431 Site Coefficients F8= 1.066 F8= 1.569 Max.Considered Earthquake SRA Sans= 1.157 SMI=0.676 Design SRA Sos= 0.771 Sol=0.451 Note:Soil Profile Type D Description:Stiff Soil Profile(15<N<50)for 100 feet of depth. Seismic Hazards We evaluated the site for seismic hazards including liquefaction, lateral spread and fault rupture. The site is not at significant risk of liquefaction-induced ground disturbance including lateral spread. No faults were identified in the vicinity of the site. Due to the location of the site and depth to bedrock,the risk of adverse impacts resulting from seismically induced differential settlement or surface displacement due to faulting is considered low. GeoEngineers' performed a slope stability analysis which is described in the sections below and the proposed house foundation area is not at risk based on our analysis; however, the surficial weathered zone could be at risk of sliding if a large magnitude earthquake were to occur during the wet, winter season. The proposed pile support of the north wall of the structure provides additional mitigation for such an event. Steep Slope Evaluation and Mitigation General The current building footprint is within 10 feet of the previously described steep slope. The AMC allows reduction of the buffer to 10 feet from the top of a steep slope provided that the geotechnical analysis determines that this is a safe condition. Detailed evaluation of the stability is discussed in the Stability Analyses section of this report. Even though the analysis shows the slope is stable,we have recommended installation of pin piles along the north wall of the residence as mitigation against potential sloughing of the top weathered zone. The historical photographs available from Google Earth show similar slope conditions to 1998, as far back as photographs are shown. The railroad embankment was constructed in the early 1900s, which has provided continuous protection from wave erosion and undercutting. The slope above the railroad/gravel road embankment and up to the proposed Martin residence is uniform, heavily vegetated,with no evidence of recent sloughing, and no uneven top surface suggesting significant erosion. The weathered zone along the lower half of the slough where it was accessible appears to have a very thin(6 inches)weathered zone. It appears that the bluff has not had significant retreat during the period of the railroad embankment. Tree Removal The proposed project includes removal of the three large fir trees that are located at the top of the bluff. While there is no evidence that the trees are at immediate risk of failure,they are at or very close to the top of an oversteepened bluff. GeoEngineers, Aqua-Terr Systems, Inc. (ATSI), and Urban Forestry Services, Inc. prepared a vegetation and habitat management plan for the slope above the former railroad embankment/gravel roadway which is GEOENGJNEER5 May20,2016I Page 6 File No.22059-001-00 being turned into the Guemes Trail. In our report(GeoEngineers, 2015)for that project, we evaluated tree removal and trimming along the slopes and top of slopes for the purposes of maintaining stability. The following bullets are excerpts from our report: Generally,trees that are immediately adjacent to the top of slopes, or have been undermined, have a greater risk of falling or blow down. If they fall or are blown down, the root system oftentimes takes a large "chunk" of the top of bluff or slope with them when they fall. The resultant exposed area at the top or along the slope is then oversteepened or further oversteepened, exposing more soil that can erode. This process essentially accelerates the erosional/sloughing processes, and can increase the bluff retreat rate. If trees are removed, it is desirable from a slope management standpoint to leave the tree stumps in place. The trees should be felled in a manner that prevents/minimizes disturbance to the slope and understory vegetation.The woody debris can be removed or in some cases placed on shallower slopes (typically about 2H:1V or flatter) almost parallel to the slope to serve as further stabilization/water management. Leaving the stumps in place limits ground disturbance along the steep slope, retains root strength for some period of time, and allows other vegetation to grow around/on the stump and help stabilize the area. The typical stump cutoff height is anywhere from 6 inches to about 4 feet; however,from a geotechnical standpoint, it is not particularly relevant how much of the stump is left in place. Some tree stumps will stay alive and sprout, or the stump will rot out slowly and provide opportunities for additional vegetation to take root and protect the affected area. It is our opinion that the three fir trees can be removed from the top of the slope without adversely affecting slope stability at the site or properties adjacent to the site. It is our opinion that removing these trees will provide better long-term stability because if a blowdown were to occur,it would create a very large disturbed area because of the large root mass associated with such large trees at the top of a slope.We recommend that the trees be removed in accordance with the recommendations above. Stability Analyses General We completed slope stability analyses for the north facing slope because the proposed building footprint is near an oversteepened slope.We completed slope stability analyses using the computer program SlopeW, version 8.15.5.11777 (GEO Slope International, Ltd, 2016). This program has the capability of modeling slope stability for a wide range of slope and failure surface geometries with multiple subsurface layers and groundwater levels. The purpose of this modeling was to evaluate different failure mechanisms and soil and groundwater characteristics to develop failure geometries that are consistent with field observations and information from the subsurface explorations. A critical slope failure surface was generated for our slope stability mitigation design case. The model identifies the most critical failure surface for specified topography, subsurface conditions, soil properties, and groundwater conditions. The stability of the soil mass is reported as a FOS, which is the ratio of resisting forces to driving forces. A FOS of 1.0 indicates that the resisting forces are equal to the driving forces and that the soil mass is at marginal stability. FOS less than 1.0 indicate that the resisting forces are smaller than the driving forces and that the soil mass is unstable. FOS greater than 1.0 indicate that the resisting forces are greater than the driving forces and that the soil mass is stable. In general, a GEOENGINEERS/ N May 20,2016 I Pagel Ale No 22059-001-00 FOS of at least 1.5 is desirable for the static condition; a FOS of at least 1.2 to 1.3 is desirable for the pseudo-static(seismic)condition. Results of our field reconnaissance and borings B-1 and B-2 were used to develop the cross section shown in Figure 3 and the slope stability model. Based on the explorations,the subsurface soils generally consist of a thin upper veneer of fill soils overlying two soil types: r Fill soils: loose to medium dense silty sand. This layer was modeled with a unit weight of 120 pounds per cubic foot(pcf); a friction angle (phi value)of 30 degrees, and a cohesion of 0 psf. Glaciomarine drift: medium dense to dense silty sand and stiff to very stiff clay.This layer was modeled with a unit weight of 125 pcf; no friction angle, and a cohesion of 1,200 psf. Considering the blow counts and pocket penetration resistance values, the cohesion value used is a conservative value for this layer at this location. o� Whidbey Formation: very stiff to hard silt/clay and dense to very dense sand in the upper 17 feet of this profile.The upper portion of this layer was modeled with a unit weight of 125 pcf; a friction angle (phi value) of 40 degrees, and a cohesion of 500 psf.The lower part of this profile consists of medium dense sand and stiff to very stiff silt/clay.The friction value was reduced to 32 degrees. Railroad/Roadway embankment: medium dense silty sand with riprap facing based on previous explorations completed along the trail. This layer was modeled with a unit weight of 130 pcf; an effective aggregate friction angle (phi value)of 36 degrees, and a cohesion of 0 psf. The soil parameters were developed based on published correlations and GeoEngineers' experience on past projects with the same soil units. The groundwater level was interpreted based on data collected during the explorations. Seismic Design Criteria The acceleration coefficients for design are based on values calculated using the prescribed methodology of the 2012 IBC. This results in a peak ground acceleration (PGA) coefficient of 0.46g (Site Class D). A horizontal acceleration coefficient of 0.23g(one-half the PGA coefficient)was used in the analyses.This is a high earthquake loading condition because of the proximity of some local faults. Existing Slope Stability Conditions Using the above soil parameters and the stratigraphy developed using the boring data and survey data,the slope stability model indicates that the slope is stable under static conditions with a FOS greater than 2.0. The pseudo-static seismic condition has a FOS of about 1.3.The critical surfaces are on the order of 20 to 30 feet back from the top of the slope because they are deep seated with a failure surface extending down into the lower strength lower Whidbey Formation unit. Shallow failure surfaces that exit along the slope through the upper Whidbey Formation have a higher FOS.Thus,we conclude that the existing slope is stable for both static and dynamic conditions based on our borings, observations, and the results of our analysis. Results from our slope stability analyses are presented in Figures 4 and 5. Post-Construction Stability Results The slope stability was then evaluated by putting in the house foundation with the appropriate elevations and loads per the architect and structural engineer. The slope stability model indicates that the slope is GEOENGINEERS127 May 20,20161 Page8 File No.22059.001.00 stable under static and seismic conditions with insignificant change in the FOS values. Thus, we conclude that the existing slope is stable for both static and dynamic conditions for the post-construction condition based on our borings, observations, and the results of our analysis. However,this is also predicated on no significant change in the existing conditions, such as redirecting stormwater away from the slope, and no other adverse effects of construction. Setback and Mitigation Typically,a thicker upper weathered zone exists along oversteepened bluffs,which is why periodic sloughing activity occurs. We did not observe a thick weathered zone at this site where we could actually observe it. However, it is possible that some weathered zones exist,and sloughing activity could occur at this site.The typical sloughing activity that has been observed along this north facing slope above the Guemes channel is in the range of 2 to 5 feet. The AMC code requires a minimum setback of 10 feet from the top of the slope, which is the proposed setback for the house. We conclude that this setback is acceptable at this location because of the high strength of the site soils, results of our slope stability analyses, and lack of evidence of previous slide activity including localized sloughs. We recommend mitigation against the potential future sloughing using pin piles to support the north footing/grade beam of the house. We recommend that the pin piles extend a minimum 20 feet below the grade beam elevation,.which puts the base of the piles well within the upper hard Whidbey Formation. We recommend that the piles be driven to 30 feet of depth provided that difficult driving does not damage the piles or the installation equipment.At the minimum depth, the piles are expected to be beyond the depth of impact of a predicted sloughing event and would provide support for the north end of the house. If a failure were to occur, additional piles and/or a soil nail wall could be installed to further protect the residence. Shallow Foundation Support Subgrade Preparation and Design Parameters We recommend that the new foundations for the residence be supported on conventional shallow spread footings, with the exception of the north perimeter footing. We recommend that the footings bear on the undisturbed, native dense silt sand/stiff to very stiff silt/clay (glaciomarine drift) or structural fill placed over this bearing unit.We typically recommend using a smooth edge bucket to excavate the footings to limit disturbance. It may be necessary to compact the surface if disturbance occurs. Placing of layer of densely compacted crushed rock will help prevent disturbance on the silty subgrades that will be exposed. Any compacted native soil or crushed rock should be compacted to at least 95 percent maximum dry density (MDD)as determined by the ASTM D 1557 test method.Alternatively, controlled density fill (CDF)could be placed over the suitable subgrade. it should be noted that in-place fill soils encountered at the site are not suitable for foundation support. We recommend that all exterior footings be founded at least 18 inches below the lowest adjacent grade. Interior footings should be embedded at least 12 inches below the lowest adjacent grade. Isolated spread footings should have a minimum width of 24 inches. Continuous spread footings should be at least 16 inches wide. For foundations supported as recommended, an allowable bearing pressure of 3,000 psf may be used. This value applies to the total of dead and long-term live loads exclusive of the weight of the footing and any overlying backfill.A one-third increase may be used for transient and seismic loads. GEoENGINEER1 ; May 20,2016I Page9 FlIeNo.22059.001-00 We estimate the total and differential settlement of footings founded in accordance with our recommendations will be less than 1/2 inch.These settlements should occur as the loads are applied. Loose disturbed soil not removed from footing excavations prior to pouring concrete may result in greater settlements. Lateral Resistance for Footings Lateral foundation loads may be resisted by passive resistance on the sides of the footings and by friction on the bases of the footings. For footings supported in accordance with our recommendations, the allowable frictional resistance may be computed using a coefficient of friction of 0.35 applied to vertical dead-load forces. The allowable passive resistance may be computed using an equivalent fluid density of 300 pcf if the footing is poured over stiff glaciomarine drift or properly placed and compacted structural fill is adjacent to the footing.The allowable passive resistance assumes that the soil extends out horizontally from the face of the foundation element for a distance at least equal to three times the height of the element, and that structural fill is compacted to at least 95 percent of the maximum dry density in accordance with ASTM D-1557.These values are for soil above the groundwater table and incorporate a FOS of about 1.5. Pile Foundation Recommendations We recommend using 6-inch-diameter driven steel pipe pin piles for support of the north perimeter footing/grade beam. The pile spacing should be determined by the project structural engineer. We recommend that the piles be installed to a depth of 20 to 30 feet bgs, and that adequate capacity be confirmed. The recommended depth is in consideration of the slope stability; we expect that capacity will be achieved well in advance of the depth of installation. Axial Loading We recommend that 6-inch diameter, 0.280-inch wall thickness driven steel pipe piles be installed using hydraulic impact equipment. The piles should be driven open ended to help aid penetration into the hard Whidbey Formation.The piles can be designed with an allowable axial capacity of 30 kips, which includes a FOS of 2. The allowable capacity presented above is based on refusal criteria being met and ignores the weight of the pile. The capacities apply to single piles. If pile groups are spaced at least 3-pile diameters on-center, no reduction for pile group action is required. The capacity value may be increased by one-third when considering design loads of short duration such as wind or seismic forces.We estimate the maximum total foundation settlements will be less than 1/2-inch for properly installed pipe piles. Lateral Capacity of Piles Lateral resistance and deflections of pile foundations are governed primarily by the lateral capacity of near-surface soil and the strength of the pile itself. The design lateral capacity of the piles will depend to a large extent on the allowable lateral deflections of the piles. We understand from discussions with the structural engineer that the pile connection will result in a fixed-head condition. We performed lateral pile capacity analysis using the computer program LPILETM to evaluate the deflection of the piles at the design lateral loads. A lateral load of 12 kips on the 6-inch diameter piles results in 1/2 GEOENGINEERS I/� May20,2016 I Page 10 File No.22059-001-00 inch of deflection at the top of the pile in a fixed head condition.This value is an ultimate value and no FOS has been applied.The top of the pile was assumed to be located at the ground surface. Passive Resistance of North Grade seam The passive resistance from the grade beam_will.be limited by the.amount of movement is compatible_with_ the piles. In this case, assuming that the passive resistance must be limited to 1 inch or less, then we recommending using an allowable frictional resistance using a coefficient of friction of 0.35 applied to vertical dead-load forces, and an allowable passive resistance computed using an equivalent fluid density of 130 pcf.These values are for soil above the groundwater table and incorporate a FOS of about 1.5. Pile Testing Recommendations Piles driven with GeoEngineers staff observing installation do not need to be tested. Pile Installation Considerations The 6-inch steel pipe pin piles are driven using a hydraulic hammer attached to a small excavator until a prescribed penetration rate is achieved.We recommend that the pipe piles be driven to the minimum depth of 20 feet and a maximum depth of 30 feet using a 5,000 pound hammer because the Whidbey Formation is hard clay/very dense sand. Pile installation should be observed by a representative of GeoEngineers and the actual refusal criteria. Typical refusal criteria would be would be less than 10 seconds per inch of penetration. Lengths of steel pipe are typically connected using couplers.The contractor should be prepared to relocate the pile or install additional piles should an obstruction be encountered. We recommend that the project be bid on a lump basis, based on total estimated pile length; however, because the length of pipe and number of piles (because of obstructions) cannot be accurately estimated, we recommend that payment be based on footage installed.We recommend that McDowell NW Pile King of Kent install the piles because of their equipment and experience. Slab-on-Grade Floors Subgrade Preparation We recommend that slabs-on-grade be constructed on the native stiff silt/clay and/or medium dense to dense sand. The exposed subgrade should be evaluated after site grading is complete. Proof-rolling with heavy, rubber-tired construction equipment could be used to confirm the suitable subgrade during dry weather and if access for this equipment is practical. Alternatively,the subgrade could be compacted to a firm and non-yielding condition using a vibratory plate or small walk-behind roller. Disturbed areas should be recompacted if possible or removed and replaced with compacted structural fill.Some of the existing fill is loose;therefore,the slab could be at risk of cracking if the slab is constructed over the existing fill soils. We should evaluate the fill during construction if determined impractical to overexcavate.Typically in this case,some slab reinforcement is appropriate to reduce the risk of cracking. Design Parameters We recommend that the slab-on-grade floors be underlain by a 4-inch-thick capillary to reduce the potential for moisture migration for interior slabs-on-grade. The capillary break material should have positive drainage to a suitable discharge point. The capillary break material should consist of a well-graded sand GEOENGENEERS /: May20,2016 I Page 11 File No.22059-001-00 and gravel, pea gravel or crushed rock with a maximum particle size of 3/a inch and have less than 3 percent fines. The capillary break material should be compacted to at least 95 percent of the MDD in accordance with ASTM D 1557. If moisture sensitive floor coverings will be used, we also recommend a vapor retarder with bonded seams.We did not observe shallow groundwater suggesting that a below slab drainage system would be appropriate at this site; however, a contingency could be included in case perched groundwater is encountered. Provided that loose soil is removed and the subgrade is prepared as recommended, we estimate that slabs-on-grade will not settle appreciably. Below-Grade Walls Permanent Subsurface Walls and Other Cast-in-Place Walls The proposed structure will have basement walls and other permanent below-grade cast-in-place walls may be necessary for grade transitions. The lateral soil pressures acting on conventional cast-in-place subsurface walls will depend on the nature, density and configuration of the soil behind the wall and the amount of lateral wall movement that can occur as backfill is placed. For walls that are free to yield at the top at least 0.1 percent of the height of the wall,soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing. Assuming that the walls are backfilled and drainage is provided as outlined in the following paragraphs, we recommend that yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 35 pcf (triangular distribution), while non-yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 55 pcf(triangular distribution). For seismic loading conditions,a rectangular earth pressure equal to 9H psf should be added to the active/at-rest pressures. Other surcharge loading should be applied as appropriate. The retaining wall footings may be designed in accordance with the shallow foundation recommendations provided earlier in this report. Lateral resistance for conventional cast-in-place walls can be provided by frictional resistance along the base of the wall and passive resistance in front of the wall in accordance with the Lateral Resistance section earlier in this report. The above soil pressures assume that wall drains will be installed to prevent the buildup of hydrostatic pressure behind the walls, as discussed in the paragraphs below. In order to prevent overstressing the concrete retaining walls and causing bulging or rotation, we recommend that the structural fill placed against the back of the wall be compacted within the range of 90 to 92 percent of the MDD, and the use of light compaction equipment. Backfill should be placed after the concrete has had sufficient time to cure and develop the necessary strength. The above soil pressures assume that wall drains will be installed to prevent the buildup of hydrostatic pressure behind the walls, as discussed below. Compaction behind the walls is discussed in the structural Fill Placement and Compaction Criteria section of this report. Drainage Positive drainage should be provided behind cast-in-place retaining and building walls by placing a minimum 18-inch-wide zone of Gravel Backfill for Walls per Washington State Department of Transportation Standard Specification 9-03.12(2), with the exception that the percent passing the U.S. No. 200 sieve GEOENGINEERS J#5 May20,2016 I Page 12 Rke No.22059-001,00 should be less than 3 percent.The gravel backfill zone should extend full height for interior walls,and from the base of the wall to within 2 feet of the finished ground surface behind the exterior walls. In the latter case,the top 2 feet of fill should consist of relatively impermeable soil to reduce infiltration of surface water into the wall drainage zone. A perforated or slotted drainpipe should be placed near the base of the retaining wall to provide drainage.The drainpipe should be surrounded by a minimum of 6 inches of 1-inch washed drain rock or 3/4-inch clear crushed,or an alternative approved by GeoEngineers.The drainage rock should be wrapped with a geotextile filter fabric such as Mlrafi 140N or equivalent. The pipes should be laid with a minimum slope of i/2 percent and discharge into the stormwater collection system to convey the water to a suitable disposal location. Under no circumstances should the pipes discharge above the slope at the site. The pipe installations should include a cleanout riser with cover located at the upper end of each pipe run. We recommend that the cleanouts be covered and be placed in flush-mounted utility boxes. Stormwater Considerations Stormwater requirements will need to be evaluated by a civil engineer. Infiltration of stormwater will not be appropriate at this site because of the fill,clayey soils and steep slope to the north. If below grade detention vaults are used to manage stormwater, they may be designed using the parameters presented in the Below-Grade Retaining walls section of this report. We recommend that the ground surface be sloped away from the buildings to the extent practical. Due to the poorly draining site soils, we recommend that perimeter-footing drains be included around the residence. The footing drains should be tightlined to the storm drain system or other suitable discharge point. All downspouts should also be tightlined away from the building foundation areas and should be discharged into a stormwater disposal system. Downspouts should not be connected to footing drains. • If no City stormwater system is available, we recommend that the water be tightlined down the slope to a suitable point above the railroad/gravel surface roadway. The discharge may need to be coordinated with and/or approved by the City of Anacortes.The preferred installation is a heavy wall, continuous pipe that is • placed on the surface and stabilized with anchors/rods along the slope. It is our opinion that a new • stormwater outfall pipe will not significantly affect the stability of the bluff, provided that: (1) no additional influx of water occurs into the ground or onto the bluff, particularly in concentrated areas near the bluff by using appropriate trench backfill; (2) no fill or other material is placed on the slopes; (3)the vegetation is not disturbed or removed along the bluff face and steep slopes, and (4) a dispersion 'T' at the outfall is constructed to direct energy away from the slope and minimize erosion. Earthwork Clearing and Site Preparation Areas of the site to be developed or graded should be cleared of surface and subsurface deleterious matter, including any debris. Ground disturbance should not be allowed along the slope, and should be kept to a minimum within the 10-foot setback zone, in accordance with City of Anacortes requirements. The organic strippings and topsoil can be stockpiled and used later for landscaping purposes. Materials that cannot be used for landscaping or protection of disturbed areas should be removed from the project site. GEOENGINEERS May20,2016I Page 13 File No.22058-001-00 Structural Fill All fill placed to support foundations and slabs-on-grade should be placed as structural fill. In general, we recommend that imported structural fill consist of sand and gravel to provide uniform support for new foundations. During wet weather,the fines content should be limited to less than 5 percent based on that portion passing the 3/4-inch sieve.- USE OF ON-SITE SOILS Most of the native soils consist of silt and clay which will be very difficult to compact.Some of the fill soils consist of silty sand, which could be possible to use as structural fill provided that they are moisture conditioned as appropriate. It is unlikely that adequate quality control can be maintained to use these soils for foundation support.Therefore,we recommend that these soils be used for trench backfill outside of the building area where compaction is not as critical. The contractor should plan to cover and maintain all fill stockpiles with plastic sheeting if the soil will be used as structural fill. The reuse of on-site soils is highly dependent on the skill of the contractor and the schedule, and we will work with the design team and contractor to maximize the reuse of on-site till soils during the wet and dry seasons. FILL PLACEMENT AND COMPACTION CRITERIA Structural fill should be mechanically compacted to a firm, non-yielding condition. Structural fill should be placed in loose lifts not exceeding 12 inches in thickness, or that thickness necessary to achieve the recommended compaction with the equipment used. Each lift should be conditioned to the proper moisture content and compacted to the specified density before placing subsequent lifts. Structural fill should be compacted to the following criteria: 1. Structural fill in new pavement and hardscape areas, including utility trench backfill, should be compacted to at least 90 percent of the MDD estimated in general accordance with ASTM D 1557, except that the upper 2 feet of fill below pavement should be compacted to at least 95 percent of the MDD. 2. Structural fill placed below floor slabs(including capillary break)and foundations should be compacted to 95 percent of the MDD estimated in general accordance with ASTM D 1557. 3. Structural fill placed as crushed surfacing base course below pavements should be compacted to 95 percent of the MDD estimated in general accordance with ASTM D 1557. 4. In order to prevent overstressing the concrete retaining walls and causing bulging or rotation, we recommend that the structural fill placed against the back of walls be compacted within the range of 90 to 92 percent of the MDD, and the use of light compaction equipment. Backfill should be placed after the concrete has had sufficient time to cure and develop the necessary strength. 5. Non-structural fill, such as fill placed in landscape areas, should be compacted to at least 85 percent of the MDD estimated in general accordance with ASTM D 1557. In areas intended for future development, a higher degree of compaction should be considered to reduce the settlement potential of the fill soils. GEOENGINEERS May20,2016 1 Page 14 File No.22059.001-00 Weather Considerations Disturbance of near-surface soils should be expected if earthwork is completed during periods of wet weather. During dry weather,the soils will:(1) be less susceptible to disturbance;(2) provide better support for construction equipment;and (3) be more likely to meet the required compaction criteria. The wet weather season in western Washington generally begins in October and continues through May; however, periods of wet weather may occur during any month of the year. For earthwork activities during wet weather,we recommend that the following steps be taken. The ground surface in and around the work area should be sloped so that surface water is directed away from the work area.The ground surface should be graded so that areas of ponded water do not develop.The contractor should take measures to prevent surface water from collecting in excavations and trenches. Measures should be implemented to remove surface water from the work area. Earthwork activities should not take place during periods of moderate to heavy precipitation. Slopes with exposed soils should be covered with plastic sheeting. The contractor should take necessary measures to prevent on-site soils and soils to be used as fill from becoming wet or unstable.These measures may include the use of plastic sheeting,sumps with pumps, and grading. The site soils should not be left uncompacted and exposed to moisture. Sealing the surficial soils by rolling with a smooth-drum roller prior to periods of precipitation will help reduce the extent that these soils become wet or unstable. n The contractor should cover all soil stockpiles that will be used as structural fill with plastic sheeting, Construction traffic should be restricted to specific areas of the site, preferably areas that are surfaced with the existing asphalt or working pad materials not susceptible to wet weather disturbance. Construction activities should be scheduled so that the length of time that soils are left exposed to moisture is reduced to the extent practicable. Temporary and Permanent Slopes All temporary cut slopes must comply with the provisions of Title 296 Washington Administrative Code, Part N, "Excavation, Trenching and Shoring". The contractor performing the work has the primary responsibility for protection of workers and adjacent improvements. For planning purposes, we recommend that cut slopes greater than 4 feet high for foundation excavations be sloped no steeper than 1.5H:1V in the fill soils, and O.75H:1V in the glaciomarine drift soils. Permanent cut and fill slopes, if necessary, should be inclined no steeper than 2H:1V. Permanent slopes should be planted or hydroseeded as soon as practicable after grading. Sedimentation and Erosion Control In our opinion, the erosion potential of the undisturbed native site soils is low to moderate. However, the upper fill soils appear to be loose silty sands,which have a moderate to high erosion potential.The amount and potential impacts of erosion are,in part,a function of the time of year construction occurs.Wet weather construction will increase the amount and extent of erosion. Effective erosion controls will be necessary during and after construction. These should include: (1) proper control of surface water runoff to prevent GEoENG VEERS �! May20,2016 I Page 15 File No.22059-001-00 uncontrolled, concentrated surface water runoff over slope areas; and (2) prompt revegetation to reduce the time of exposure in the areas stripped during construction. In our opinion, implementing a temporary erosion and sediment control plan designed by the civil engineer, and use of appropriate best management practices will effectively mitigate the temporary erosion hazard. Long-term hazards will be mitigated by the site development with permanent hard surfacing and vegetation. It is our opinion that no other mitigation outside of the conventional controls during construction will be necessary for site development. ADDITIONAL GEOTECHNICAL AND ENVIRONMENTAL SERVICES The project will include pile foundations and shallow spread footings where it is critical to control differential settlement. We recommend that we observe all footing subgrades prior to placing crushed rock, CDF or structural fill to confirm that the native subgrade soils are consistent with our recommendations. We also recommend that we observe installation of the piles to confirm that adequate depth and capacity are achieved.A local testing laboratory can be used for general compaction at the site. LIMITATIONS We have prepared this report for use by Frank Martin and his design and construction team in design and construction of the geotechnical aspects of this project. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, express or implied,should be understood. Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc.and will serve as the official document of record. Please refer to Appendix B titled Report Limitations and Guidelines for Use for additional information pertaining to use of this report. REFERENCES City of Anacortes Chapter 17.70, Critical Areas Regulations,Article IV, Geologically Hazardous Areas. Coastal Zone Atlas of Washington, Skagit County by Washington State Department of Ecology.June 1978. International Code Council, 2012, "International Building Code." Koloski,Jon, et al., "Engineering Geology in Washington," Geotechnical Properties of Geologic Materials, Washington Division of Geology and Earth Resources Bulletin 78, 1989,Volume 1. GEOENGINEERS May20,2016 I Page 16 - Me No.22059-001-00 GeoEngineers, Inc., "Geotechnical Engineering Services, Guemes Channel Trail Vegetation and Habitat Management Plan, Guemes Trail,Anacortes, Washington",for the City of Anacortes, December 21, 2015. • Slope/W Version 8.15.5.11777, Computer Software. GEO-SLOPE International, Ltd. 2016. U.S. Geological Survey(USGS) "Quaternary Fault and Fold Database for the United States" website, http://earthauake.usgs.gov/hazards/ofaults/. Washington State Department of Natural Resources Washington Interactive Geologic Map website htto://www.dnr.wa.ov/geologyportal. • GEOENG1NEERS 6-1 May20,2016 I Page 17 Flle No.22059.001-00 4, . - l' . .#:.. . . • • EOEWGINEERS_ E • • • • .i. Or)Ir - _1.Itr ' • Anacortes • Iv Lettinghant W ►P/ g rtrtts SeLlia-;'1D. ', 1,000 0 1,000 Feet Oak$ 11it,r O Vicinity Map o Notes; n 1.The locations of all features shown are approximate. X 2.This drawing is for information purposes.It is intended to assist in Martin Residence showing features discussed in an attached document.GeoEnglneers,Inc. 22 cannot guarantee the accuracy and content of electronic files.The master Anacortes, Washington file is stored by GeoEngineers,Inc.and will serve as the official record of $ this communication. Data Source:Mapbox Open Street Map,2015 G E® NG!NEE RS Figure 1 Projection:WAD 1983 UTM Zone 10N , . . . . . - .......•.-.." . - 1, . . ,....--,- ' • ' ...••.-,--." _. ,-' • ..„, . ' , _..,„.- _ •- ....--- •- -.-• . .• GUEMES CHANNEL „- • ....•• . . ...„,..- . ... _ .. . . .- • • ---- . — . ..-- . .--- ,--'-- ...... „-.... - ,- ,..--, '------• . -' ' •• -: • , ;I• :.....-':'I -•. • . I' I .• •'- ---'''' ' r 6:,' 1 Y -•.F- -- , . • . ....-- --- - - . -• .-- C Legend ,- , •,•,.. . L . •- ..„• . .--- . . .. „. , .. Boring number and approximate roe-salon, . - • , PROPOSED ' ' ,,, • , '-''. 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' .._. .. .,I.• .1.-.. s .. . • 20 0 20 • • ' t •• _ . .,._- •.'I ..--,- --,--.. :-.:,' • -' I -II 1 , T 1 .1 -- ------%: ., -1'. . .-''*.egLiitt'ilit',VeY:' ., Feet - ••• ,...1,..„„),!--:::',•;.*:03.9'.*:83.W:'-.,, ...-.1.• .-I., i , --4'',--•••:--'.2'`.;••• :••••-•-''..-':1-.-1-.- I...i' 1 !eg- 1 ''.i . ' • ••••4..7.::4•.• •% ,' • ...-.. . - • • r•iliiiii= 1.7,-.::..• --.1'"• •••,-•: :,..-•,.._ ..',..- • iiiiK'W.11,—,.,li- •:.• . • :-; ..•• •'4,• ,--•-• •:.•..-.,•• g . ..':: - - .. - :, r...-.....:Wlir:•:. ...5------ .-. 4-6-2 , ..-1.:;::, ::-:: •.' •.. ,.4...• •.7Lr:• : • r; • •• Notes: •• • •••- Ihe locations of all features shown are approdenate.. .'.;---:. . - a Th...dm.ngia ner informaeon purposes.it is intended to assize In showing •_ . ,....., . . features discussed in an al:twilled document.GenEntbnocrs,Ina.oartnet 41:trgliT:ie:71tZL'd',d:=1:;trof;ortiZorThel 7:WeernMi71:intat'b'o'n. .., ' . I ::...{§§::.::0‘.0,41kr— , ., 1• .. . 1 . • , . 'L,.. ;Lcil§iii;.::§1kiiitefr I 1 Data Source.Base drawing provIded by Herngstad Ebbneenng. .. ',. — Vertical Datum,MAUD b.g. : 1r, il ir-l' - ,;''l 1 .r1 , Site and Exploration Plan :_ - - If-- -- . I Martin Residence Anacortes,Washington i • 1 --' . 10TH STREET ...0.1.• GEOENtiNEERS Figure 2 g . . I • 1 i .- . • 1 . • SdUTFI 60 A 7' 50 g-y : , eorstr lul I � i, Flu _ rO • NpRHOFSLOPE& A'as i � 1r1�. _y ir 60 AC,T.7s..11,FTref4t,.,'••',?. 1,7 VT,7.7 r., ',7,....??r:., ' ,,,. -..-'... - — - .," . •.....1:-4 ''il.11..k53'11.,,',... i P . ,r,','IL.' '- -. ...'-II/ ',• - 40 D Epl . Li Gp GRgy � _30a RdAA' z • RIPgAP '�' 26�. 9 c. 0 N N° 0 � Fitt • 10 'votes: 2D • 30 " wW 7sµ9��°Ondtybnx s A0 - - - - 2 Rcfr bau° wationa hown are - - _ - _ nd am�` g a-TNar;auc24.-,,,z,....3, nstan o”.bo L— 56 , ro'" -ar or a e na+paoa:seZttloaeaho °n'x"^a n B F, do no m,.7:;:m h..y dZo;only it -! O TM°ate we ";� wa g...toted m� �4oF � P�N �ISl gN�F feet 7 = a �reo m < �ten.co '�1°ote oh nt°aa7 RAO g _ g. 0 - _ may. a, a`�`oro oen h.rand m t„,T.ittoto try. 0e->,cf d4 a4 Wp pel E?'FpRtilaA omARINE DRIFT 'ROXIMA7 AJD 9(J _ 100Ftl/VG Noma _ _'I•t nmrc ON .` SOILcor7ACT nON fro —ro 120 71444-TO G 10 �R7NC pRC� Rm A-0 0 , AG 20 H°riz°ntal 10 0 in Fee{ ��0ss gODtipn Ve xi 10 A Aa Ve;{Iw1 1 male in Feet martin,i Scale n F:et AnaCOrt eSidenc 6`'Washington 100 Frank Martin Residence Slope Stability Analysis-Existing Conditions 90 22059-001-00 80 5/4/2016 Static Condition 2.089 1 70 0 Name: Fill Unit Weight: 120 pcf 60 Cohesion':0 psf 50 ---`s Phi':30 i �I Name:Glaciomarine Marine Drift 2 O 40 i, . Unit Weight: 125 pcf Cohesion':1,200 psf • 30 _ Phi':0' • 20CD 3 r — Name:Upper Whiidbey Formation IL[ 10 • Unit Weight: 125 pcf Cohesion':500 psf `,1," Phi':40 0 - - 1+.. Name: Lower Whbey Formation -10 i Unit Weight: 125 pcf Cohesion':500 psf 20, Phi':32° I -30: 5 Name: Embankment Fill -40 Unit Weight:130 pcf Cohesion':0 psf -50 Phi':36 -100 -50 0 50 100 150 Distance a Il Slope Stability Analysis -Static Conditions Martin Residence AnaoorteS,Washington GEOENJGINEERS, Figure4 R Frank Martin Residence _ 100 Slope Stability Analysis-Existing Conditions 90 22059-001-00 80 5/4/2016 Seismic Condition, kh=0.23 1 70 — Name:Fill 60 Unit Weight: 120 pcf 1510 61, Cohesion':0 psf 50 — 2 4 :::;0iaciomarine 12 ' ir Marine Drift 0 Unit Weight: 125 pcf 30 Cohesion':1200 psf 3 3 Phi':0 20 — 3 ...1 19• 3 — Name:Upper Whiidbey Formation 10 Unit Weight: 125 pcf c!L. Cohesion':500 psf 0 %-- _,- 9 13 Phi':40j ■ ■ -10 — _ - 4 4 4 Name:Lo'%er Whibey Formation i- ,. Unit Weight: 125 pcf -20. :: Coh€sign':500 psf 23 1, 21 Phi':32I' -30V' -N-• -40 — 5 Name:Embankment Fill Unit Weight: 130 pcf -50 I I I 1 1 Cohesion':0 psf Phi':36 I` -100 -50 0 50 100 150 Distance a ; .4 Slope Stability Analysis -Seismic Conditions Martin Residence Anacortes,Washington GEOENG1NEERS 7 Figure5 N GEOENG NEERS� APPENDIX A Field Exploration and Laboratory Testing APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Field Explorations Subsurface soil and groundwater conditions were evaluated by drilling two geotechnical borings. The borings were completed to depths of 31.5 to 51.5 feet below the existing ground surface (bgs) on October 20, 2015 using a track-mounted drill rig subcontracted to GeoEngineers. The approximate locations of the explorations are shown in Figure 2.The locations of the borings were determined by pacing and taping from existing site features and by recreational grade GPS; therefore, the locations shown in Figure 2 should be considered approximate. Disturbed soils samples were obtained using Standard Penetration Test (SPT) methodology with the standard split spoon sampler in the borings with a rope and cathead driven 140-pound hammer with 30-inch drop. The samples were placed in plastic bags to maintain the moisture content and transported back to our laboratory for analysis and testing. The explorations were continuously monitored by a geotechnical engineer from our firm who examined and classified the soils/rock encountered, obtained representative soil/rock samples, observed groundwater conditions and prepared a detailed log of each exploration. Soils were visually classified in general accordance with ASTM International (ASTM) D 2488-90,which is described in Figure A-1.An explanation of our boring log symbols is also shown on Figure A-1. The logs of the borings are presented in Figures A-2 and A-3. The exploration logs are based on our interpretation of the field and laboratory data and indicate the various types of soils encountered. It also indicates the depths at which these soils or their characteristics change,although the change might actually be gradual. If the change occurred between samples in the boring, it was interpreted. Observations of groundwater conditions were made during exploration. The groundwater conditions observed are presented on the logs.Groundwater conditions observed during exploration represent a short- term condition and may or may not be representative of the long-term groundwater conditions at the site. Laboratory Testing Soil samples obtained from the explorations were transported to our laboratory and examined to confirm or modify field classifications, as well as to evaluate index properties of the soil samples. Representative samples were selected for laboratory testing consisting of the determination of the moisture content.The tests were performed in general accordance with test methods of ASTM or other applicable procedures. Moisture Content Moisture content tests of selected samples were completed in general accordance with ASTM D 2216.The results of these tests are presented on the exploration logs in Appendix A at the depths at which the samples were obtained. GEoENsiNEER G May 20,2016I PageA-1 Fite No.22059-001.00 SOIL CLASSIFICATION CHART ADDITIONAL MATERIAL SYMBOLS MAJOR DIVISIONS SYMBOLS TYPICAL SYMBOLS TYPICAL GRAPH LETTER DESCRIPTIONS GRAPH LETTER DESCRIPTIONS OU U C CLEAN o ,° GW v2A,Li -SEa GRAVELS, GRAVEL GRAVELS n GRAVEL-SAND MIXTURES AC Asphalt Concrete AND GRAVELLY (LRTLS OR NO FINES/ �o0o0c GP POORLY-GRADED GRAVELS, /\/\//\ SOILS 7 0 0 GRAVEL-SAND MIXTURES /\/\//\ CC Cement Concrete COARSE SILK GRAVELS,GRAVEL-SAND ♦ 6 MORE THAN5D$ GRAVELS WITH GM _SILT MIXTURES GRAINED OF COARSE FINES •I • CR Crushed Rock/ - - SOILS FRACTION - -II• gb --Quarry-Spalls— -- - RETAINEDONNO. IAPERIXl MILE AMOUNT 4 SIEVE — OF FINES] GC SAND CLAY MEXTLIRESVEL "!'".^ - TS Topsoil/ Forest Duff/Sod sw WELL-GRADED SANDS, X CLEAN SANDS GRAVELLY SANDS MORE THAN 50% SAND RETAINED ON NO. AND IurneoR NO FINES) Groundwater Contact zaoslPVE SAN DY SP F.ICIMORsAADNEDLI SANDS, SOILS Measured groundwater level in exploration,well,or piezometer j. MORETHAN 5" SANDS wrrH 5M SILTY SANDS.SAND-SILT OF COARSE MIXTURES FRACTION FINES Measured free product in well or PASSING NO.4 i ezometer SIEVE (APPRECIABLE AMOUNT . SC CLAYEYSANDS,SAND-CLAY — p OF FINES) MIX7VRE5 INORGANIC SILTS ROCK Graphic Log Contact ' / ML FLOUSLIGHT PLASTICITY PATH l INORGANIC CLAYS OF LOW TO Distinct contact between soil strata SILTS AND LIQUID LIMIT /! CL CLAYS SANDY IGLAYSG.S LTYLLY FINE LESS THAN50 CLAYS,LEAN CLAYS GRAINED CLAYS Approximate contact between soil SOILS ORGANIC SILTS AND ORGANIC / strata OL SILTY CLAYS OF LOW PLASTICITY MORE INORGANIC SILTS.MICACEOUS Material Description Contact PAASSINGSSING AN SS% I I I MH OR DI TOMACEOUS SILTY SIEVE E 2B0 SILTSN UQVID LIMIT //' INORGANIC CLAYS OF HIGH Contact between geologic units AND GREATER THAN 50 / // C H PLASTICITY CLAYS ` / I ORGANIC CLAYS AND SILTS OF ———— Contact between soil of the same OH MEDIUM TO HIGH PLASTICITY geologic unit HIGHLY ORGANIC SOILS _ PT PEAT,HUMUS,SWAMP SOILS WITH HIGH ORGANIC CONTENTS Laboratory/ Field Tests NOTE: Multiple symbols are used to indicate borderline or dual soil classifications %F Percent fines Sampler Symbol Descriptions %G Percentgravel AL Atterberg limits [Ill 2.4-inch I.D.split barrel CA Chemical analysis CP Laboratory compaction test 1 Standard Penetration Test(SPT) CS Consolidation test DS Direct shear ■ Shelby tube HA Hydrometer analysis MC Moisture content e Piston MD Moisture content and dry density OC Organic content III Direct-Push PM Permeability or hydraulic conductivity Bulk orgrab PI Plasticity index VI PP Pocket penetrometer Ili Continuous Coring PPM Parts per million SA Sieve analysis TX Triaxial compression Blowcount is recorded for driven samplers as the number UC Unconfined compression of blows required to advance sampler 12 inches(or VS Vane shear distance noted). See exploration log for hammer weight and drop. Sheen Classification NS No Visible Sheen A"P"indicates sampler pushed using the weight of the SS Slight Sheen drill rig. MS Moderate Sheen HS Heavy Sheen A"WOH"indicates sampler pushed using the weight of NT Not Tested the hammer. NOTE:The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made;they are not warranted to be representative of subsurface conditions at other locations or times. KEY TO EXPLORATION LOGS F._0 : N G 1 11 EER,S f ``. FIGURE A-1 Rev.02/16 Start End Logged By RMB Drilling Driller Boretec 1 Hollow-Stem Auger Drilled 10/20/2015 10 2012015 Depth(ft) 51'5 Checked By JRG Method Surface Elevation(ft) 46 Hammer Rope and Cathead Drilling Track-mounted EC-95 Vertical Datum Data 140(Ibs)1 30(in)Drop Equipment Easling(X) System Groundwater I Northing(Y) Datum Depth to Date Measured Water MI Elevation Ittt Notes: See Remarks FIELD DATA 41 ^ V E E o MATERIAL C 2 ° N z ' J t DESCRIPTION 35 F REMARKS o _ m p' 'O m Q,E -In U (0 L Q L� S E C Q Q'.7 N R' a w W, $ 0 E w m o `O ? m w o E re m 8 rn- 0 0(3 i)8 uU 0 a 37 1 sM Brown silly fine to medium sand with 4 _`' _ occasional gravel(dense,moist){ill) F :' _ _i 1 50l4^• 2 r /.. GI Brown silty clay with sand and occasional fine _ 'Blow count overstated due to cobble r/// gravel(very stiff,moist)(glaciomarine drift) - Granite cobble encountered - 5 3 l 1 - i6 Apprmdnate SPIN-value is 20 15 53 PP=4.5 tsf�o _ -J18 4 60 / 10 ML Tan silt(hard,moist)(Whidbey Formation) - - r - 10 s j cL grown silty clay with occasional gravel and = Approximate SPT N-value is 20 16 53 laminated fine sand lenses(vary stiff,moist) 18 PP=3.25 tsf - 2 5011" s _ Grades to hard _ 19 - 15--1-7-1 0 50/2" 7 Approximate SPT N-value is 50+ i_ _ a _7 1 5014" 8 j ❑ / U if_ 20 -- ML Brown silt with fine sand(hard,moist) ,2 -- 1 5015" 9 15 Approximate SPT N-value is 50+ Vr 1 ,1y - - w a_ _ .5 7 0 50.14" 10 z w 84) 25 1JJ 3 5012" 11 16 Approximate SPT N-value Is 50+ 1, - E 1J1426 12 _ 20 E_ _ 8- 30 16 47 i3 ! : SHINE Brown silty fine sand to sandy silt(medium 24 Approximate SPT N-value Is 18 F. _III _ dense/very stiff,moist to wet) _ a a- _ is 41 14 ML Brown sandy silt(hard,moist to wet) _ 22 B 0- 35- -1'- — Note:See Figure A-1 for explanation of symbols. E Log of Boring B-1 Til Project: Martin Residence a E Q E !G I N E E R r. i Project Location: Anacortes,Washington a Figure A-2 Project Number: 22059-001-DO Shoot 1 of 2 FIELD DATA w a w a MATERIAL o m u L ! - a DESCRIPTION ?c c REMARKS m r Z D - a 72 2 n Pp w s d g d c 1 m t cnr n c75 8 tir; 35 -- 16 31 1S _!:.: SM Brown silty fine sand(medium dense,wet) 26 Approximate SPT N-value is 12 ,,o _ _ Groundwater encountered at 35 feet at Urns of drilling • -_ _1 18 28- 16 r SM/ML Brown silty fine sand to sandy silt(medium _ 21__ __ I dense/verystiff,wet) • • 40 '• CL _ Brown clayey slit(stiff to very stiff,wet) — 16 34 17 30 Approximate Sf T N-value Is 13 1_ 18 21 18 SM Gray sit ly fine sand(medium dense,wet) - 27 • - 45 18 37 18 • Approximate SPT N value is 14 o - • _ _1 18 36 20 = - 23 • So ML _ Gray sandy silt(stiff to very stiff,wet) — 18 39 2121 Approximate SPT N-value is 15 ce - a 0 o z 4 F N W O OI 9 0 iV Z U' O w E F= 7 E 0 a' O g n cb- W 2 Note:See Figure A-1 for explanation of symbols. g Log of Boring B-1 (continued) Project: Martin Residence I G EO L.NG1NEERS Project Location: Anacortes,Washington Figure A-2 Project Number: 22059-001-00 Sheet 2 of 2 Start End Drilled 10120!015 10 20I2015 Total 31.5 Logged By RMB Driller Boretec 1 Drilling Hollow Stem Auger ' Depth(ft) Checked By JRG Method Surface Elevation(ft) 50 Hammer Rope and Cathead Drilling Vertical Datum Data Equipment Track-mounted EC-95 140(Ibs)130(in)Drop Easting(X) System Groundwater Northing(Y) Datum Depth to Date Measured Water fit) hlevation if),! Notes: See Remarks FIELD DATA 1 g E - ° D - in MATERIAL REMARKS C. w v S d v cn DESCRIPTION 175 2 0 j a= v a a'� =v d d N N 0 O N 2 N if D ry O G LiJ ct S cc Fe U!t- o 00 g U ti U 0 __I 6 11 1 D c GP Gray silty fine gravel with sand(medium dense, o moist)(fill) 9 c - o c 4 3 2 • SPSM _ Gray fine to medium sand with silt(very loose, 4 moist) 5 l 10 16 3 !'• SM Brown silty fine to medium sand with 9 Approxmate SPT N-value is 6 - _J - occasional gravel and rootlets(loose,moist) _ - J 8 33 4 s SM _ Brown silty fine to medium sand with - 10 occasional gravel and clay lenses(dense, moist)(weathered glaclomarine drift) -1:1z) 10- l 5 — Appro>imate SPT N-value is 12 l�l 16 31 j CL B• rawn silty clay with sand and occasional fine 17 PP=4.25 tsf JJI gravel(stiff,moist)(glaciomarine drift) - -- _� 18 60 6 /� MLISM Tan sandy silt to silty fine sand(hard/very 21 - dense,moist)(Whidbey Formation) - y 15 \ 12 5016" -::. SM — T• an silty fine sand(very dense,moist) 15 Approxmate SPTN-value is 50+ rc o :118 64 8 _ _ z Q =1- • 4' 20 - - 1 II 12 5015" 9 10. Appmpmale SPT Nvalueis50+ u w a _ _• 18 50/6" 10 . sM1ML _ Tan silty fine sand to sandy silt(very - 16 Perched groundwater encountered at dense/hard,moist to Wet) 23 feet at time of drilling z h �`- 25 11 5015" 11 - ML — Tan laminated sandy silt(hard,moist) 18 Approximate SPT N-value is 50+ I_I_ °_ II 17 5015" 12 - I p SM — T• an silty fine sand(very dense,moist) ry4 30 18 50l6" 13 - 18 Approbmate SPT N-value Is 50+ PP=4.0tsf S - - - P z 1, w Note:See Figure A-1 for explanation of symbols. 1 a Log of Boring B-2 4 Project: Martin Residence 3 E E. G I E E R 71Project Location: Anacortes,Washington Figure A-2 Project Number: 22059-001-00 Sheet 1 of 1 APPENDIX B Report Limitations and Guidelines for Use APPENDIX B REPORT LIMITATIONS AND GUIDELINES FOR USE1 This appendix provides information to help you manage your risks with respect to the use of this report. Read-These-Provisions Closely It is important to recognize that the geoscience practices (geotechnical engineering, geology and environmental science) rely on professional judgment and opinion to a greater extent than other engineering and natural science disciplines, where more precise and/or readily observable data may exist. To help clients better understand how this difference pertains to our services, GeoEngineers includes the following explanatory "limitations" provisions in its reports. Please confer with GeoEngineers if you need to know more how these "Report Limitations and Guidelines for Use" apply to your project or site. Geotechnical Services Are Performed for Specific Purposes, Persons and Projects This report has been prepared for Frank Martin and for the project(s) specifically identified in the report. The information contained herein is not applicable to other sites or projects. GeoEngineers structures its services to meet the specific needs of its clients. No party other than the party to whom this report is addressed may rely on the product of our services unless we agree to such reliance in advance and in writing. Within the limitations of the agreed scope of services for the Project, and its schedule and budget,our services have been executed in accordance with our services agreements for the project dated August 18, 2015 and our addendum services agreement dated September 29, 2015 and generally accepted geotechnical practices in this area at the time this report was prepared. We do not authorize, and will not be responsible for, the use of this report for any purposes or projects other than those identified in the report. A Geotechnical Engineering or Geologic Report is Based on a Unique Set of Project-Specific Factors This report has been prepared for the proposed Martin Residence project in Anacortes, Washington. GeoEngineers considered a number of unique, project-specific factors when establishing the scope of services for this project and report.Unless GeoEngineers specifically indicates otherwise,it is important not to rely on this report if it was: not prepared for you, ra not prepared for your project, ii not prepared for the specific site explored, or completed before important project changes were made. 1 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences;www.asfe.org GEOENGINEER5 //,` May 20,2016I Page B-1 File No.22059.001-00 For example, changes that can affect the applicability of this report include those that affect: L_ the function of the proposed structure; s elevation, configuration, location, orientation or weight of the proposed structure; composition of the design team; or project ownership. If changes occur after the date of this report, GeoEngineers cannot be responsible for any consequences of such changes in relation to this report unless we have been given the opportunity to review our interpretations and recommendations. Based on that review, we can provide written modifications or confirmation,as appropriate. Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by man-made events such as construction on or adjacent to the site, new information or technology that becomes available subsequent to the report date, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. If more than a few months have passed since issuance of our report or work product, or if any of the described events may have occurred, please contact GeoEngineers before applying this report for its intended purpose so that we may evaluate whether changed conditions affect the continued reliability or applicability of our conclusions and recommendations. Geotechnical and Geologic Findings Are Professional Opinions Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site.Site exploration identifies the specific subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied its professional judgment to render an informed opinion about subsurface conditions at other locations. Actual subsurface conditions may differ, sometimes significantly, from the opinions presented in this report. Our report, conclusions and interpretations are not a warranty of the actual subsurface conditions. Geotechnical Engineering Report Recommendations Are Not Final The recommendations included in this report are preliminary and should not be considered final. GeoEngineers' recommendations can be finalized only by observing actual subsurface conditions revealed during construction.GeoEngineers cannot assume responsibility or liability for the recommendations in this report if we do not perform construction observation. We recommend that you allow sufficient monitoring, testing and consultation during construction by GeoEngineers to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes if the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork activities are completed in accordance with our recommendations.Retaining GeoEngineers for construction observation for this project is the most effective means of managing the risks associated with unanticipated conditions. GEOENGJNEER5f1.-' May20,2016I PageB-2 File No.22059 001-00 A Geotechnical Engineering or Geologic Report Could Be Subject to Misinterpretation Misinterpretation of this report by members of the design team or by contractors can result in costly problems. GeoEngineers can help reduce the risks of misinterpretation by conferring with appropriate members of the design team after submitting the report, reviewing pertinent elements of the design team's plans-and -specifications,- participating in—pre-bid and-preconstruction-•conferences,- and providing construction observation. Do Not Redraw the Exploration Logs Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. The logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Photographic or electronic reproduction is acceptable, but separating logs from the report can create a risk of misinterpretation. Give Contractors a Complete Report and Guidance To help reduce the risk of problems associated with unanticipated subsurface conditions, GeoEngineers recommends giving contractors the complete geotechnical engineering or geologic report, including these "Report Limitations and Guidelines for Use." When providing the report,you should preface it with a clearly written letter of transmittal that: advises contractors that the report was not prepared for purposes of bid development and that its accuracy is limited; and encourages contractors to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. Contractors Are Responsible for Site Safety on Their Own Construction Projects Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on-site personnel and adjacent properties. Biological Pollutants GeoEngineers'Scope of Work specifically excludes the investigation, detection, prevention or assessment of the presence of Biological Pollutants. Accordingly, this report does not include any interpretations, recommendations, findings or conclusions regarding the detecting, assessing, preventing or abating of Biological Pollutants, and no conclusions or inferences should be drawn regarding Biological Pollutants as they may relate to this project.The term "Biological Pollutants" includes, but is not limited to, molds,fungi, spores, bacteria and viruses, and/or any of their byproducts. A Client that desires these specialized services is advised to obtain them from a consultant who offers services in this specialized field. GEOENGINEERS/f.' May20,2016 I Pages-3 File No.22059-001-00 GERENGJN.EERS CITY OF DO NOT REMOVE *c,s.tvCORRECTIONS REPORT ❑ Building codes 293-1901 ANACORTES ❑ Fire codes 293-1925 : Public Works 293-1920 The corrections listed below are hereby ordered and must be completed within days. OWNER!CONTRACTOR PERMIT NUMBER ADDRESS DATE tit-t U NOT APPROVED FOR COVER ❑ NOT APPROVED FOR OCCUPANCY OR USE ,„Q CORRECTIONS NEEDED U STOP WORK r , is 1 "7 1 v\ � �'��� — 2_0?-- l } -, L U v.3 C,-, LL' S 9 r 1 5 1 t r t�:,1 F L�...,. • NOTIFY INSPECTION OFFICE `— WHEN READY FOR REINSPECTION *=i �''`°�``�✓ N-PECTOR • „Q b\ Don Measamer 6/8/2016 City of Anacortes PO Box 547 Anacortes WA. 98221 Martin Sngl. Fam. Resid. # BLD-2016-1318 Dear Don, We are hoping the City would consider allowing us to install pilings on our lot, prior to Paul Ingalls issueing us a Building Permit. Paul has our Geo. Tech. report prepared by GeoEngineers of Bellingham. They specified pilings as mitigation for our 10' setback from slope. GeoEngineers will also perform a special inspection during insertion, to confirm depth and capacity. The piles are an integral part of our homes foundation but prior to our homes construction they also serve to strengthen our soil and our slope. We understand your approval of piling construction does not mean the City has approved our Building Permit. We have met with Paul Ingalls and reveiwed our plans. They appear to meet your setback and height requirements. Based upon this, we are comfortable accepting responsibility for installing the piles prior to being issued a Building Permit. The piling contractor is very busy and we would like to get on his schedule. 1 With luck, the piles would be finished before or simultaneously with our Building Permit. Our efforts hopefully will allow us to be "closed in" prior to Winter's worst weather. _ t 7-7 Frank Martin, 12342 Windward Way, Anacortes 503-706-5570 2 Don Measamer 6/8/2016 City of Anacortes PO Box 547 Anacortes WA. 98221 Martin Sngl. Fam. Resid. # BLD-2016-1318 Dear Don, We are hoping the City would consider allowing us to install pilings on our lot, prior to Paul Ingalls issueing us a Building Permit. Paul has our Geo. Tech. report prepared by GeoEngineers of Bellingham. They specified pilings as mitigation for our 10' setback from slope. GeoEngineers will also perform a special inspection during insertion, to confirm depth and capacity. The piles are an integral part of our homes foundation but prior to our homes construction they also serve to strengthen our soil and our slope. We understand your approval of piling construction does not mean the City has approved our Building Permit. We have met with Paul Ingalls and reveiwed our plans. They appear to meet your setback and height requirements. Based upon this, we are comfortable accepting responsibility for installing the piles prior to being issued a Building Permit. The piling contractor is very busy and we would like to get on his schedule. 1 With luck, the piles would be finished before or simultaneously with our Building Permit. Our efforts hopefully will allow us to be "closed in" prior to Winters worst weather. 7_ e--6:/- Frank Martin, 12342 Windward Way, Anacortes 503-706-5570 3 Measamer, Don From: Frank Martin <martyafloat@outlook.com> Sent: Saturday, March 25, 2017 7:29 AM To: Measamer, Don; Nels Strandberg; Doug Dimock Subject: Fara Don, Nels had a meeting with Fara. He said they had a nice conversation and she didn't once (thankfully) bring up our house. He told her of our options regarding disposing of our water. She told Nels she was ok with him connecting our hillside pipe with another under her road. She said she would put that in writing. If she follows through, I will get that to you. Nels will do a professional job installing that piping and I still plan to improve the ditch going to the West. I just wanted to keep you in the loop, have a good weekend! Marty Sent from fylail for Windows 10 t HERRIGSTAD ENGINEERING & SURVEYING Civil Engineering& Surveying 4320 Whistle Lake Road Dale Herrigstad,P.E.,P.L.S. Anacortes,WA 98221 (360)299-8804 -October 7,-2416- Paul Ingals City Building Inspector City of Anacortes PO Box 547 Anacortes, WA 98221 Subject: 2212 10th Street. Jeretzky house foundation survey layout. This letter is to inform the building department that I staked out the foundations of the above subject property on October 6'2016. House setbacks used are as shown on the approved site plans. The survey was based on existing property corners. If you have any questions or need more information please let me know. Sincerely, Dale Herrigstad P.E., P.L.S. dale@herrigstad.com \v/ 1 kingworks CONSULTING ENGINEERS [0JUN 1 9 1017 CITY OF.ANAC T March 17, 2017 Brook Middleton 2415 T avenue Suite 202 Anacortes Wa, 98221 Project: Martin Residence KW PROJ #:15213 Dear Brooks: This letter is transmitted to inform you that Kingworks Consulting Engineers has performed Structural Observations during construction of the above referenced project in accordance with the contract documents and Section 1704.5 of the 2015 International Building Code, and have reviewed the structural special inspection reports provided to us for welding and piles. To the best of our knowledge, there are no outstanding or unresolved structural issues on this project. Please feel free to contact me if you have any questions. Feel free to call if you have questions or concerns. Sincerely, Quinn Hanks, PE piy Q. Associate �.of vir4y/'s' � :se ai;iimiv by Q p _; y %t a 42}t?5 ty - /OY,AL 600 Dupont Si`Suite ii-Bellingham WA 98225/pit: 360-714-8260/www.king work.com Jeretzky Residence 75/75 Gary Sturdy Jeretzky STURDY ENGINEERING CORPORATI 7168 San Juan Hit Lane Anacortes,WA 5:ra-299-2511 Stem Miscellaneous Checks [1.2D + 1.6H + 1.0E] Minimum Steel Check{ACE 318-11 10.5.1)Cal 0 ft from base [Stem in negative flexure.' 4Mn = 2601 ft'lb l ft ?, (413)Mu = (4/33(0 ftdb l ft) = O ft-lb/ft Check is waived per ACI 10.5.3 V Minimum Steel Check MCI 318=11 10.5.1)71 10.37 ft from base (Stem in negative flexure"' ¢Mn = 0 ft-lb l ft a (4/3)Me = (413)(O ft•lb/ft) = 0 ft-lb/ft Check}s waived per ACI 10.5.3 ✓ Maximum Steel Check(Act 318-11 10.3.5)@ 0 ft from base [Stem In negative flexure] P1 = 0.850 (F'o 54000'psi) a= A6 fy _ (0.01 in2 1 in)(60000 psi) = 0.29 In 0,85 F'a 0.85(3000 psi) et=0.003(a tlpi-1) = 0.003 C(0,29 In)1(0.850) 1] = 0.0317 es = 0.0317 >_ 0.004 V Maximum Steel Check;(AC1 318-11 10.3.5)fal 10 37 ft from base [Stem in negetive f(exurel 13.1 0.850 (F'e 5 4000 psi) a= A,fv_ _ (0.0{in'I in)(60000 psi) _ 0.29 In 0.85 Fa 0.85(3000_ps1) et=0,003 Ca dp1-1) = 0,o03[(0,29 i)1(0.850) 1] = 0.0317 st = 0,0317 a 0.004 V Wall Horiaontal Steel(ACI 318.11.14,3,3, 14.3.5) Aa non 1 Shan _ (0.2 inz)/.(12 in) = 0.0021 Ph" t (8 in} Ph min 0.0020 (bars No.5.or fens,not less than 60 ksi) Ph = 0.0021 2• pi-Latin = 0.0020 V 3 twai = 3(8 in) = 24 in 18 inch limit governs smax 18-in shift = 12 in s shorz mex = 18.In Development CheckJACI 318-11 12.12, 12,2.3) __ (0[Lib 1 ft).. =.0.0 (ratio to represent excess reinforcement) 0./In (2601 ft-lb./ft) yra = 1.0 (Uncoated hooked bars) x = 1A (normal weight concrete) idh=0.02 ye�-db = 0.02(1.0) _(60000 psi) (0.5 in) 10.95 in F'a (1.0)V3000 psi Factoring Idh by the 0.7 multiplier of 12.5:3(a) Idh = 7.67 In Factoring Idh by the excess reinforcement ratio'(0.0000) per 12.5.3(d): Idh = 0 In 8 db = 8(0,5 In) = 40 (minimum limit,does not control) 6 inch minimum controls Idh_prov = 7 in a Idh = 6In ✓ QuickRWaII4.0(iesweb.com) C;\Users\Public\DocumentskP11852-001...\Retaining wall.rwd Page 21 of.21 Tuesday 06/14/16 4:06 PM ,/ • Die ' -7 Fp—1 -- ._L_( ❑. —I • - I r• ...-. A� F Isst Nam.: f� I✓rr:n M.aror i ?i LLI �. \'•\ //19-17-- / / A-cI,ra�rs Proz�L ur,,,,s.rr: - - - ------ - -- - --+53'A1nIN FLOOR \ / J,/ / 1 505 4 l / --_- 1. A5 AA .- % I +45' I/ fi�zct Aid-e�^_- \ p�. ! (/ 221d I01h St SITE SECTION AALOU JIfG v+EST / 'f 1,-,,,,,,,,,WA 58?21 AA +40 �" ti� sGNt.IN FE -F35 / % �m ys� 1 / / --� -,�\OS / I Fra r,A anJ Rnsti Mar:ln / / I1fl FTJR/1 5/(:ATI:IjBASf1/IN 11115 R3A/ c L\ i / f . All ST[2P.MV.'ATFR DRAINS TO i115 / ! ttirl FOR.DRAIN TO TOE OP SLOP 1 / 5CU`r OF PRuyECr',UeMoll-iON fJ5 ri FUnILv / tOAG� / v / 7 123A2 Ivivdnz�d vhy RE51ocu ah C O 25555 / � / OF NEW SINGLE,'AI.n ILY Ri N;PENCE AND GARAGE 5�R !! 7 \ P4" / A tacur'Le A.LVA 9822 1 .Tlh 0 YARD rYDP,Mr1 PFil.Eti WJ1o11eG: 1p`.e- -' ! J 2 ' 1}J iT[ry I.D.y,IL�1R',7SG21 LIST OF DRAVlING5 V' p / COWC,4FR FIFURE f� 157.wr IlL`tJ„�liL•5772-201-UI I-CpO1 / 6a:'9/ /'! ..' NATAL FYtl:IFhlFll., �'/ ruF•ks CITY Cr 7LW4c.orES R.1 $ITC Ih1iROVEMENr FLAN,SITE SECTION. _ �']( }hi Ff1 f1 CONE L1JMN3ARY ! V:T,V.F. }II NIRFD c5,1 RDAll IMPIS:l•EMLJTT5 AND DFMOI.LTION PLAN prA'�r 4'-G' 4'-O', OWNER,FP.ANr:AND�W5T1 MAR.IN L1.1 LAKe....;4"FLAN l/ T'-' - - 7 fr 3 Juve 2016 O,4wER5 ADDPJ55',.2342_WINDWARD WAY,ANR5OYIES 51.0 STRIIL;TURAL NO"-ES / / l _ - 51.1 STRUCTURAL P.8BREVIATIOWS•-YPICAL DETAILS l/ ! --- �� AREA_ 52.0 FOUNDATION/LDWE4 LEVEL FRAMING PLAN / ,'- f / - 52.I MAIN FLOOR FFAVIN13 I WAGE FOUN17A(ION I':.AM C,1y " " N� LOT:AZE:i 3,0.085E 52.2 InPER LEVEL II OW 5C31 rVAI2ING PLAN _ Np / !' r / n TOTR)LO'AREA LANDWIAD OF N1ARINF BLUFF:11.793 5E ;;2,3 !()OF FEAMINE711 AN, / J� ! �' _ � �20 's�: :JOT A11O1VAOLE LC COVERAGt 1NITN%IJ 511ORFUNFS:3536 5P 52,4 D11)AND EKE,1OP.WALL PLANS ' S/ 5• y7 7)— n OC FOOT7F.€HT OF PRO7O=PD AND G4Y5:t 3O45 55 3,0 LI2VA110NN AND Ff'.AM1ND Df_-AILS _ ;vs�"S '^' .\�� IMfTFV1011?OPAKT'1RC(LAFX:,4C0L1)1 L ,GENERATOR PAU:'..'U SI' SA,2 FCUNDATIOY FOUNDATION DE(AL DEfnlf$ %J yVOF\v� / !G¢,f ', /-,._'I TOTAL IMPCRVIoul.7JrrArE:.TSyn dr 54,3 PR+=1111JE DETAIL "' 3'' UPLAND LOT CJdxFuLa 4/Y IMft' V16..C}SURfACE, 26.6%k 54,4 FPAMIFs:DETAILS O4 0 .� 54,5 STEEL Lh'TA1L5 ! Sheet Corter,Ls- dL,• 54.7 LOAIR DETAILS A7 T Yl PD 11Y0RAN1 '..MLR.FLOOR FA:1163 5F -MAIN FLOM,MT,.73435E A2.1 IOWLN l`fA.7R=LAN ' --� - SiLC Imrwcn,cvt Plan R2-2 MAIN RL'-0k FLAN '$r Cade 54mmary A2AGE AREA,"755` 423 omit,NOOK FLAN ��_ .,• % Sit<:SxNon UPPER FLUOR AREA:i5755F A2.4 r:4r FLAN A3.1 rLT.7J[f,FLFVATION5 A3,2 005/]G1:ELEVATIONS / LANOSCLP!E('QILIR D IIi 122':20%OF 13,3455E-2762 5F A3 3 (1r1T1rr IlFYATIONS ^ ' PES/VOUSFAVFRS:124O5F A4,1 kW L.G.1C�YLilONS L-[Ct Mfrs,i ---r I • re3v OU55FAED OELAING•1771 5F AG.1 gu mir.,F-WI'JDOX SCNEDULE, 1 I• ._ 1 TI- �y P:NJ 51 IIII_-SCFL�7ULY -- e I • L7EriIGM STANDARD , , l }� I iy ��•1 i PF �.�.•V 20,2 IrneRNA u)NAL RE:SIDEf'l1Al rxJDe a \\ �y L li i�j C{+(�l' \ / - \ I- —�' I +53-0'IT 1 u`.z" v VRA -. _ • I 'ARALLELTO IDTN STREET FIP.E PROTECTION DC$10N STANPARp 1 � _ , 23 J 4 _ 0� - NO FIRE PROTECTION SPRJN(.LEP9 P.EQLIP.E7 I--\_� 1 \ \' - y I I I I -_ / ORAa—STOPPING -S u-.L ALICdR, I•L 1FO F'(UNCPFf YARbv'IYDP.,JJF axxc..,,.. ', l R _ _� - hX.x - '--i� 4-, I t 1t NDERDu< /x i_ I 1 C1 �4�� 111 RE RJ]F1'q, I p5 TO UM1T -OP RXk '� f - ' - I - IRpL.y�.L Or 5PA+ b` \ ''. _ - - 031 I _ 1 I f_= �v ARCnAWrL{2Liv'v`aiv' SP � O I -- - � - 1., �I.I�- 9�R'f 'l�. ApovfDcc>;-� -- I. kLc555Lv y . �- ct .u� -l1u:rs..v/ .:.I' . \ _ {,jc WALL Af 2O 5L(b LF 1 •1 ..-- 1'i f 0' -'d ?L+rVI� HEATING TWE \ r soa N x 3y` - / -'1 $, - 1 \ NATO NAL GA5 FgRGEn AIR SE ACC�.,5 AAEL \ ' 51r-� 0 O € / - {€ W I _'e..lu t �A1(x/ Y 1 1 s� '! .* �, c ..� RETA11 ffD MAPLE 9. X I l Y i I I — I N 4 .. VLNT1uTION(Yr[ y ,. _ ` >; o� Q\ TRE-6ROLIPING I 1 ; i - I ILIA I "�- Ex11AU5T FANS,EROGRAMMABLE,CFM A5 REQUIRED � Ala \() rf - �W W l e' � ,'P. ")rX--. I P \ ? WATERLINE FOR -- I \ '\- - pW c-\J,�' -'LANDSCAPE-/ FUTURE IRJGATION .41 •' �AX,X) 1 �- -I - X MINIMUM INSULATION VALUE', I '5 a- \ ''•` \' '4 N' pJf 1^ 'VI \ -AXX �: o / ff YY�9 �-FF L LAMDPCAPE f F I P" A(ncs nmu KOOh/C2IUNI 1/s 1) 0)15.i;Sn \ \/x\1 \C I..IILI �. I` �-�J — —11 - Ex(ERaat WALLS,12.2 I -\ :I'' .kCRY /' GUY9MORTFIEEDT6aFRCN=BOLE -141�__. ' w a FIC1OR5;P-32 \ - ~ IN-1fRfAk WALLS AND 160055:FILL CAVITIES FULL \ 40/ ' A y\ U,C SEE:]Vi1 FOR NEW AND RFFIACEq 51 U50AIK� '\ 6 Cl 5LAb5 ON GRADE:R.1O `\ 'l •`\�'-'nG /�- .-_ _-_- PRORIpY CORNTR K G WATER:CITY OF ANACOR(F5 MUNICIPAL \ \• ,.41 / ^L �L 510/12.:CITY OF ANACOR7 r5 MUNI[IPA_ 1 4032FP2-v •\ VtNDSI,AI 4 7 f`OUGRETE O ACCESS,5/15 ING UP.MIr/AY \ /' ______ FASFME%:T�1\ \_�� «- --iw n ,o ,n \ \ i ter" -Sft CIVIL F(5k HtW CI1Rn nNu(LOT ItR /7 r o \ / �5(P CIVIL FOR NEW AN REPLACED ASrr1ALl = Y rn 2 ,i AIM I SME IMFROVFME:JT PLFN f O m ry SCALE IN:FEE( 111 P,J �ji ' 6 5 / / A1 . 1 z � 1 / / / PERMIT 0 ;' _ SYM5OLS LEGEND / O SMOKE AND CARDON MONOXIDE ALARM �4/ ,\\��`` l�) // b+ ® EXAAUST FAN,GEM AS NOTED,1.5 MAX 504E5 +,a ''J NOTE:=EF W:NPOIY 152115 IE AND E\7ERlOR ELEVAf[ONS / FOR SAFETY GIA2,NG lir Qi i. i:.2.,-- - _ . ` `Q /'/ N; 0 ill} s. .•akm Manor , Project Nan,' 6d e D�J� 1I rfY ray' 0�t'� / II E '�+ /^ NCB\ / )' Arch:tocEs Prq«t Nvmbcr: \ o� / f e i�iil 1 ' , i ' 1500 CTh�\ / p3 \ �'' IJ L �+ Qi ' \\O \ Prol�ctAddress:0 \ // / 6P C \\ "011110111fr re` 22181O1h5c QI "p BIZ '-h�PPO %SOQ • ©O. Macwtes,WA 96221 d / ° ea\ a���/ 6 � \ \ S cA '' ,V �rA \ it,i„,c,`L� ' / \ OWN 8 \ \---,--‘.J / ' \\ £-£V�2 f Frank any Kns1 Makin 411\11 G \ N ' / \\O `t2 / \ d� d /- ru+P° uP Q� i� \\\ t'� ' \\ PeA ow rs AeJrc, j. �• o _ - h¢1c E �' \ \ ' /_ off', \ N 123F2 Wn,drvarJ Via // 1*\\ �, ' .//' P ,ur7�+ 4/ O \\\ �A'C �/ L,.. \• \\\ -..-- \ ...40,0 Pal © MacorC[S.WA 9d221 CRi # ''''..- ' /' r qSl �9 \ e \\ CONCRETE PAP FOR FUTURE 0 , V VEPJFY 5i C�GENERATOR Pmwm o / � Se�� s Pr..'2016 6.p C. //' ; as b�� O �' 4‘... :. -, ---41‘ - ... .. -1 ., 0.' • ,�J�Y c. de �h Gf ...- / ,,,°' ff,-, .A''# „, -V-,,,,q" \ 'Oil' 7#0:16:6'' ,..6 ,--\ ,\ ..- ." • r ���Wy P ly '" % �,h, i�,k,I2 f'O eo v o P Or' �� \ •d�,�;,C3"` / ..„ yM1\ No, O'" f . / \ / 0p4�\ C \\ .•i' c o¢ 4' f`a-`` /A, Sheer Contents, '//// / .///'^\\ h� \\\ �C / ®i' o` w� \N� \� Inver it.,Plat, .:. " :- \ '\ ® i o a ----- t ,. ,-....- •-•'1•711.'t „,,,,,C;Va' \ . , ,,,,,.., / 4 \ `• y /' ukoER 9wb SAC PR eR VENT/0.s % \ \ v yl „--\ \ • yQ�e PG //''•/ / \\ \\ FFF ewe - \\ �� Lcw+wtSSACE , L/ srRu�vRAL E1u uNPeR su[i 6 \ h: \\ \ gy�pp,,je�,NW��R�".0066., ,dFS�� //' �' t5 -r�FP� \ - W.0 4 \ \\\\ G�GPyGeL�514� ,ffjµ Cps` ' '�\ \\\ Gq�,j1" \� • PER STF.UGTUE.WALL\ e `0 1141' y1w // // \ \ I ( vonN� \\ ,.,. rRy q� .„ /' i \\ \\ RER 9r uC URA t pp e \\ P gent^NRtl-„ '"' // \\ . \\ I I • • ,_ h \\ ' / ' Re a+ -� .. . , . . . .. I _ �,we• w 3 Ai. /' �deA • ¢ 40010111 o w• S G J P _ A o ' o 10'-I 319' .r 10.10 o IO2 �� Y• n O n per. O o b c — © 0 0 mnn ,+ LONER FLOOR PLAN huilll 11!kh 11„:. PO A2 © N \A`I NORTFI 5 AN aN o SCALE IN FEET PERMIT 0 0 •. SYMBOLS LEGFNP • 0 0 SMOKE AND CARBON MONOXIDE ALARM , [R (S) EXMAUsr FAN.CFM A5 NOTED,1.5 MA%50NE5 S ` NOTE: SR IT,9W G StMU LE AND IXTCR1OR CLEVATION50\ O /`„; si Frprc6 Ne:r,g: Mann Nano+ A.r,Mtr,L,Project Number. 1503 0 (4°.:\:\ • p2 `a .6 y //�' 0._ F.oiccc Address: v i/ '� N, �v. 221a IOrn Se © /' _ Oy�NG� 0 An3corLe9,WA 9822I C\ i�.��' e4'N�� •` J G $a �/ . 36 Phu to' s sv�z \ r i� • 6 ' \\ .0t. Curer G EA � / \ ,, , ,,r +f" Frank and 14,59 Mato 0 t,.„$. .. 0 1, \N Vit*\*VO V.''' / �'° 0 i 2 m . \\w W10\\Zt —5 L2• O owner,Address, Q • n \\� 12342 Windward Way 0 / N. O'\\ ��..\j 4 lJ N /y / Maeorte:s,WA 95221 b wed '0/011 /� et \ w c� ® d i CO /' / '''''' .0t0011 °t' fr` (�`�) �cO�cG° a y� \. cA°uFnlcns°c°RnroR VERY ZE i� �� 4 ,',p7,f,,�,F g'� aJure 20lG 45'nln m �tP Op° 3.L' „ i-- s ,SW2 RAIN LEADER FO GONC\ 2� % /' 4� �i ,A �' �r : •- ��0 5� o°° V y6c�N � Isrpxareznl Rc wed: ® / — V1cA� 'U yo-G/''�� L�ct ;� A3b kS'�� �v+c�° IMP IEGu1P1 I— —1 00 ,�,[1� COILING DOOR COILING DOOR EC ,-,-- i' �,4° �� \� i5k OO° DOWN ATTIC TIc VACUUM I217I 21a — CL WALL `� 0pP°°,�O J / F Y s O Jj .0 4� STAIR I2f51 �� — O� % .N V'y-. £ ,fyOiii\O �` N' 3+" ® -- I �l I L. 5hret Contents: V�i' N�. .GN v�' // I TI ►v Mara Poor Flan ® eE� P ON NG I MFRCFDE:i SIN RAPfORTRIfCK PO �` �y P`� O� i yyvv 67'v I59' SKYUGm MOP f4) 97'r:22[' n Mi / #0009 � 8 G ® �0� '6}� ,.,9 i1 £ Gi/ / �21 , h.3'CLEAR 1 Jm 'ptv q'51° q„ d . O� i y 0, i=1ffRY p UPPER r'� /OA ,)—_ 1 i CL�R'VTL\ PN `V V CA61NEf �II GL i3O LL\ a. �t Oe 3y / Y�, Q .��' + II UPP I, a RNN LEADER . �\ / �oO 3;'' �5 I ' a I GARAGE \ to d ,ti ,p ` WITt1 510•GE AGOVE A REA or 5 0'CEILING I 6 53'"O'F'� in ' �00' ,0 l ti/ �O' BriilL20_!_l - J CL W/LL�\ • ®� vi oO° ® _..�_a�L� .�� FO tout \ 2 I a �. � 11®I�rr.orr� I \ t ` . is ®.RG, _ i= :coNCPGxreED mmfiia MI IE �`i �► sIr.Ir!1!1 IrzNz aIdr0000# , cv.... ■ I1 V F• a vo.000000; Dec NG PeRvkGus PAVERS ® y \ G cope\ 23 g ■■■■■■A■ii� ■■■d'fy■r■■nl.� `■ cQJT �t�� +�rrr■■■I;..�■■ ■■■ E5■F7■■n■L� ffi■ a _ ' ¢ r N ■ ■ ■I!■!!fit■■c■■t,:■■■EG■ID■ kO°I•Aeev r■� o .ACC ■=CCC.. ri.■■■■ ■ ■.■■■■■■■ ■■II o 00 :� �iii�C■�®��� °.11111E�::�C61i11I� ■■■■ I I , 1 13 �• w ■�■M■ ■ ■'■ BOARDFGRMFDcDNCRETE III I c o-.6 �_ e'.r ' ilfr.... .,Iripp„ 11.111MINIMMINMENIIN EIMIIIIIMEN ■■■ PERVIOUS IIi- 0PAveRsTrO O 0 X CMIIIMENIMMNE ■111.■w■■■■■b. OEXISTING nnAFLE CLUSTER 0 !M �'���� va, NOTES AT FOR �111��III�iT MAIN FLOOR PLAN PP NaKTF A2.2 5 O 0 r SCALE IN FPfi PERNNT O O 5`.'MBOLS:FGEND 0 WOKE AND CAR3ON MONOXIDE ALARM 6) EXHAUST FAN,CFM AS NOTED.1.5 MAX SONFS © c n. o. AOTE: SEE WINDOW SClEDULE AND EXSERIOK ELEVATIONS ,s FOR SAFETY GIVING .z Project fl,-,.:;: 90.4 a Martin Manor \2 at 4 y31N \ A.cH=trcC's Proicct Number: I son \ '2 i /� /' \\ NE by Pro cct Ad1 ess: � \\ Q�eOf x3o.qu ��A04' / CIAnacorLs.WA 98771 \•� fR \ \ q // #44 \ n DEC 10/1" 'T''''r � 1d \31A � // 6/ 0•\ \ \ h v Owner: P9 0E\' \\ hV op i Pranka nd Kr.s c.Marpn\ ® \/ ® V h y � • \ **/ 4 ,S �,� ot / \ \ � \ \ 5b \ Or,nele-.Addres / 4 ® �\.' \ 12342 Wmward Way / NSJ ,,r,.0. Anararte5 WA 9822 1 T \ % E� a h` ® 9 ' 0 \ \1‘‘, \ . ' 00 / ♦ � � % ,,co'-- • fi,,.(1: \ Drag,: / \ � "' 3Junc 2016 ¢uRDe „OD �� � 400 \ i \ F� h6 � � ,,,..(rT .Q.,,, iik :t.1-‘:---4 % 'a, .% ,t,s,'' % ‘'' r*:2\ I.Ww"""-71 00 y< a; O- 30' o °0‘1.' tiON)ib. /�'x• ® I 7 I\ya w \ O pN `„ 3O // 411 Whet Content., /// \ 00 �'f- J4 9 r� \ /i /' , y Upper Floor Plan • • ( •Pep ® \},C ..4 r ?O' „ '''';',!\ ..,0:\ • ,,\r" CO' �yE00,•. ° a� ® ��/ �6 � ----1111",9'. , 51 ruGH r,nP Or(s) • PO.' \,./.' ,.. °a' 2 ,aiA , • o N \ o�yyf3-®a ® \\ 3\1% i AH �/ \',j:P%j./0�'. * 2A \ • , c'A HOOP.BELOW ROOF looe,,,,,F.\ 5. '\ • \\ DRNN ' 4 S1A F / • I /l ., 6 \\ C O 6 .N /'// n %T.z. /3♦.,,oe —FACE OF WAIL,BELOW h Y. 5 J o =per U/' , .� ❑ 2 N� j y. a ov}A q q e \rl x_ ,la�N MP OF WALL.BELOW v 6 , a D n F 7oP OF WALL,tlELOW \\4� � p� - 3.. r 0 Ov/ „IR NIIIIII�l 11 411, UPPER FLOOR PLAN ./ NORTM A2.3 S1 0 SCALE IN FEET PERh1N Surve Dotes 201508310104 ' Y Skng❑County Auditor $1s200 8/3112015 Page I of 2 9:41AM '• _s ,+- 1. This survey hos been prepared using terrestrial and GPS instruments in accordance with the requirements of WAC e. a--J- 332-130, Washington State Survey Standards. City water line crosses , property (Approximate Location) l''I . - 2. The purpose of this survey has been to described existing boundaries and monuments and their relationship to the \ 6" PVC culvert •., prior survey recorded under AFN 200805080041 and the Plat of the City of Anacortes and to modify the existing lot ",See No s's;. ?r lines as shown to create parcels labeled AB, C and D. `. eg 3. The fence alongthe west boundaries in lot 11 appears to encroach upon the boundaryof record as described on Rebor & Cap, LS "- �7_ 1- trlaf,) `Cprnor the above cited srvey. The fence and adjacent walkway appear to have been in place pior to 2008. 18924, (Traid) Corner N88'08'34"W �'' „, 6ers3i,€j1 14" �34 Bears N19'12'16"E0.17 20.02 6'08`34" 'e ''z .1, ' 4. The seaward top of bank was obstructed by dense vegetation. \ "E ti, • 29.97 a- A '. �p + S88'002eee 5. Water, sewer and aerial power lines appear to encroach upon o portion of the northeast corner. N6 d: - „ „rc p.ir:e:o' ref ere 40' • '-6 1 4' 6. Subdivision Guarantee PolicyNumber 216-6329-000007755 Parcel E per 6321 ; .` ' 'l' .. ,: ,•" AFN •4- '' ',;`' e of 200805080041 „� l 3 �ee,ate c, y.{ ;_;i I ,n pavement 39 p1 3 � LAyt sty .' ?0' \ 2 ti'626 i .I` K `.,L Access Easement aemta6'e.e' � �6 65�4 I 4,. 1• !�#_ 4'-01 s �� Block 197 Tax Parcel 56212 Before 8LA benefipropertygper adjoiningAFN i,o '.. Lam, 'ti Total Area 0.86 Ac. 5 8I . `'" 20141107a024 1 �: 1 ` „ 1',e 1 8ulldin rn } •7.6 -I BLOCK { 1 P5621D\ 0 brPN �•� Ih see -.._;.ceeeengeteto' n e 710 '. •=x=p;'bankN •`ix. �' 'r 75.3' ee ea, concrete NO1'54'1 2"E 8.00 '05'48" e•''/ g 1'e,° -'`�""vA�8 Reber & Cap, LS �-- 22.96 `;' -F I N88'05'4B"W -3 - -�'' • h l ALLEY 18924 (Triad) Carney- O 58.91 `-- II:kleo{ reOre 811 1 �a Bears N74'4T 10"E 0.18 - c� y1_mo t' 1 0 501'S4'i2"W-- ---- E - '1 �L. •`` c' 84 1a i Garageo eN1 17:8' - u 5' Reber & Cap, LS ,,;::-------- --I 1 1 House No.`L Sh' 18924 (Triad) Corner , e. '1 C 2202 monument was Beaa S43'5713'E 03 , 0 1 i0,93 Sq Ft $ • o N L t € , located, no symbol is shown ' �w "1. u .k,_ _ 0. 5 Ac. 1 m t` and dimensions describingthat point r,• . 2 Sq Tom`"""'''" I -in e ore therefore calculated p _� =_ d• m `A.24 Ac. a' 88'1750"W 7 o I re � '2 10th St, w N m,,er x:. 2208 Oth St. 1 9 ° Line per Triad, 24' '` ,�e;,`87' `i' a n a +" Pipe & Cap, ' fence in 40' a o per deed Apparent wily 0 �'- LS No. illegible "11. • `1 3 14 r' 16 17 r 9 encroachment (see• ° 12 01 1 S II !� u :ry itee) '6" 2' zlRabar & Cap, LS Refer t0 Short Plat per co o ':,.x "` TressIv a) 18924 Triad..: AFN 9101290005 for the N �,. '':a ?",£ _.' „3, ( ) retard description of4 'w '• � �'- ° N88 O5'02"W I N:8'O5'02'W 1 '"� z Utility Pole ,;, �- }, _ N88'05'0<'"W monuments, iron pipes Wat eter '' '" A >4 shown and the degree to �` t1 0 58.00 70.00 75.87 which these monuments w Carve h`*sin 't <n, agree with the record a .. ,E" she r1� side walk u' g ,:eRreeee ien reTerenced Utility Pole : ael.se 40' / e' Y -�~ -- °�,h,,' c-' r� s= ,..i "PK" Nail - Visited ee . z ..e �,, ` pavement 6-7-'15 zY�� road right of '' , - ..... 10th Street Intersection, this survey 9 _ N88'lated W 1 and Triad Survey, bears way k Sewen3 '` r centerline 380.01 calculated this survey 3 Mangle, 380.00 per plot pavement S31'13'53'W 0.48 I'DCalculated point `� '' �`�;`=- 379.79 per Traid a. See note abo 'n,--,L1. ( *i „,"' Basis of Bearings 40' �" N ET)o a4' .,,,4,,,,,,_:,,,,,,,.:,....„ `ry h,{1'l`Iii Refer to prior survey by Water Meter o 0 y0 M ro t E+ a s Z Triad Associates, AFN fg Fire Hydrant ° ' ',.A.^ o 200805080041 I a o v{aq e ''l ''"lit CO ;r:a'l•,OT 0s Y. an L. 17 w C N L-N '$ .;��- reµ 44+• I# 't O a-2 Z Graphic Scale, _ :, N �, e p a Q 30 0 _3Q. Y`ei0 . Z C e. N v Block 202 K- u' as I•r■%■ '" . Z o t . -i. ar - � ? a 'PK" Nail - Visited ': ince =e 30 feet _' 0 6-7-'15 ele `:54 -j^ " ., ti Symbol for new property corners that have 0 Intersection, this survey ?y „"_. ,,_....t orf margin of 11th been established as well as all corners of and Triad Survey, bears = t, • Sheet per plat recorded this BLA N76'48'07"W 0.17 t : " -.%'`Cinder AFN 9101290005 NOTE that no monuments have been set e?e. ee .e- " ,.;. / pending approval of this BLA A,. ee Ne see te'ee. Y .. %a" Pipe, Na Cap - Visited 6-7-2015 BlA-2015-0008 SHEET OF 2 see °' - �'x Note that all monuments, pipes, relays I Surveyor's Certificate Record of Survey / Boundary Line Adjustment ,z `yq "' or nails shown were found as noted f. _ ��•. �\ rver„8o FOR: `';4 ° during completion of this survey =� This map correctly represents a survey made by me or FILE NAME: 1506-715 �n Thomas and Pamela Allen a 1. g•a w...3. under my direction in conformance with the "PK" Nail Vistted `' SCALE: 1" = 3G' 0«` ti �f. requirements of the Survey Recording Act at the and Frank and Sharon .L ,_, s,: 6-7-'15 Intersection, �� DATE OF PLAN: 8-18-15 et ryY ,' ' request of Thomas and Pamela Allen and Frank and ��� Jeretzky per Triad, bears "4.83'N Stioron Jeretrky owners of property n 3•t Coun DRAWN BY: RFP x 4.83'W" being the ,.'t me Wgshin ton in June,• F.B. No. 41 Parrish Land Surveying same as S46'52'31"E 6.99 ��4ejr" 9 � , r� Gomm swim mwN+.stnn 1 sm.= PO Hoz 314,Lopez,Washington 982.61 :..:... i Ica a o. GL 5 13 35N 1E , ,n,wmw, a -eagaa n s,em p.rrt.agr.etivi.m ` � I i 1101111114011111 Properly Description Before Boundary Line Adjustment (BLA) 2015041 ).4r1.'. 4°=a.. Skagit Count Ilnr ° �'-'-. ''116Zop Tax Parcel 56212 613112015s P e 4 2 of ' 9:�AM ' ` � Lots 1 to 8, Inclusive, the East 24 feet of Lot 11 and Lots 12 to 17, inclusive, Block 201, "Map of the City of Anacortes, Skagit _ r ''4,41.2 "j County, Washington," as per plat recorded in Volume 2 of Plats, page 4, records of Skagit County, Washington. Declaration and Consent ' r'� `..,,_ ..,. I „„A EXCEPTING THEREFROM that portion of Lots 2 to 8, inclusive, In said Block 201, that lies North and West of a line drawn from the Know all persons by these presents that we the undersl€ji'i'ed;=nwnersohlI:::: rgy ettfy,.thaE this boundary line Northeast corner of Lot 2 to a point on the South line of said Lot 8, opposite the Northeast corner of Lot 9 of said Block 201 as adjustment is made as our free and volunt t trrt e'd. }'` '` conveyed to the Great Northern Railway Company by deed dated October 27, 1913 and recorded October 30, 1913 in Volume 35 of 13" tti -� Deeds,-page-274 under-Auditor's File No.. 99079: �� fY c'° ,.. Pam6fa J. lien .' 7 xAlieri ` � 4' TOGETHER WITH that portion of the vacated alley adjoining said Lots, which upon vocation attached to said premises by operation of f "'v a r`f. " law. / '+, ''- T',_ ;c aron Jeretzky _4'vF k r z a Situate in the City of Anacortes, County of Skagit, State of Washington. --1,' _ =,a, w_ Acknowledgement ,� l= -9 Te. `-t .� I certify or hove ;l isfactoryN.vid▪"▪c0,ce tat jhoMee_, Allen, Pamela J, Allen signed this instrument and on oath stated that L are outhtNize`it to dztecl'c-4e the instrument and acknowledged it as their free and Parcel AB After BLA voluntary act for - "hies and irgrpa:ses rl'1 ff{ioned in the instrument. J�tr- - '}k 1 A portion of the southwest quarter of the southwest quarter, section 13, township 235 north, range 1 east, W.M., in Skagit County, " 'J' City of Anacortes, Washington, described os follows: Date ; r &.'mow_ rrt a+r„ l SC Beginning at a rebar and cap marked "Triad, LS 18924;" thence NO1'S3'35"E, 215.81 feet along the west margin of D Avenue to , .Y,° 'kti al jt c``'GPN9toN"r�Fb`' a point from which a rebar and cap marked "Triad, LS 18924° bears, N56 51'14"W, 0.34 feet; thence N88'08'34"W, 29.97 feet;r thence 566'26'47'W, 63,27 feet alongthe former south line of lands of the Great Northern Railwa Company; thence 501'42'10"!A' - ndt ret ry` -' ;U F�OTA Qom 130.65 feet; thence 588'17'50"E, 10.80 feet; thence SO1'53'41'W, 57.96 feet to a point on the north margin of Tenth Strevt;,t' y — Notary Public ..64-re o �' ir thence 588'05'02'E, 75,87 feet along said Tenth Street to the point of beginning. i 1,A'.°s, lt'Ia 02, E. F�29.2p ' c My�+Appointment Expires: SIcal4 o„F,t,VA514��,- Parcel C After BLA , 3 }1 �''''`,- may' i., A portion of the southwest quarter of the southwest quarter, section 13, township 235 north, range 1 east, W.M in t$Jcagit Ocjt.rn , City of Anacortes, Washington, described as follows: - \, i' _- , Acknowledgement Commencing at a rebar and cap marked 'Triad, LS 18924," thence N88'05'02"W, 75,87 feet along the north margin o�10 eet to the point of beginning; thence N01'53'41`E, 57.96 feet; thence N88'17'50'W, 10,80 ei'*,;.thence N01'42'10"E, l'30.14 feet; I certify or have satisfactory evidence that Frank Jeretzky and Sharon Jeretzky signed this instrument and thence, 366'26'47°W, 65.07 feet along the former south line of lands of the Great Northern';RaiP oy Company; thence S01'53'41"W, on oath stated that they are authorized to execute the Instrument and acknowledged It as their free and 160.58 feet to the north margin of said 10th Street; thence along said margin S88'05'02"E, 71:},P0 eet to the joint of beginning. voluntary act for the uses and purposes mentioned in the instrument. I . Parcel D After BLA ., -`' . " Dated: 4.---, ss`- . ,•�,a r ,gpa,nurl„ A. S NpICE g A portion of the southwest quarter of the southwest quarter, section 1° fC+wnship 'R3&.Q.ofih 'inq ..1 east, W.M., in Skagit County, . p,,',,,,,.••,c, City of Anacortes, Washington, described as follows: t, 's _' , �., 5Sta5F+ , .�„r.�-s:,. °, ,11 Signature:_ 'off OTq Commencing at a rebar and cap marked 'Triad, LS 1892 °'thg_�cs, 188`�' ;?"W, 45�87 feet clang the north margin of 10th S •'"'�._,..�'-7, Street to the point of beginning; thence N01'53'41°E 160. fed 'r nce S 6' 7'44r 1 i44.04 feet along the former south line of C.O. AK\t .. C-3.ea°.r — Notary Public ^ri'+e, ,OeLiO ' _= lands of the Great Northern Railway Company; thence N8F 05x48'W, 22.96- ;4�tl')A.i^•e4 01'S4'12"W, 8.00 feet; thence S88'05'48'E =.,-:'�:s7g_2p•:',;0=� 58.91 feet; thence SO1'53'41°W, 107.85 feet to the.north Ana:din of said, ; thence along said margin 388'05'02"E, 58.00 O�WA6.0.70,.` feet to the point of beginning. , My Appointment Expires:,. i rY a,,,,,,t,r,a+``' \\ .t 9."/ _-1. Acceptance ?;zu This Boundary LineelAdjustment is hereby examined and approved for acceptance this Z? day of .:, _ — r SKEET 2 OF 2 El qy'y 4�,ta, Subdivision Administrator x Record of Survey / Boundary Line Adjustment `' BLA-2015-0008 .,2.. 141 }°' - 4 F p.r + FILE NAME: 1506-715 Thomas and Pamela Allen =a. '' of�,o,,i � DATESCAL 1" = 30' and Frank and Sharon '' �; .�"g�' DATE OF PLAN 8-18-15 :1..sty.. ;=r : ` JPLS Jeretzky DRAWN BY: RFP f �, F.B. No. 41 Parrish Land Surveying 1 We,»a te + PO Box 314,Lopez,Weehiegton 96261 v�/°v 5 13 35N 1 Ed . Amcaries 36F5S&1467 cosh p.rxtnh@[oeidaland.00n :1:--4,--4" �h / / W F- - EROSION CONTROL NOTES A. A Certified Erosion and Sediment Control Supervisor Is required. The ESC Supervisor must have attended and Erosion and Sediment \IV / - 30.5' S 89°25'07" E �40'0 Control class within 3-years from today's date. Must provide certification card. T r \4,- ')P� -25'77 B. The Certified Erosion and Sediment Control Supervisor will oversee and be responsible for all erosion control. The facilities shall be N\C3\\ -'' • 0°) : - inspected daily and maintained to ensure proper functioning. Written records shalt be kept of weekly reviews and after every significant Z�P� �: ��5� , storm event of' the ESC facilities during the wet season (October 1 to April 30), Monthly reviews during the dry season (May 1 to oZ up I-- - September 30). Written records shall be turned Into the Project Manager or Inspector on a weekly basis at the weekly scheduled project 7 meetings. W EXIST, PLASTIC FLEX SD PIPE, C. Shall be in place per the approved set of plans prior to any construction start. = REPLACE WITH 6" HDPE SD PIPE ' D. The erosion control shall be inspected once a day and modified to meet the surrounding conditions as needed. d" TO DITCH AT BASE OF SLOPE FOR - *', ono E. Provide a. sign displayinga 24-hour contact number and name of the ESC Supervisor. The letter size shalt be a minimum of 2' °1 ROOF, FOOTING AND DRIVEWAY 'd �' letters. This shall be i place prior to construction start Remember, the look of the sign will be a reflection of the Contractor and aa� DRAINS. PROVIDE QUARRY SPALLcli Developer and Development, AT OUTFALL, SEE DETAIL. PAD � � '� "2 / SILT FENCE �, / * F. The storm drain system and existing ditches shall be cleaned daily (Section 7-07.3). All drainage systems shall be cleaned to the o / Q? AT T CI P OF acceptance of' the City of Anacortes prior to acceptance of' the project, �2Ca' 20,03 x. �- SLOPE G. Stabilized construction entrances and roads shall be Installed at the beginning of' construction and maintained during the duration of � � ‘:1-; T, Q 3 B U R L I N G T O 1�1 C B the project. Additional measures may be required such as wash pads to ensure that all paved areas are kept clean. No mud Is allowed Q c`z 'j ��� to enter onto City streets, - t W �' -# H. Any soils exposed that will not be disturbed for two (2) days during the wet season or seven (7) days In the dry season shall be Lb 2 d , Immediately stabilized with the approved ESC methods (seeding, mulching, plastic covering, etc.) a x 1 \ I. Two (2) weeks prior to the beginning of' the wet season (October 1 all disturbed areas shall be reviewed to identify which ones can cg x W / be seeded in preparation for the winter rains. Disturbed areas shell be seeded within one (1) week of the beginning of' the wet season, = A sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to the Project Manager. The Project ! Manager can require seeding in additional areas in order to protect surface waters, adjacent properties or drainage facilities, co + _- � c z r 29.l4 r� J. Penalties for an Erosion Control violation are subject to a $300 to $1000 fine under Chapter 17.66 - Penalties for Violation, Each Q - Z ° 000, _.",-' ',,,- '.k day is considered a different violation. / L.4 .-- Z _- - - ...., % % , , \ i: ,...-, # // \ --- [:::=-- " / y �'d 3 i+ 0 % \\,..,-t 34.13 0 in 0 = CO 0 0 o�` z TYPEI CB „111111111::::\ 11-D cp 33,3` WELDED ELBOW Al.1.111171cd—1Get -- ►� 6,00' o p—li "CI C73 WELDED F ANGE ON ct PIPE CLAMPS WITH � L ct5 � ` ANCHORS FOR12' HDPE END OF HDPE PIPE \\0.7 8 — PIPE R�QF. FUR ANCHOR a c� PERVIOUS in \ \ - - 'M14 - N R,ff= - ROCK CONSTRUCTION \\lc U \ STOCK PILE 27,75 ENTRANCE EXIST, ` O -i-, �, GRAVEL ROAD �``� COVER W ' s- PUARRY SPACES AT n \ 25,50 PLASTIC 20,03 OUTLET TO DITCH 7' PUBLIC S=WALK EASEMENT co \ \ ,-1- z 4 O o \ NEW 5' SIDEWALK ' p"� �+ a - %,� EX. 5 CONC. SIDEWALK �.) \ \- `` tk' �' 10' STORM DRAIN z \ % \ S 89°25'071 E 90,45' `N—52,30' H l' �""'° °� EASEMENT 8,7! HDPE DISC ARGE � ETAI Ct \ \\ .' 20' R LANDSCAPING AREA DRIVEWAY ENTRANCE NUT TO SCALE \ <3 • /� EXISTING WATER METER o ,. \ , p J EXTEND NEW WATER SERVICE LINE SEE SANITARY c' 0 TO BUILDING SEWER NOTE \ EDGE OF EX. ASPHALT � • CB TYFE1 18.00 FIRE HYDRANT S . RIM=5051' 284 FEET I.E.=48,e1' Gt 5L00'— — — — — — — — — / l FI/ ;EFRANT HYD 11,50 I- T T OTI STRH 31 EET .q w EDGE OF EX. ASPHALT C....) Cl.) Ct Cut W 1,1 LJ EX. 6' CONC. SIDEWALK E -- )' Q CirD CAC ` .) SEE CIVIL PLANS FOR READ SIIF SEW - R \ LJTE SHEET NO. IMPROVEMENT DETAILS Cl LOCATE EXISTING SS SIDE SEWER AND EVALUATE THE �, oF wRR � EXISTING CONDITION WITH CITY OR PROVIDE A NEW 6" °Z Rev.: - r JOB NO: 2015-76 GRAPHIC SCALE SIDE SEWER TO THE SEWER MAIN, THE LOWER FLOOR 27807 DATE: July 18, 2016 20 '° �° 40 80 OF THE HOUSE WILL REQUIRE PUMPING TO THE SIDE '��SF��S � �,� ` ,� � ' scAzE: IvoTED sio►v�L� ' .� DRAWN: D. HERRIGSTAD iN FEET ) SEWER, PROVIDE THE PUMP FORCE LINE WITH A SEWER BACKFLOW PREVEf� TCIR IN AN ACCESS VAULT - CHECK: D. HERRIGSTAD 1 inch 20 t. REV, July 18, 2016 1 SHEET 1 OF 1 DRAWING TITLE: Project & Site POST-SEF�' NOTES SPEC,6a1.sll)A 1. Install me ends of the silt fence to point 839 'Lpetope to parent Information, Project Information sediment Isom flowing around lha ands of the fence. ._.___ I r` j!. z Perform maintenance In accordance with Standard Specification* �,- 'I, I, - SitePlan B-W.3S and 30.306). ,i '' a nAS7EN° �° ' I Applicable Codes �;h' �'� PosrEVENre^Sa,1Gc. �.,. 1, splices shell haw be Dyad k1 tow+ or sump bastions.It L ,—....�L--i__ _ . OEOTICATILE ,9S'�'' :C ! apilws are jowled in low or sump areas.the fence may freed le be 1. y�+ reimlaned unless the Project Ergirleenepermea the Installation. -2015 International Residential Code ,sa �I BACKFIRED IL ',t4 41 d. Irteiek silt fencing parallel b mapped corned'Knee. ' ----. —'^F^- ...--'.- COMPACTED ', ,3 �s3i ---=_` ---- - - - -Washington State amendments to the 2015 IRC NATIVE 90'L `.•r° "� ,; —"� L�iDlISi ® +'- C_ - -' ' -2015 Washington State EnergyCode, Residential Provisions 0 E S I G N .), �3 1 = g R ', � D�4nE Na+a�IMa,_°f L�!''._:_I �'' - Local Jurisdiction code modifications as applicable. V �,,�1MIN.fENep.E STNFNLiTi1.°Y SrhU2 L! ..�$'P r'43'$,�:::5 , 1 aeE rtarE 1 — — I - A MIIIIIIIIIIIIIME House Information F EX.GRADE -2 Stories RUDY"XT`" ` �_ i'%/ T / PROPOSED GRADE PROPOSED GRADE � � -2 Bedrooms N : ; WEST GRADING SOUTH GRADING L ..i.l.ii .i. , - 1 %a Baths % SCALE : Yell - r-0" SCALE : Yg," W 1'-0" ALLEN . x%P Square Footages DESIGN & DRAFTING xt>ic:r:r�;:a::a;.:: . W3RING EKCAA/n[ON.MINIMIZE DISTLROWG THE GROUND -- "P l ..,... NOlg *"°""A0TPtr ASMUD"AS1a FFASIBLE,TAW" :�:^.lf�'::121��: ,,...0...--- ,,OECOERIl LE FOR 6RT penes-PEE STANEARa S.F. SETH M. ALLEN RATING F FOLLGCOMP COMPACTION TO AVOIDOONCENT• "`1 ....+.. SPECIFICATION aL'oTIaN Main Floor 1,623 360.483.8530 Q� allen.design.clrafting@gmal.corn HA'ifNG FLOWS-DOMPACTION MUST BE ADEQUATE TO :`::;��:rr::a,'F,;/F'•' w�S.f(11�TABLE e PnlN81T UNDERCUTTING FLOWS. - ::_f:;.,i:• �1 Posr -WOOD°R eT�L TYPICAL NfSTALLAT1014OSTAIL lT"PIGut —' _ OF 51,,0 Loft Floor 442 P.O.Box 732 onEELmareROAM - l ', � � SOP Total Finished 2,065 Everson,WA98247 62°- w ...) REOSIERVE '_ IOMn`Y:+. ..a- FASTEN TO POST oN se¢ a4NWGTFEA40PIECT _ C C 44'6 ;'± // 1 d 1 nNpRA L.sn seuRT — I� �' _ �' Front Porch 28 _ - -i. / ,"�. �, CERTIFICATE NO.LOWS I ,` I ® Ei �`. II -- / Side Deck w/Steps 182 -N>.^J / �+` FABRIC tOttrWI"LE) I-� ( Iwp ...u`...,.. xe t ' ,,,...,,, .�' 7WtCALSILT FENCE "`l T s,.....,.,.mrrrrn+um..,. Y�� - SEE NOTE, wtTTgHTeADIn1PSl1FRORT - - �I l�__i 1� �/ 1 1 �,,,,, Rear Deck w/Steps 324 tsaxETwc r '±7 / SILT 1F1!<NCE rr u WIN; Fir 1 0 ISTE$.POSTS BHCW�RHI - - —.- �- , —_—� I I HOME LOC d STANDARD PLAN 1.30.15-02 — _ _ _ - - -- -- _�.� ON SPACE o Sheet Index SPLIGEO PEKOE SECT,oNs SNAti aE CHASE ENOUGH SHEET 1 QF'SHEET TOGETHER TO APEMEN,ELT LADEN WATER FROM AFFIRMED FOR Pu9UCATIUN , EX. GRADE AVAILABLE • �cu`HGn+R°ualnaer AT PastDBak°HChul 3727/93 EX. GRADE I— A-0 Project &Site Information, Site Plan &SWPPP Details SPLICE 6Hoe .,..,,�� �. r 4' EAST SIDE GRADING NORTH G R A D I N G ��5,�, eliwr,,,,,,,,,_o„.,,,,,,�„e-,�w PROPOSED GRADE PROPOSED GRADE A-1 Exterior Elevations A-2 Exterior Elevations SCALE : Y6," = 1'-0" SCALE : Yg," = 1'-0" A-3 Main Floor Plan & Loft Floor Plan Or.. 10th Street A-4 Foundation Plan &Details 4,._•.,,. EXISTING & PROPOSED GROUND ELEVATIONS A-5 Roof Plan, Typical wall&Trellis Details SITE AERIAL A-6 Building Sections, Roof Deck Plans, SCALE : PER PLAN GRADING NOTES: Details &WSEC Information A ' SCALE :N.T.S. ` V -PROPOSED MINOR GRADING I— S1.0 Foundation Plan & Details CO USING ONSITE EXCAVATED SOILS S 1.1 Upper Floor Framing & W Main Floor Shear Wall Plan (I,,) LiJ S 1.2 Upper Roof Framing & Upper Floor Shear Wall Plan 7 c S2.0 Structural Details �asTING ROAD L ���#, �_ �,. --J� S2.1 Structural Details w I— .v ,: �] s3.0 Structural Notes C2I ^ 6,4 4-10+:41:11 2S'-on R MIN.{YP.) I• •a r wr i/a��.►i 1/��sIw'i^' }+'.`.i ilt►r� JL '}/- EA OUIRRRY$PALLS r���}�rie _ C� ,,, ,�� 0 � ``y 'kj•+~ ' w+••�iy7 ' ;._ 4 _ SITE INFORMATION: 1. ,,,N,—R,o�:0, :4,'iw, i Iv.H?K vv. VAL)RER /(('iiI a/y�iiligliaith I►`.i CERTIFICATE NO.DOOSBB O�s Address : 2208 10th Street, Anacortes WA n/ I— b 'i*Y•�a e tp,o4��"w x Parcel# : P 133009 Ce 1 - a .t. I{tis '• Rr�i♦�:a` Ann p insAve m-A USK alaMeRIpe cow N}'�����`'J*f'Fis 4YYr iwi�i'• I.I.•TwrArwwr+•wi w+�a Ter oaaM�r.raroarn,rwroiwn�I+n AS REQUIRED-10 MIN., '.../f+4+.=!�4a }-r �iro1• EXISTING 4.►"• K'r�' A"noti�ro�tnunatt'o'culas«Is'e.ff t>»1HH+rAKarLw srrUeo!'M7• EXCEPT RAY SE REDUCED -!!.r •i� +.�: i�i�.'.:+•i��� twerconom arrArolc kH>alwr+rwu r.ar r. TD re MIN.FOR SITES WITH �4.� .' ;»4:4VIIl.!� ;2.4; GRAVEL ROAD I Legal : Lot C, BLA 2015 0008 CZ AFN# 20150$310104 LESS THAN ONE ACRE al _.w...•��i r:Y.+;!,",'� I I , Lot Size : AFN# 01 083 EXPOSED solL. r�,�,'4„,,� !':w!!- MISCELLANEOUS ` 1tr;•E•� EROSION COC'ITROL. DETAILSP/L) COC)PLACE CONSTRUCTION GE.MINI TILE FOR ,- O SOIL STAFRUZATION AND AMINIMUMOF0.15' 1'-0"MIN '' OHWM PROP LINE TOP OF PROP LINE CRUSHED ROCK UNDER THE SPALLS,FROM THE STANDARD PLAN 1$0.10.01 SLOPE 0 EDGE OF TFIE EXISTING ROADWAY TO THE RADIUS RETURNS,OR AS DIRECTED SY THE ENGINEER. PROVIDE FULL WIDTH OF SHEET,OF1rHEET 33'-(.>,I 59t-2II 25'_0" 131-0" 20'-0" ZONING INFORMATION: W INGRESS J EGRESS AREA APPROVED PUBLICATION ,' / / ZONiNG R2- RESIDENTIAL-2-15'-0"MIN. ()- Pasco BakllIIch III 08-11-09 ISOMETRIC VIEW rT■rEosuo'ocD+�t C, SETBACKS : 20' FRONT STABILIZED CONSTRUCTION ENTRANCE el Work irtslon Stairrhpaer0prii4T'�! L!-n SCALED CROSS SECTION 12'TOTAL/5' MIN SIDE' REAR ^1 SCALE : 1" = 300-0" LAND �i COVERAGE : 35% (SHORELINES TO GOV) 7 MAX L 3.00' DECK Ht. 18"Max. BLDG HT : 3 STORIES &35' f/ FINISH GRADE -2.00' -1.00' WHERE DECK EXTENDS 0.00' \ , NATIVE SHRUBS &VEGETATION BEGIN INTO SETBACK � SHORELINES INFORMATION: 0 @ TOP OF SLOPE AND CONTINUE TO TOE B Z N 01°S3'41+' E - 57.96' DESIGNATION : SHORELINE RESIDENTIAL l • SETBACK : 200' f/OHWM 40.00' -30.00' -20.00' 10.00' {R1wSET} SAG' STEPS Ht. 18"Max.f/ FINISH GRADE d1 _ CITY X 'I • WATER&SEWER 4.00' % LOT w/i : 100% • WHERE STEPS EXTEND INTO SETBACK EXISTING HOME boo = Z -1.50' LGRASS o �- Q ss- -=-ss----ss_—__ss— — 0'00'` ADJ LOT sf : 7,957sf (TO TOP OF HIGH BANK) o ao ss- - -ss- --ss ROW VAC S43sf =' _- -w - _-w� - -wL - - -wL -- - N� _ _ w —ss NATURAL GAS\ ' . , ... . . NET LOT sf : 8,500sf N 01°42'10" E - 130.65' i -'_ - T- - - - -_,'- %ALLOWED : 30% (impervious) 10'SIDESETBACK C- r-- c_ -_ •�_�-c- 1 X -1-- --- p----P.� ��P-- - • - -�T - r. sfALLOWED : 2,550st 1 • TEMP. SILT FENCING -4• .00' - ,� Xf---- �� i-Tv--- -rv_-_-Tv-_ T P� -p ��, ELECTI?IGAL,TELE COM TV--- -- & CABLE ��� PER ATTACHED Dtl. CGRASS) - " 3.25' SIDE --� L. . GRADING QUANITIES: • } • �o I 9 d .. 1 DECK I I . cur o o DRIVEWAY 22 CuYd a� O ii3 O ` -. , )� 10 SIDE SETBACK �- - - ' c coc____ SIDEWALK 6 CuYd �, c��p • 1� \ ^� FOUNDATION : 128 CuYd a a o o .� °• O ` GARAGE r1 PERVIOUS i . UTLITY TRENCH 11 CuYd mO r CONCRETE . o * v m t�a- o a� � 0 0 -f • 1p ` nj ASPHALT-t o a c�o ` DRIVEWAY 4_ a \6( k, ' **STORED©LONSITE f/REUSE AS c . c a 1 �O ` 2��" � � Qom ` ' 9'x4' ROOF AREA o o °� o o , �-�� BACKFILL &MINOR YARD GRADING c o v > . •., . . . f = m a�Q INCL. IN IMPERVIOUS • • • APPROX. 24'x20" ���y, f PQG PO PAS• 1 5%Max 1 a E r� c0 n� • RS �,� • �� SLOPE CONSTRUCTION FILL t E a `y �r�, a`° , `' `, �� •�� ENTRANCE PER DRIVEWAY BASE : 15 CuYd 4 o oE� a e ���G�°�� I \ EAR' - _ _ . c a c o 5 0 O �\ 5' ATTACHED DTL. SIDEWALK BASE 4 CuYd c *� c 1 l • O ar \` S� Zn m ( • FOUNDATION c :°c: a '� j° ) (GRAss 1 �ECK ' REPLACE EX. DRAIN ROCK 10 CuYd .o t� o7-2E°: co dy ��; � ` '4 o ), 10 PERM. CONC. WALKWAY I ccc c a n f I w/ 6"ci SIDEWALK */ TOTAL 29 CuYd O o� a �' • O a� -1 \ {} PROPOSED f I H iT ...Y I a BROUGHT FROM OFFSITE) � _ p` U \ 1 l �' 4 \ I - 1 _ ' I'ja 1 O • Z- 1! }. 1l Sf • V Ul � � • \ o �1 \ \ 1 HOME o w _ . W I AREA STUDY: ,_ aEn _ ,_ U IMPERVIOUS AREAS Xic-7 { ' u L�LI ' l �., PROJECT OWNER&MAILING ADDRESS: 1 25 -lC Y.lY R l N I U l� FRONT PORCH 7'x4' 28sf Malcolm & • PQ T �- / - I �y 51DE DECK ROOF - 9'x4' 36sf ' \ ! -raj �GRAss O o r n REAR DECK 30'x6' 180sf Michelle McPhee • 1 b O ,,, GARAGE Per Plan 680sf 2202 41 st Street i g X r HOUSE : Per Plan 1,623sf Anacortes, WA I • Q N >11N Q c� ol�, 000 ' .z . 0 +— I 2,547sf 98221 \ .• • • ° o - "' a r `" @ Z n a - ALLOWED : 2,55osf > 2,547sf DE �W Z�G° Z �Coc7 .X jrGRv P� i 1 Q r-- . CHECKED BY: SMA 1 O Z I �N 1 = ,to .' DRAWN BY: SMA SMA \ - ,n� o !! Q7 ] PERVIOUS AREAS DESIGN BY: PROJECT 201610-0I \\ - -D----�__ _��-_ D_ _ + r �Sl DRIVEWAY : 28.5 x20' 570sf u -�` J AFRONT WALKWAY : 31.5'x3' 95sf WHEN THIS DRAWING IS REPRODUCED AT X-5.00' -4.00' 5'SIDE SETBACK # f • SIDE DECK N/A 0sf ORIGINAL SCALE, THLS BAR=I INCH X 2.25' -1.25' � I REAR STEPS N/A Ost 1 INCH N 01°53'41" E - 160.58' �` X X 665sf Z • J RIGHT OF WAY AREAS G 0 Q ASPHALT DRIVE : 12.5'x20' 250sf HOUSE TCHAVE PERIMETER PERF & TIGHT LINES WHICH FLOW TO THE 0 2 . . . • CONC.SIDEWALK: 20.0x5' 100sf — - PROPOSED SMALL DRMETER RESIDENTIAL HDPE STORMWATER OUTFALL SYSTEM. 350sf 00 Permit Set 12-29-16 TEMPORARY SOILS STOCK PILE, NO. REVISION#SSUE DATE: SEE 1 1CLUED PACKAGE OF ISLAND COUNTY 8.5x1 1 PLANS, SHTS. 1-4 HOME UNDER CONSTR CANON TO BE COVERED w/ VISQUEEN {\PPROVED f/ USE BY CITY OF ANACORTES PUBLIC WORKS) TO PREVENT EROSION, A-0 SITE PLAN Permit N SCALE : I" = 10' Set 12-29-1 6 f I• -0 OM Fil ..i 4. ill 'Cu', .-t_ .` '• _ _ -. ir Residential Building Permit Application City of Anacortes Building Department l 6 VA . P.O. Box 547 Anacortes, WA 98221 - - fry Street Address: 904 61" Street - _ ( Phone: (360) 293-1901 Fax: (360) 293-1938 \ 1) 7 I SITE ADDRESS: r e 8 %0 '' ':e4<--, CONTRACTOR - ❑.Applicant PROJECT DESCRIPTION Name � I?rq3l/'_�v 1_L /':-/I/i..:,r:7LG- a OV . 77-'414(1 -7(...,45, V� EAe 7/i1/= .5"iN:i -- z` -"r1,q Address >r5 !? , ? y ,�.;� A,..,!,.-,_.! S i,LA.,..L1. ,.-,:,,y1,'4 f ,7 E�.S.I�aL-_/gc, _ 3- �,-v, CitylState/Zip Phone l;--.)s", 2-7 /fy'FAX State License 11S cI 'V'l 1:7Z.L 66. Exp.. ,i1/7 PARCEL NUMBER City of Anacortes Business License:rires ❑No ' / ' d . PROPERTY OWNER . '''Applicant . LEGAL DESCRIPTION ^- Name,,44;4*'-' r, .- X47I3.�/fq i 1 e7-iiv .-7---14�6 ifk Address /77:5 "44/01 --9 4,'4 City/State/Zip _ PROJECT YALi:]ATION fir Phone,S v] 11); 45� 1 C) FAX / M r D Number of Dwelling Units i E-Mail Address Number of Stories i /44- 4!t tiC.1/c,-ri:','_J6�fkC . Cc,1i,, Building Area: yy ®Architect❑Designer ❑Engineer 0 Applicant 151 Floor !15 s.f. 2nd Floor 2 393 s.f. Name gfr;U '//71Oa 4--'0'V/ ,rsec"-,011 o4---ei 3'd Floor /578 s.f. Basement s.f. Address J' ' 7 AtGi al T 7`�" Garage /7" s.f. Cazport s.f. City/State/Zip ' ickci',_'1- 7 r j 1 Deck 17 7 s.f. Lot Area i�, t`i Vie',�,`. s.f. Phone- ' '.x C:Vc''' FAX E-mail Address 6'1/ r/C CONTACT ❑Applicant . LENDER. . LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 Name C-�=9.`.'V A - -4—iear �=.�';;�C l a-r IN VALUA O PER RCW. Address Name f`.'4-')f 7 i 4 Aff( ".1/V.< City/State/Zip Address sgoC) �(''•`•*;I_-( Ci/+?i iq t-/- Phone5 FAX City/State/Zip E-mail Address Phone No. _,,.-c'Z.c; /1, CY-17 fir-- CONTINUED ON THE BACK D ..' ( o/— /. / i CITY OF DO NOT REMOVE G�CYO� CORRECTIONS REPORT -.cos ❑ Building codes 293-1901 ANACORTES ❑ Fire codes 293-1925 ❑ Public Works 293-1920 The corrections listed below are hereby ordered and must be completed within _ days. OWNER/CONTRACTOR ` PERMIT NUMBER ADDRESS DATE k ❑ NOT APPROVED FOR COVER ❑ NOT APPROVED FOR OCCUPANCY OR USE ❑ CORRECTIONS NEEDED ❑ STOP WORK - _ Tr-I C ` i 1 -• tl n - o ti L i2+A _ .-� - I IIe-oP k c_t-b6 laratiVb G.A-00.7 ;I tom- i x+.) Lt. E I � � — — NOTIFY INSPECTION OFFICE WHEN READY FOR REINSPECTION INSPECTOR I GEMS, LLC PQ liax 98 Ronan, MT 59864 Rhone: (561 k 441-4637 Faux: (406)676.1671 E•Moit fa(lygems gmail,Eon April 17, 2017 _ Re: Slope drainage easement above 2326 11th St. Anacortes, WA V1 City of Anacortes - Don Measamer PO Box 410 Anacortes, Wa 98221 Dear Don, Below in the body of this letter is the communication I have sent via Certified Mail. Also enclosed are the copies of each individuals' Letter. Please update me as you receive any information regarding this issue. Please be advised that the drainage (storm water)and termination at the bottom of embankment that has been constructed over GEMS, LLC property via easement, is not satisfactory to maintaining the slope responsibly. We have evidence that the slope has significantly eroded from direct result of lack of drainage and catch at the bottom of the hill. I visited the site last week after receiving pictures of a significant landslide, which was left unattended for some time until I reached out to the City of Anacortes. This slide affects all of the new building sites above the cannery. This slide left large tree stumps exposed precariously extruding out of the hillside. No netting or catchall was put into place, instead 1 ran into the builder who informed me that the Engineer told him to "throw grass see daily onto the hillside." I had not received that report and am quite shocked to find this as a solution to stabilizing not only our hillside property but also the properties above and adjacent to this slide. Also, this is not the first time I have visited the site to see that drainage (storm water from above) was not done in a manner responsible to effectively preserving the hillside or our roadway. I made mention of this to the City of Anacortes. This resulted in a "ditch" that was dug and plastic placed. This solution has impacted our road width. It is a commercial access; therefore at this time I am asking all properties that drain over the embankment to: 1. Coordinate and drain the storm water under and across the roadway. (Coordinate in such a way that it does not greatly impact our tenants' access to his place of work) 2. Clean and fill the ditch so that it is again a useable and drivable space and not impacting tenant turnaround and parking of his equipment. Again not to impact daily access. z 3. Repair any wash away to the existing roadway that has caused damage and erosion to our road to date. 4. Any slides that have occurred need to be responsibly tended to. That includes stabilizing debris atop the hill that may tumble in the next rainstorm, and stabilizing the hillside in such a manner to arrest further erosion. This includes all storm water runoff on each property above. As well as seeded jute matting and catchall at bottom of hillside. Please note that we are trying to be good neighbors, however there is a lot of construction above and we need to ensure that we maintain our property as well. Your drainage issues directly affect us, as well as your neighbors. Not stabilizing this one slide will result in slide continuing both horizontal and lateral affecting all adjacent properties. I would like to review a signed PE report and resolution within the next 30 days and sign off on them. The City of Anacortes needs to be involved as well. I encourage you to reach out to me personally should you have any questions or concerns. Regards, Farah Y. Ally GEMS, LLC (561) 441-4637 Cell APPENDIX B--- SINGLE FAMILY AND DUPLEXES JULY 2011 C? -4 f 0 tilear,44,7 int CITY OF ANACORTES ENGINEERING G DEPARTMENT APPENDIX B SINGLE FAMILY AND DUPLEXES Public Works Review Guidelines 41.v ''AV L. APPENDIX S Single Family and Duplex Public Works Submittal Requirements APPENDIX B —SINGLE FAMILY AND DUPLEXES JULY 2011 PUBLIC WORKS DEPARTMENT REVIEW: This section covers the Public Works Review of Residential and Duplex development on existing lots. A. Development requirements related to the required street improvements are covered in other applicable sections of the Engineering Standards. B. Permits that require installation of extensive improvements will require that the plans be drawn and designed by a licensed Professional Engineer. C. A completed Small Parcel Storm Water Plan (SPSWP) if the new impervious area created is between 1,000 SF and 5,000 SF. This report needs to be filled out and submitted with the Building Permit application for review. D. Also included with the Building Permit for review is a site map of the property to be constructed. (See the attached Residential and Duplex Site Plan Checklist.) E. The driveway or parking area must be designed and constructed to match the future grade of the street. Failure to do this may result in severe driveway grades in the future. F. City code requires that the streets abutting the building site be improved to full City Standards prior to the issuance of the building permit. This includes, but not limited to, the concrete curb, gutter and sidewalk, storm sewer, sanitary sewer, waterlines, fire hydrants and street widening. G. Existing concrete curb, gutter and sidewalk and asphalt abutting the building site must be brought to acceptable ADA and safety standards prior to the issuing of the Certificate of Occupancy. This includes repair of all broken and damaged areas. Unused existing driveways must be removed and replaced with a standard curb, gutter and sidewalk. REQUIRED SUBMITTALS FOR REVIEW: 1. A completed Small Parcel Storm Water Plan. (Word Document on request). 2. A completed Residential and Duplex Site Plan Checklist. 3. A completed Site Plan. 4. If applicable, construction plans for any or all required off-site improvements that are drawn, designed and stamped by a Professional Engineer. If any of the items under the "Required Submittals For Review" are not included in the submittal, it will be considered incomplete and sent back to the applicant for additional information. This will delay the review process towards approving the Building Permit. A complete submittal will better insure a faster review time towards approving the Building Permit. Sincerely, The City of Anacortes Public Works Engineering and Development Services. Single Family and Duplex Public Works Submittal Requirements APPENDIX B — SINGLE FAMILY AND DUPLEXES JULY 2011 City of Anacortes Public Works Department Residential and Duplex Site Plan Checklist Use this attached checklist and sample site plan to aid you when preparing a building permit application. This checklist will aid the applicant in preparing a site plan. Permits that require installation of substantial improvements may require plans drawn and designed by a licensed engineer. Please check with City staff prior to submitting your application. pi" Draw the plan to a standard Engineering Scale [try=10', 1n=20" etc.] P'include the owners name, the parcel ID number, site address, and north arrow. • Shaw the lot dimensions, and the adjoining street names. C Show the location of the existing curb, gutter and sidewalk and the proposed driveway. Show the location of the required rock construction entrance. • Show all easements, and critical areas such as streams, wetlands and steep slopes. Lhow the location, dimensions, and distance to property line of all existing and proposed structures, including drain fields, septic tanks and wells. Fr Show the corner elevations of the site, the general slope of the site and show the direction of surface water flow using arrows [plus or minus elevations from one set point are acceptable]. Li Show the proposed soil stockpile area. p—Explain how runoff from exposed soil will be handled during construction. o Example: silt fence, catch basin inserts, straw wattles, and diversion swales, covering exposed soil with plastic. o Show the location and type of proposed erosion control measures. I ' Explain how roof and driveway runoff will be handled. o Example: dissipation pad, infiltration system, curb drain, dry well, connection to storm sewer drain. o Show the location, size and type of the proposed drainage control features, ▪ Show the connection to the sanitary sewer and the water service connection. Er--dhow the distance from the front of the building to the nearest fire hydrant. • Single Family and Duplex Public Works Submittal Requirements APPENDIX B _SINGLE FAMILY AND DUPLEXES JULY 2011 City of Anacortes Public Works DepartmentlBuilding Department Small Parcel Storm Water Plan Section 13.36.100 Chapter 13.36 Drainage Requirements and Regulations Project Name: 1 i 1-2 . . Owner: (Name, Address and Phone) Site Address: Parcel ID Number: Sec."; Twn'.'?t)t Rng 1 i_ , W.M. i Vg- f 0 Prepared By: (Name, Firm, Address, Phone) ,rAti r. ' ice , `i . AN A C O f 1' -• The Small Parcel Storm Water Plan needs to be submitted with the Building permit. To assist City Staff in reviewing your plans, please include any notes or comments you may have regarding individual requirements as they may pertain to this development. Single Family and Duplex Public Works Submittal Requirements APPENDIX B — SINGLE FAMILY AND DUPLEXES JULY 2011 Guidance for Developments subject to Small Parcel Storm Water Plan (Do not include with submittal) A. Development Subject to Small Parcel Requirements. Each of the following new types of developments shall control erosion and sediment transport during construction, and permanently stabilize soil exposed during construction in accordance with the requirements of this section: 1. Individual, detached, single-family residences and duplexes; 2. Creation or addition of more than one thousand and less than five thousand square feet of impervious area; 3. Grading, clearing or land-disturbing activities of more than one thousand square feet and less than one acre. B. Plans for such development shall include a site plan and a small parcel storm water plan (SPSP). Based upon the review of the small parcel storm water plan, a determination will be made as to whether or not further drainage plans or information are needed. C. Site Plan. The site plan shall indicate the character of the existing site, topography, natural drainage features on or adjacent to the site, the location and dimensions of all existing and proposed impervious surfaces, flow arrows indicating the direction of storm water flows on-site, and any off-site flows entering the site, the proposed method of utilizing the existing drainage system, the temporary erosion/sedimentation control plan and the permanent soil stabilization measures to be employed. D. Services of Professional Engineer. If the parcel contains or is adjacent to either a floodplain, a stream, a lake, a closed depression, a wetland, or an erosion or landslide hazard area (as indicated by land slopes and general soil types) a registered professional civil engineer shall prepare the plan. E. Compliance. Compliance shall be demonstrated through the implementation of an approved small parcel storm water plan F. Small Parcel Storm water Plan (SPSP). In addition to meeting the requirements of Section 13.36.070, General design and construction standards, Section 13.36.080, General water quantity standards, and Section 13.36.090, General water quality standards, all plans subject to SPSP shall meet the following requirements: Single Family and Duplex Public Works Submittal Requirements APPENDIX B - SINGLE FAMILY AND DUPLEXES JULY 2011 1. SPSP No. 1 -- Construction Access Route. a. Construction vehicle access shad be limited to one route, unless approved by the official. '�21 f E ! i? + ::' - 45 - - c 1 F-- -77� x? �c` '�?- E C:0n05 f7 c'C Liu"L I—. E= 'u I3-- Ry iT,..717)OviA..1 ! _ .5', s- i- - ,l a}L .,' ,fd'l- L.L.1r0Gt —.— =V t 72j2 t- jEli l b. A gravel construction road shall be installed which will remove as much mud and dirt from the vehicles as possible prior to entering the public roadway. The effectiveness and efficiency of the removal shall be to the 1s tisfaction of the official. 1 ' /.D� .r T u TILINJ £ L L ii. %.01+.L. 're }}uiI-' G, : LA,cA'n cif- y 47 i2.E- _ elidCA . y c e it uJiL _ . ?;.:!+_ uev1,,04, 2 4 ''' .i n ece, 30Etti- c. If conditions are such that an insufficient amount of material is removed from the tires by contact with the aggregate, the tires shall be washed prior to entering the public right-of-way. The water from this process shall be directed to a sedimentation pond or other appropriate sediment-trapping BMP for treatment prior to release to the public storm water system. 4 PA x1'�i Ott ? „ &-- ILJ f E. ' _ s - 8ui Cr- f ) 0v\ ;?-;49F.( a. ,,,, 1 V L . 4 T1' - d. The entrance'shall be maintained in a condition that shall prevent the tracking or flow of mud onto the public right-of-way. Periodic maintenance of the entrance, including the removal and replacement of aggregate, and cleaning and/or repair of sediment-trapping devices shall be performed as conditions dictate or as directed by the official. 4 LC _ " p ,T : u.i1 I'- c..- A b _VIA r, 7Yu D P,U\_ 6 u p Q / 6 / ti ic#�y.� j ,r 1�lizek-(44q;,, fipic.)P J {� O ! e. Sediment tracked onto the public roadways shall be cleaned on at least a daily basis. ,' ? rv.yY }i i.rti .jT 4 Ste Ail u i ;?4 t ro,._ 13 G.- ( + '?ii_grp 1.;v Kf Tl`t,E._ ('j 'k t f% C't I_M 112J 7-77 0. Single Family and Duplex Public Works Submittal Requirements APPENDIX B — SINGLE FAMILY AND DUPLEXES JULY 2011 2. SPSP No. 2 --Stabilization of Denuded Areas. All exposed soils shall be prevented from moving off-site or into natural or artificial drainage systems through suitable application of BMP's, including but not limited to sod or other vegetation, plastic covering, mulching, or application of ground base on areas to be paved. tk, eNvo PQ 1.)1LLf Q Psi ; 3. SPSP No. 3 -- Protection of Adjacent Properties. Adjacent properties shall be protected from sediment deposition by appropriate use of vegetative buffer strips, sediment barriers or filters, dikes, berms, or mulching, or by a combination of these measures and other appropriate BMP's. 'i 6 P TO ri1 S AZT } iv.to = riv U L - -\. 145 0,4.:•,7 a. Surrounding properties shall be protected from storm water runoff from the development. This shall be accomplished by constructing private drain lines on the perimeter of the development and discharging the storm runoff into a public storm sewer system. Open space tracts and buffers shall not be used for this purpose, unless otherwise approved. Private drain lines . shall be contained in private drainage easements with appropriate statements placed on approving documents. f 5 eri 7 I._ ti2e _ i / (=Z,7 /) -I geLkcji — C 1 _1 cif fv b " t►-4 L Eir- �-( p�# `t r�r 7!-iL: '+�aF .T �- • � /cLo - A b. Drainage conveyance sh e provide to` all impervious areas of the development. Each lot or other developed area shall be provided with . direct connection to the main public storm water conveyance system; sidewalk drains will only be allowed with approval of the official. Adequate .provisions, to the satisfaction of the official, must be provided for directing storm water runoff away from all neighboring lots. This may be accomplished by providing private drainage easements on common lot lines and/or construction of drainage swales, curtain drains or perforated pipe and connecting to the public storm conveyance system. D.Q1Zi NIA it-t (0 5� 0 f:. kcov .7b -t .ice t o r.. 7 . Single Family and Duplex Public Works Submittal Requirements APPENDIX B — SINGLE FAMILY AND DUPLEXES JULY 2011 c. Verification shall be provided to the city engineer that the as-built detention/retention facility is in compliance with the project requirements. api 1►.i e + J 4 i CrIK eg r /414-f . 1C d. All site-generated storm runoff shall be directly conveyed to a public storm conveyance system, unless otherwise approved by the official. Easements and/or hold-harmless agreements shall be obtained from affected property owners to allow passage of all site-generated storm runoff that is not directly conveyed to a contiguous public storm conveyance system: 1 ICk T1- T } 51/(e w} 1 --TIC ;7 JL e. Adjacent properties shall be protected from sediment deposition by appropriate BMP's including, but not limited to, vegetative buffer strips, sediment barriers or filters, dikes, berms, or mulching, or by a combination of these and other appropriate measures. ,L.J.. - 7)K 4-3kEiD , TF b - _� _` ti F f 4. SPSP No. 4 -- Maintenance. All erosion and sediment control BMP's shall be inspected and maintained regularly by the developer to ensure continued performance of their intended fuu�nction. fLLs _ i. 5. SPSP No. 5 --Other BMP's. Other appropriate BMP's to mitigate the effects of increased runoff or inadequacy of already installed BMP's shall be applied as required or ordered by the official. l r 11 i L _. AVM e •i 2 - rI -C v e.__ . r L r-f1 Gr Aire• 6. SPSP No. 6 Financial Liability. Performance bonding, or other appropriate instruments, may be required for all projects to ensure compliance with the approved small parcel storm water plan. (Ord. 2441 § 10, 1997) [ I .- , +- (.1:f..1.)/ T P'T4/}f� ++i.�1 ..� c '_ (.57 fit{ pAiky Single Family and Duplex Public Works Submittal Requirements % C SAMPLE NOTES: RN PG N W-0O-OOp B0.W RC P.C. 1.SEER NLL DE CDI61m 10 SE BCCIPC SIDB AS SNOX7 n' 'P����---�--- — i — EL'IDA 3,STORM ROC,NC MIL.B MELTED 10 11E I D 4`RC PEIE.PFAIFIFIt qdW —. EEC 511E-OIR.AS SUM. • 4.MSC C0167MW1 ON,11E DONNE ELL BE COERCED CM �- SET Ears MC WWI NUNS 10 PPM D=SE PDM IJI MC DOWNSTREAM PICPFA,ES 5.11E 00E161ffIY NO ME S1`1B1 NIL NNE wax CSIXIS(DOE S ')m EARN AWOIEW.SEOIFHCIICC 114,3 KM It TO 11E anti. , 8.SREIS NO OIIDU NIL BE CUM MT W EINSON qq MOIL ANY. sp._ S 7.BD'OIE WNSIIAA.7CN EE4I6.A SRE NU NIL WE HMS 10 1179NFY 11E COMMON OF 11E MET Un ffR Am SMARMRNM�TO it 11E == MAME DE DE COMAE OF 1101M Y. w SYMBOL LEGEND; m e ,— ECM O EDICN OF BEET RON ' PROPOSED 4'PAC MOM At CUTER lie AREA CALCULATIONS: "'"" """/"" i g/ " EPiDS IIPERNgl6 Mt WE WONT INC, PROPOSED I' iRIMED ROI yIp IMAMMEA UM sF - AREA PROPOSED NEW HOUSE !{ �$ Q$ I D SF . au f 1234 16TH STREET :I CONCRETE FWh 180 SF 1 I i 1tl1N: MO SF Qi¢ I. ' MACE'RE 10DL xcl A OF NM IEFMM06 AREA IS MOVE / AP' J ,SEE TIE MAIL PARCEL VERN WM REPORTMV ISSE OARCHED.R NIL MAN TNE CRIME 1 ,i _l _L/ ..4it ., i,/J NE E NSON COMM 169706 N BEM DM- i IE CONCRETE I. TENPOR6RY F sw STOPPER ORMY � I AREA y _ DE cams MUM PICP05FD RNL EE RACED CZ sf ISECPNE ND ism THEE MICE GM AIEA EE MD As F71s9c seAm sne I " �` ronEHroHRn.oFP,I, FNO P.C1 I MGM 1 PC P.C. D,yp4 _ _ EL:101S EIESINO NWiER we X num il‘i �j �q MIRE 7 SI I( -. ��" r 1',5 Jr ,B-Rigs M EF DAIENDRER anal aF TER EDIBNY F7.IYWNC SDI• ..916IN6 mEIAY BECIOI S ISM_CATCH 8611 N''C,OL SEMIS)E REPLACED IRE CURD IFE lane Rama RM.TO BE GLEAM TO 64 011IEDI N FRONT OF DIE Id INS BFPINED WIN A SWIM ORNAFACi71EKSsITEel S w DEFINED mum \_ __BNEER COPS — E7PPIN"17 ODIC. I FIE REY1"Y.. f 61s DST OF —I T T 16TH STREET APPENDIX B — SINGLE FAMILY AND DUPLEXES 2006 SAMPLE RESIDENTIAL AND DUPLEX SfiE PLAN.DWG EXAMPLE SITE PLAN SCALE: 1' = 20' (EXAMPLE N.T.S.) OWNER NAME BIG DEAL JONES DRAWN BY: JOE DRAFTER SITE ADDRESS: 1234 16TH ST. 1234 16TH STREET DATE: 11-30-2004 PARCEL ID: P12345678 1` DRAWING NAME: NO NAMEDWG SF-04 / _ i Anacortes Planning& Community Development Dept. 6t5. • ."� Permit Center o.: -;J, n0 ,000 P.O.Box 547,Anacortes,WA 98221-0547 PH(360)293-1901 Don Measamer,Building Official,Planning Director FAX(360)293-1938 2012 Washington State Energy Code Simple Worksheet This worksheet is intended to assist you in deciding which methods of construction will be used to meet the requirements of the Washington State Energy Code. After completing this form, please add all relevant information to your construction plans. PART 1 Whole-House Ventilation: Select one of the following methods. A. Fresh air will be circulated by the central forced air furnace. The furnace must have a fresh air intake duct and the blower must be activated by a timer to circulate air a total of 8 hours daily. B. Fresh air will be supplied by wall or window vent ports in each bedroom, kitchen, living room and other habitable rooms along with a whole-house exhaust fan. The exhaust fan, which usually does double duty as a laundry or bathroom fan, and must be controlled by a timer set to operate according to the fan sizes and time schedules below. The.table below assumes a residence of 3000 square feet or less. • Continuous operation 12 hours per day 1 bedroom 45 cfm 90 cfm 2 - 3 bedrooms 60 cfm 120 cfm 4 -5 bedrooms 75 cfm 150 cfm C. A heat-recovery ventilation system with minimum CFM flow rates as shown in option B. PART 2 Insulation and Windows: Framing Glazina % U-factor Ceiling Wall§ Floor $lab 2x6 construction* unlimited 0.30 R-49** R-21 R-30 R-10 ** R-38 insulation may be used with advanced framing, meaning that elevated trusses or rafters must be used so that the full R-38 insulation will extend to the outside of the top plate of the wall. PART 3 Air Leakage: The building envelope must limit air leakage rate to not exceed 5 air changes per hour (ACH). A blower door test will be required. ENERGY CODE CHECKLIST Section R402.4.1.2 of the Energy Code requires that the building envelope be tested (normally referred to as a "blower door test") to determine that air leakage is within acceptable levels. A leakage of.00030 SLA measured at 50 pascals is considered acceptable. Sealing of doors, windows, ducts or registers is not allowed during testing. Section R403.2.2 requires leakage testing of the mechanical ducts to insure that the ducts are sealed. Testing may occur at rough-in or post-construction. Testing must comply with standard W S U RS-33. Section R404.1 requires that 75% of all luminaires (lights and lamps) be high efficiency. Section R403.1 requires that a certificate be posted within three feet of the electrical panel, completed by the builder or design professional, and include the following information. R-values for ceiling, walls, floors, foundation, U-factors for windows, the type and efficiency of heating/cooling equipment, duct leakage rates from the duct testing, and the air leakage rates from the blower door testing. Other Energy Code items to check or be aware of include the following. 6 mil black polyethylene covers the crawlspace area. Water lines in unheated areas are insulated. Heat ducts are insulated to R-8 and exhaust ducts are insulated to R-4. Whole house fan, if required, with a sone rating of 1.5 or less is installed, with timer or de-humidistat. Exterior doors are weather stripped. Baffles to maintain vent openings in attic are properly installed. Insulation is installed behind partitions and in corners; fitted around wiring and pipes. Insulation is installed behind bathtubs and showers. Openings around interior plumbing pipes in exterior walls are sealed. Furnace is the correct size. Fresh air system is installed, connected to the cold air return within four feet of the air handling unit. Interior doors are undercut to allow air movement. Exhaust fans terminate outside the building. Showers and lavatories have 3 gpm flow limiters. Ut SIGNATURE: i For more information contact: City or Anacortes Building Department PO Box 547,904 6u Street•Anacortes,WA 98221 360-293-1901 GgVNSgEY \SEANQ ASSEM et, SSE pxots:;101t# Q cow 8 ©F EL\5 opt. E IlAt\N' NDPE OV N pE CA Al - \1� Ag 1 0 N D\A GSM FOE P\Ah19• N qR A p,,GGEpI' A OF • *O TEA 511 SUGN H DI SHOWN Q MAKES O0„AU-s S EK\U`0 FA1,4s E\ER- EX\SZ14 EN 0 �QR\ O g�UFF ND COON OF -MS PERSON �M sNQ R\A\`' 'UPP p!\G G ' ( aF\ESA .1500.1.1 oR''CIS ARo,101 ° o OR MA' EX\S�MEND t�AR \�NSO-NN,ANGE R cON pE\G� RERQ E jO �� a FOR ONE AR stIGEEvc OF FE Q�q�a N \S \N�OE 5 DQD 5a N� GOEEEG�wN SE1d AGK �\NEER Z �j', q�E DARD PEA LESS tl`65) :) G EOGA1 GONTAG( DRp\Q� AEE p5\N GE GH°4- p'(\dN TN\s s(AN ENCE 'M1H G \pGT GARp\N EN\5. OBE EN° 1 RES\D FAGE1 NQRS{S RE REQV\RE M\Z '. (GH ® REG 4NGE y- F A \L ays Sv PUg\\G SVBM\�A\ FOR p Ur1fii 7 GA AP\PE GE'SARY of 1D RQC\� aR \DEppR1M �ANp °ES\GpND \°`\FE \5\AN° CO �' \F NE ,� Xg X2 PAD \p{\b 1G OF F\SN pE{ W\tF\ Efi. pE pVpE aN RD @EES? 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HDPE BOX FILLED WITH 1-1/2" MINUS WASHED ROCK ORD_� I Y HIGH WATER NOTES:2 BEACH _` 1. CATCH BASIN SPECIFICATIONS: CONCRETE 5' �`� TYPE - BURLINGTON (OR EQUAL) 1B"W X 24"D X 30"H (OUTSIDE DIMENSIONS) TRAFFIC RATED METAL LIU OUTFALL DIFFUSER PAD DETAIL 2. �/2EMIM."aAMETEBASIN CAL METASPECIFICATIONS:W1" NOT SPACING, WELDED TO HORIZONTAL BARS AT ENDS 1/2" METAL BARS DOWNSPOUT DPEBRIS SCREEN LEAVES TO AND NEEDLES FROM 1" SPACING OUTFALL CATCH STRUCTURAL BASIN WITH STANDARD ENTERING SYSTEM BACKFILL ZONE GRATED UD (SEE SHEET 3) HOUSE (SEE NOTES THIS SHEET} 10' MAX. --- b 15' MIN. EXISTING GRADE (VARIES2- T?:. 7W`gz?Z' ` ` ` r 2 MIN. CO - 4" HOPE 0 2% MIN. SLOPE (COLLECTION DRAIN •IPE S — >. 1;, NON-SHRINK �.>::., REINFORCED CONCRETE DEADMAN (SEE DETAIL ON SHEET 4) 6" MIN, COMPACTED HOPE WALL ANCHOR OR CALL 2 DAYS EXTEND HOPE PIPE CRUSHED ROCK. PIPE FLANGE BEFORE YOU DIG 2" INTO G8 �—gpp-424-555 K AND STRUCTURAL BACKF L SECTION ETAIL RE Y C ANCHOR � NOT TO SCALE APPROVED ac-�� ooaE DIAMETERINARY RESIDENTIAL � i yi, 4 O ICE OF ISM COW ENGINEER SHEET 2 OF 1► SM ALL f�th AND MAN S1REET HOPE STORMWATER OUTFALL �IR+ +UII ty��� �`r l S nu�ryy�ry 7}nu STANDARD r U w 4 �7OV1 E11lEI NASli GTON 239 Q6 f13�2002 ICPW-101--2 orarvN err DcG, INC. UPDATED STANDARD PLAN 11/23/2003 viii FIGURE 1 -2 S�A�: NOT TO SCALE TRENCH BACKFILL NOTES: 0.25' EXISTING BADE (TRENCHES IN LANDSCAPED AREAS) q>?'•"II""'ll""•Il� 1. PIPE ZONE BACKFILL MATERIAL SHALL BE CLEAN ARTH OR SAND, FREE FROM 0'50" , 1^I�1�1"11=.1L11,11*11, S FROZEN ELUMPS, ROOTS, OR MOISTURE C IN .III II II lf=iF�llall"t PIPE ZONE EXCESS OF THAT PERMITTING REQUIRED -.4 -- `'.-T'-'-=. '`�'' BACKFILL COMPACTION. ROCKS OR LUMPS LARGER 0.75 MIN `'.. ;rt R� THAN 3 INCHES MAXIMUM SHALL NOT BE �a- .�_�•- L�PIPE ZONE ti 4 •µ `•'FBA* ice' "- ?; 't---- ;. :`r%,BEDDING USED FOR PIPE ZONE BACKFILL. PIPE ZONE )w-« r 0.25' MIN " " ,".. � BACKFILL SHALL BE PLACED IN LOOSE ` : --1'C LAYERS AND COMPACTED TO 40 PERCENT -.- ,.k• MAXIMUM DENSITY. DIFFUSER HOLES: o ORIENT TO BEST POSITION AFTER FIELD CHECK, PIP OD • 2. PIPE ZONE BEDDING PER WSDOT/APWA (HOLES BETWEEN THE 12 00 AND S:Db POSITION). 'fif _ --- §. 9-03.12(3): HOp£p/PF • ' FLANGED CONNECTION AND FABRICATED ,' r :r j �y y *yr 1 a OR PRE-FABRICATED BEND IF NECESSARY. GRAVEL BACKFILL FOR PIPE ZONE BEDDING 1 m W=1.5 X ID+12" SHALL CONSIST OF CRUSHED, PROCESSED, 'O HOPE MOLDED OR FABRICATED STANDARD BACKFILL OR NATURALLY OCCURRING GRANULAR IA TEE (SAME DIAMETER AND 0o S SDR AS PIPE). MABE CROSS SECTION VAR OUSLTYPESITHOFLWOODREE WASTE0M OR OTHER NOT TO SCALE EXTRANEOUS OR OBJECTIONABLE DETERMINE + MATERIALS. IT SHALL HAVE SUCH IN FIGS H 0 2'�'}- STAINLESS 0'25` CHARACTERISTICS OF SIZE AND SHAPE `y STEEL _ E, ,� �PII' ,� EXISTING GRADE THE FOLLOWING T IT WILL SPECIFICATIONS FOR PACT AND SHALL MEET HOLE SPACING - 1" ,.o o.0 o 0 1 ,, LAG SCREWS ,�1�111�1"-I11- '" MINUS GRADING AND QUALITY: _ _ o O O O TOPS' OF II..=i>1 i1I��1.IL1LI1. I1-iY CRUSHED ROCK SIEVE SIZE: PERCENT PASSING: 3" MIN. �`3" O p p O Qo p o� I. Nff -:- ::::. B" LIFTS 1 1/2" SQUARE 100 ` 0 0 0 L'p o c' ROW SPACING = 1" `11 ' -t` COMPACTED 1" SQUARE 75-100 O p O o HOLE SPACING Q 1" 1.00 `'70 95� MAX 5/e" SQUARE 50-100 o p d NO HOLES U.S. NO, 4 20-B0 OPPOSITE PIPE U.S. NO. 40 3-24 HOLE DIAMETER a 1" •�::-:::.-.-.:__:-.�:. :_=:.:_r:_ PROCTOR • ) U.S. NO. 200 10.0 HOLES IN FRONT PIP ,._ • SAND EQUIVALENT 27 MIN. ORAHDPES STEEL HALF OF TEE ONLY OD` ::-;- ALL PERCENTAGES ARE BY WEIGHT. REMOVABLE CAP !I --: DIFFUSER TEE �tg- ,.:.._.-___. ::: IF, IN THE OPINION OF THE ENGINEER, THE `,..Te��` .-..... i-') , NATIVE GRANULAR MATERIAL IS FREE FROM NOT TO SCALE WOOD WASTE, ORGANIC MATERIAL, AND W=1.5 X ID+12" OTHER EXTRANEOUS OR OBJECTIONABLE MATERIALS, BUT OTHERWISE DOES NOT STRUCTURAL BACKFILL CONFORM TO THE SPECIFICATIONS FOR CROSS SECTION GRADING AND SAND EQUIVALENT, IT MAY NOT TO SCALE BE USED FOR PIPE BEDDING FOR RIGID CALL .2 DAYS PIPES, PROVIDED THE NATIVE GRANULAR MATERIAL HAS A MAXIMUM DIMENSION OF BEFORE YOU DIG 1-1/2 INCHES. PRELIMINARY SHEET 3 of 4 SMALL DIAMETER RESIDENTIAL OF�GE OF ISEA�D CONNn ������ APPROVED CM STANDARD HDPE STORM WATER OUTFALL Ciallrl' A " ICPW-101-3 6th AND MAIN S1REEf APPROVED We, UP41/23/2.003 STANDARD PLAN DATE � q COUPEVILLE, wASN1NGTON 98239 D„ECKEo �: DATE: SCALE: FIGURE 1 -3 NOT TO SCALE °�"" g` DCG, INC, 1""T'(De/i3/2002 VA60 Gw,0 , :.cr- -- — ,,,, 44--•:— \- , •rws-, -.* i.,,./ --,<'.,-.- • , '''--- . \NAN( '' '-.'''•;, ', ''. Y c, - -:- - --- - ''' ':: v/.,..('/,4, //:,,,,,/A ,,;-:--. -.-,. ;,-.--: ,--,--;-,-,---5.-,\„, 3 Aif° \-1°PE tiiililioc,1101\1 • A7P-.6'..-' --..\,' ----:;V: 2: .„\,\--‘.:•„":i: -2:: il 1 °F .\:-:-:„"--.„:,-V-. '''' ''---•::::.1 t\AM ._€___ - A .7-•,; ..,.. -.4:•:_-',-...f : fik---1--;--- - - --. ...„ V-0 ..,:. ... _ . ,. ....•. „ (---.1 8I'' 2e-cY A .;,„ 4-:::- '.....--• : ,_,-- - 1'-6" - -----------3'.. ' ' 1,4tA30- 1*-- 04' 2 8P85 S-0" ACK 1\AtY,) cno ?St S DE40 cotiCREtt- -'0, cmG _ As-TM , ,0 12E ow) 50- Rr.E,\Ilow_ pp,RAt4tEltgS z' 8, ASSUW-`-' - pc-foR, 1KP - • AD pCF vilyvikt :(2.4,.....5555 PROI`Wkkri .. SV;°°°:P\\-EED:EBI:PtRUE"SE::1-E\V'S'1:1\1:::111:11-14 to1-137°1\E.s2:13:14:: .-------------- PSC\,QAI\111"D °\1 E.E. cO ERC 1:1 114 1 AE DE 00---1 SO P\U\ clOVON 1\1 C 0 U sNowt.r.0 A_A, Sl- VAGOVZ. - A 23/2003 .s. ,,,E..i 10 InInIIn20 5 IIIIIII511102 29900IIIIIIIII01811 Skagit County Auditor $80.00 12/29/2015 Page 1 of 8 9:16AM After Recording Return To: FRANK JERETZKY 13664 Rosario Rd. Anacortes, WA 98221 Document: Drainage Easement Grantor: GEMS, LLC,a Washington Limited Liability Company Grantee: Frank J.Jeretzky and Sharon E.Jeretzky, husband and wife and Thomas L.Allen and Pamela J.Allen, husband and wife Legal: Lots AB,C& D BLA 2015-0008&Ptn BLK 201 & Railroad Anacortes,Also Tract 11-13 Plate 8 Tide&Shores Lands 13-35-1 Tax Parcel#: 3772-201-017-0005 P56212 & 350113-0-051-0209 P31536 DRAINAGE EASEMENT VYtk— GEMS, LLC, a Washington limited liability company, hereby grants and conveys a non- exclusive easement for the construction, maintenance and repair of underground drainage over and across a portion of the real property legally described as Parcel"B"and Parcel "E" in the Survey recorded under Skagit County Auditor's File#200805080041 (previously known as Paulson Parcel "A" in the Survey recorded under Skagit County Auditor's File No. 8902080014), more particularly described in Exhibit"A" and as depicted on Exhibit "B"for the benefit of to the following described real Property: Lots AB,C and D as more particularly described in the BLA-2015-0008, Record of Survey/Boundary Line Adjustment, recorded under Skagit County Auditor's File No.201508310104 as shown on Exhibits"C" and"D". Situate in Skagit County, Washington. SKAGIT COUNTY wASNa REAL ESTATE EXCISE TAX • DRAINAGE EASEMENT-1 DEC 2 9 2015 Amount Paid S Skagit Co.Measurer By mt Den, DRAINAGE EASEMENT DESCRIPTION The drainage easement shall be for a ,ditch to run Northeasterly along the "toe of the bank" located within and along the Southeasterly portion of the real property legally described as Parcel "B" and Parcel "E" in the Survey recorded under Skagit County Auditor's File # 200805080041 ( previously known as Paulson Parcel A in the Survey recorded under Skagit County Auditor's File Number 8902080014) that is adjacent to Lots AB, C, and D as described in Recorded Survey / Boundary Line Adjustment, recorded under Skagit County Auditor's File Number 201508310104. Also granted is an easement adequate for maintenance and construction of said ditch. INGRESS AND EGRESS Access for construction, maintenance and repair of this Drainage Ditch to-be from the North end of "B" Avenue and along the existing road to adjoining Parcel "E" and the existing cannery, within portions of Parcel "B" and northerly adjoining Parcel "E". These are portions of real property legally described in Parcel "B" and Parcel "E" the Survey recorded under Skagit County Auditor's File Number 200805080041 that is adjacent to lots AB, C, and D, and as described in Recorded Survey / Boundary Line Adjustment, recorded under Skagit County Auditor's File Number 201508310104 DRAINAGE EASEMENT-2 WASI-MNOT fL SUB* • T"FORM INDIVIDUAL ACKNOWLEDGMENT ,acwa=.o<.,aol . <`r, ;c"r-•.k�k t,-'•.-7,27v^.<;',;(71,r,N..kiC1%?<°^R`.c ;':-5CCe:(5P,Ci.--Z‘Y: • State of Washington S5 County of �n]//I �J I certify that I know or have satisfactory evidence that ShGth - lilt n (ga 4 Name of Signer J is the person who appeared before me, and said person acknowledged that he/she signed this instrument and acknowledged it to be his/her free and voluntary act for the uses and purposes mentioned in the Instrument. Notary Public el/ 5 State of Washington Dated: Month/DayNear MICHELLE DAY MY COMMISSION EXPIRES December 04,2010 Ignature of Notarizing Officer 1V ot- " L bjft. Title(Such as ry Public") My appointment expires Qd{ Place Notary Seal Above Month/Day/Ye of f Appointment Expiration OPTIONAL Although the Information in this section Is not required by law, ft may prove valuable to Right Thumbprint persons relying on the document and could prevent fraudulent removal and of Signer reattachment of this form to another document. Top of thumb here Description of Attached Document Title or Type of Document: Document Date: Number of Pages: Signer(s) Other Than Named Above: © 1999 National Notary Association"9350 De Soto Ave., P.O. Box 2402•Chatsworth, CA 91313-2402•www.NationalNotary.org Item No.5906•Reorder Call Toll-Free 1-800-B76-6827 . , 1 . , ' . • , . . . .. . . 1 . . J ' ' dRANroa: 11 . GEMS,LLC By 4 , 4 Yl a a J - _0(lect . . '141/PI 0 . i*\41h414- . • ...../4 - . ZIOP-1411&..-11011b, • stekit OF VitAgmNatc0,1 ) . _ SpDketri_g- : asi . 1n11Y OrlifitiVreeht ) Ili 1 that to bC Via me . ei21/1,444-Y , etiltid-4 el-rd t:itel. etsc Ila-431- appoos,Shouff)110 ,,, ,,to ItD041 ' '4.SIDer':, - ' ahigty coalputy.- itt executed the- Within an . d--- ' *twins. '' -- tiP'hi.**ea and voltoOtny ad-•;;..died'of said lindtaliability company*Abe uses rand Pulljoies therelime*donekandon oath s14. 1th*t,1 *PP Auttiiiiid t.0 aitanUifitak!nutmeat : vii.itirni g4„. Willa, ... SS.WilliREOF,I lin' a Ulula-te- eat my tand Eu4 0fOciel- seal-144W 10A YOr-that,.....„., .......,-,,,,,.., , . Notary Pub0c . 4-4. i AI 1 ..e . ...,. .-.. . State of Washington •,, • ._..1_, :MI' 1141SiilEr,figliT . MICHELLE DAY ', iqpilopoita mod OffiA,ISWie,ii WAli 7' .1 , MY COMMISSIONEXPRES ,. MicPug,4,t Bell.ineMIL ,r /t) ' Datarnbar 04,2011,., My.Cummitiitcat&Oast, Le VC . . . , • • • . Uj ,i , • , . t hi I i :IP,'! 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I a 10 taa� oath eLaf�pdfar iha ua°' mnaw°ems t auprter.toots - nq 1h•north1 4�1t1'E 1 5y 4f•V+.. vItlntRrYC ° 9,e,.M,9"., paathwea 75,87 leek thorn HO' yprw°`'D•inning. t+o 7s er at a 02'R, 1C,BG o datmaP° yn,at tx+4 - a oT+IRt portiony{the southweston, ' tnalod° ?as ou924^nn a an t�,arc t 050 0 = ° - - City of Anaemia*,a�ba�and a°pn�ti4�3�0�°outh tee 7.06 aan9 said marBM'�8B'DS ,Dated. �,p� *�s; �� 9c 1 in instrument and Contrn 0O°'n'an alnt at 6°S�°�'feat olan9 Id 168'.Shoot V ogtt Cots*. nature: NoWN Puhll° ,„,:-%"P �b 4 ' ��,ss9 • ���noN+m 9 °t a° ;;71 5'' 1 coat.WJA..� 579 • `'yn,Wh�� ar In 180.58 feet MW 1p of ltdh etsi'�"— apctlon 1 �p neAn margin °t � ro eouthNeet aaarker. .te•t ° B 00!hf farma�r �g05'' E' �,rt,nank ExP1 .. WJ. 4 .p4 fast atana.taat!h w 58.00 MY A9 I of the seafront au de.:tryd a tollawa: 18. a a18 , GCS Q om'p. moiyln 588 oY �ofaAn°°O�e.Waahln9 mad,pd�T�;1 LS'E tBD. 22g8. two Z7 d of at° reb.°r tanb+4t¢ ric°N0 tto, In°f°� for oacePkanaa ttSa 5Ve°ta o1°thet aN9` ei'W.110.85mf°°t to 1h• arobY�aminad and appeared upp rdf°sin°"k a t 4%,,,,,/.< „no, 9 t phe print of begInnnnna• - ,mH gaundory 2,815, fast to the SWEET 2 OF 2 et Boundary Line Adjustment \\\• ! Survey l ° ° r Record of con m 0008 woe.... �q ►►IM 2p15— ai a"a p°'n5ycran u 554E-716 � p1,Itionla FCn*.^. a..,,,,,,,,,,A., li ItLind.Stale91011 .. ram""'_ T 1y` a S _ 1 401 i jam 0 GZ.:6(Wa '€1 IP°°lW^) 0• o U` NBKu .,A1 a 40' o5'M�'° .G°a' o il the tenu0.wgde u 0w kw „cm).S1 ,,a?0 t01 \` - aa°,daMw, rowlp°d.\e ,d - .: d i as,wairyrnMU M Dad liSaJ ea liw e'Potln4 °R.°^ a "Q taint and.9P5 ba°d6 �ann^ eM w mnbd°° ..\ witaista,,Limy-t Sw rmi'14 0566,t�ymdw11 yN°"^d°�' wa hoWdn(t<I le�'!A 0• petal E P°5 ° ,y� N yy2 ys°.W°abi°°i two .uMJ�gm�ww--fig,c and o. d w���ypoa� • w Dian Wf°5 �t gp0rm4t �: . R ' �4:74 ..\ y Th'erel rel to ruts ao'-9966 <0 w W it4Ww°y oaa°Ot N,.ea°°r"°r. 4 ea 9are w°twat b and°al°°°"` no °I 09 Its yro.a9°ta0°ry _..lyn of Mn Ippir o.0" 51. 3.T:i.ia<°dwa°a['"' ....ai wo°°°Y... ErAt* � . i4. 05w«a Ma°i l0 a o556s 6aPa°i i°[°� pN •4 ' b..6 awe apal_ntee P°'X°t Mw°° ° 4100 `T �°.R o aovaY Nwrw°r m Q�apolAn n�° Y K" 551.5412. --.��,. 0 to N°°0.00 k GP 1.5 b m 541x'n l r 5p F< \ \ Aa°A4� p4B 000 �.�� � 50.9`.. K g4)'t0.. 0.�,tY50µ \vs 1O is GnP, a pi' ,600 * ' j;;nR B(199a 3 0' 19•�.a 1� .:1. i6 WP t5 a 00' . x TOee a4 Aeb°r�tAod) �pw" t W ° 24' 4. tx \ 13 \ it • YW� N°w w ir.w1e i t P,in1 tine ''.T °W 2�' -.:n 1"" 'a uialY a°ie � e-2'laby°n.°`i0 oral in„a gm„wro,��°"`°kw�°° i$ •�a to G9• ,1� x ' Ta.•' Mo°d'0 ,''h53ht,oral w rg t ..°m°^` °4 IS � a Fw sdw* Pi' aator w. '3 . V".vna 7.._ _ et i'°s°S�Oe wy.°rvnf Wpl✓IOW µ m gric o.w %@" " ° -.71 10th 5 mod.°, seG°°P°*T�.�dra�� b° "� M°°^bwa.m>n_terr .^ ,. i�/3d to P��'°dlA_ G°1" g d e••wN'w' ;54./ 000 jAoa 50 041ioug/ MOA NSw laagot°I c m,a T,wA O.t't ..tr. p°xa S^. °wm,V2\\ \ \ SHEET Q�tt cn°wt rp on,ndn :m .y2y015 ro� �y lino PAin_ yen ..$ �- d � ea °u' � �,°baen e l Nd .i 5Y1...°��,fi���k 5 •a §e \ betaeMn ew.l mn°°mica cheaa ev Rae of Ja.. % laws 0,41n,op $itmean R ,.w°' 30 ' (� 1 ,,tw , Te,"w0 „w°,bn`ern4XCte Sr'10:Are 0:6... mm9i^ iiii d Pr _ .. aaer to N M Owona Pw^°10?twee/ . gtotx00o06 E Mtn�� ,,,u m_^autei aw,m d a ,/I� 015 '4,9y��e"">k...". q d.;Inas sho""ronn—oi no to'50," wiu'nou '°°, 'Po Nd° t9.99 of no 6-•�t5 M ae311 66669 ° pet T bl°d 35E 0.90 --- L City of Anacortes Invoice/Permit#: BLD-2014-0215 r{ 904 6th Street Applied date: 05/23/2014 } P.O.Box 547 Issue date: 05/23/2014 Anacortes, WA 98221-0547 Expire date: 05/18/2015 (360)293-1901 Job Address: 2218 10TH ST Permit Type: Demolition Permit ANACORTES WA 98221-1445 Project: APN: P56211 Remarks: Remove 1000 gallon under ground oil tank Owner: ANDRICH TRUST Contractor: ULTRA TANK SERVICES Address: 2016 10TH ST Address: PO BOX 30096 ANACORTES WA 98221-1422 BELLINGHAM WA 98228-2096 Phone: Phone: (360)815-5361 License#: ultratso33ck General Information: Fees: Total Calculated: Adjustments: Deposits/Receipts: Total Due: THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. 624fif SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY 4I 'Fat CITY OF ANACORTES C k , g DEMOLITION PERMIT APPLICATION Site Address: 1CT1-1 Assessors Account No.: PS-Ga.11 Date: S/i3/1Y Lot(s): Block: Addition: Owners Name: RNO IZ IGO T21'S i Contracto Name:/J1.TR14 T Jk S U1Ct-3,/1 X) Address: 9.0 i 6 10 Ti4 ST" 4214Copi- Address: vO 7O)< 30o 5tzat&i-A,M State: WA Zip: 9 eAa. 1 State: (R.)) Zip: -907oto29 Phone: 360 4/20 03,3.E Contractors License:(iL1I3 i15 033C Phone: Have Utilities Been Disconnected? Description of proposed demolition. Water Dept.: Yes Now' D oviiss/ RP-nov.94— OpC1) IWO G 1^1.Oa4 Electric: Yes No✓ Cable: Yes No✓ 1')&4TI,.r 6-- O 1 c-. /k Gas: Yes No V How Will Materials be disposed? '77+Av/ W/tL 1 YCYC J O, S €OG-& 4I1) 2��1sf: Wi44 pisoogso or= r- /-1c2 Yamosgo BARRICADES TO BE PROVIDED FOR PUBLIC PROTECTION,AREA MUST BE ROPED OFF! Applicant's or Agent's Signature ASBESTOS WARNING Breathing asbestos is hazardous to your health. Before starting a renovation or demolition project, survey for friable asbestos materials. Notify Northwest Air Pollution Authority prior to asbestos removal or containment 1600 S. 2"``Street,Mt.Vernon,WA 98273 (360) 428-1617. Fire Department Approval: Date: Police Dept.Approval: Date: Public Works Department ApprovalL Date: S /3Q Museum: Date: Comments: _ St 09z tit4Q '`� Cql Qy �y�/� 0 1? W7Y 3 �l! �?t^LL :7A3 N o �"/ GGG}j�f 7aY?? f © 'tom " frocX XJ!''- (I) -t 0 fiDl�Ow"1 �Sn 21 rJ1 �'/S �?I''S' t _ .� $ 2LT) o r� o t O I ( ;d W �1t rz ' /tA ,J , :� fLlo ......J. :: ', . , • . �2i�2tb� JT' C.L--1,0 -9 }-I t i CXJ4 II . - tq p ttoo �YN��0 , 1 4 if, It' '-• ,L) ,,,, :Th, \ CITY OF ANACORTES i ;40,; DEMOLITION PERMIT APPLICATION Site Address: 60 / S " Assessors AccountNo.: Dater-- 0 Lot(s): Block: Addition: Owners Name: DT A 1c tl Contractors Name:Jtio c2'1(4-t S S jjj6 - < V tfcalt-i-C Address: oVAig lb 51— Address: CO I/5 (A F !-c 2'U niea/a= State: 15-1-vit ✓ Zip: f gl p State: IJAN-V67aA- Zip: C Cne7F LARA Phone: 360 -Al a•-6"..?..57,2 Contractors License: Aioi), E 8 7 T7C 5 Phone: Grp-- 3 - 9 7 7 Have Utilities Been Disconnected? Description of proposed demolition. Water Dept.: Yes e Meu) ( aLf c/i- -LANE Electric: Yes N Cable: Ye Gas: Yes How Will Materials be disposed? QA ( iJ 7/ `ice /2-ECYCI�r/� BARRICADES TO BE PROVIDED FOR PUBLIC PROTECTION,AREA MUST BE ROPED OFF! 0 Applicant's or Agent's Signature ASBESTOS WARNING Breathing asbestos is hazardous to your health. Before starting a renovation or demolition project, survey for friable asbestos materials. Notify Northwest Air Pollution Authority prior to asbestos removal or containment 1600 S. 2nd Street,Mt.Vernon,WA 98273 (360) 428-1617. Fire Department Approval: Date: Police Dept. Approval: Date: Public Works Department Approval: 1►V\. 7 Date: 3 z$ -I 1/41 Museum: Date: Comments: I CITY OF ANACORTES DEMOLITION PERMIT APPLICATION Site Address: aA, I S ia71-1 S►-IPi Assessors Account No.: pSG2.I ) Date: 67 3/iy Lot(s): Block: Addition: Owners Name: RAID 21c4# TV?1.S i Contracto Name:/Ai7 ,1 T iik 5-t?iiCfr3;/L%? Address: 7-0 i 6 10Tt-1 sr- / /4Cooa- Address: " C) 3o, !500 y6 /1j/J6 f-, m State: 4/4 Zip:_ 9�:� -i State: L.)fl Zip: -90aa9 Phone: 36.6 �1ao 033� Contractors License:OLIPA75 035C.k Phone: Have Utilities Been Disconnected? Description of proposed demolition. Water Dept.: Yes No,-' DgCoiTrt/ a/ a 1Uvg-t_, OP(1) Melo G Yik W Electric: Yes No✓ Cable: Yes No 14 746-- 01 t-. . Gas: Yes No o/ How Will Materials be disposed? TI}.VK Gana— i? i2Eycycu&D, S1-426-- 4011,a (Z U1S1� w/u. t31S.A,SA or. /fiche I/ ,s BARRICADES TO BE PROVIDED FOR PUBLIC PROTECTION,AREA MUST BE ROPED OFF! Applicant's or Agent's Signature ASBESTOS WARNING Breathing asbestos is hazardous to your health. Before starting a renovation or demolition project, survey for friable asbestos materials. Notify Northwest Air Pollution Authority prior to asbestos ' removal or containment 1600 S. 2nd Street,Mt.Vernon,WA 98273 (360) 428-1617. Fire Department Approval: a/c cat r /4, Date: � Ifd Date: Public Works Department Approv - — Date: / /I Date: Comments: I • 1-1 � : _ 1 I ' ILL !� - ' I -i-1_-' __L l_i --"_ __ _- -t++1' L fit' ._L.7.. -I- _',_: _`-' ___'_1.._ `t- (-;-j-I-.._.- -_ •-{--, }-; ! -;1 j - T- ii I I � ' t1..I -rT-.,�__.".:_ i t �; T -1-1 � *-t�-1'',- _�� I -r__ . .I }-� ...�".'":_i 1_ �i �- r � + f I�;-- 1 - l --111"�_-i i i_"= I rY-�-i __� �..}�- i., { i{ i..-� i _+_ I 121. H• • l ' i I { `_J-`,-~ - 1-- .1'. 1 '-1-f �"r - _L� -i- -,"--1-I { I - 1 --+ , 1_� 1- 1- - t . r_. 1 . } r -4-x,. , -r ! -It 1 r 4. [ T 4 - • - } . I TLL ± 141 I _� � -I � I � r fi 1 -t I -1 1 1� , 1 T 't; L 4 I "+ 1I. T t ' -;H. I -,-.4 •y 4 -.2_4 -' L -t J-If1ThLJ Lr --I: i TT- I 1 --1-,._ ,,-+ I_- ! . I - 1 .�- t. rt ± rp ii- E ,. I —. . t I ,: ,t oL�� srT" ��-t1__a f ' 4 �_1 ; 1 + , I r,- 4 I 1 TIT1 _1- ! 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' I i�VI I ! 1 -1 ! : [,t-_ } -I ! ' __ r. ."l i _r} 1 -I-- u I ' 1 ! rj ' 7 r III 1 '-1-1T 1 ` 1 L' 1�! " t - ,-1 J ;_1 _t 1 • I 1 �l+L f�iPrP= 2;�{ f 1 1 { 1 1-J T l ' ke,J1�aF.i-.-1 ,�s-ra.,/4-,- �'-- -tonr1rzlica 2-'.1 u.1..TR.A' +1 ;�%�+V7c S iuG ' 8 0 11-t- s1- 1L 1- ' I rt r_1 ' 1 I t- I t 1 t • , I - 1 { 1 i I r-fi I 1 1L ( vRe � yVia.-z-1= 14�-- 1 , _-,Ru%to r�01 110-1rc0o c t:., -" . ! 1 : 1*o- 3 6 , I 1r 1 L-.._.t__, i j f -` Y -fi �-�I{-���FG ©1✓^- -Li3,4 `--4- -,-', - I-- 1-;' '-'. 8- !'16 Nt-h'n -b -0-y}�a' 1-. ' 1 .hl 1 'aW,-tlg2.. R i rt-c t -Macti, T - I ' + ''T-+ ._r +__ i I + -r �I 1 `� -1 :T L , 7 E "1r -' 1 [ 1 -t '-- • --- - -I 1 - �.T —-:Lae- 1' 3io,"TS �S3iJ r---i--_ ++'_i j -1 1 } r , 1 _;._ + 1 tI I coxC3AG+ t�4lc/V t F_I 1- i-7'--! ' -t 14 L4-I ! -1-1 f+---- • . �l-4'� -+--ii-,--it-4--.' iL 11- i {�-T 1 - -.-_- ,'-t -ice +- t'ZC� -Dicer� .�-✓60_`b l 40144 r 1 ,_F-1 /-' BOARD OF ZONING ;SJUST;C 'T 7? 7 V1tEtT1INCE F2I TST // 7� e ' - 7 E • / V Late .5/ / // ti1 J * 1 [L paell ntM /) �f''l�/1/Cf� d ess (71 �Y -fin /' S/\ 4 J O:.ner./✓:/J AO/P/C// ::dress t/ Location of property 1-7/ 9�- /C S 1 Street and number • Subdivision and Lot Number VARIANCE REQUEST: 8-7.46/ Section 7.2.3 , -hc70/ Ct f rib Ere /C'.Lc' cif 6--c/si 5,c,r li/, c'/ //i/r*lr ii-1 • 1. Facts supporting owner's contention that land and/or structures - in question cannot yield a reasonable return if used only for a purpose permitted, and in accordance with other requirements of the (district) zone in which the land and/or structures are located. 2. Facts supporting owner's contention that his plight is due to unique circumstances which are not the general condition of the //neighborhood, and are not the result of the owner's own_ action: L'r C�!T e CyO /7/'I// tyif/its O Cf'/ k CO O/' G cir/ Ad?-9t/7 f.,�� 3. Facts supporting appellant' s and owner's contention that the use requested, if established, will not be of a general classifi- cation, differing with the essential use provision of the (district) zone in which the land and/or structures are located: • en/4/ /P - A4d1 f^ CC;s-f St c�f(,�0fs her l'!r^ Ca J f t C / / Oki Submit drawing or map as required. '140C l Signature 27---?LcLr/2/4“f A-r.el . . . . . . . , : .. . . . . a . . . . : . . . . . , . . . ----- - — 4prex 1 6/ „. , t.:-../zap4-:::::4?7:7-..._z_/,),,6.- . . . 1,7 . . . .. - PHO PaS C--",D POP(ill I ,P. .. i . . . . i 4. 4' -1 ' - / _ . / . 5-.ra es* _ __ _. . ____ __ _. . _ Pthir /o -- FA sr i 1 ......„ __. Lb -- , . . . . /7 ),cte0 . , _______ . . 0_Iti tr,'" iistp,,,eaft ., '-' ' ' ''' 1-1 fi (,.... +_,..,,,,,,_,...,,,-__J, ,.„.,,,_cf., t,,:„... . . 2 ci , _±., .. _ . . . . . . . • . _ . ithde / / - - .t- ri 41 • ,•-•,' ci 0 d: / / - - r,• e?' e ,.,g. ,f,' , ,,,:, ,,,.?" . . . . _ . . . _ ... . . _ . . • .. . .. . . . . .. . . . , , • .. . . . . . . . , , . . , - -- _ _ -I LEGAL, CifiCE CIi'Y OF AdACOhTES NOTICE IS I-EIJI:EY GIVLsf that on June 3 , 19 76 , at 7:30 P.M.. within the City Council Chambers o,.r the City Hall, of the City of Anacortes, Washington, a public hearing will be held by the Board of Adjustment to hear the requests of Ned AndricI - 2218 10th Street - City for: A' variance to build a back porch on East side and North end of house. • Anyone to speak for or against this will be heard at that tine. • 1 City Clerk DATr"7i THIS /1/76'/ DAY OF „e/a7- / V RECORD OF FINDINGS OF FACT BY BOARD OF ADJUSTMENT IN AU CASES - NPd Andrirh — 2218 10th Street - City A variance to build a back porch on East side and North end of house. DATA DATE THIS APPLICATION FILED 5-18-76 NOTICE OF HEARING 5-18-76 DATE OF HEARING 6-3-76 'lb Oft 5-18-76 • /� SIGNS i) L2GG/, t a • / �?-./1_4: 2Gam/ Gj '� Secretary of Board g' grante j,/ Application or app enied in accordance with the terms of the following order: • ;• Date C/ ,2/ j i' /la_ �_. - 1� C F �. t Secretary, Board of Adjustment Address 22(Y Legal Description )c97—s ? /& cy 6) 6 ( // 84/c_ 7c)1 o (C Assessors Account No. 3772 c20/ -- 0l(--000 Permit No. Date Description Date Finaled 193Li /- 3-75" Sewer COLW /9 _ 36k 6,aRIdoA Z8(2 6-Z1-74 ee(c- 3gs0 krYtae 73,4senevi •