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Permit File 2208 10th Street
1:MillIPPArti r'0 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: 2208 10th Street Owner: Malcolm & Michelle McPhee Constructed by: Trimset Construction Building Permit#: BLD-2016-1222 Date issued: March 20, 2017 Use Zone: R2 Dated: March 16, 2018 Authorizing Official: , :sC ''^. City of Anacortes Invoice/Permit#: BLD-2016-1722 904 6th Street 1 Applied date: 12/30/2016 P.O.Box 547 Issue date: 03/20/2017 7"' e4; Anacortes, WA 98221-0547 Expire date: 09/16/2018 ;1� " /� (360) 293-1901 r Job Address: 2208 10TH ST Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: New Single Family Residence constructed per approved plans Owner: MALCOLM &MICHELLE MCPHEE Contractor: Address: 2202 41ST ST Address: ANACORTES WA 98221-4414 Phone: Phone: License#: General Information: Fees: Occupancy Group it-1 Plan Review Deposit 200.00 Use Zone R2 Building Permit Fee 1,973.75 #of Bedrooms 2 Plan Review Fee 1,082.94 1st Floor Square Footage 1623 Mechanical Permit Fees 110.50 Lot Area 10938 Plumbing Permit Fee 125.00 2nd Floor Square Footage 442 State Building Code Fee 4.50 Garage Square Footage 680 Sewer Inspection Fee 50.00 Deck Square Footage 326 Storm Drain GFC-Residential 1,408.06 Porch Square Footage 208 Sewer GFC-Residential 8,987.40 #of Stories 2 Park Impact Fee 615.00 Building Valuation 275000 Traffic Impact Fee 900.00 #of Clothes Dryers 1 Total Calculated: 15,457.15 #of Clothes Washers 1 Deposits/Receipts: 200.00 #of Dishwashers 1 #_of_Gas Outlets 1 Total Due: 15,257.15 #of Gas Fireplace 1 #of Gas Piping 2 , -I -L c:, -L, #of Gas Water Heaters 1 .1. --iril t r " - "t' #of Water Piping 2 >: l(1 I z_.1 3.: r�. „n „ z. ram, --a -t. #of Hose Bibbs 2 , , ir, #of Kitchen Sinks 1 #of Lavatories 3 ,;q ' ,1 —i _.: is c., #of Other Mechanical Units 1 .t. !,, I ?' ` "� #of Range Hoods 1 #of Showers 2 -- r #of Slop Sinks 1 #of Ventilation Fans 4 r.. r:, •nrkl I #of Water Closets 2 °�' ` r ' r, :.1 , r., ,_, :A`, 1,j , ,E. C} ,�. ,r, ,---, --.I ,-, j—, ia. -,..1 I'.:' ,.il ,_n I.. r, ,z. ::1 Co , -• -.0 L, I—,. , i =;.,1 ,x. _ .--a ice. r9• CITY OF ANACORTES "AS-BUILT" Ksewer ^1TAACTOR 54"CAp'1.trN- UeG4'4'�'10 Y1 PLAT/DIVLSiON: BLOCK LOT ADDRESS: .1 )- 8(S t TJ+Iy SI--ry.t- DATE: S-. 1 b _ t ry r PERMIT# aSIG ' Isla 2. SCALE = � S� R E E �irai 1 IIIII1Ii1iiI1ii IIIIIIIIFiIIiqs N 1 ing _ _ .......... EN IN , _ ....a..............1...........,.... .............................. II ... I lip .1. . . 1 1 i timum -imp iiiiuuuuuuuuumuui f, .00ATE STREET(S)OL$GRID MAp - - Cricchio, Kevin From: Cricchio, Kevin Sent Monday, February 13, 2017 4:47 PM To: 'Seth Allen' Cc: Ingalls, Paul; Fyrrce, Groc Subject: 2208 10th Street Building Permit Application 2-13-17 RE: 2208 10th Street Building Permit Application Seth, Greetings. I reviewed the building permit application today on behalf of the Planning Dept.for 2208 10th Street. A landscape plan is needed.The site is 10,938 SQ' in area. Therefore 11 trees are required to be shown on the landscape plan. Also, in the underlying R2 Zone, 20%of the gross site area shall be landscaped.Vegetation native to Western Washington is preferred. Please provide revised plans accordingly.Thanks. Kevin Cricchio, AICP I Associate Planner I Planning, Community & Economic Development Department P.O. Box 547 904 6$h Street Anacortes, WA 98221 360.293.1937 'work) I kevinc@cityofanacortes.ora ' www.cityofanacortes.ora My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 u*� � Permit Center Anacortes Planning & Community Development Dept. •� P.O.Box 547,Anacortes,WA 98221-0547 P14(360)293-190I Don Fvleasamer,Building Official,Planning Director FAX(360)293-1938 December 18 2017 RE: Temporary Occupancy for: New Single Family Residence Permit #BLD-2016-1722 Location: 2208 10th St. This letter will stand as a"Temporary Certificate of Occupancy" for the project at the above referenced address. This will expire within 30 days from the above date, at which time the corrections listed below will be completed, and the final Certificate of Occupancy will be issued. Items to complete within 90 days: • 1 Install landscaping while maintaining erosion control measures. 2 Obtain Public Works sign off If you have any questions,please contact me at 360-299-1957 Thank you, David Di nd ....- C ) ,..---a11461—r----437 Building Inspector ermit ech Date 12/18/2017 . City of.Anacortes Acknowledgement: Alt,„", /,_ -, _ , -,_ Owner: Sig ature Date • --- iv,...s••r,•,-.:,4..,, 1...64"44 .!‘...'..fi1 ,.. '.... .• ...•, _ .. . . • . .. ... ••• 4,0 11..1'ke,1.-`•:,.•• '•.Of 'ril• •":7•• , ty. .4••::.,, . . • • , r,.... •1 sq. ' .1.•1..;.4 „Le 1.... . %.,...-.... ..... ... .... iii. /........ , • . ,. , 5't .•... , .......:, td.•.0.,, ir., 0, . •,,,•10.-a it,,• .... Pifil;a••.• •- '• I• • '. •• .r • . 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'I. .1'. ‘i I l' '., ___,:smammi.4.• •-.1 , • 13 • • O . • .111.,_.-tlil t. •ii ;. ' —1.....; . 68.111% 4. '` Y• 5 1\ r yam' - — .-� - .. .. .. - 'I; •�.y �"•.�".. r4,r .11-1 , :IV:i fix * \, { :\* rely ` F� ./ d . - - 1,4_.: . r 44 ik"--k:111111111111111111t\,.. alikillisb oN Most WidelyAccepted and Trusted ES EVALUATION SERVICE H^wy,rnxum I Innavaticri IICC-ES Report ESR-1615 ICC-ES I (goo) 423-6587 I (552) 699-0543 I www,tcc-es.org Reissued 09/2016 This report is subject to renewal 09/2017, DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION SECTION: 07 21 00—THERMAL INSULATION SECTION: 07 25 00—WATER-RESISTIVE BARRIERS/WEATHER BARRIERS REPORT HOLDER: BARNHARDT MANUFACTURING COMPANY dba NCFI POLYURETHANES POST OFFICE BOX 1528 MOUNT AIRY, NORTH CAROLINA 27030 EVALUATION SUBJECT: INSULSTAR® AND INSULBLOC® SPRAY-APPLIED POLYURETHANE INSULATIONS ICC ICC ICC 111ES PMG LISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council SIM WSSPC Award in Excellence" raDY �r f A Subsidiary of cOQtetnrNem ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any otherattributes not 8c0a am` specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a ANSI recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any.finding or other matter in this report, or as to any product covered by the report. Vund PS Ar,6dH4 r.C,u TM Copyright°2016 ICC Evaluation Service, LLC. All rights reserved. IICC €uaurnn,a Kola Mast Widely Azc.epted and Trusted ICC-ES Evaluation Report ESR-1615 Reissued September 2016 • Revised October 2016 This report is subject to renewal September 2017 www.icc-es.orq I (800)423-6587 I (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 07 00 00—THERMAL AND MOISTURE 1.2 Evaluation to the following green code(s) and/or PROTECTION standards: Section: 07 21 00—Thermal Insulation • 2013 California Green BuildingStandards Code Section: 07 25 00—Water-resistive Barriers/Weather (CALGreen), Title 24, Part 11 Barriers • 2012 and 2008 ICC 700 National Green Building REPORT HOLDER: StandardTM(ICC 700-2012 and ICC 700-2008) BARNHARDT MANUFACTURING COMPANY dba NCFI Attributes verified: POLYURETHANES ■ See Section 2.0. POST OFFICE BOX 1528 2.0 USES MOUNT AIRY, NORTH CAROLINA 27030 (336)789-9161 InsulStar and InsulBloc spray-applied polyurethane foam www.ncfi.cam insulations are used as thermal insulating material. The jason.hoerter(a�ncfi.net insulation may be used in any type of construction under the IBC (use on walls required to be of Type I, II, Ill EVALUATION SUBJECT: or IV construction is addressed in Section 4.6) and dwellings under the IRC. The insulations may be used INSULSTAR®AND INSULBLOC®SPRAY-APPLIED in nonstructural applications in wall and floor/ceiling POLYURETHANE INSULATIONS assemblies,and on the exterior side of foundations and the underside of on-grade slabs; and may be used in attics 1.0 EVALUATION SCOPE and crawl spaces when installed as described in Section 1.1 Compliance with the following codes: 4.4. The insulations may be used as vapor retarders (Section 3.5), air barriers (Section 3.4) and as air- ▪ 2015, 2012 and 2009 International Building Code(IBC) impermeable insulation (Section 4.4). The insulations may be used as alternatives to the water-resistive barrier • 2015, 2012 and 2009 International Residential Code required in IBC Section 1404.2 and 1RC Section R703.2 (IRC) when installed as described in Section 4.5. The insulations • 2015, 2012 and 2009 International Energy Conservation may be used in fire-resistance-rated construction when Code'(IECC) installed as described in Section 4.7. • 2013 Abu Dhabi international Building Code(ADIBC)t 3.0 DESCRIPTION 1The ADIBC is based on the 2009 IBC.2009 IBC code sections referenced 3.1 General: In this report are the same sections in the ADIBC. InsuiStar and InsulBloc® are two-component, closed-cell, • Other Codes(see Section 8) one-to-one-by-volume spray polyurethane foam systems Properties evaluated: with a nominal density of 2 pcf (32 kg/m3). InsulStar® and InsulBloc® insulation's liquid components are supplied in • Surface-burning characteristics nominally 55-gallon (208 L) drums, labeled as "A" • Physical properties component or "R" component. The insulation components have a shelf life of six months when stored at temperatures • Thermal resistance between 70°F(21°C)and 90°F(32°C). • Attic and crawl space installation 3.2 Surface-burning Characteristics: • Air permeability The insulation, at a maximum thickness of 4 inches • Water vapor transmission (102 mm) and a nominal density of 2 pcf(32 kg/m3), has a flame-spread index of less than 25 and a smoke- • Water-resistive barrier developed index of less than 450 when tested in • Fire-resistance-rated construction accordance with ASTM E84 (UL 723). There is no thickness limit when installed behind a code-prescribed • Exterior walls in Type I through IV construction 15-minute thermal barrier,except as noted in Section 4.3.2 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed ws mar as an endorsement of the subject of-the report or a recommendation for its use.There is no wan arty by ICC Evaluation Service,LLC.express or implied,as r. to any finding or other matter in this report,or as to any product covered by the report. r:,.m{ue Copyright©2016 ICC Evaluation Service,LLC. All rights reserved. Page 1 of 6 ESR-1615 I Most Widely Accepted and Trusted Page 2 of 9 3.3 Thermal Transmission R-values: or roof rafters, and in crawl spaces, and may be left The InsulStar and InsulBloe insulations have thermal exposed as an interior finish without a prescribed R-values, at a mean temperature of 75°F 15-minute thermal barrier or prescribed ignition barrier (24°C),resistanceas shown ine Table 1. The thickness of the foam plastic applied to the 1underside of the roof sheathing must not exceed 101/4 inches 3.4 Air Permeability: (260 mm). The thickness of the foam plastic applied to InsulStar and InsulBloe spray-applied polyurethane foam vertical wall surfaces must not exceed 81/4 inches insulations, at a minimum thickness-of 1 inch (25.4 mm), (210 mm) The foam plastic must be covered on all are considered air-impermeable insulations in accordance surfaces with DC 315 Fireproof Paint at a minimum wet with 2015 and 2012 IRC Section R806 5 (2009 IRC film thickness of 18 mils (0.46 mm) us [12 mils (0.3 mm dry film thickness). The coating must be applied over the Section R806.4) and 2015 IBC Section 1203.3, as InsuIStar® ® . applicable, based on testing in accordance with ASTM tar or InsulBloe insulation in accordance with the E283 coating manufacturer's instructions and this report. Surfaces to be coated must be dry, clean and free of dirt, 3.3 Vapor Retarder: loose debris and other substances that could interfere The foam plastic has a vapor permeance of less than with adhesion of the coating The coating is applied in i� z accordance with the manufacturer's published installation 1 perm [5.7 x 10- 4 /(m sPa)j, when applied at a instructions. minimum thickness of 1 /16 inches (33 mm) and qualifies as a Class II vapor retarder as defined in IRC Section 4.4 Ignition Barrier—Attics and Crawl Spaces: R202. 4.4.1 Application with a Prescriptive Ignition Barrier: 3.6 DC 315 Fireproof Paint: When InsulStar and InsulBloe insulations are installed DC 315 Fireproof Paint is manufactured by International within attics or crawl spaces where entry is made only for Fireproof Technology, Inc. (ESR-3702), and is a water- service of utilities; an ignition barrier must be installed in based coating supplied in 5-gallon (19 L) pails and accordance with IBC Section 2603.4.1.6 or IRC Sections 55-gallon (20 L) drums. The coating material has a shelf R316.5.3 and R316.5.4, as applicable. The ignition barrier life of 12 months when stored in factory containers at must be consistent with the requirements for the type of temperatures between 50°F(10°C)and 90°F(32°C). construction required by the applicable code, and must be Installed in a manner so that the foam plastic insulation is 4.0 INSTALLATION not exposed. InsulStar and InsulBloe insulations as 4.1 General: described in this section may be installed in unvented attics and unvented enclosed rafter spaces in accordance InsulStar and InsulBloc® insulations must be installed in with 2015 and 2012 IRC Section R806.5 (2009 IRC accordance with the manufacturer's published installation Section R806.4) or 2015 IBC Section 1203.3, as instructions and this report. The manufacturer's published applicable. installation instructions and this report must be strictly 4.4.2 Application without a Prescriptive Ignition adhered to, and a copy of the instructions must be ® ® insulations are available at all times on the jobsite during installation. Barrier: Where and InsulBloe installed in accordance with Section 442.1 or Section 4.2 Application: 4 4.3,the following conditions apply: InsulStar and InsulBloe insulations must be spray- a. Entry to the attic or crawl space is to service utilities, applied to a suitable substrate on the jobsite using a and no storage is permitted volumetric positive displacement pump as identified in the b. There are no interconnected attic or crawl space NCFI application manual. Preparation of the substrate must be in accordance with the manufacturer's areas. instructions. The insulation components must be stored at c. Air in the attic or crawl space is not circulated to other temperatures between 70°F (21°C) and 90°F (32°C) for parts of the building several days before application. The insulation must not be d Attic ventilation is provided when required by IBC used in areas that have a maximum in-service temperature Section 1203.2 or IRC Section R806, except when greater than 180°F (82°C). The foam plastic must not be air-impermeable insulation is permitted in unvented used in electrical outlet or junction boxes or in direct attics in accordance with 2012 Section R806.5 or continuous contact with water. 2009 IRC Section R806.4. Under-floor (crawl space) 4.3 Thermal Barrier: ventilation is provided when required by 2015 IBC 4.3.1 Application with a Prescriptive Thermal Barrier: Section 1203.4 (2012 IBC Section 1203.3) or IRC The InsulStar and InsulBloe insulations must be Section R408.1,as applicable. separated from the interior of the building by an approved e. Combustion air is provided in accordance with IMC thermal barrier of minimum 1/2-inch-thick (12.7 mm) (International Mechanical Code)Section 701 gypsum wallboard or an equivalent 15-minute thermal 4.4.2.1 Application without Intumescent Coating: barrier complying with and installed in accordance with the InsulStar and InsulBloe insulations may be spray-applied applicable code, except when the installation complies with to the underside of roof sheathing or roof rafters, and/or the requirements set forth in Section 4.3.2. There is no thickness limit when installed behind a code-prescribed vertical surfaces;insu and in crawl spaces,spray-appliedInsulStat and 15-minute thermal barrier. Within an attic or crawl space, InsulBloe insulations may be to the installation must be in accordance with Section 4.4. underside of floors and/or vertical surfaces as described in this section. The thickness of the foam plastic applied to 4.3.2 Application without a Prescriptive Thermal the underside of the top of the space must not exceed Barrier: The prescriptive 15-minute thermal barrier may be 16 inches (406 mm). The thickness of the foam plastic omitted when installation is in accordance with this section applied to vertical surfaces must not exceed 111/z inches The insulation and coating may be spray-applied to the (292 mm). The foam plastic insulation may be left exposed interior facing of walls and the underside of roof sheathing and does not require covering with a prescriptive ignition ESR-1615 I Most Widely Accepted and Trusted Page 5 of 9 TABLE 1--THERMAL RESISTANCE(R-VALUES1) THICKNESS(inches) R-VALUES(°F.ft2.hJBtu) 1 6.8 2 13 3 19 • 3.5 22 4 25 4.75 30 5 32 6 38 7 45 7.5 48 8 51 9 57 10 64 11 70 11.5 73 12 76 16 102 For SI: 1 inch=25.5 mm; 1 °F.ft2.h/Btu=0.176 110°K.m2fW. 'R-values are calculated based on tested K-values at 1-and 4-inch thicknesses. • TABLE 2—NFPA 285 COMPLYING EXTERIOR WALL ASSEMBLIES Wall Component Materials' Base Wall System- 1 -Concrete wall Use either 1,2 or 3 2-Concrete masonry wall 3-1 layer 5/8-inch-thick Type X gypsum wallboard complying with ASTM C36 or C1396 on the interior,installed over minimum 35/8-inch-deep, No.20 gage, C-shaped steel studs,spaced a maximum of 24 inches on center.Gypsum wallboard must be attached with No.6, 11/4-inch-long self-tapping screws located 8 inches on center along the perimeter and in the field of wallboard. Gypsum wallboard joints must be taped and treated with joint compound in accordance with ASTM C840 or GA-216. Floorline Firestopping 4 pcf mineral wool in each stud cavity at each floorline,attached with Z-clips Cavity Insulation-Use either 1,2 or 3 1 -None 2-Full cavity depth or less of InsulBloc5,InsulStar or Sealite®OCX(ESR-3826)applied using exterior sheathing as substrate and covering the width of the cavity and inside the stud flange 3-Noncombustible insulation' Exterior Sheathing-Only for Base Wall 1 -1/2-inch-thick,exterior-type gypsum sheathing System No.3- 2-5/8-inch-thick,exterior-type gypsum sheathing Use either 1 or 2 Exterior Insulation- 1-None Use either 1 or 2 2-InsulStar or InsulBloc insulation spray-applied foam insulation up to a maximum nominal thickness of 5 inches Exterior Wall Covering- 1-Brick-standard nominally 4-inch-thick clay brick;brick veneer anchors-standard types Use either 1,2,3 or 4 installed a maximum of 24 inches OC vertically on each stud -Maximum 2-inch.air gap between exterior insulation and brick 2-Stucco-minimum /4-inch-thick,exterior cement plaster and lath.A secondary water- resistive barrier may be installed between the exterior insulation and the lath.The secondary water-resistive barrier must not be full-coverage asphalt or butyl-based self-adhered membranes. 3-Minimum 2-inch-thick limestone,natural stone or minimum 1V2-inch-thick cast artificial stone. Any standard non-open-jointed installation technique such as ship-lap,etc.,may be used. 4-Terracotta cladding-Use any terracotta cladding system in which the terracotta is a minimum of 11/4 inches thick.Any standard non-open-jointed installation technique such as ship- lap,etc.,may be used. For SI: 1 inch=25.5 mm; t pot=16.018 kglm3. 'Insulation must comply with the applicable requirements of 2015 or 2012 IBC Section 720.2(2009 IBC Section 719.2). N 01°5341" E - 57.96' f* 0,00' - FRONT FACE . 10'SIDE SETBACK = 7 OF GARAGE I 1-- i i V SIDE •, DECK \ GARAGE • / , •• -1 SH IFT ./ A501TH . . ASPHALT 9x4 ROOF AREA ,. . APPROX.245:20' INCL. IN IMPERVIOUS 5% Max 1 CONSTRUCTION 1 / / ------- ENTRANCE PER 5 ATTACHED DTL. ) _ 1.___ .-1 REPLACE E . /FP P RV.CONIC. WILKVIAY ) . w/6"cl CONC. % 1 A SIDEWALK I 1 I 1 1 r I 1 ! - L_, 1--- , se ci - Ili o 48 L9 < > LU 1 'W 13 ;T., 1 - . ,- r, a- ' ce z,4 2 )1 l 'a--;-L- (2) 0 / z 0 o a_ I- t 0 6 ' v) GRASS 0[ in kV la (...) I i ) \ b P -P o - •-,'.5 Lu. . 1 CN CO 121:1 CO tar) 0 . -I-- Z CI''— l= r••-- ‘ ___I II \\ \ .. w I ‘ \ 5 SIDE SETBACK -2.25' \ -1.25' . 1 X \1 X ' 5 1 , 5 \ 1 \ 4 e 2208 10th Street - Front Setback revision - 04/06/17 N SCALE I • - Q City of Anacortes Invoice/Permit#: BLD-2016-1722 904 6th Street Applied date: 12/30/2016 P.O.Box 547 Issue date: Anacortes, WA 98221-0547 Expire date: 0 612 812 0 1 8 F� ' I=' (360) 293-1901 Cog,* _ _: Job Address: 2208 10TH ST Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: - Remarks: sfr Owne TOM& PAM ALLEN r t17 91:/// Contractor: Address: PO BOX 817 4/ V/ e Address: ANACORTES WA 98221-0817 Phone: - - Phone: License#: General Information: Fees: Plan Review Deposit ' 200.00 State Building Code Fee 4.5u Sewer inspection Fee 50.00 Storm Drain GFC-Residential 1,408.06 Sewer GFC-Residential 8,987.40 Park Impact Fee 615.00 Traffic Impact Fee 900.00 Total Calculated: 12,164.96 Deposits/Receipts: 0.00 Total Due: 12,164.96 , --G -aIfl -. CST •- ?' 7 t} -' .t — ,-t- O 3 ram, 8 P. h c. -.Si h,} 25. t r r rr) -n n', -.. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAIS', CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED;-. r., HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PRJVISieN OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR MOT, ifj-I "' GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER pTATOR, LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. L i 1 1 . ,r.. r7 SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY ' �' 4 MTC Materials Testing & Consulting, Inc. `► Geotechnical Engineering•Materials Testing•Special Inspection•Environmental Consulting ,111I ; jr4i' n�ra rG,i��a c• v7E5n�sT June 8, 2015 Mr. Tom Allen Allen Construction Anacortes, WA (360) 770-1770 al lencol I ectahl esr vahoo.corn Subject: FINAL- Geotechnical Engineering Report Property at 2202 10t1i Street, Anacortes, Washington Property ID: P56212 Anacortes, Washington 98221 MTC Project No.: 15B075 Dear Mr. Allen: In accordance with your request, Materials Testing & Consulting, Inc. has conducted a geotechnical investigation for proposed improvements at the above referenced location. Our initial field investigation was conducted April 28, 2015, in accordance with the scope of services presented in our Proposal for Geotechnical Engineering Services dated April 22, 2015. We would be pleased to continue our role as your geotechnical engineering consultant during project planning and construction. We also have a keen interest in providing materials testing and special inspection during construction of this project. We will be pleased to meet with you at your convenience to discuss these services. We appreciate the opportunity to provide geotechnical engineering services to you for this project. If you have any questions regarding this report, or if we can provide assistance with other aspects of the project, please contact me at (360) 755-1990. Respectfully Submitted, MATERIALS TESTING&CONSULTING,INC. Leland Rupp, P.E. Geotechnical Engineer Attachment: Geotechnical Engineering Report Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region • 2126 East Bakerview Road • Bellingham, WA 98226 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone/Fax 360.698.6787 Visit our web site: usysr.ml� ine.npl 2202 l i.I`I'St CAO Materials Testing&Consulting, Inc. June 8, 2015 Project Nu.: I5B075 Prepared for: Mr. Tom Allen Allen Construction Anacortes, WA (360) 770-1770 al Ienco I1ecta bles.ir?v ali oo.c orn FINAL - Geotechnical Engineering Report Property at 2202 10th Street, Anacortes, Washington Property ID: P56212 Anacortes, Washington 98221 Prepared by: 0BR k� ' ' C00% ' ib WI : '4, Potato' at i _ 0543-15 Leland Rupp, P.E. Meghan Hallam Geotechnical Division Manager Staff Geologist MATERIALS TESTING & CONSULTING,INC. (MTC) 777 Chrysler Drive MTC Burlington, Washington 98233 Phone: (360) 755-1990 L dtifi Fax: (360) 755-198 ap 0 111 "t June 8, 2015 -0-te"Jais Testing&Consult' '` c MTC Project Number: 15B075 , Copyright 2015 Materials Testing & Consulting, Inc. All Rights Reserved ii 2202 F ' St CA(} Materials Testing&C"onsulllug. Int. June.8,2015 Project No.: I.5B075 Table of Contents 1.0 INTRODUCTION 1 1.1 GENERAL 1 1.2 PROJECT DESCRIPTION 1 1.3 PURPOSE AND SCOPE OF SERVICES 1 2.0 SITE EXPLORATION AND LABORATORY TESTING 2 2,1 SITE EXPLORATION 2 3.0 EXISTING SITE CONDITIONS 3 3.1 SURFACE DESCRIPTION 3 3.2 AREA GEOLOGY 3 3.3 SOIL CONDITIONS 4 3.4 GROUNDWATER CONDITIONS 4 4.0 DESIGN CONSIDERATIONS 5 4,1 SEISMIC HAZARDS 5 4.2 LIQUEFATION SUSCEPTIBILITY 5 4.3 SETBACK LIMITS 5 4.4 EROSION PROTECTION MEASURES 7 5.0 DESIGN RECOMMENDATIONS 9 5.1 FOOTING DESIGN 9 5.2 SEISMIC RECOMMENDATIONS 10 5.3 SEISMIC ACCELERATION COEFFICIENTS 10 6.0 CONSTRUCTION RECOMMENDATIONS 11 6.1 EARTHWORK 11 6.1.1 Excavation 11 6.1.2 Clearing and Grubbing 11 6.1.3 Subgrade Evaluation and Preparation I i 6.1.4 Wet Weather Construction 12 6.2 STRUCTURAL FILL MATERIALS AND COMPACTION 12 6,2.1 Materials 12 6.2.2 Placement and Compaction 13 6.3 TEMPORARY EXCAVATIONS AND SLOPES 14 6.4 PERMANENT SLOPES 14 6.5 UTILITY TRENCHES AND EXCAVATIONS 14 7.0 ADDITIONAL RECOMMENDED SERVICES 16 8.0 LIMITATIONS 17 Appendix A. SITE PLANS 18 Appendix B. SLOPE PROFILE 20 Appendix C. EXPLORATION LOGS 20 Appendix C. DCP RESULTS 27 Appendix E. FOOTING DRAINAGE 35 iii 2202 lidith St CAO Materials Testing& Consulting, Inc. June 8,2015 Project No.: 1511075 1.0 INTRODUCTION 1.1 GENERAL This report presents the findings and recommendations of Materials Testing & Consulting, Inc.'s (MTC) geotechnical engineering study conducted for design and construction of proposed improvements at the above referenced property. The project site is located on the north side of 10th Street, west of D Ave in Anacortes, Washington. The Skagit County Assessor's Office lists the property identification number as Parcel P56212. The location of the project site is shown in Figures 1 and 2 of Appendix A. MTC should be allowed to review the final plans and specifications for the project to ensure that the recommendations presented herein are appropriate. Recommendations and conclusions presented by this report will need to be re-evaluated in the event that changes to the proposed construction are made. 1.2 PROJECT DESCRIPTION It is our understanding that the project consists of developing an approximately 0.50-acre parcel located in Anacortes, Washington. While the subject parcel is currently developed with a wood framed residential structure and a small CMU block outbuilding, the proposed construction consists of a 4-lot residential housing modification. Home construction for each lot is expected to be wood-framed and supported on shallow spread footings. Topography is generally flat from the intersection of D Ave and 10th Street moving northwest. The northern limit of the property slopes steeply to the northwest down to the Guemes Channel shoreline and is considered a critical area due to areas of the slope exceeding 40%, per Skagit County Code (SCC) 14.02. 1.3 PURPOSE AND SCOPE OF SERVICES The purpose of our study was to explore subsurface conditions at the site and provide geotechnical engineering recommendations as well as a recommended setback from the slope crest for the subject 0.50-acre parcel that is to be developed into a 4-lot short plat. To evaluate the subsurface soil and groundwater conditions, MTC utilized a Ground Penetrating Radar (GPR), excavated and logged test pits, and utilized the Dynamic Cone Penetrometer (DCP) in the vicinity of test pits. Our scope of services was consistent with that presented in our Proposal for Geotechnical Engineering Services, dated April 22, 2015. 1 1ZO2 li'°Sc CAO Materials Testing& Consulting,Inc. June g,2015 Project No.: i 5BU75 2.0 SITE EXPLORATION AND LABORATORY TESTING 2.1 SITE EXPLORATION Our site exploration activities were performed on April 28, 2014. Exploration included clearing the subsurface of any underground utilities or buried objects using the Ground Penetrating Radar (GPR) before observing and logging the excavation of 4 test pits, soil sampling for supplemental laboratory classification and analysis, and advancing DCP tests in the vicinity of the test pits and along the slope crest and toe. Test pits were excavated in the area the footprint for each of the proposed structures. Test pits, excavated under subcontract to Tonka Ground Work using a Yanmar Global V 75 rubber track excavator, extended to various depths between 4.4 and 7.1 feet below present ground (BPG). Exploration locations are shown in Figure 2 of Appendix A. During excavation, an MTC field geologist logged and sampled soil conditions as encountered in accordance with the USCS Unified Soil Classification System (USCS). Representative soils samples were collected of each unit encountered and were identified according to excavation location and depth and placed in plastic bags to protect against moisture loss and transported to the laboratory for supplemental classification and analysis. Additional information pertaining to the field exploration activities can be found by referring to the Logs of Test Pits included as an attachment to this report. 2 2202 loth St CAO Materlals'1'csding&Carosniting, inc. .lime 8,2015 Project No.: 15B075 3.0 EXISTING SITE CONDITIONS 3.1 SURFACE DESCRIPTION The site consists of two parcels, as delineated by the Skagit County Assessor. The southern parcel is approximately 0.5 acres and rectangular in shape, approximately 210 feet long east to west and 110 feet long north to south. This parcel is owned by Ally Gard Shahnaz Revocable Living Trust and currently contains a vacated single-family home. The northern lot is triangular in shape, approximately 23 feet long as the west edge, 224 feet long along the toe of the slope, 120 feet long along the eastern boundary and 210 feet at the boundary abutting parcel P56212. According to the Skagit County Assessor, there is no information regarding this lot or ownership therein. Thus, for this report's purposes the two parcels shall be referred to as "lot"or"parcel". The lot is generally flat and well-landscaped. Around the perimeter a large grassy lawn area is surrounded by laurel hedges, decorative trees, native trees and shrubs. A 3 to 5-foot thick laurel hedge delineates the slope crest and begins approximately 90 feet from 10`h Street on the west property boundary, moving east, terminating approximately 165 feet from 10th Street at the east property boundary. Along the slope crest, small scale failure zones were observed, exact measurements were not able to be taken due to accessible walking terrain. However, the failures were shallow and appeared to be within the upper 3.0 to 4.0 feet of the soil column and set approximately 1.0 feet below crest. From the crest downslope to B Avenue the slope is well-vegetated with dense underbrush including blackberries, salmon berry, salal, and ferns beneath mature coniferous trees and juvenile deciduous trees. The northeast property corner consists of mature Hemlock and Fir trees, approximately 65 feet in height. In addition to well established decorative evergreen and deciduous trees around the east, south and west property perimeter, there is abundant perennial and annual foliage intermixed with native shrubs and underbrush. The parcel is surrounded by a residential property to the west, the Guemes Channel shoreline to the north, with public sidewalk access and 10th Street and D Avenue bordering the south and east edges, respectively. The project site was accessed along the east boundary from D Avenue for subsurface exploration and from the north via B Avenue for subsurface exploration of the slope toe. The subject property gently slopes toward the northwest to the slope crest before descending steeply to B Avenue. 3.2 AREA GEOLOGY The Geologic Map of the Bellinging 1:100,000 Quadrangle, Washington, published by the Washington State Department of Natural Resources (Lapen, 2000), indicates that site surface geology is mapped as Pleistocene Marine Outwash (Qgome). Marine Outwash is predominantly not well consolidated, poorly 3 2102 I Ub"u Si CM) Matcrnais Testing&Consulting,Inc. June R,2015 Project No.: 1.53075 graded and subangular to subrounded material consisting of gravelly sand, sandy gravel and sand with varying amounts of interbedded silt and silty sand. Soil conditions encountered in the field consist of sand with silt and gravel to silty sand with gravel and varying amounts of organics. These conditions are typical of marine outwash deposits and are consistent with area geology sources. 3.3 SOIL CONDITIONS A general characterization of the on-site soil units encountered during our exploration is presented in this section. The exploration logs in Appendix B present details of the soils encountered at each exploration location. The on-site soils are generally characterized as follows: • Topsoil— A 0.8 to 2.7-foot thick layer of dark brown silty sand topsoil was logged at all test pits excavated in the project area. This unit was highly organic, moist and loose. • Marine Outwash (Qgome) — Silty sand, sand with silt and gravel: Encountered in test pit locations TP-1 and TP-2 between 0.8 and 5.7 feet BPG was silty sand with gravel and some organics to approximately 5.2 feet BPG. This unit was moist and loose becoming dense with depth. Color ranged from red-brown near the surface becoming brown to gray with depth and contained heavy orange mottling in the lower portion of the unit. In addition, carbonized wood and roots penetrated to approximately 3.0 feet BPG in most test pits. In test pits TP-3 and TP-4, advanced on the west end of the project site, sand with silt and gravel was observed from 1.3 to 7.1 feet BPG. This unit was moist and loose becoming dense and very moist with depth. Color ranged from red-brown to brown to gray with heavy orange mottling in the lower portion of the unit. This unit often contained cobbles and boulders between 0.5 and 1.0 feet in diameter. Most test pits had lenses of gray silt and sand with gravel beginning around 2.5 feet BPG. These lenses were hard and moist. 3.4 GROUNDWATER CONDITIONS During our exploration, a distinct groundwater surface was not encountered. Soil mottling, which is indicative of wetting and drying cycles, was observed to depths between 3.8 and the maximum extent explored. In addition, the above-described red-brown silty sand unit between 0.8 and 2.6 feet BPG in TP-1 and TP-2 was compositionally similar to the sand with silt unit found between 1.3 and 5.6 feet BPG in TP-3 and TP-4. This upper red-brown color can be attributed to top down wetting and drying cycles, in addition to moist topsoil, and organic leaching and decomposition. 4 i I i 2202 Ill't'Si CAO Materials Testing&Consulting,Inv. June 8,2015 Project No.: 15B075 .0 DESIGN . N IDER TI N This section discusses significant geotechnical issues that must be addressed in project design phase and forms the basis for the geotechnical engineering design recommendations presented in Section 5.0 and construction recommendations presented in Section 6.0. 4.1 SEISMIC HAZARDS A seismic hazard presents a risk of facility and infrastructure damage due to ground rupture, liquefaction, lateral spreading, or seismically-induced slope instability associated with a seismic event. Known faults are mapped within 15 miles of the proposed improvements. As a result the risk for significant ground-shaking during a seismic event exists,though the risk of ground rupture is unlikely as no faults are mapped that transect the subject property. According to Johnson et al. (2003)1, the estimated recurrence interval for seismic events on proximal faults range from 200 to 12 thousand years. MTC recommends all buildings at the site be designed to applicable building codes in consideration of the site seismic design parameters provided below. 4.2 LIQUEFATION SUSCEPTIBILITY The Liquefaction Susceptibility Map of Skagit County (Palmer et al., 2004) indicates that there is a low to moderate potential (Site Class D to E) for liquefaction. All structures should be designed according to criteria outlined by the latest edition, at the time of construction, of the International Code Council® for Site Class D. 4.3 SETBACK LIMITS The existing home is roughly 30 to 60 feet back, at the west and east corners, respectively, from the shoreline slope crest. MTC understands the setback is limited due to footprint of the existing residence and space requirements for the proposed new single-family residences. The slope height is approximately 35 to 40 feet north of the building area. Explorations of this study coupled with interpretation geologic literature have identified generally dense, unsaturated sand and silt to silty sand with gravel deposits comprising internal slope conditions. 1Johnson,S.Y.,Blakely,R.J.,and Brother,T.M.,compilers,2003,Fault number 573,Utsalady Point fault,in Quaternary fault and fold database of the United States;U.S.Geological Survey wcbsite,http://carthquakes.usgs.gov/regional/gfaults,accessed 12/28/2011 09:05 AM. 5 1202 I1)th St CAO Mgtterials Testing c.C:onseiItiug,Inc. ,Iimt 8,2015 Project No: 15B075 Where coarse-grained cohesionless soils are present and groundwater conditions are outside the realm of internal slope influence, slope factor of safety may be determined by the following simplified relationship (Landslides: Investigation and Mitigation, Turner and Schuster, 1996): Factor of Safety (FS) = Tan (d) / Tan (a) Where 4 = Internal friction angle of soil a = Angle of slope or projection plane. A (I) = 33 degrees friction angle was assigned to the medium dense sand to silty sand profile encountered at the site for use in assessing slope factor of safety. MTC's profile measurements were used to create a projection from the slope base to the proposed slopeward foundation location (equivalent to existing structure), resulting in an a = 23.0 degrees projection angle. The factor of safety for this configuration is: Factor of Safety (FS) = Tan(4)/Tan (a) = Tan (33)/Tan (23.5) = 1.50 This geometry currently approximates factor of safety requirements for the home structure (typically 1.5 for static analysis), and future residential structures. Factor of safety is an indication of stability; an FS = 1.0 or below corresponds to the point of failure. This does not factor in the seasonal influence of groundwater as a contributing failure mechanism, and saturated conditions coupled with elevated pore pressures can reduce soil friction resistance and in turn negatively affect the factor of safety. Actual FS value with reductions in winter season conditions may be in the range of FS = 1.25 to 1.3 based on our experience. The home site does not appear to be in present danger from the slope face instability, however further unmitigated crest retreat may occur to lower the factor of safety. Improvements to the slope crest conditions, site drainage, and reinforcements if feasible are recommended to reduce or remove bluff retreat with the intent of protecting the structure. This geometry meets factor of safety requirements for residential development (typically 1.5 for static analysis). Therefore, MTC confirms a minimum setback of 30 feet may be applied with a required slopeward footing depth of 5 feet below present grade to achieve this factor of safety configuration at the 30-foot setback limit. Increasing the setback to 35 feet or greater will allow for slopeward foundation placement at typical depths (assuming at-grade construction). It would also be acceptable to apply a 20-foot setback with a required slopeward footing depth of 10 feet below present grade. It is preferable to increase the setback as much as possible to lessen the load near the slope and increase design life in a geologically active environment. In other words, the client should make all reasonable 6 22(12 i ll"h St CAC) Materials Tel &C'{lnsul[ing. Inc. June F,,20 15 Prt jc:r No.: 15B0'75 attempts to allow for greatest separation from the slope crest to the majority of the structure, such as by shifting or reorienting the footprint as possible. In addition to the building setback MTC recommends that all drainage conform to the recommendations in Section 4.4 — Erosion Protection Measures and Section 5.1 Footing Design: Drainage. MTC also recommends that no structural loads shall extend within the setback limits, such as deck footings or roof support columns. Flatworks such as patios may be permissible between the building envelope and the slope at a 30-foot or greater setback, but shall be evaluated on a per-case basis by a qualified professional with appropriate recommendations and design elements applied. Flatworks such as patios within the building envelope and the slope between the 20-foot to 30-foot setback shall be installed with additional drainage to a positive and permanent discharge point a minimum of 10 feet from the setback limit. All discharge from the proposed patios shall not discharge within 20 feet of the slope crest. All flatwork proposed within the 20-foot setback shall be evaluated on a case by case basis, and allowance may be best considered upon accounting for the scale of improvements in relation to the proposed or constructed residence, and specific location relative to the adjacent slopes. Landscape plantings are typically encouraged within protective slope zones, although major landscaping projects and those involving earthwork shall be designed or reviewed by a qualified landscape architect and/or geotechnical professional as applicable. 4.4 EROSION PROTECTION MEASURES Erosion is one of the most common driving forces leading to slope instability. In addition to the above commentary, the following general recommendations should be implemented in general to reduce long- term erosion potential at the project site and maintain the present site-scale slope stability: 1. The ground surface adjacent to the house should be sloped to drain away from the building pad and slope at a 5% minimum to prevent ponding of water adjacent to the house. Footing drains and yard drains should be incorporated as needed for the building and site design to help maintain a dry building area. 2. Minimize the volume and velocity of water that travels toward and down the slope face (via proper choice of site development features including stormwater controls discussed above). 3. Avoid accelerating slope erosion and mass wasting due to human activity such as: a) Adding side-cast debris to the slopes b) Using heavy construction equipment on or near steep slopes c) Excavating near adjacent steep slopes toe or on slope face d) Placing excavated soil near the steep slope crest 4. Suitable temporary erosion and sediment control measures should be implemented during and immediately after ground disturbance occurs. Temporary areas bare of vegetation should be protected from erosion via a blanket of straw or rolled erosion control product (RECP) during prolonged breaks in site work and prior to reseeding or revegetation. 2702 10"St CAO Materials Testing&Consulting.inc. June a.2015 Project No.: 15B075 5. All disturbed vegetation should be repaired and maintained until it is established. Concentrated surface water should not be allowed to traverse the slope. Roof downspouts and footing drains should be routed into closed separate pipes which outfall into appropriate drainages. Outlets for these pipes should be protected from erosion through the use of rip-rap or some other energy dissipating device. Similarly, concentrated drainages should be captured in closed pipe systems and routed down slope to appropriate outfalls. 6. Clearing of existing vegetation on and adjacent to the existing slopes should be avoided except as approved by a qualified professional. This provides additional stability to the loose top soil and minimizes the effects of down-slope water movement. This is excepting removal of dead or dying trees if posing a direct hazard to site installations or adjacent roadways. 7. Grading or excavation of soils should be accompanied by grass reseeding and re-vegetation as the project is completed. According to "Vegetation Management. A Guide for Puget Sound Bluff Property Owners" (Manashe, 1993) the following types of vegetation provide good to excellent erosion control. Common Name Botanical Name Deciduous/Evergreen Mature Height(ft) Vine Maple Acer cricinatum Deciduous 10+ Oceanspray Holodiscus discolor Deciduous 10+ Willow Salix spp. Deciduous 10+ Snowberry Symphoricarpos albus Deciduous 3+ Rose Rose spp. Deciduous 2-10 Salmonberry Rubus spectabilis Deciduous To 12 Salal GauItheria shallop Evergreen To 4 Oregon grape Mahonia spp. Evergreen To 6 Red huckleberry Vaccinium parvifolium Deciduous To 12 Evergreen Vaccinium ovatum Evergreen To 8 Serviceberry Amelanchier alnifolia Deciduous 12+ Bigleaf maple Acer macrophyllum Deciduous 60 Pacific madrone Arbutus menziesii Evergreen 70 Douglas-fir Pseudotsuga menziesii Evergreen 200+ 8 22*2 I Om St C'AO Materials Testing& C'onsulting. inc. June 8,2015 Project No.: 15B075 5.0 DESIGN RECOMMENDATIONS 5.1 FOOTING DESIGN MTC recommends that a shallow spread-footing foundation system is appropriate for use at this project site assuming that organic topsoil is stripped from beneath all structural elements. • Allowable Soil Bearing Capacity: 2,000 pounds per square foot (psi) for footings placed on undisturbed native glaciomarine drift consisting of sand with gravel and silt to silty sand with gravel and 2,500 psf for footings placed on imported structural fill placed in accordance with the recommendations presented herein for Structural Fill Materials and Compaction on undisturbed native soils. The allowable bearing capacity may be increased by 1/3 for transient loading due to wind and seismic events. • Minimum Footing Depth: All exterior footings should be embedded a minimum of 24 inches and interior footings should be embedded 18 inches below the lowest adjacent finished grade. • Minimum Footing Width: All strip footings should have a minimum width of 1 V2 feet and isolated footings should have a minimum width of 3 feet. • Estimated Settlements: We estimate that the maximum settlements will be on the order of I. inch, or less, with a differential settlement of '/2 inch, or less, over 50 linear feet. Settlement is anticipated to be elastic and is anticipated to occur during building construction. • Lateral Load Resistance: Lateral loads can be resisted by passive pressure against buried portions of the footings and sliding resistance between the bottoms of the footings. We recommend an allowable passive earth pressure equal to that generated by a fluid with an equivalent unit weight (EFW) of 200 pcf. This value assumes footings are backfilled with structural fill and includes a factor of safety of two. The upper 18 inches of soil should be ignored unless the area is paved or covered with concrete due to soil disturbance associated with freeze/thaw action. Sliding resistance between subgrade soils and foundations should be evaluated using an allowable coefficient of friction of 0.35; this value assumes concrete placed directly on the subgrade and includes a factor of safety of 1.5. 9 2202 le Sc CAO Materials Testing ik Consulting, firc. June 8,20I'5 Project No,: 1513075 • Drainage: We recommend that permanent footing drains be provided. A typical footing drain is illustrated in Figure 4 of Appendix E. All drains should convey water under control to a positive and permanent discharge point a minimum of 10 feet from the structure and 20 feet from the slope crest. Roof downspouts should not be connected to footing drains, but should be tight- lined separately to a positive discharge system a minimum of 10 feet from the structure. 5.2 SEISMIC RECOMMENDATIONS According to the Washington State Department of Natural Resources / National Earthquake Hazard Reduction Program (DNR/NEHRP), the site is mapped as Seismic Site Class D. In accordance with the 2012 International Building Code (IBC), Table 1613.5.2, and based on explorations at the site and our regional experience, we recommend using Site Class D for this project site (see discussion above in Section 4.3.2 Seismic Site Class D. Permanent structures and retaining walls at the project site should be designed for the seismic acceleration coefficients provided below. 5.3 SEISMIC ACCELERATION COEFFICIENTS Seismic acceleration values are derived from the USGS Java Ground Motion Parameter Calculator - Version 5.1.0 for the project latitude and longitude. All structures should be designed incorporating the following seismic acceleration coefficients. Site Class D Mapped Peak Spectral Acceleration @ 0.2 sec (SMs) 1.157 Mapped Peak Spectral Acceleration @ 1.0 sec (SM1) 0.676 Design Peak Spectral Acceleration @ 0.2 sec (SD,) 0.771 Design Peak Spectral Acceleration @ 1.0 sec (SDI) 0.451 Fa 1.066 F,, 1.569 io 2202 10.'h St CAO Materials Testing&i'nnc mIting,iuc. June 8,2015 Project No.: 1513O75 6.0 CONSTRUCTION RECOMMENDATIONS 6.1 EARTHWORK 6.1.1 Excavation Excavations can generally be performed with conventional earthmoving equipment such as bulldozers, scrapers, and excavators. Where possible, excavations made within about one foot of finished subgrade level should be performed with smooth edged buckets to minimize subgrade disturbance and the potential for softening to the greatest extent practical. 6.1.2 Clearing and Grubbing All topsoil in the proposed building area will need to be stripped prior to constructing structural elements. In addition, any area accepting structural fill will need to be stripped. Stripping depths should be expected to be between 18 and 24 inches in the proposed building footprint and will likely be removed by typical site preparation activities. The final exposed subgrade shall be inspected by a representative of the geotechnical engineer to verify that all deleterious material has been removed. Any soft or deflecting areas should be removed to firm unyielding soils and replaced with structural fill. 6.1.3 Subgrade Evaluation and Preparation After excavations have been completed to the planned subgrade elevations, but before placing fill or structural elements, the exposed subgrade soils should be evaluated under the full-time observation and guidance of an MTC representative. Where appropriate, the subgrade shall be proof-rolled with a minimum of two passes with a fully loaded dump truck, water truck, or scraper. In circumstances where this is unfeasible, an MTC representative may use alternative methods for subgrade evaluation. Any loose soil should be compacted to a fin-n and unyielding condition, and at least to 95 percent of the modified Proctor maximum dry density per ASTM D1557. Any areas that are identified as being soft or yielding during subgrade evaluation shall be over-excavated to a firm and unyielding condition or to the depth determined by the geotechnical engineer. Where over-excavation is performed below building footings, the over-excavation area should extend beyond the outside of the footing a distance equal to the depth of the over-excavation below the footing. The over-excavated areas shall be backfilled with properly compacted structural fill. 11 2201 I I}`h Si t AO rilfaieriaix Testing .fit.C:on. uIIkig. Inc. June S,21115 Project No.: I 5B075 6.1.4 Wet Weather Construction Soils with high silt content were observed onsite from approximately 0.8 feet BPG at the east test pit to 2.7 feet BPG at the west test pit, to the maximum depth explored. During wet weather, the contractor should take measures to protect the exposed subgrades and avoid construction traffic during earthwork activities. Once MTC's geotechnical engineer has approved a subgrade, further measures should be implemented to prevent degradation or disturbance of the subgrade. These measures could include, but are not limited to, placing a layer of crushed rock or lean concrete on the exposed subgrade, or covering the exposed subgrade with a plastic tarp and keeping construction traffic off the subgrade. Once subgrade has been approved, any disturbance of the unprotected subgrade shall be repaired by the contractor at no cost to the owner. During wet weather, earthen berms or other methods should be used to prevent runoff from draining into excavations. All runoff should be collected and disposed of properly. Measures may also be required to reduce the moisture content of on-site soils in the event of wet weather. These measures can include, but are not limited to, air drying and soil amendments. Since the on-site soils will be difficult to work with during periods of wet weather due to elevated soil moisture content, and frozen soil is not suitable for use as structural fill, we recommend that earthwork activities generally take place in late spring, summer or early fall. 6.2 STRUCTURAL FILL MATERIALS AND COMPACTION 6.2.1 Materials All material placed below structures or pavement areas shall be considered structural fill. Structural fill material should be free off deleterious material, have a maximum particle size of 6 inches, and be compactable to the required compaction level. Native marine outwash soil consisting of sand with gravel or silty sand with gravel excavated at the site is suitable for reuse as structural fill assuming recommendations for Wet Weather Conditions above and Placement and Compaction presented below are implemented. It should be noted that the silty sand soils may be highly moisture sensitive and will require moisture conditioning for proper placement and compaction. Moisture conditioning of these soils will not be possible during wet weather construction. Imported material can be used as structural fill. Imported structural fill material should conform to Section 9-03.14(1), Gravel Borrow, of the most recent edition (at the time of construction) of the State L2 2202 1011'St CAO 1 te0-ists I c. tint.:&{'uusulthig.1nc. June 8, 2015 PE JL R No.: 1511075 of Washington Department of Transportation Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT Standard Specifications), or approved equal verified by the geotechnical engineer of record. Controlled density fill (CDF) or lean mix concrete can be used as an alternative to structural fill materials, except in areas where free-draining materials are required or specified. Frozen soil is not suitable for use as structural fill. Fill material may not be placed on frozen soil. The contractor should submit samples of each of the required earthwork materials to the geotechnical engineer for evaluation and approval prior to delivery to the site. The samples should be submitted at least 4 days prior to their delivery and sufficiently in advance of the work to allow the contractor to identify alternative sources if the material proves unsatisfactory. 6.2.2 Placement and Compaction Prior to placement and compaction, native glaciomarine drift to be placed as structural fill and imported structural fill shall be moisture conditioned to within 3 percent of its optimum moisture content. Loose lifts of imported structural fill shall not exceed 12 inches in thickness; thinner lifts will be required for walk-behind or hand operated equipment. Loose lifts of native glaciomarine drift placed as structural fill shall not exceed 10 inches in thickness; thinner lifts will be required for walk-behind or hand operated equipment. All structural fill, native or imported, shall be compacted to a dense and unyielding condition and to a minimum percent compaction based on its modified Proctor maximum dry density as determined per ASTM D1557. Structural fill placed beneath each of the following shall be compacted to the indicated percent compaction: Foundation and Floor Slab Subgrades: 95 Percent Pavement Subgrades (upper 2 feet): 95 Percent Pavement Subgrades (below 2 feet): 90 Percent Utility Trenches (upper 4 feet): 95 Percent Utility Trenches (below 4 feet): 90 Percent We recommend that fill placed on slopes steeper than 3:1 (H:V) be `benched' in accordance with hillside terraces entry of section 2-03.3(14) of the WSDOT Standard Specifications. We recommend that the placement and compaction of structural fill, native or imported, be observed on a full-time basis by an MTC representative. A sufficient number of tests should be performed to verify 13 2202`,1011' SE CM) Materials Testing& Cam Ring, inc. June 8,20 I.i Project No.: 15E1075 compaction of each lift. The number of tests required will vary depending on the fill material, its moisture condition and the equipment being used. Initially, more frequent tests will be required while the contractor establishes the means and methods required to achieve proper compaction. 6.3 TEMPORARY EXCAVATIONS AND SLOPES All excavations and slopes must comply with applicable local, state, and federal safety regulations. Construction site safety is the sole responsibility of the Contractor, who shall also be solely responsible for the means, methods, and sequencing of construction operations. We are providing soil type information solely as a service to our client for planning purposes. Under no circumstances should the information be interpreted to mean that MTC is assuming responsibility for construction site safety or the Contractor's activities; such responsibility is not being implied and should not be inferred. Temporary excavations in the existing native soils should be inclined no steeper than I.5H:1V. Heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed near the top of any excavation. Where the stability of adjoining buildings, walls, or other structures is endangered by excavation operations, support systems such as shoring, bracing, or underpinning may be required to provide structural stability and to protect personnel working within the excavation. Earth retention, bracing, or underpinning required for the project (if any) should be designed by a professional engineer registered in the State of Washington. Temporary excavations and slopes should be protected from the elements by covering with plastic sheeting or some other similar impermeable material. Sheeting sections should overlap by at least 12 inches and be tightly secured with sandbags, tires, staking, or other means to prevent wind from exposing the soils under the sheeting. 6.4 PERMANENT SLOPES Permanent slopes should be inclined no steeper than 2H:IV and be planted with a deep-rooted, rapid- growth vegetative cover as soon as possible after completion of slope construction. Alternatively, the slope should be covered with plastic, straw, etc. until it can be landscaped. 6.5 UTILITY TRENCHES AND EXCAVATIONS The contractor should be responsible for the safety of personnel working in utility trenches. We recommend all utility trenches, but particularly those greater than 4 feet in depth, be supported in accordance with state and federal safety regulations. 14 2202 10`11 St CAO Materials Testing Sr-Consulting, 9uc. Juno S,20!5 Project No.: 15BO75 Utility trenches and other excavations in the glacial environments may encounter boulders. If boulders are encountered, utility trenches may require over-excavation or `hoe-ram' attachments. Pipe bedding material shall conform to the manufacturers' recommendations and be sufficiently consolidated around the pipe by hand shovel to provide uniform support. Cobbles exposed in the bottom of utility excavations shall be covered with pipe bedding or removed to avoid inducing point- loading of the pipe. Trench backfill shall be placed and compacted as structural fill as recommended herein. Particular care should be taken to make sure bedding and fill material is properly compacted in place to provide adequate support to the pipe. Jetting or flooding is not a substitute for mechanical compaction and shall not be allowed. 15 220'_ I tith Si C'AU MsiteriaLs Testing.& Consult big, I;nc. June 8,20[5 Project No.: 15B075 7.M ADDITIONAL RECOMMENDED MMENDED SERVICES The recommendations made in this report are based on the assumption that an adequate program of tests and observations will be made during construction to verify compliance with these recommendations. Testing and observations performed during construction should include, but not necessarily be limited to, the following: • Observations and testing during site preparation, earthwork, structural fill, and pavement section placement, • Consultation as may be required during construction. We strongly recommend that MTC be retained for the construction phase of this project to provide these and other services. Our knowledge of the project site and the design recommendations contained herein will be of benefit in the event that difficulties arise and either modifications or additional geotechnical engineering recommendations are required or desired. We can also, in a timely fashion observe the actual soil conditions encountered during construction, evaluate the applicability of the recommendations presented in this report to the soil conditions encountered, and recommend appropriate changes in design or construction procedures if conditions differ from those described herein. We further recommend that project plans and specifications be reviewed by us to verify compatibility with our conclusions and recommendations. In addition, MTC retains fully accredited, WABO-certified laboratory and inspection personnel, and is available for this project's testing, observation and inspection needs. Information concerning the scope and cost for these services can be obtained by contacting our office. 16 1202 1Orh St CAO Matcriak Testing & ConsuIting,lnc. June 8t,2015 Project No.: 15L O75 8.0 LIMITATIONS Recommendations contained in this report are based on our understanding of the proposed development and construction activities, our field observations and exploration and our laboratory test results. It is possible that soil and groundwater conditions could vary and differ between or beyond the points explored. If soil or groundwater conditions are encountered during construction that vary or differ from those described herein, we should be notified immediately in order that a review may be made and supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, our recommendations should also be reviewed. We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty, express or implied, is made. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by MTC during the construction phase in order to evaluate compliance with our recommendations. Other standards or documents referenced in any given standard cited in this report, or otherwise relied upon by the author of this report, are only mentioned in the given standard; they are not incorporated into it or "included by referenced", as that latter term is used relative to contracts or other matters of law. This report may be used only by Tom Allen and their retained design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than 12 months from the date of the report. Land or facility use, on- and off-site conditions, regulations, or other factors may change over time, and additional work may be required with the passage of time. Based on the intended use of the report, MTC may recommend that additional work be performed and that an updated report be issued. Non- compliance with any of these requirements by Tom Allen or anyone else will release MTC from any liability resulting from the use of this report by any unauthorized party and Tom Allen agrees to defend, indemnify, and hold hainiless MTC from any claim or liability associated with such unauthorized use or non-compliance. We recommend that MTC be given the opportunity to review the final project plans and specifications to evaluate if our recommendations have been properly interpreted. We assume no responsibility for misinterpretation of our recommendations. The scope of work for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. 17 22112 11..P Sf CAO Materials Testing&Consulting, lee. June.8,2015 Projcct No.: 158075 Appendix A. SITE PLANS '.wlla[gilgiht , 4 'Site Vicinity • El •y, • p , ._JILkowl -'fir it t s it, a 4 . .J 1;;;,KW - 3 � E. im rLL!I Mt ,. tw ,4piiippip:. , / - . _...me-' LJtr 41 tirwuk-Anck Local Vicinity midi,,p,+ Anacortes • and potter, -,ci s. A 31' 13 �,- .�; .ill, t m ;" '—,. I',*1;4 il,€p it 7 FIGURE Materials Testing & Consulting, Inc. Vicinity and Site Location 777 Chrysler Drive 2202 10th St 1 Burlington, WA 98233 .Anacortes, WA 98221 is 2202 10th t Cm] .Ante-dais Tasting&Consulting,Inc. June 8,2015 Project No.: 15B075 - i I �' _x I'Ali • �D nnamic 0 p .4. - Cone Penetrometer I''6 NI P:/1 I' Location 1• t (Typical) ` - • l! . 1,-1 -4 11111111k- Test Pit 1 Location P 42 - rl} z • '- ► • C (Typical) , 1 illidlim,..7' ......- ', '., IP t• r - 1 "‘. 011 '- I ` ". 'Ar imikih •'.;•- • ..... .a:,.`•.;.. .r��. Not to Scale Not to be used for G Construction Title: Site Exploration Plan. FIGURE Materials Testing& Consulting,Inc. Project Site Map From: Google Earth 777 Chrysler Drive Approximate Test Pit Locations Modified By: MTC, Inc. 2 Burlington, WA 98233 2202 10th St Date: May 7,20I5 19 2202 St CA() Materials Testing&Consulting,Inc. June K,2015 Project No.: 153075 Appendix B. SLOPE PROFILE SOUTH NORTH Laurel hedge at DC P-3 slope crest 20' <5% I SILTY SAND SILTY SAND t \35' 42% \ OUTWASH bank exposed at slope toe SCALE IS APPROXIMATE (Based on hand measurements) * Not for Construction * FIGURE Materials Testing& Consulting, Inc. Topographic Profile 777 Chrysler Drive 2202 10th Street 3 Burlington, WA 98233 Anacortes, WA 20 2202 [0{1,St CA(.) Materials Testing& Consulting, lac. June R,2015 Project No.: 15B075 Appendix C. EXPLORATION LOGS Grab soil samples were collected from each location by our field geologist during test pit excavation. Soil samples collected during the field exploration were classified in accordance with ASTM D2487. All samples were placed in plastic bags to limit moisture loss, labeled, and returned to our laboratory for further examination and testing. The test pits were monitored by our field geologist who examined and classified the materials encountered in accordance with the Unified Soil Classification System (USCS), obtained representative soil samples, and recorded pertinent information including soil sample depths, stratigraphy, soil engineering characteristics, and groundwater occurrence. Upon completion, test pit excavations were backfilled with native soil. The stratification lines shown on the individual logs represent the approximate boundaries between soil types; actual transitions may be either more gradual or more severe. The conditions depicted are for the date and location indicated only, and it should not necessarily be expected that they are representative of conditions at other locations and times. 21 2202'101 St CAO (wisteria's Testing&Consulting,Inc, June 8,2015 Projeci No.: I5i3075 Unified Soil Classification System Chart Sampler Symbol Description Major Divisions Graph USCS Typical Description Coarse -°� '4. GW Well-graded Gravels,Gravel-Sand Mite- GrainedStandard Prue ration Test(SPT) Soils Gravel a .•0,� tures Clean Gravels ShelbyTube More Than T' GP Poorly-Graded Gavels,Gravel-Sand WY:,of i 'lb. r ivlixtwes Coarse Pray NI Grabor Bulk lion Retained a It d Gm Silty Gravels,Gravel-Sand-Silt Mixtures More Than50% 0¢No.4 'OP' ty- B California(3.0"O.D.) Retained On Sieve GravelsWithFines r 'No.200 Sieve is GC Clayey Gravels,Gravel-Sand-Clay Mix- ¢ tures . Mod if68 California(2.5'O-D.) Sand S W Well-graded Sands;Gravelly Sands Stl atiEraphlc Contact Clean Sands More Than _• SP Poorly-Graded Sands, Gravelly Sands BetwctStrat in Contact Between Soil Stra la 50%of Coarse Frac ` Gradual Change Between Sol tion Passing SM Silty Sands,Sand-Silt Mixtures Strata No.4 Sieve " - Approximate locution of Sands With Fines .'' - stratagtaphic change SC Clayey Sands,Clay Mixtures Fine Grained MI, Inorganic Silts,rock Flour,Clayey Silts y Groundwater observed at time of Soils With Low Plasticity exploration t— 2 Measured groundwater level is Sills Si Clays Liquid Limit Less ' CL Inorganic Clays of Low To Medium �L exploration,well,or p cmtoler Than50 �" Plasticity More Than 50% ♦ Percexpbhed waterreron observed at time Passing The OL Organic Silts and Organic Silly Clays of of No.200 Sieve Low Pasticity MH lnorganic silts of Moderate Plasticity Modifiers Description Sills&Clays Liquid Limit Jo CH Inorganic Clays of High Plasticity _ Greater Tlha n SO Trace >5 V OH ornicClaysAndSilsofMediumto Some 5-12 High Plasticity .. PT Peat,HUMUS;Soils with Predominantly With >12 Highly Organic Soils Organic Content Soil Consistency Grain Size Granular Soils Fine-grained Soils DESCRIPTION SIEVE GRAIN SIZE APPROXIMATE SIZE SIZE Densfl9' SPT Consistency SPT Blowcosed Illorenrard Boulders >12" >12" Larger than a basketball Very Loose 0-4 Very Soft 0-2 Cobbles 3- 12" 3-L2" Fist to basketball Loose 4-10 Soft 2-4 Coarse 314-3" 314-3" Thumb to fist Gravel Medium 10-30 Firm 4-g Fine #4-3/4" 0.19-0.75" Pea to thumb Dense Dense 30-50 Stiff 5-15 Coarse #10-44 0.079-0.19" Rock salt to pea Very Dense >50 Very Stiff 15-30 Sand Medians /140-#10 0.017-0.079" Sugar to rock salt Hard >30 Fine #200-#40 0.0029-0.01 7" Flour to Sugar Fines Passing <0.0029" Flour and smaller #200 FIGURE Materials Testing & Consulting,Inc. Vicinity and Site Location 777 Chrysler Drive 2202 10th St CAO 3 Burlington, WA 98233 Anacortes, WA 22 2202 1 ir'St CM) Materials Testing Si.Consulting, Inc. June 8,2015 Project No.: 158075 Materials Testing and Consulting,Ine. La of Boring TP-1 Burlington,WA g Goatecttnlcal&Environmental Engineering 2202 10th St.GAO Date Started :04/2512015 Anacortes,WA Date Completed :04i25r2,4i5 Sampling Method :Grab Samples MTC Project No.155075 Location :13t7N,1 um of SE corner of pfat Logged 5y :M.Hallam Q a -43 0 >: Wen a DESCRIPTION Ewa , 0 D c) g (2 a a 0 " SILTY SAND with gravel,grass roots and organics,loose to medium dense,slightly f moist. DARK BROWN SM ri• TOPSOIL SILTY SAND with gravel and some roots,loose,slightly moist.RED-BROWN — • • SM r 2— • l i SAND with gravel and some silt,loose to medium dense,moist,BROWN • ii • 0. , • SP-SM A— u I.- - 6 P • my i SILTY SAND with gravel and some roots,heavy orange mottling throughout,dense, a SM moist.GRAY T.D.5.7' Boring terminated due to refusal on dense conditions A. 5_ No Free Water Encountered. V ' W 0) 6 K1 _ • 23 220:. 101e St CAO Materials Testing&Consulting, Inc. Jutr0!i,2015 Project No.: 1513075 Materials Testing and Consulting, Im. Burlington,WA Log of Bearing TP-2 Geotectlnlesl&Environmental Engineering 220210ttt St.CAO Date Started :0 412 812 01 5 Anacories,WA Bate Completed :04/211d2015 Sampling Method :Grab Samples MTC Project No,158875 _ Location :100'N,125W or SE corner or plat Logged lay •M.Hallam izs ci t.> 3,: 2 2 gl. DESCRIPTION g 0 rp o e 4 SILTY SAND with gravel,grass,roots and organics,dry,loose to medium dense. I DARK BROWN - X- SM TOPSOIL SILTY SAND with gravel and some roots,loose,moist,RED-BROWN - SM Layer of organics at 1.8',0.3'thick,BLACK 2— SILTY SAND with gravel,loose to medium dense,moist.LIGHT BROWN I:: SM 1. '• • t - d. 5 u l SILTY SAND to SANDY SILT with trace gravel,heavy orange mottling throughout, 4 a SM-ML :^gray silty tenses throughout,medium dense,moist GRAY G T.D.4.4' Boring terminated due to refusal on medium dense conditions. No Free Water Encountered. ` a .1 TS s m - .i W 8 t g_ - '3 " I a e 8_ 24 2202 10I6 St CAO Materials Tenting&Consulting., Ine. June 8,2015 Project No.: 1513075 Materials Testing and Consulting, inc. Log of Boring TP-3 Burlington,WA Geotechnicsi&Environmental Engineering 2202 10th St CAD Date Started :04128l2015 Anecortes,WA Date Completed :04t2W20is Sampling Method :Grab Samples WC Project No.158075 Location ;4e'N,130'W of SE corner of plat Logged Fy 'M.Hallam n G U v 5 g 2 c 0 a DESCRIPTION 9 L m 0 SAND with silt and some gravel,grass roots and organics,loose to medium dense,dry, - DARK BROWN - SP TOPSOIL SAND with silt and some gravel,roots,loose to medium dense,dry. RED-BROWN - SP Layer of organics at 1.9',0.4'thick,BLACK 2— j 1 - SAND with silt and some gravel,gravel up to 1.0'in diameter,loose,dry.BROWN SP ji r '4 L n ••'SAND with silt and trace gravel.gravel up to 1,0'in diameter,heavy orange 4— mottling throughout,gray silt lenses and medium to fine grained sand SM lenses throughout,medium dense to dense,moist.CRAY _ a; g P — ID.4.8' Boring terminated due to refusal on dense conditions, S No Free Water Encountered. U m _ - - t 6— z. r T tJ - q2 `7 - a_ 25 2201 IIOt"St CM) Materials'resting& Consulting,Inc. June 8,2015 Project No.: I5B075 Materials Testing and Consulting,Inc. Log Q Bonn TP-4 Burlington,WA 9 Geoleohntoat&Environmental Engineering 2202 10th St.CAO Date Started :04/2a/2015 Anacortes,WA Date Completed :04t2tY2015 Sampling Method :Grab Samples MTC Project No.158075 Location :75•N,r so'W of SE corner of plal Logged 8y :M.Hallam 8 W ri 0 x DESCRIPTION _6. °? ca ca U m c3 g rn o 0 0 SILTY SAND with gravel,roots 0.5'up to 1.5'in diameter,some lenses of tit with :. heavy orange mottling,loose to med dense,moist DARK BROWN 4 TOPSOIL X _ SM 2- Sand lenses at 2.5` - II' SAND with silt,tree roots,med dense,moist.RED-BROWN Layer of organics at 3',0,4'thick,BLACK v s. r- 0 8 4 .. SP of 0 N to - SF Stet 1 SAND with silt And gravel,gravel up to 0.8'in diameter,medium dense, ;'' very m• X 11oist.BLUE-BROWN 1 8 ,,SILTY SAND with gravel,gravel up to OH in diameter,heavy orange s ` H!mottling throughout,dense,very moist.GRAY SM1 1;:ii, X T.D.7.1' Boring terminated due to refusal on dense conditions ta sr No Free Water Encountered, 2 8-' 26 220 IIie St CAO MAterials Testing& Consulting, Inc. June 8,2015 Project No.: 1513075 Appendix C. DCP RESULTS WILDCAT DYNAMIC CONE LOG Page 1 of 1 Materials Testing and Consulting 805 Dupont,Suite 5 PROJECT NUMBER: 15B075 Bellingham,WA 98225 DATE STARTED: 04-28-2015 DA 1'E COMPLEI ED: 04-28-2015 HOLE#: DCP-I CREW: ME,JB,MF SURFACE ELEVATION: PROJECT: 2202 10th St.CAO WATER ON COMPLETION: No ADDRESS: 2202 10th St.,Armories,WA HAMMER WEIGHT: 35 lbs. LOCATION: 130NN, 100'W of SE corner of plat CONE AREA: 10 sq.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm2 0 50 100 150 N' SAND&SILT CLAY - 4 17.8 5 LOOSE MEDIUM STIFF - 9 40.0 11 MEDIUM DENSE STIFF - 1 ft 14 62.2 17 MEDIUM DENSE VERY STIFF - 9 40.0 11 MEDIUM DENSE STIFF - 6 26.6 7 LOOSE MEDIUM STIFF - 2 ft 5 22.2 6 LOOSE MEDIUM STIFF 5 22.2 6 LOOSE MEDIUM STIFF - 4 17.8 5 LOOSE MEDIUM STIFF - 3 ft 4 17.8 5 LOOSE MEDIUM STIFF - 1 m 5 22.2 6 LOOSE MEDIUM STIFF - 5 19.3 5 LOOSE MEDIUM STIFF - 4 ft 5 19,3 5 LOOSE MEDIUM STIFF - 6 23.2 6 LOOSE MEDIUM STIFF - 9 34.7 9 LOOSE STIFF - 5 ft 28 108.1 - MEDIUM DENSE VERY STIFF - 38 146.7 - DENSE HARD - 45 173.7 - DENSE HARD - 6 ft 49 189.1 - VERYDENSE HARD 31 119.7 - DENSE HARD - 2 m 25 96.5 - MEDIUM DENSE VERY STIFF - 7 ft 29 99.2 - MEDIUM DENSE VERY STIFF - 49 167.6 - DENSE HARD - 44 150.5 - DENSE HARD - 8 ft 50 171.0 - DENSE HARD - 9ft - 3m loft - 11ft - 12ft - 4m 13ft WILOCALXLS 27 2202 lath St CAO M4Mattrials Testing& Consulting, Inc. June 8,2015 Project No.: 15B075 WILDCAT DYNAMIC CONE LOG Page 1 of 1 Materials Testing and Consulting 805 Dupont,Suite 5 PROJECT NUMBER: 15B075 Bellingham,WA 98225 DATE STARTED: 04-28-2015 DATE COMPLE l'ED: 04-28-2015 HOLE#: DCP-2 CREW: MI I,JB,MF SURFACE ELEVATION: PROJECT: 2202 10th St.CAO WATER ON COMPLETION: No ADDRESS: 2202 10th St.,Anacortes,WA HAMMER WEIGHT: 35 lbs. LOCATION: 1001N, 125'W of SE comer of plat CONE AREA: 10 sq.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cmz 0 50 100 150 N' SAND&SILT CLAY - 6 26.6 7 LOOSE MEDIUM STIFF - 9 40.0 11 MEDIUM DENSE STIFF - 1 ft 9 40.0 11 MEDIUM DENSE STIFF - 6 26.6 7 LOOSE MEDIUM STIFF - 4 17.8 5 LOOSE MEDIUM STIFF - 2ft 3 133 ••• 3 VERY LOOSE SOFT - 3 13.3 ••• 3 VERY LOOSE SOFT - 5 22.2 6 LOOSE MEDIUM STIFF - 3 ft 8 35.5 10 LOOSE STIFF - 1 m 11 48.8 13 MEDIUM DENSE STIFF - 19 73.3 20 MEDIUM DENSE VERY STIFF - 4 ft 18 69.5 19 MEDIUM DENSE VERY STIFF - 20 77.2 22 MEDIUM DENSE VERY STIFF - 22 84.9 24 MEDIUM DENSE VERY STIFF - 5 ft 27 104.2 - MEDIUM DENSE VERY STIFF - 31 119.7 - DENSE HARD - 41 158.3 - DENSE HARD - 6 ft 32 123.5 - DENSE HARD - 28 108.1 - MEDIUM DENSE VERY STIFF - 2 m 35 135.1 - DENSE HARD - 7 ft 50 171,0 - DENSE HARD - 8ft - 9ft - 3m loft - 11ft - l2ft - 4m 13ft WILDCAT.XLS 28 2202 10th St ICAO Materials Testing&Consulting.,Inc. June 8,2015 Project No.: 15B075 WILDCAT DYNAMIC CONE LOG Page 1 of 1 Materials Testing and Consulting 805 Dupont,Suite 5 PROJECT NUMBER: 15B075 Bellingham,WA 98225 DATE STARTED: 04-28-2015 DATE COMPLETED: 04-28-2015 HOLE#: DCP-3 CREW: MH,JB,MF SURFA CE ELEVATION: PROJECT:2202 10th St.CAO WATER ON COMPLETION: No ADDRESS: 2202 10th St.,Anacortes,WA HAMMER WRIGHT: 35 lbs. LOCATION: 40'N, 130'W of SE corner of plat CONE AREA: 10 s q.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm2 0 50 100 150 N' SAND&SILT CLAY - 5 22.2 6 LOOSE MEDIUM STIFF - 12 53.3 15 MEDIUM DENSE STIFF - 111 15 66.6 19 MEDIUM DENSE VERY STIFF - 12 53.3 15 MEDIUM DENSE STIFF - 16 71.0 20 MEDIUM DENSE VERY STIFF - 2 ft 7 31.1 8 LOOSE MEDIUM STIFF - 7 31.1 8 LOOSE MEDIUM STIFF - 5 22.2 6 LOOSE MEDIUM STIFF - 3 ft 4 17.8 5 LOOSE MEDIUM STIFF - I m 4 17.8 5 LOOSE MEDIUM STIFF - 5 19.3 5 LOOSE MEDIUM STIFF - 4 ft 5 19.3 5 LOOSE MEDIUM STIFF - 12 46.3 13 MEDIUM DENSE STIFF - 25 96.5 - MEDIUM DENSE VERY STIFF - 5 ft 34 131.2 - DENSE HARD - 31 119.7 - DENSE HARD - 50 193.0 - VERY DENSE HARD - 6ft - 2 m - 7ft - 8 II - 9ft - 3m 10ft - II ft - 12ft - 4m 13ft WILDCAT.XLS 29 ' 220i 10`h St CAO Materials Testing&Consulting, Inc. June 8,2015 Project No.: 15B075 WILDCAT DYNAMIC CONE LOG Page 1 of 1 Materials Testing and Consulting 805 Dupont,Suite 5 PROJECT NUMBER 15B075 Bellingham,WA 98225 DATE STARTED: 04-28-2015 DATE COMPLETED: 04-28-2015 HOLE#: DCP-4 CREW: MH,JB,MF SURFACE ELEVATION: PROJECT: 2202 10th St.CA WATER ON COMPLETION: No ADDRESS: 2202 10th St.,Anacortes,WA 1-IAMMER WEIGHT: 35 lbs. LOCATION: 75N, 190'W of SE comer of plat CONE AREA: 10 sq.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm' 0 50 100 150 N SAND&SILT CLAY - 4 17.8 5 LOOSE MEDIUM STIFF - 4 17.8 5 LOOSE MEDIUM STIFF - 1 ft 7 31.1 8 LOOSE MEDIUM STIFF - 5 22.2 6 LOOSE MEDIUM STIFF - 9 40.0 11 MEDIUM DENSE STIFF 2 ft 16 71.0 20 MEDIUM DENSE VERY STIFF - 20 88.8 25 MEDIUM DENSE VERY STIFF - 18 79.9 22 MEDIUM DENSE VERY STIFF - 3 ft 21 93.2 - MEDIUM DENSE VERY STIFF - 1 m 27 119.9 - DENSE HARD - 19 73.3 20 MEDIUM DENSE VERY STIFF - 4 ft 26 100.4 - MEDIUM DENSE VERY STIFF - 21 81.1 23 MEDIUM DENSE VERY STIFF - 18 69.5 19 MEDIUM DENSE VERY STIFF - 5 ft 17 65.6 18 MEDIUM DENSE VERY STIFF - 19 73.3 20 MEDIUM DENSE VERY STIFF - 19 73.3 20 MEDIUM DENSE VERY STIFF - 6 ft 26 100.4 - MEDIUM DENSE VERY STIFF - 31 119.7 - DENSE HARD - 2 m 35 135.1 - DENSE HARD - 7 ft 26 88.9 25 MEDIUM DENSE VERY STIFF - 28 95.8 - MEDIUM DENSE VERY STIFF - 27 92.3 - MEDIUM DENSE VERY STIFF - 8 ft 31 106.0 - MEDIUM DENSE VERY STIFF - 33 112.9 - DENSE HARD - 35 119.7 - DENSE I-ARD - 9 ft 27 92.3 - MEDIUM DENSE VERY STIFF - 29 99.2 - MEDIUM DENSE VERY STIFF - 33 112.9 - DENSE HARD - 3m 10 ft 37 126.5 - DENSE HARD - 41 125.5 - DENSE HARD - 44 134.6 - DENSE HARD - 40 122.4 - DENSE HARD - 11 ft 43 131.6 - DENSE HARD - 45 137.7 - DENSE HARD - 50 153.0 - DENSE HARD - 12ft - 4m 13ft WLDCAT XLS 30 2202 1'0tn Si CAO Mitei'ials'resting&Consulting, Inc. June 8,20i5 Project No.: I5B075 WILDCAT DYNAMIC CONE LOG Page 1 of 1 Materials Testing and Consulting 805 Dupont,Suite 5 PROJECT NUMBER: 15B075 Bellingham,WA 98225 DATE STARTED: 04-28-2015 DATE COMPLETED: 04-28-2015 HOLE#: DCP-5 CREW: MH,JB,MF SURFACE ELEVATION: PROJECT: 2202 10th St.CAO WATER ON COMPLETION: No ADDRESS: 2202 10th St.,Anacortes,WA HAMMER WEIGHT: 35 lbs. LOCATION: I35N,100'W of SE corner of plat.Crest of slope CONE AREA: 10 sq.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm2 0 50 100 150 N' SAND&SILT CLAY 4 17.8 5 LOOSE MEDIUM STIFF 6 26.6 7 LOOSE MEDIUM STIFF 1 ft 9 40.0 11 MEDIUM DENSE STIFF 6 26.6 7 LOOSE MEDIUM STIFF 9 40.0 11 MEDIUM DENSE STIFF - 2 ft 12 53.3 15 MEDIUM DENSE STIFF 15 66.6 19 MEDIUM DENSE VERY STIFF 17 75.5 21 MEDIUM DENSE VERY STIFF - 3 ft 25 111.0 - DENSE HARD - 1 m 26 115.4 - DENSE HARD 31 119.7 - DENSE HARD 4 ft 37 142.8 - DENSE HARD 42 162.1 - DENSE HARD 44 169.8 - DENSE HARD 5ft 6ft - 2 m 7ft 8ft - 9ft - 3m loft - 11ft 12ft - 4m 13ft WLDCAT.XLS 31 220:: 1e St CAO Materials Testing& Consulting, lnc. June 8,2015 Project No.: 15B075 WILDCAT DYNAMIC CONE LOG Page 1 of 1 Materials Testing and Consulting 805 Dupont,Suite 5 PROJECT NUMBER: I5B075 Bellingham,WA 98225 DATE STARTED: 04-28-2015 DATE COMPLEI ED: 04-28-2015 HOLE#: DCP-6 _ CREW: MH,JB,MF SURFACE ELEVATION: PROJECT: 2202 10th St,CAO WATER ON COMPLETION: No ADDRESS: 2202 10th St.,Anacortes,WA HAMMER WEIGHT: 35 lbs. LOCATION: 100'N,125'W of SE corner o fp lat.Crest of s to pe CONE AREA: 10 s q.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm2 0 50 100 150 N' SAND&SILT CLAY 2 8.9 •• 2 VERY LOOSE SOFT 3 13.3 ••• 3 VERY LOOSE SOFT 1 ft 9 40.0 11 MEDIUM DENSE STIFF 4 17.8 5 LOOSE MEDIUM STIFF 7 31.1 8 LOOSE MEDIUM STIFF 2 ft 9 40.0 11 MEDIUM DENSE STIFF 12 53.3 15 MEDIUM DENSE SFIEF 16 71.0 20 MEDIUM DENSE VERY STIFF 3 ft 12 53.3 15 MEDIUM DENSE STIFF - 1 m 18 79.9 22 MEDIUM DENSE VERY STIFF 25 96.5 - MEDIUM DENSE VERY STIFF 4 ft 37 142.8 - DENSE HARD 50 393.0 - VERY DENSE HARD 5ft 6ft - 2 m 7 ft 8ft 9ft - 3m 10ft 11ft 12ft - 4m 13ft W LDCAT.XLS 32 110'' St CAO Materials Testing&Consulting,Inc. June 8,2015 Project No.: 15B075 WILDCAT DYNAMIC CONE LOG Page 1 of 1 Materials Testing and Consulting 805 Dupont,Suite 5 PROJECT NUMBER: 15B075 Bellingham,WA 98225 DATE STARTED: 04-28-2015 DATE COMPLETED: 04-28-2015 HOLEfl: DCP-7 CREW: MH,JB,MF SURFACE ELEVATION: PROJECT: 2202 10th St.CAO WATER ON COMPLETION: No ADDRESS: 2202 10th St.,Anacortes,WA HAMMER WEIGHT: 35 lbs. LOCATION: Toe of slope.Western side CONE AREA: 10 sq.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm2 0 50 100 150 N SAND&SILT CLAY 1 4.4 1 VERY LOOSE VERY SOFT 7 31.1 8 LOOSE MEDIUM STIFF 1 ft 9 40.0 11 MEDIUM DENSE STIFF 12 53.3 15 MEDIUM DENSE STIFF 20 88.8 25 MEDIUM DENSE VERY STIFF 2 ft 27 119.9 - DENSE HARD 35 155.4 - DENSE HARD 39 173.2 - DENSE HARD 3 ft 36 159.8 - DENSE HARD - 1 m 39 173.2 - DENSE HARD 38 146.7 - DENSE HARD 4 ft 42 162.1 - DENSE HARD 42 162.1 - DENSE HARD 50 193.0 - VERY DENSE HARD 5ft 6 ft - 2 m 7ft 8ft 9ft - 3m loft 11ft 12ft - 4m 13ft WI LDCAT.XLS 33 '24K2 I0th St CAO Materials Testiug&Conyuiting, luc. June 8,2015 Project No.: 15B075 WILDCAT DYNAMIC CONE LOG Page 1 of 1 Materials Testing and Consulting 805 Dupont,Suite 5 PROJECT NUMBER: 15B075 Bellingham,WA 98225 DATE STARTED: 04-28-2015 DATE COMPLETED: 04-28-2015 HOLE#: DCP-8 CREW: MH,3B,MF SURFACE ELEVATION: PROJECT: 2202 10th St.CAO WATER ON COMPLETION: No ADDRESS: 2202 10th St.,Anacortes,WA HAMMER WEIGHT: 35 lbs. LOCATION: Toe of slo pe.Eastern side CONE AREA: 10 sq.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm2 0 50 100 150 N' SAND&SILT CLAY 2 8.9 •• 2 VERY LOOSE SOFT 2 8.9 2 VERYLOOSE SOFT 1 ft 6 26.6 7 LOOSE MEDIUM STIFF 7 31.1 8 LOOSE MEDIUM STIFF 12 53.3 15 MEDIUM DENSE STIFF - 2 t 19 84.4 24 MEDIUM DENSE VERY STIFF 21 93.2 - MEDIUM DENSE VERY STIFF 36 159.8 - DENSE HARD 3 ft 42 186.5 - VERY DENSE HARD - 1 m 50 222.0 - VERY DENSE HARD 4ft - 5ft 6ft - 2 m 7ft - 8 ft 91t - 3m 10ft - lift 12ft - 4m I3ft WILOCAT.XLS 34 22152 15t"'St CAA ]materials Testing& Consulting, Inc. June 8,2015 Project No.: 15E3.075 Appendix E. FOOTING G DRAINAGE Foundation Backfill, Impervious Upper 1' Floor Slab 4 5% Foundation Wall q4-. ryryr1r1r1rtirtir Filter Fabric i �:yryftiftirlftiryf 'rYrYfYfY�YfYrY M.r.r.r.r.r.j. • y.y.y.y.y.y.y Drain Rock �4y. Y•y Y•Y•Y•Y•Y T 1 w•r r r.r.r.r.� �� Y•yY•Y•Y Y•Y .f.r1r1f.l.f. ,4sf=' .,. sf}y y}y 4" Diameter Perforated Footing Yf r Drain Pipe Graded to Drain by Gravity Materials Testing & Consulting,Inc. Footing Design Detail FIGURE 777 Chrysler Drive 2202 10th St CAO Burlington, WA 98233 Anacortes, WA 35 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information New Residence Seth Allen - Allen Design & Drafting 2208 10th Street P.O. Box 732, Everson, WA Anacortes, WA 98221 (360) 483-8530 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition,_5ased on the size of the structure,the appropriate number of additional credits are checfKed ass chosen by the permit applicant. n Authorized Representative r _ • = Date .I : All Climate Zones R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCb'e n/a n/a Ceilingk 491 0,026 Wood Frame Wang' 21 int 0.056 Mass Wall R-Value` 21/21h 0.056 Floor 30g 0.029 Below Grade Wall'"' 10/15/21 int+TB 0.042 Slabd R-Value &Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 02. Medium Dwelling"Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. O 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) 1 a Efficient Building Envelope la 0.5 ❑ 1b Efficient Building Envelope lb 1.0 ❑ lc Efficient Building Envelope 1c 2.0 ❑ ld Efficient Building Envelope 1 d 0.5 [] 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑ 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 1.0 5a Efficient Water Heating 5a 0.5 ❑ 5b Efficient Water Heating 5b 1.0 ❑ 5c Efficient Water Heating 5c 1.5 2 1.5 5d Efficient Water Heating 5d 0.5 ❑ 6 Renewable Electric Energy 0.5 *1200 kwh 0.0 Total Credits 3.50 *Please refer to Table R406.2 for complete option descriptions Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. gReserved. Reserved. 'The second R-value applies when more than half the insulation is on the interior of the mass wall. Reserved. For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information Contact Information New Residence Seth Allen • Allen Design & Drafting 2208 10th Street P.O. Box 732, Everson WA Anacortes, WA 98221 (360) 483-8530 Width Height Ref. U-factor Qt. Feet Inch Feet Inch Area UA Exempt Swinging Door (24 sq.ft. max.) D01 0.2CI 1 1 3 ° 6 8 20.0 4.00 Exempt Glazed Fenestration (15 sq.ft. max.) D01 0,30 I 1 ^1 2 11 ° 12.8 3.85 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet Inch Area UA Entry Door system taa Foyer (See Above) D01 _ 0.0 0.00 Garage to House D02 0.20 1 3 0 6 8 20.0 4.00 Laundry Room D03 0.20 1 3 ° 6 8 20.0 4.00 0.0 0.00 0.0 0.001 Office/Bed2 - Slider XOX W01 0.30 1 6 ° 36.0 10.80 Master Bath - Picture W02 0.29 1 2 ° 2 ° 4.0 1.16 Master Bath- Slider XOX W03 0.30 1 6 ,° 2 ° 12.0 3.60 Master Bed Dbl Ctawtxrnent \Vr.4 0.29 1 6 ., 5 6 33.0 9.57 Living Area -TD Picture W05 0.29 1 6 ° 5 33.0 9.57 Living & Dining - Picture W06 0.29 3 6 ° 5 6 99.0 28.71 Living & Dining - TD Picture & Awning W07 0.29 2 6 ° 7 6 90.0 26.101 Living & Dining - SGD W08 0.30 _ 1 6 ° 8 ° 48,0 14.40 Kitchen - Picture W09 0.29 3 2 ° 2 ° 12.0 3.48 0.0 0.00 0.0 0.00 Loft- Casement W 10 0.29 3 3 ° 4 ° 36.0 10.44 Loft- Picture W 11 0.29 8 3 ° 4 ° 96.0 27.84 _ 0.0 0.00 0.0, 0.00 _ 0.0 0.00 0.0 0.00 _ 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 • 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Vertical Fenestration Area and UA 539.0 153.67 Vertical Fenestration Area Weighted U= UA/Area 0.29, Overhead Glazing (Skylights) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet inch Area UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Overhead Glazing Area and UA 0.0 0.00 Overhead Glazing Area Weighted U= UA/Area 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 571.8 161.52 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington Slate Energy Code (WSEC)and ACCA Manuals J and S.This calculator will calculate heating loads only.ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section,some values will be calculated for you. If you do not see the selection you need in the drop-down options,please call the WSU Energy Extension Program at (360)956-2042 for assistance. Project Information Contact Information New Residence Seth Allen-Allen Design&Drafting 2208 10th Street P.O.Box 732,Everson WA 98247 Anacortes,WA 98221 . - (360)483-8530 Heating System Type: (# All Other Systems 0 Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Design Temperatur. Initrucuone Design Temperature Difference(AT) 46 Anatost — �+i nT-Indoor(70 degrees)-Outdoor Design Temp Area of Building L 11J Conditioned Floor Area Inslructione Conditioned Floor Area(sq ft) 2,065 Average Ceiling Height Conditioned Volume Average Ceiling Height(ft) 11,3 23,396 Glazing and Doors U-Factor X Area UA 0.30 572 _ 171.60 Skylljihti. U-Factor X Area _ UA InstruclIon; 0.50 0 Insulation Attic U-Factor X Area UA trwtiucl tI .S �i I 0.026 958 _ 24.91 Single Rafter or Joist Vaulted Ceilings U-Factor X Area UA InsuuL l,. 0.027 679 1 18.33 -38 Vented Above Grade Walls(see Figure 1) U-Factor X Area UA R-21 Intermediate- — 0.056 2,410 134.96 � Floors U-Factor X Area UA Inslructuona IF38 0.025 1,648 41.20 �I Below Grade Walls(see Figure 1) U-Factor X Area UA Inspiuellona — - -- --- N::Below Grade Walls in this project. - Slab Below Grade(see Figure 1) F-Factor X Length UA Inatreclinein No slab Below Grade in this project. FF I I L Slab on Grade(see Figural) F-Factor X Length UA Inst uctlons 1No Slab on Grade in J„urclett. + I l_o tiurlOIDUCts Iu6truclior.G. Duct Leakage Coefficient Ceneitioned Space 1.00 Sum of UA 391.00 Envelope Heat Load 17,986 Btu 1 Hour Figure 1 Sum ofLIAXST Air Leakage Heat Load 11,623 Btu 1 Hour Volume X 0.6 X AT X.018 EOM Building Design Heat Load 29,609 Btu/Hour Air Leakage-F Envelope Heat Loss Building and Duct Heat Load 29,609 Btu/Hour _ Ducts In unconditioned space:Sure of Building Heal Loss X 1.10 Ducts in conditioned space:Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 41,453 Btu/Hour Building and Duct Heat Loss X 1.40 for Forced Ali-Furnace Building and Duct Heal Loss X 1.25 for Heat Pump (07/01/13) Anacortes Planning& Community Development Dept. ��3 Y Q+. Permit Center a* / P.O. Box 547, Anacortes,WA 98221-0547 PH(360)293-1901 'oar. Don Measamer,Building Official,Planning Director FAX(360)293-1938 February 10, 2017 Seth Allen P.O. Box 732 Everson, WA 98247 RE: Plan Review notes for the proposed New Single Family Residence at 2208 101h Street Please address the following items so I can complete the plan review. 1. List the 2015 Uniform Plumbing Code (UPC) on the cover sheet. 2. Provide a landscape plan showing what other landscaping is to be done other than trees. 3. Deck on East side of property needs to meet 10' side setback. 4. HUC410 hangers are not hot-dipped galvanized. Any hangers or post caps that come in contact with pressure-treated wood is required to be hot-dipped galvanized or otherwise protected. Please correct and show this on the plans. 5. Please list a carbon monoxide alarm in the loft as required by the 2015 IRC (one CO alarm per floor). 6. On page S 1.1, S-4 refers to a WSW 18x9 Shear Brace, whereas, page S 1.0 refers to a Portal Frame Shear Brace; which product is to be used? Please clarify this on the plans. Is it site built? If not, who provides the product? Please provide the Manufacturer's detail and instructions. 7. The spiral staircase is required to guards and handrails that meet the 2015 IRC. 8. An exhaust fan is required in the sauna room of the Master Bath. 9. .Is there a door on the Master Bath shower that would swing into the window near it? If so,the window needs to be tempered. l 0. 2015 UPC 504.6, now requires a Vacuum Relief Device installed to the Manufacturer's instructions on all water heaters, in addition to the Temperature and Pressure relief valves. - ---- 1. The Ultimate Wind speed for Anacortes is 115 mph and the Seismic Zone is Dl. Please use this in your calculations and for the nailing pattern of the roof sheathing. 12. Please choose from the required Energy Credits in the 2015 Washington State Energy Code(WSEC), and list in detail on the plans what credits are to be taken and how they will be accomplished, per the Code. Please contact me if you have any questions about these notes. Public Works and Planning reviews are separate plan reviews; any corrections resulting from these reviews will be sent to you separately; and, any issues arising from those reviews will need to be address before the permit can be issued. Sincerely, Groc Fyrrce Building Inspector City of Anacortes 360-293-1901 ANACORTES PUBLIC WORKS DEPARTMENT Steven Lange, Project Manager co P.O. BOX 547,ANACORTES,WA 98221 PH(360)293-1920 rAgit.FAi E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 Memo Date: February 27, 2017 To: Paul Ingalls, Plans Examiner ____ __,,:e.),..e,e From: Steven Lange Subject: Site Plan Review#1 for 220810tr'Street cc: Eric Shjarback, Jim Baldwin The submitted site plan for 2208 10' Street was reviewed by the Public Works Engineering Department on February 27, 2017 • 02-23-17: Submittal to Public Works Engineering • 02-27-17: Public Works review and memo back to Building Department The following comments are provided: • Site Plan is incomplete. Use the checklist provided in the SPSWP to ensure all necessary items are shown on the site plan. • The site plan should reflect the Small Parcel Storm Water Plan. Additional comments can be found on the reviewed site plan and submitted Small Parcel Storm Water Plan. • Underground Franchised Utilities should use the trenchless method. No open cutting of the street. • All work within the Public Right-of-Way will require a Right-of-Way Permit. • Provided for the applicants convenience and use as part of the Small Parcel Storm Water Plan: • Erosion Control Notes for Residential Construction • WSDOT Standard Detail I-30.15-02 • WSDOT Standard Detail 1-40.20-00 • WSDOT Standard Detail 1-50.20-01 • WSDOT Standard Detail 1-80.10-02 ,$P 1F.l t `, < • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation • Equipment • Capital Projects • Development Services I W�, APPENDIX D —SMALL PARCEL STORM WATER PLAN JULY 2011 City of Anacortes Public Works Department\Building Department Small Parcel Storm Water Plan Section 13.36.100 Chapter 13.36 Drainage Requirements and Regulations Project Name: New Residence (New SFR) Owner: Tom & Pam Allen, P.O. Box 817, Anacortes WA 98221 Site Address: 2208 10th Street Parcel ID Number: P133009 Sec. 13 Twn 35 Rng 01 , W.M. Prepared By: Seth Allen, Allen Design & Drafting P.O. Box 732, Everson WA 98247 (360) 483-8530 allen.design.drafting@gmail.com 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. APPENDIX D: SD-02 lily � LST - 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. • Draw the plan to a standard Engineering Scale [1 n=10, 1 n=20"etc] El Include the owners name, the parcel ID number, site address, and north arrow. E Show the lot dimensions, and the adjoining street names. Show the location of the existing curb, gutter and sidewalk and the proposed driveway. C Show the location of the required rock construction entrance. E Show all easements, and critical areas such as streams, wetlands and steep slopes. ❑ Show the location, dimensions, and distance to properly line of all existing and proposed structures, including drain fields, septic tanks and wells. ❑ 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], ❑ Show the proposed soil stockpile area. ❑ 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. o 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. io Show the connection to the sanitary sewer and the water service connection. • Show the distance from the front of the building to the nearest fire hydrant. Single Family and Duplex Public Works Submittal Requirements APPENDIX D —SMALL PARCEL STORM WATER PLAN JULY 2011 1. SPSP No. 1 -- Construction Access Route. a. Construction vehicle access shall be limited to one route, unless approved by the official. The construction vehicle access shall be located at the Southeast corner of the property adjacent to 10th Street(as shown on site plan). 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 satisfaction of the official. l 4194• �' A gravel construction road shall be installed where the proposed concrete 1V2- ' -( ' "-"r`u driveway is shown on the site plan. It shall be constructed of min. 4" rt"f' - rx "Qr1 quarry spalls. The contractor shall designate a point of contact for the l T erilaGS 11.4 COA regarding all onsite storm water issues. A daily log shall be kept 1.061% * noting effectiveness of mud& dirt removal. ': 'r.' °' C. If conditions are such that an insufficient amount of material is removed FFirrote LeN.4' ir 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. Contractor shall coordinate alternative methods with COA should the construction road be found to not be an effective removal system. 'F h+ c- A"P b s' tir -+-T gi-AD kU. PU. r•14,76 cad ..-r Tk F•l .-s ' ez Dom' 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. A daily log shall be kept noting condition of the construction road. Contractor shall note whether there is a small/medium/large amount of material flowing into the public right of way. Contractor shall coordinate with COA entrance maintenance or additional seditment-trapping measures if required. T 4. 1 tug 15e rn Of-i t +r-erg Cpi1L1, +kPP P+a-lara # xbt w►-- 'Be.' T ,1 'r +2,-.4` ! - fc' S i i f I-J v-AtiLtt L f-A. +-4]fflq V• di Sediment tracked onto the public roadways shall be cleaned on at least a daily basis. A daily log shall be kept recording that sediment tracked into the public roadways has been scraped, swept, removed, etc. back to private property. Soils/materials stockpiles shall be covered with visqueen or other materials/methods to prevent erosion. r'1 ks-10zx r xS '1w2 c+c L n.s sisicET +..s r+..0 Eke P 4+rr rn+444"-liast4 1‘4a u tfr...s .1 e3 t USED lb e-cht.LtZer 5eVirr -a. i 5 brae uv Be t_ awa -R.r e_e APPENDIX D: SD-02 41. - APPENDIX D - SMALL PARCEL STORM WATER PLAN 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. During construction activities uncovered soils shall have straw applied. A silt fence shall be installed along the north side of the property before the storm water Swale down slake. A + moo '. Li. 54ziL lug{- $+ E] i ..a 17/1"" 24r 42'14 7• 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. The existing grade is largely similar to the adjacent properties to the east and the west. The property slopes to the north which is where silt fencing is located on the site plan. - si440,4_ 1 titah.5. DtS-h.10--1&c4- 1:04, L — b 1€ 44.5 1 r -' 7 ea,IL)ebL_ a ta-11'4w1 M PL- E 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. See answer above. glaTiLL4 `iio f i' -64,w— t';H W10 b. Drainage conveyance shall be provided 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 `' '`''"''LL lines and/or construction of drainage swales, curtain drains or perforated 11-I -1L- pipe and connecting to the public storm conveyance system. See attached `Small diameter residential HDPE storm water outfall'plans provide by the COA. Hardsurfaces shall be of pervious type and allow infil[rktion to native soil, P, r o cfatr-t•LL p s 4-1- ti F rUE. u Lk- li-kFt C t -TI , F./gaup -'TD FrAt.N.StX1. C'x 'fir% ` xL • c. Verification shall be provided to the city engineer that the as-built detention/retention facility is in compliance with the project requirements. Not applicable. APPENDIX D: SD-02 APPENDIX D — SMALL PARCEL STORM WATER PLAN JULY 2011 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. See attached `Small diameter residential HDPE stormwater outfall'plans provide by the COA. Hardsurfaces shall be of pervlous type arid allow infiitr fiQn to native soil — x. %411 re.e._111 Wi u. C A v 1 ear. 1 S1/41S [kerwrl +itD DaLEL-1162, Irks hk r Dk . '£ + 'a+r ier-s t 11 ._1 ti +Pen- 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. See answer to item 3 above. k -FraLLL L-T c --4 'De5 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 function. The contractor shall maintain a daily inspection log noting condition of soils stockpile cover, disturbed soil cover(straw) & silt fence conditions. The log shall be fumished+Jpon repr ired.• ••l.he COA. A.+-i e_ce? m,�." p . TtirC !s:.a_.6L. : ; -nrel T 19 r a »- rx' 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. Contractor shall coordinate with the COA should additional means and methods be required. 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) Not applicable. `t` T LP- -rm Stn l �Q1 r -r, .rs APPENDIX D: SD-02 ' �"'� _ a .--! �ProJeciln#ormation sibo,"� LIT 6C1:1 u Li— 131E �' �Eo.wco,_...„„..7, --.2\ t _ �mdd t - - House lnbrmollw, ..._....4.H }mane reil "" b Y - �� WEST GRADING SOUTH GRADING• °`°'''' - - .. - .�..... LI x.w_�x•.r-o• e�xs�xr.r-o• Ir _ _ ALLEN � - - I_: - 5a.meFsok9rs anv�Y[v.. --� Y y^�\'f4 I f51 Ii ® Fowl 1.4 , 3E .I' PVME�i of Shaal r,dax +_ +, = Y m...ce... .ecczWP ��cu2 _ " LnwlP c .----- 1•—_----. 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'6-I�rrClL 1J-' 56=x--Q :b.l`J f'C.NING INFORMATION: O Z 'T"�'"�`°"""""�CNOi'"'"� �`-�•----= SCALED CROSS SECTION Q oca.E s• a wro ,sFvrafrM :¢apxoeruxo,roewm Z ,mom¢, 41.17•Werl kit. 000 •rwa>•w` m ¢ I JlY N:u1F1YE-srvs _oau coo...M.txnk N- -um au¢ .tom Y • rA�� y�.. , , �m RaEn.L •wePeYoi[aMCls•Si JUI __y Asnrc:.,tm.E I I " 3� ' i ce—' .' 'rrr '''' F.LIMI.H 31.193 1.2.3 xicxv.�u • ,�- l t - ,y S I1 I�` �l,m, ` -.�,-,,, I +�i ds+ aav P�wwmM \ • v i s 1 \ �� + i,• l 1 1 fFS J.i I�,F +•�� C� _J- �r '� '• 7�� �--�aM1�F:,tt.a^N � � ` GiY Aa„c,acn on, ) ; _ soE ,��'- f - i�z, 1 - .. . GR,Y[7Nc oLI.wI1fE5: -G '\-- - \-1 ti c-� S'n4:oo.0 r•-_-I1 ▪ -a x w tG, im wa • III\ \ - - %" G RAGE d ,�..,.` % illy o-, ,y� o IF l ya'`\GI. //%i"�/I'. 17' h_ g�' w¢ '°� � �5 l J Icy • / `p,,1s1011:aeeu Ea .11 \, \\}\ '- .:\' zd.v o4 .� _ •,� ' Mrta. �vao �� g m-s - ti R - ¢myya 'I,t _ 1 /!/// .�i Ix/i am jig n'f � \ y.-. s • r{ 1 PROPOSED " "��" Asy.. I I: "�r kF€�� \ \ 4 1 HOME 1 �I! I I`9': fag snnr:�¢ �P5..l AP4 r, `'•• -,' aw• ''' -& ... 3 `'- a IWilftimi • Y,.f aaa} \ I 1{ l` � I .tea rao3P ', I 'Y e,; 1- I wuSL•[¢IXY: v.a' r. A4�L,Y. 1 - I J .. a j�/; /'f/r „▪t i' . 'rt. �. �l ; ,wrn,'m.,sm„zsna - • _ 1 Not• " 1 1 A�1"E-I 6058' tt •-a em HOUSE TO HAVE P9tIMEr{x PfRF 611GHf uK.I II G4 II' IC FE J $ I '.:, ' " +.�; AROPO SMAu.OwMErER RE1DE SA HDPESFORAM..IEP ovv.LL 51YJ9ti TEMPORARY Peas Space FIE smincwI:EDMCC . j...NO cousin dA:,.L4*.kit 1.1 ,iVb LNmfPCd„pl .,< -:. IA�FTM1%.u+I,w.�,::lIYOFPNA�.::A��r�^•��..51 I TO SECOY GYM WHISQVE' TO ARFB.T¢C4C1N, A!l N au SITE PLAN w Jrkti.ti Ei%1} 1}L+Y,f14}t r,L,I.- -V sr�I-o.r.u> ALL. .lSrt. -P 3Air••iP4.-Sc.•S Eit. Psmt�1 12-2Fi6 Erosion Control Notes for Residential Construction — City of Anacortes A. Erosion Control Best Management Practices shall be in place per the accepted site plan prior to any construction start. B. The erosion control shall be inspected once a day and modified to meet the surrounding conditions as needed. C. The storm drain system shall be cleaned daily (Section 7-07.3). All drainage systems shall be cleaned to the acceptance of the City of Anacortes prior to acceptance of the project. D. Stabilized construction entrances and roads shall be installed at the beginning of construction and maintained during the duration of the project. Additional measures may be required such as wash pads to ensure that all paved areas are kept clean. No mud is allowed to enter onto City streets. E. 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 immediately stabilized with the approved ESC methods (seeding, mulching, plastic covering, etc.) F. Two (2) weeks prior to the beginning of the wet season (October 1), all disturbed areas shall be reviewed to identify which ones can be seeded in preparation for the winter rains. Disturbed areas shall 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. G. Penalties for an Erosion Control violation are subject to a $300 to $1000 fine under Chapter 17.66— Penalties for Violation. Each day is considered a different violation. CONS • TRUCTED j {FTS DEPTH UQ BY EXCAVATION oyzRFLOW — Mk • z •m � tr.1111111' �1 COh18PTR CQ NATIVE MATERla4 SBM{Ef,♦?-TRAP BpT70M �ILC'R RrWSANNosNST IXCAVAr14N 'L5 WURRRY SFALLS '1a TN OF ECTION9D31sjPEG[rto ATIPpN 1C U DEPTH 3Fq"-11/2^ PORNOMSE AGGREGATE FOR y�- 240. SEE STANQAR�pS CONCRETE • y�SECTION 9.03.1[4) PROVIDE GEpTEXTILE FORS E}CiSTihfG RO,R1r SER x �/ ECTIOAaf STANDARD SPECIFICATIC �dN' ^`i: r � r l/ l f 17 MIN, SECTION -`�� y� _ . // /f/rij i Rlt.} 1 A • /j �r/.7"7"15-4'11'°'+ f I as AS REQUIRED-joT/';/72/(LFT):/:(F7)/M7/IN//.4,,,::.crE0,3JA: lc) . h'IAY66 REDUCE �`kop. S ER RO SSAL F C •}`SEESITESVN7]1SS HAN E 0 O1lON g.03.9(yj A3ION 7'FT • 6F`P45E4ACRE O�>H MIN. `�� • Oh ■fre- ' f 1'[rryoEaPp�S ��' , i/oPl..10E CONSrR ,TlO '1LING 111111111:: ROAD py TO THE C N GEOTEXrII�FORSOLII POND OR AS pl RO ONST E4GE OF THE EXIST!]NO PRoWD�E F6®fnh DISONVEYANOTO S7'ABILIZEp RECTEp BY THE E1v61NEEREN-IRANCE INGRESS r 'LQTH OF L^i;VEL SPRE p dR 15'(�MINIMUM AREA } IL ■ Q i!!� p'Q�n •ilk'd t1�. SYq$1 'Or�j�`Rlc VIEW . '� J�f ��+I OVERFLONIC sraaluzso STABILIZED CONSTRUCTION ENTRANCE f \\\ HaNNEL CONSjRUCTiON NTRA(VCE S OF ETANDAR08PECSFf is smSECTIObg E''E. REpgF�,rTS i S RITS LLS OF QUARRY } f PAI�T(gL PLAN VIEW OF BERpg • ` SETTLING POND SNOWN LARGER FOR C X 3 L COAR6E COMEPOST I LARI V ti� . J s'•Q" • I MfiV, J BERM OR PARTIAL NT, GROUND LINE '•.::1' fY�pg��^uETi11Nt3 QEP7H 1 3 _ COWL ESCCgWAT10N 1., .X �i+.. .: '-dub Fy1MBf7 SiTflRgb���_ ':;s{''.rv�' a.'_,»rn..,....,. P'0 iy.qi°y�.>y,ti,ry7i,CydY.,,..•r ' tp::.x �sr.3,"-{Sy: ;:'�n,�;.'y; 7 'K_`1''g°FOR SLOP /�JJ ��4 '?�l"�rnsV'�: - 'uit`r X 1_s^FOR SLOPES SAT V OR F ALAI :1V !(31�t, A5aiA5T�eD EPER THAN6 . , 1M1W eZ3116 IANDSCAPEORCWEp1' NOTE LONGI TYP1C uD°E _.pr 7UbINJ9L SECTION AL SECTION WN :.,.cJ . PLACE GEOT COMPOST @E NDENSS N0.1422 CONTINUOUS 1IX.ATly RNQER THE SPILLWAY AND sips SLOPES.P R�II DETAIL 0_21-17 F-NTHEGRaVE TEMPORARY� wpasr�saeK EROSION COLLANE0(iS TEMPORARY I xQ0 AND 771. NATIVE IEAR rN CONTROL DET/4�L� !2Y SEDIMENT TRAP °�MAT!RIAL STANDARD PLAN 0-0 SHESr1OF 10-02 APPROV 15NEET Veretav,"�-`ari�FOR PUBB pATION Jw L'ZOlfi 2;?$AM era SAiE06BUN6V4Y 11'a.hlnpbn Slat.D. PaM.nl 0 T,VmpoMaNua POST r SEE STD. NOTES SPEC.0.01.3(9)A • 1. Install the ends of The silt fence to point slightly upsicpe to prevent .1 sediment from flowing around the ends of the fence. E .gip{+ �y 2. Perform maintenance in accordance with Standard Specifications E ♦+:+��1♦ A'� FASTEN GEOTFXTILE TO E-D1.3(9)A and 8-Si.3(15). 44♦ =� POST EVERY 6"(IN.)O.C. • ,4+��,4`�4�+ ,T,' 3. Splices shall never be placed In low spots or sump tacatIone.If g OECTFm-E 4♦{4+:♦ i«V - splices are located In low Or sump areas,the fence may need to be p A4,444�4 `` reinstalled unless the Project Engineer approvee the Installation. q eACKFILLED& n. +444:+4 �•p 4. Install silt fencing parallel to mapped contour linos. COMPACTED A4.{ 44. 1s - NATIVESOIL 4i,`y40+ N ry • • -.-- ♦14♦44�A+ 444 h 10 SELF-LOCIONG TIE-NYLON 6/6(MIN.GRADE), FLOW , ; 4♦4.1++/.14 + ;+:L 120 MIN.TENSILE STRENGTH,UV STABILIZED W. •q` .` ``.. --144.4{{Y414 +♦♦'' 'i i SEa NOTE 1 ;*:.Nt:::}VA:0..kr,:;;... :.....,F4t:4:i:Nria . Q .,.. a'j / • BURY GEOTEXTILE l I -ice /f*I /' IN TRENCH S 'r.� '''/ jI / /. i / „,...,--1" -/. �o /" a P .t;� �.' NOTE ti g®�3 ;.;;, dff:x__`ra_: �II I: :' DURING EXCAVATION,MINIMIZE DISTURBING THE GROUND •-r.?..:�:, V AROUND TRENCH AS MUGH AS IS FEASIBLE,AND SMOOTH - `-..• `.f..... ' OEOTE))STILE FOR SILTFENCE-SEE STANDARD SURFACE FOLLOWING EXCAVATION TO AVOID CONCENT- Gp `"-1� ' SPECIFICATION SECTION , RATING FLOWS.COMPACTION MUST BE ADEQUATE TO .�� BGS.2(1),TABLE B PREVENT UNDERCUTTING FLOWS. - • 4T- ' • POST TYPICAL INSTALLATION DETAIL WOOD OR STEEL ■ (TYPICAL) (s1EEL POSTS SHOWN) .,� ly i ��,1%', �c�g - STATE OF 'ems 1i�6 , S-` FASTEN TO POSTf��ttt WASHINGTON r �2-n pAg EVERY S.O.0 ire(e1/944__.:7_ ���])�� REGISTERED r r _U_`-• .'-� .I �n ,n7(.s �fa LANbsCAPE ARCHnECT A / 1' 6 ANDRA L.SALISBURY _.�-�^i, J -/. • CERTIFTCATS NO.000866 �• .-- FABRIC(eEnTEXT'1L. krrme ttmptwlax.r••'•'•'�-`-•,•.rocu- (T1'pICA}f, 41IPrAa . xarreururam .1.40.un1re Inelairwu 4sorr.c�rnr�e xorrumnx w:azirmrar.AorM�ireeoQri4rs¢r / .40;' TYPICAL SILT FENCE, SE NOTE 1 WITHOUT BACKUP SUPPORT ISOMETRIC SILT FENCE (STEEL POSTS SHOWN) STANDARD PLAN 1.30.15.02 . SPLICED FENCE SECTIONS SHALL BE CLOSE ENOUGHSHEET 1 OF 1 SHEET TOGETHER TO PREVENT SILT LADEN WATER FROM APPROVED FOR FUBUCATION ESCAPING THROUGH THE FENCE AT THE OVERLAP. .• - Pasco Bakatich ill 3/27Jf3 SPLICE DETAIL &TATE DEODEIN +SS D oATE • -. (WOOD POSTS SHOWN) T"wvchlnm=n slm.D.ponm.nl.rrm.rp.eollon GENERAL NOTES Standard 9. Check Dams shall meet the requirements of S s-ris Specifications 8 0 i 34ff)and 9 14 5t41 010DEC�RAQABLE MATERIAL aO0E OABLE MATERIAL- of the Check Dam a 3" N-T SE TED .-.SEE NOARo BPECIFtCATIDN epeciFICAroN d ends MAXo-E SiST ITYP.} SPADE CHECK Dn1b5 SO THAT a 44 a(a)( 2. In channels install the sloped spillway to ensure water POINTS"A"AND^B-ARE A7 minimum of 8"higher THE SAME ELEVATION g-MINIMUM O�METER flows over the darn and not around it. .2°x Rd"UN-TREATED r^ C ') Standard WOODEN STAKE tT'P,) ( ) r-sFILLwAY �i� ---- ---µ w W- - 3. Perform maintenance in accordance with n n�^ iftl f A Fso F awLlrlE SpecfticaBonBg1.3t16}, Standard 5 MIN. u 4. Remove Check Dams in arzordance with o V ° z r MIN. Aii: Specification 8 O'9 3(1$) z W P n _—Tr(TYP.) � CHANNEL • i'tROFtLE-SECTIS3N J i BIOOEGFtl1QABLECHECK DAM • NOTE i. giodegradable Check Dams may need additional or TYPICAL CHANNELSECTION modified staling to Pravent undermining or&Pouting- BIODEGNADABLE CHECK DAM -SIDE PROTECTION 6FILLWA'r - -'.H• f i 6" M(3µ.gtOOEGRSAABiE CHECfCCAM S`- ti 8.MIN.- NOTES 1. Non-BiodegradabledMa Manufactured flan 9 4a5i4 shall be ICheck DM devices nstalled oved EXISTING for use under Standard in accord- ELEVATION EFF`C-GYRV VARIESDAM NOSED per manufacturer's nCOm endypn 8 a shall perform STATE of ON no L'w ante with Standard Specification �� It be placed outside of the dear zone or wASH�o�I'a f LEyA FtE7N 2. Rock Check Dams shall PluwosSTAT of rEcr behind traffic banter. Rack Check Dams usad as Q N--- L••SeNsbu ABLE MATERIAL_- 3. 5e ensure adequatentrola damming to beplastic that SAtandr L.SALISBURY -- NON-STAN CAD enhanced with P r tss ND.c5o EFFECTIVE HEIGHT E s'rpNDAit4 BpE�IF1CAT10N ssdlmertt cDnlrDl mi of Standard&paeiffcatlon 8"74.Sf'�1 Juror 8,2013 BUR vAR!s RASED srarwAY araa[a)B lM') meets 5ha that muirear>s atextde uitemerlts of Standard DATE: oN FLOW or fabric meets the ge 44,n ,HAS� E "P .21 Table 6. acrma.,cn.,�,rcma�....uwmar earn A POINTS"A* Specification [)� ., , .F a p°'"r SPACE CHECK DAMS SO THAT Sp]LL.WA'r u-*ra"w«s'va q�t ARE THE SAME ELEVATION 8'A11N. �'d'- ter;,� CHECK DAMS ON A.-_._.- .awe x� iM , y FLOWLINE CHANNELS �. STANDARD PLAN 1-50.20-0i _ SHEET'1 DF T SHEET APPROVED FOR PUBLICATION EXTENDED SECTION PaSC:BkDaS 61i0leb W a,t13 gyi2 PR9lp15�IH� W Mib1^ DiD^�^wn al hmsycaft`t. Wi NON-BIODEGRADABLE CHECK DAM (3) STREET STANDARDS JULY 2011 1. Cold mix asphalt is used as the temporary asphalt surface layer. 2, A Performance Bond is provided to the City of Anacortes that is the cost of repair (See AMC 12.08) x 150%. 3. The Contractor is responsible for all maintenance and repair during this period. STR-27 CITY-OWNED UNDERGROUND CONDUIT AND VAULT REQUIREMENTS The contactor must obtain a Right-of-Way Permit to install underground conduit in the right-of-way. See AMC Chapter 12.08—Street Excavation Permit Requirement Install 18-30 inches deep withinand parallel to the right-of-way. 4-inch diameter solid wall polyvinyl chloride (PVC) pipe conduit conforming to ASTM D 3034 SDR 35, installation under roads and high-traffic locations, i.e., parking lots, require Schedule 80 PVC pipe. Maximum 500 feet long conduit between junction boxes/vaults. Joints must conform to ASTM D 3212 using elastomeric gaskets conforming to ASTM F 477. Conduit ends terminate at Type ll junction boxes conforming to WSDOT Standard Plans J-11a. or other approved underground vault equivalent to 466-TA Splicing Vault (Utility Vault Co. (800) 839-3500) with inside dimensions of 3'-5"W X 5-5"L X 5'-1%"D. The contractor must submit conduit and vault as-built drawings showing the right-of-way and property corners, offset dimensions, depth of installation, conduit diameter, and size and type of junction box/vault. Mark conduit with detectable orange colored marking tape or wire prominently labeled "Caution Telephone CATV." STR-28 PROPERTY ACCESS STR-28.1 Driveways Driveway Standards Measured Curb to Curb Minimum to Property Line 8 feet Minimum Between Driveways 30 feet Minimum Tangent Curb Length to{ 50 feet Intersection *Maximum Width at Street 20 feet 30 feet __ Residential 4-Commercial Right Turn Only at Signalized Intersections eet 125 feet Arterials Collectors Right-In-Right-Out Only When Safety Warrants * Driveway cuts in sidewalk required ** Unless topography or traffic volumes require wider. CHAPTER 3 STR-15 ANACORTES PUBLIC WORKS DEPARTMENT At> Steven Lange, Project Manager P.O. BOX 547,ANACORTES,WA 98221 PH(360)293-1920 0,111,0slg. E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 Memo Date: March 17, 2017 To: Paul Ingalls, Plans Examiner From: Steven Lange Subject: Site Plan Review#2 for 2208 10th Street cc: Eric Shjarback, Jim Baldwin The submitted site plan for 2208 10th Street was reviewed by the Public Works Engineering Department on February 27, 2017 • 02-23-17: Submittal to Public Works Engineering • 02-27-17: Public Works review and memo back to Building Department • 03-16-17: Submittal to Public Works Engineering via email. • 03-17-17: Public Works review and memo back to Building Department The following comments are provided: • The Small Parcel Storm Water Plan and site plan have been accepted by the Public Works Engineering Department. The Building Permit can be issued when ready. • �1F4 �G • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation•Equipment • Capital Projects • Development Services 4.pw ` APPENDIX D—SMALL PARCEL STORM WATER PLAN JULY 2011 City of Anacortes Public Works Department\Building Department Small Parcel Storm Water Plan Section 13.36.100 Chapter 13.36 Drainage Requirements and Regulations Project Name: New Residence (New SFR) Owner: Tom & Pam Allen, P.O. Box 817, Anacortes WA 98221 Site Address: 2208 10th Street Parcel ID Number: P133009 Sec. 13 Twn 35 Rng 01 , W.M. Prepared By: Seth Allen, Allen Design & Drafting P.O. Box 732, Everson WA 98247 (360) 483-8530 allen.design.drafting@gmail.com 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. APPENDIX D: SD-02 TEMP.VISUAL BARRIER 1/ UTILITY TRENCHING f/ DESIGN EXCAVATION EQUIPMENT CITY WATER&SEWER R NATURAL GAS NATIVE SHRUBS&VEGETATION BEGIN ELECTRICAL,TELECOM /v FIRE HYDRANT LOC. F Q TOP OF SLOPE AND CONTINUE TO TOE &CABLE ±200'LE Q CORNER Ti s.o0' 200' OF t OTH&D AVE 0111;41 TEMP.SILT FENCING J 1.u7 OM -Soso' a0.ab. _2p,0p' „ow f ] .Ri ao,PER ATTACHED D11. o co N Ol°3'41"E-5'-- / - '_1;� REPV+CE IX. -4.00' EXISTING HOME w - -- w16"d CONC. G o q -Lsa'X 0 'JQ� .`�;. SIDEWALK '1- - ,__ NO1°42'i0"E-130.65' _,n� r- -- ----,---'-am'-o��-- '- ' A L L E N � 5� \ X-4.tb'� 9 SIDE DESIGN&DRAFTING '''"],.1'",:"''''rT \\IP \ 1 f. DECK _ � e:j i i 1 SETH M.ALEN pv � -'`PRS/t4U5'.; I aw.+eaasx +' .y\ m vl I� CRET�'E;•L ?d• 'ASPHALT mena�IDr�tl,olWWomoucom EI p-f x 1. '�A•.: L, tn�b�Ild nC tlni °' , EE _,gEP�.�, '1 "`^` I APPROX.24'x20' nonwa4nW yard not {iS`' ' -,'-_A CONSTRUCTION da.col e rrr wad '''.6'...b • . ''G D l I Io�rYTtN IKeo-rFVI -..A...; --�,',` \\ /1 r 1 - E I I l 1;+I I 3' ENTRANCE PER �,. :=yL<:"•�y, O i xv.cau WSDOT DETAL ni RePS+i1NJ7r5'dlhe PROPOSED 8 r,,,, rti1c.-ram - 1-80.10-02 [1 rti`l'.:.. ` �} a o .,ea. \ / ". c+orra erax or anv O �; . r\`. O, HOME 4''' :. .,4 =1.A P.coda relclm ehan from the doled set of v m� J•.&.;:.%P m'I tor-ImY�° - z 9° 2 f'pp' '. `}� POST CORNER z 'Q ' FINAL DRIVEWAY a m S t E� f ,�.. :? WIDTH ZO'MAX. pyeeanaacarsnallnorbe 0 p� '.� 1 ; \—/ a. �pe�au and eau Pm I�r e� Ell ` ; , O' I Inslalletl coRec}lyper 0(2 * manofoc-firers speyNiVoHons. 0 �__�— CO r -5.7d07 i -a.D, :CS.i f LPROJECT: 0 N 01°53'41'E-160.58' •IX is LI A. `o New Residence EXISTING DITCH© DISCHARGE g'UP SLOPE SIDE I TOE OF SLOPE OF EXISTING DITCH HOME UNDER CONSTRUCT/ON SILT(STRAW WADDLES) PARCEL 8 HOUSE TO HAVE PERIMETER PERE&TIGHT LINES WHICH FLOW TO THE IN SWALE.WSDOT DETAIL P133009 PROPOSED SMALL DIAMETER RESIDENTIAL HDPE STORMWATER OUTFALL SYSTEM. 1 1-50.20-0 1 ADDRESS: SEE INCLUDED PACKAGE OF ISLAND COUNTY 8.5x1 I PLANS,SHTS.1-4 2%SIDE SLOPE ON SIDEWALK TO HOUSE TEMPORARY SOILS STOCK PILE, 2208 l Oth Street (APPROVED f/USE BY CITY OF ANACORTES PUBUC WORKS) ff COLLECTION BY PERF PIPE IF NEEDED TO BE COVERED w/VISOUEEN Anacorfes,r LINEAR DRIVEWAY DRAIN TIED TO TO PREVENT EROSION, 98221 PERVIOUS MATERIALS NOTES: HOUSE TIGHT LINE,SLOPE DOWN LOCATION TBD. 1. Pg.15 of 2013 WSU'Rain Garden Handbook for Western Washington' FROM GARAGE FACE SILT FENCE @ STOCK PILE PROJECT No.: 2olve-si describes infiltration testing procedures which specifiy DESIGN EY, SW a 2 foot depth consideration into exsting sots. wsrnnIS DRAWING IS RD'RO➢ucEC Al OEIGINA[MALE Pg.17 specifies a minimum infiltration rote of 0.1-0.25 inches per hour. lHis BAR-1 NCH STORMWATER SITE PLAN 2. Existing soil types and test hole logs for the site are found on N 1 INCH Pgs.4&23-26 of the FINAL-Geotechnical Engineering Report SCALE ,• 1' = 20' NO. REVISION/1551)E PATE: prepared by Mato-finis Testing&Consul ling,Inc SITE INFORMATION: m starmn.ce:su= 03-15a7 on June 8,2015. Address :2208 10th Street,Anacorfes WA For TP-1 thnl TP-4 the existing soils are identified as Silty Sand with Grovel, Parcel# :P133009 Course Grained soils&loose to medium dense through a depth of 2 feet. Legol :Lot C,BLA-2015-0008 I AFN4#20150E1310104 i 3. Pg.1 of the 2008'USDA Natural Resources Conservation Service Soil Quality Indicators' Lot Size :10,938(TO PR) Stormwater Site describes steady infiltration rates of>0.8 for Sands&0.2-0.4 for Looms soil classification types. Owner :To AI(en 03-15-17 P.O.Box 817 Anacorfes.WA I 4. Rased on notes 1-3 above The existing site soils will work for infilihotion98221 1 Ana of only the proposed pervious materials. APPENDIX D —SMALL PARCEL STORM WATER PLAN 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: APPENDIX D: SD-02 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. id/Draw the plan to a standard Engineering Scale[1"=10', 1"=20"etc.] 4 Include the owners name,the parcel ID number, site address,and north arrow. N how the lot dimensions, and the adjoining street names. r/ Show the Ipcation of the existing curb,gutter and sidewalk and the proposed `driveway. VI Show the location of the required rock construction entrance. Show all easements, and critical areas such as streams,wetlands and steep lopes.. • 01 Show the location, dimensions, anddistance to properly line of all existing and / proposed structures, including drain fields, septic tanks and wells. IM 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], d/Show the proposed soil stockpile area. tV Explain how runoff from exposed soil will be handled during construction. o Example:silt fence, catch basin inserts, straw wattles, and diversion swabs, covering exposed soil with plastic. / o Show the location and type of proposed erosion control measures. '93 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. 'RC,Show the connection to the sanitary sewer and the water service connection. "Pi Show the distance from the front of the building to the nearest fire hydrant • • Single Family and Duplex Public Works Submittal Requirements APPENDIX D —SMALL PARCEL STORM WATER PLAN JULY 2011 1. SPSP No. 1 -- Construction Access Route. a. Construction vehicle access shall be limited to one route, unless approved by the official. The construction vehicle access shall be located at the Southeast corner of the property adjacent to 10m Street(as shown on site plan). 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 satisfaction of the official. A gravel construction road shall be installed where the proposed concrete driveway is shown on the site plan. It shall be constructed of min. 4" quarry spalls. The contractor shall designate a point of contact for the COA regarding all onsite storm water issues. A daily log shall be kept noting effectiveness of mud& dirt removal. It is anticipated that the quarry spalls will remove mud& sediment. If not, vehicles will be required to wash mud and debris onsite before leaving site. 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. Contractor shall coordinate alternative methods with COA should the construction road be found to not be an effective removal system. If necessary, a sediment pond will be constructed at the NW corner of the property, per WSDOT standard detail 1-80.10-02. 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. A daily log shall be kept noting condition of the construction road. Contractor shall note whether there is a small/medium/large amount of material flowing into the public right of way. Contractor shall coordinate with COA entrance maintenance or additional seditment-trapping measures if required. This BMP will be monitored daily. Appropriate measures will be taken to ensure access is in working condition. APPENDIX D: SD-02 APPENDIX D —SMALL PARCEL STORM WATER PLAN JULY 2011 e. Sediment tracked onto the public roadways shall be cleaned on at least a daily basis. A daily log shall be kept recording that sediment tracked into the public roadways has been scraped, swept, removed, etc. back to private property. Soils/materials stockpiles shall be covered with visqueen or other materials/methods to prevent erosion. Any material that is tracked into the street will be swept up immediately. The use of straw waddle check dams will be used to collect sediment. The BMP will be cleaned and replaced as needed. 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. During construction activities uncovered soils shall have straw applied. All exposed soils will be covered in straw within 24 hour. Silt fences shall be installed per the site plan. 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. 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. The onsite private drain lines and pervious surfaces described below shall convey storm water runoff away from adjacent properties. APPENDIX D: SD-02 APPENDIX D— SMALL PARCEL STORM WATER PLAN JULY 2011 b. Drainage conveyance shall be provided 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. Roof runoff will be collected and hard piped to HDPE storm water outlet! system which discharges on the high side of the storm water ditch at the toe of the slope at the railroad tracks. Water landing on pervious surfaces shall be infiltrated into existing soils underneath those areas. Sloping of surfaces, linear drains &proximity to perimeter pert. Pipe 0 foundation shall provide additional capacity as required for pervious materials. c. Verification shall be provided to the city engineer that the as-built detention/retention facility is in compliance with the project requirements. There are no detention facilities downstream. 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. See attached `Small diameter residential HDPE storm water outfall'plans provide by the COA. All hardsurfaces will be directed to the onsite drainage system and directed over the bank and discharged at the railroad track, uphill. 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. Property will install silt fence on 3 sides of the property as shown on site plan. An approx. 36"strip of existing grass shall be retained on the west property line during construction. The temporary soils stock pile shall have silt fencing as shown on site plan. The west property lines shall have high visibility markings to ensure equipment used on site does not encroach upon adjacent properties. Straw waddles shall be installed in existing right of way swale per site plan. APPENDIX D: SD-02 APPENDIX D—SMALL PARCEL STORM WATER PLAN JULY 2011 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 function. The contractor shall maintain a daily inspection log noting condition of soils stockpile cover, disturbed soil cover(straw) & silt fence conditions. The log shall be furnished weekly to the COA. Any corrections will be done at the time of the finding of deficiency. 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. Contractor shall coordinate with the COA should additional means and methods be required. 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) Project will conform to the small parcel storm water plan so lam not required to obtain a performance bond. APPENDIX D: SD-02 } Erosion Control Notes for Residential Construction—City of Anacortes A. Erosion Control Best Management Practices shall be In place per the accepted site plan prior to any construction start. B. The erosion control shall be inspected once a day and modified to meet the surrounding conditions as needed, C. The,storm drain system shall be cleaned daily(Section 7-07.3).All drainage systems shall be cleaned to the acceptance of the City of Anacortes prior to acceptance of the project. D. Stabilized construction entrances and roads shall be installed at the beginning of construction and maintained during the duration of the project.Additional measures may. be required such as wash pads to ensure that all paved areas are kept clean. No mud is allowed to enter onto City streets. E. 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 immediately stabilized with the approved ESC methods (seeding, Mulching, plastic covering, etc.) F. Two (2)weeks prior to the beginning of the wet season (October 1), all disturbed areas shall be reviewed to Identify which ones can be seeded in preparation for the winter rains. 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AS DEVELOPED BY ISLAND CQUNTY PUBLIC WORKS COLLECTION THE INTENT OF THESE PLANS FOR ISLAND COUNTS SMALL s DRAIN PIPE /// DIAMETER HDPE OUTFALL IS TO PROVIDE AN ASSEMBLY o OUTFACE EXISTING TOE OF BLUFF DIAGRAM FOR THE HDPE OUTFALL PIPE AND CATCH BASINS CATCH BASIN ALIGNMENT (VARIES) AS SHOWN ON THE PLANS. SETBACK PER GEOTECHNICAL ENGINEER ISLAND COUNTY MAKES NO WARRANTY OR CLAIM AS TO THE GF. RECOMMENDATION e���O PERFORMANCE OF THIS OUTFALL SYSTEM AND ACCEPTS NO S° LIABIUTY FOR ITS USE. PERSONS SEEKING SUCH A ] 15' PIPE FLANGE 5' H MIN. IF NECESSARY PERFORMANCE WARRANTY OR CLAIM SHOULd MAKE SUCH A Imo, REQUEST TO THEIR CONTRACTOR OR MATERIALS SUPPLIER. .,:l 4" HDPE PIPE `o=IN iI FLOW— FLOW r 30 NOTES: STRUCTURAL ACKFILL ZONE itk' 1- THIS STANDARD PLAN IS INTENDED FOR ONE SINGLE _ COLLECTION (SEE SHEET 3 DIFFUSER TEE ON 10'X5'X2' ROCK FAMILY RESIDENCE WITH LESS THAN 5,000 SQUARE FEET OF DRAIN PIPE WALL ANCHOR OR IPE FLANGE (RIPRAP OR NATIVE COBBLES) PAD OR IMPERVIOUS SURFACE.1. CONTACT ISLAND COUNTY ENCASED IN A REI FORCED 6'X4'X8" PERFORATED HDPE BOX FILLED DEPARTMENT OF PUBLIC WORKS REGARDING LOCAL CONCRETE DEADM N (SEE SHEET 4) WITH 1-1/2" MINUS WASHED ROCK PERMITTING AND DESIGN/SUBMITTAL REQUIREMENTS. CONTACT (SEE SHEET 3 FOR DIFFUSER TEE DETAIL) DEPARTMENT OF FISH AND WILDLIFE FOR PERMIT REQUIREMENTS. OVERALL PLAN VIEW 2. ALL CONSTRUCTION SHALL COMPLY WITH ISLAND COUNTY NOT TO SCALE SPECIFICATIONS. 3. THE MAX, BLUFF HEIGHT FOR THIS SYSTEM IS 300 FEET. SCREEN GUTTERS/DOWNSPOUTS 4. ALL HDPE PIPE, FITTINGS, AND APPURTENANCES SHALL BE TO PREVENT LEAVES & DEBRIS PE3408 MEETING CELL CLASSIFICATION 345444C OR 345444E FROM ENTERING SYSTEM. PER ASTM D3350 TO MINIMIZE SUNLIGHT DETERIORATION. SETBACK PER 5. ALL HDPE PIPE, FITTINGS, AND FLANGE ENDS SHALL BE GEOTECHNICAL ENGINEER HEAT FUSION JOINED. HOUSE__. ... GRADE VARIES RECOMMENDATIONS 6. ALL HARDWARE SHALL BE GALVANIZED OR STAINLESS COLLECTON r, STEEL. DRAIN SYSTEM 7. ALL CONCRETE SHALL BE 2,500 PSI MINIMUM PORTLAND OUTFALL INSTALL VERTICAL CEMENT CONCRETE. CATCH BASIN BEND IE NECESSARY 8. OUTFALL PIPE SPECIFICATIONS: WALL ANCHOR OR PIPE FLANGE DIAMETER = 4 INCHES (NOMINAL DIAMETER, OD = 4.5") ENCASED IN A REINFORCED SDR = 11 CONCRETE DEADMAN MINIMUM PIPE SLOPE = 0.02 FEET/FEET (2%) (SEE SHEET 4). ABBREVIATIONS: STRUCTURAL BACKFILL ZONE (SEE SHEET 3) CB = CATCH BASIN 4" HOPE PIPE PIPE FLANGE HDPE = HIGH DENSITY POLYETHLENE PIPE FLANGE IF NECESSARY (FIELD LOCATE) OHW = ORDINARY HIGH WATER SDR = STANDARD DIMENSION RATIO DIFFUSER TEE ON 1D'X5'X2' ROCK (RIPRAP OR PUGET (PIPE WALL THICKNESS)NATIVE COBBLES) PAD OR 6'X4'X8" PERFORATED NN SOUND O.H.W. SS = STAINLESS STEEL CALL 2 DAYS HOPE BOX FILLED WITH 1-1/2" MINUS WASHED ROCK -"-' TYP = TYPICAL BEFORE YOU DIG OVERALL PROFILE VIEW ` = FEET 1 OO " 5555 NOT TO SCALE " = INCHES PRELIMINARY' SHEET 1 OF 4 SMALL DIAMETER RESIDENTIAL APPROVED STANDARD t S L xh O OFFICE OF ISM 1FJ COUNTY ENGINEER DATE ICPW-101-1 HDPE STORM WATER OUTFALL � � . APPROVED BY; UPDATED --__ 6th AND MAIN REF APPROVED 11/23/03 STANDARD PLAN r . , CCUPEVILLE, WASHINGTON 98239 CHECKED BY: DATE: SCALE FIGURE 1 -1 NOT TO SCALE DBAWN BY: DCG, INC. °ATE'06/13/2002 PIPE FLANGE g (FIELD LOCATE) ��F DIFFUSER TEE ON 10'X5'X2' ROCK /..- ,s, (RIPRAP OR NATIVE COBBLES) R% O F'S ,°c• PAD OR 10'X5'X8" PERFORATED HDPE BOX FILLED WITH 1-1/2" MINUS WASHED ROCK i I ORDINARY HIGH WATER 2 BEACH 5 I I-- NOTES: 1. CATCH BASIN SPECIFICATIONS: CONCRETE OUTFALL DIFFUSER PAD DETAIL TYPE = BURLINGTON (OR EQUAL) NOT TO SCALE TRAFFIC RATED METAL LID DIMENSIONS)DTSIDE 2. COLLECTION CATCH BASIN SCREEN SPECIFICATIONS: 1/2" MIN. DIAMETER VERTICAL METAL BARS W/1" SPACING, WELDED TO HORIZONTAL BARS AT ENDS '� DOWNSPOUT 1/2" METAL BARS DEBRIS SCREEN TO OUTFACE CATCH PREVENT LEAVES BASIN WITH STANDARD AND NEEDLES FROM 1" SPACING HOUSE GRATED LID ENTERING SYSTEM (SEE NOTES THIS SHEET) STRUCTURAL BACKFILL ZONE EXISTING GRADE (VARIES) '�- 10' MAX. —� 15' MIN. —�I (SEE SHEET 3) — 2' MIN. CO ., '. . COLLECTION DRAIN PEPE S --- - r• °` �=" _'; -.. x = F!_,:..,:; NON—SHRINK GROUT - ................. — ........ ----- 4" HOPE @ 2% MIN. SLOPE t•- =; (TYP.) REINFORCED CONCRETE DEADMAN EXTEND HDPE PIPE 6" MIN. COMPACTED (SEE DETAIL ON SHEET 4) 2' INTO CB CRUSHED ROCK. HDPE WALL ANCHOR OR PIPE FLANGE CALL 2 DAYS CB, ANCHOR BLOCK, AND STRUCTURAL BACKFILL SECTION/DETAIL BEFORE YOU DIG I—R00-4?4- 5SS NOT TO SCALE PRELIMINARY YI SHEET APPROVED BY: 2 of 4 SMALL DIAMETER RESIDENTIAL ,, OFFICE OF !SAND COUNTY ENGINEER DATE STANDARD o1-2 HDPE STORM WATER OUTFALL F L " d "~ 6th AND MAIN STREET APPROVED 91': DATE UPDATED 23/2003 STANDARD PLAN �' Y GOUPEVIIlE, WASHINGTDN 98239 G�E�R�P�: DATE: SCALE FIGURE 1 -2 NOT TO SCALE DpAWN DCC, INC. DATE 06/13/2002 025' TRENCH BACKFILL NOTES: EXISTING GRADE (TRENCHES IN LANDSCAPED AREAS) ■+— If= f >la 1. PIPE ZONE BACKFILL MATERIAL SHALL BE '�������_L— ���' CLEAN EARTH OR SANK, FREE FROM CLAY, 0.3d' TOSCII ���d I I la-- ..I 0..1 nil' [I_� ,N.PIPE ZONE EXCESS OF THAT FROZEN LUMPS, �PERMITTING REQUIRED OOTS, OR MOISTURE N ''-.'`- _`:-''' ,a;BACKRLL COMPACTION. ROCKS OR LUMPS LARGER 0.75 MI `='- -• .1-- >� ti�-'- _ PIPE ZONE THAN 3 INCHES MAXIMUM SHALL NOT BE ✓ - .w-:-__.:; BEDDING USED FOR PIPE ZONE BACKFILL. PIPE ZONE L Y Y BACKFILL SHALL BE PLACED IN LOOSE 0.25' MIM, ,'-.. LAYERS AND COMPACTED TO 90 PERCENT MAXIMUM DENSITY. DIFFUSER HOLES: ORIENT TO BEST POSITION Al-ILK FIELD CHECK, PIPE OD o (HOLES BETWEEN THE 12:00 AND 5:00 POSITION). �� _ 2. PIPE ZONE BEDDING PER WSDOT/APWA /ybP i; -- : - 9-03-12(3): ePip� x .S- o FLANGED CONNECTION AND FABRICATED -a-q•-+* v OR PRE—FABRICATED BEND IF NECESSARY. GRAVEL BACKFILL FOR PIPE ZONE BEDDING s^ W=1.5 X 'ID+1 ' HDPE MOLDED OR FABRICA I F) SHALL CONSIST OF CRUSHED, PROCESSED, a STANDARD BACKFILL OR NATURALLY OCCURRING GRANULAR o E TEE ASSAPPE)AMETER AND SDR MATERIAL. IT SHALL BE FREE FROM CROSS SECTION VARIOUS TYPES OF WOOD WASTE DR OTHER NOT TO SCALE EXTRANEOUS OR OBJECTIONABLE DETERMINE MATERIALS. IT SHALL HAVE SUCH III FlELO r,.., 2' _ STAINLESS 0.25 CHARACTERISTICS OF SIZE AND SHAPE - STEEL THAT IT WILL COMPACT AND SHALL MEET - �0 LAG SCREWS � NTQ _,��� -R 1=' =I- -'q ,GRADE THE FOLLOWING SPECIFICATIONS FOR HOLE SPACING = 1a _Q o 0 oO 1 s, IH : 1" MINUS GRADING AND QUALITY: 1 \-- - o O 0 !i TOPS4 I= =_�� CRUSHED ROCK SIEVE SIZE: PERCENT PASSING: 3' MIN -1�,3" 0 0 oO O Co 0 0� •- " U" LIFTS 1 1/2" SQUARE 100 0 d ROW SPACING = 1" '' COMPACTED 1" SQUARE 75-100 0 0 0 O o o HOLE SPACING = 1" 1.01" _:. .:::. :.:::::::.:, TO 95% MAX 5/8" SQUARE 50-100 o a " a NO HOLES U.S. NO. 4 20-30 1 OPPOSITE PIPE d� HOLE DIAMETER = 1" -`:. . (MODIFIED 74 -- U.S. NO. 40 3-24 .,�::....:......:_ ..._.:� PROCTOR) U.S. NO. 200 10.0 HOLES IN FRONT PIP SAND EQUIVALENT 27 MIN. OORRAIN STAINLESS STEELH E HALF OF TEE ONLY OD 1.1" ALL PERCENTAGES ARE BY WEIGHT. REMOVABLE CAP . : - IF, IN THE OPINION OF THE ENGINEER, THE DIFFUSER TEE ,; .0 ''''.'' IN. IF, 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 BE USED FOR PIPE BEDDING FOR RIGID NOT TO SCALE PIPES, PROVIDED THE NATIVE GRANULAR CALL 2 DAYS MATERIAL HAS A MAXIMUM DIMENSION OF BEFORE YOU DIG 1-1/2 INCHES. 1-800-424-5555 PRELIMINARY SHEET3 OF 4 SMALL DIAMETER RESIDENTIAL APPROVED BY: STANDARD HDPE STORM WATER OUTFALL '� ;wins, OFFICE OF ISLAND COUNTY ENGINEER DATE CPW-101-3 6th AND MAIN SKEET APPROVED BY: DATE UPDATED STANDARD PLAN U� COUPEVII I F, WASHINGTON 98239 CHECKED D,: DATE: SCALE= FIGURE 1 -3 NOT TO SCALE °ww" BY- DCG, INC. 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CAQV\ h1 ? ,. .tS ' 0-A ()*A.*. / , .-.* t\I \Q--A IS )\\4$ 3 " fN -{StNt3 Site Address 2 2 ' S - F Project 9-- Building Permit # 2 2 I Department Date InitialsNotes Building 4426 I f -t 1*-,) 6 Ctrirt. ellivis edii-,...; ie. 4 4-0 S'e -cr v7I7, . `- 3,0, to r il t ' A m e if' hia, t.- 4,riA _ /Vein , �0r (--;F -ar ? -tAa ,c rit Public Works 1 r1' fzL_ 14`* lv 5 ' gl+r+L few !W J *fir] r * t,-,PLEIE, A - .g4-+ 1 - P r' c zi- _3_ rye- 4--0 i st il L j y"T Pl 111(Cy anning — I — 1- — ____LEv (IVCNI C.1W-'1\pke*e__ _ pity' _ N\OV\-' c .�-d , , ----e. � , Ap --- intl,(____z- i \( LHPi � t'Ir)Storrnwater pi:7:z, i �'f+� - 4 �'`7 s 0 III_ - - L I Fire Project Inter-Departmental Plan Review Tracking ! I City of Anacortes Invoice/Permit#: BLD-2017-0365 904 6th Street Applied date: 07/19/2017 P.O.Box 547 Issue date: 07/19/2017 J0' '62 Anacortes, WA 98221-0547 Expire date: 01/15/2019 • (360) 293-1901 Job Address: 2208 10TH ST Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221 Project: APN: Remarks: Install photvoltaic panels on roof. Owner: MALCOLM &MICHELLE MCPHEE Contractor: WHIDBEY SUN &WIND Address: 2202 41ST ST Address: 987 WANAMAKER RD ANACORTES WA 98221-4414 COUPEVILLE WA 98239-3011 Phone: Phone: (360)678-7131 License#: WHIDBSW946M1 General Information: Fees: Building Valuation 1614 Building Permit Fee 60.'10 Plan Review Fee 39.07 State Building Code Fee 4.50 Total Calculated: 103.67 Deposits/Receipts: 0.00 Total Due: 103.67 t-- -o — no- V I -4 T.4 �. 4 a ,Y re- I .1 rti o .A, 7' to �I �t ,p ra �I TT -_ THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WIT11IIN 180 DA`S 04 'i; • CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WOMC IS COMMgND;EI-. HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PRO ISIA OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN ORcNOT, • GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER4STATE LOCAL LAW REGULATIN NSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. .i • 3 r L / 9 rl I • 1 SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED e SNAPNRACK TORQUE SPECS (BLACK VERTICAL RAIL SNAPNRACK FLASHED L-FOOT FASTENERS): LOCATE TOP OF ARRAY 18" FROM RIDGE, • 8-10 FOOT-POUNDS ., AND CENTER EAST-WEST ROOF TRUSS/RAFTER —•• —+ (96-120 INCH-POUNDS) _ 2x4 BLOCKING � \ I L y ? 159.14" TOP OF ARRAY ' .n 4 i it.; ," ; 148.5" - • - CI 0 ', — kl \\t CA L j ();:; , ,- 7 � {1pV n4�' 1 00.5" i �.• - • IM Iria I I �. �•d }'e � r RI_ .; I i EDGE OF I TRUSSES ROOF I 24" O.C. 10" EDGE OF O•C• ROOF I I 11 !!]] 52.5" • . 0 • I • ! I 1 16" . . ORM ' , 40" 86" 106" 144" 168" 216" 240" 284" 0" BOTTOM OF ARRAY(15" FROM EDGE OF ROOF) SOUTH-FACING ARRAY MODULE WEIGHT: 43 LBS ITEK ENERGY MODULE DIMENSIONS WEIGHT OF RACKING/WIRING PER MODULE: 10 LBS 65.94"X 39.41" SNAP-N-RACK MOUNTING SYSTEM: TOTAL ARRAY WEIGHT: 848 LBS MIN. MODULE OVERHANG: 8.44" 8 RAILS G 162" MODULE AREA: 17.7 SF MAX. MODULE OVERHANG: 16.44" 32 SINGLE-HOLE POST ATTACHMENT ARRAY AREA: 283.2 SF 24 MID-CLAMPS, 16 UNIVERSAL END-CLAMPS ARRAY DEAD LOAD INCL RACKING & WIRING: 2.99 PSF 16,32" MAX. OVERHANG AT ENDS OVERALL ARRAY DIMENSIONS: TOTAL NUMBER OF ATTACHMENTS: 32 4' MAX. POST SPACING 22'WIDTH x 13'3.14" LENGTH WEIGHT PER ATTACHMENT: 26.5 LBS ' ., (360) 678.7131 Rev Date Description !nit 987 Wanamaker Rd W H I D B EY SUN & WIND Date: 7/13/17 Coupeville, WA 98239 -.-.- - RFNFWAAI r FNFRC�Y'iYSTFMS Drawn By: MA Rack Layout www.whidbeysunwind.com Checked By: info@whidbeysunwind.com McPhee PV System J Sheet 3 of 4 ' .^ . --_-- _k- ,-•J �- -J., ;' ' . . -- - '•'•'•'' • •�-+ {* '{r. ,'" -� • ,l am ."••••.../7b .,...., / „. ,.._ .. ....- / . . __ .. .. . ..._,„ ....--,---... , 1 .,,,I ",....,..... ,,, tivittft, _.. . . ( ye, . , . . . . . , . .* 7/ ,,,,,,, _....... --.......„:„__ ..........,„____.... ....., - ---- . _........ voor,., i ........--- -.....„ '.'N,. .%.....:-----„ . /// '61.•%::::Fa..‹........,...., .,-1 •••••..........:: ,...74.'-eb.......f.2:--._.„, -� pq „0,4*-1---,. ..,..4.‘N‘--, 'N.... Zi......0,....i.....,„ Ni. Ni-,..,_ --.....14%.::...... ' /4:4%.:::,.s..%.%=*%, ' ..k..Z.."%' 'N ,s‘N* 14%,,....61%%. %No., . 4‘.‘q%..,.. ''.40......'''' .,. 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' (360) 678.7131 Rev Date Description 'nit 987 Wanamaker Rd W H I D B EY SUN & WIND Date: 7/13/17 Coupeville, WA 98239 - —•. - RFNFWARI F FNFF2C-IY SY4TFMS Drawn By: MA Layout On www.whidbeysunwind.com Checked By: ROOF info@whidbeysunwind.com McPhee PV System Sheet 2 of 4 —` aaewrw Mt Project&Sile r l@n,�' Project Information: Site Plan \- { I II.,h_ll Applicable Codes -� -r _�' -�- •ZOIS lnlemo{tonal RosldeMlpECotlO -�,J1] ,�_ .Wshioommlh2015IRC I3 9a - ' I 1 �`-i 77 rlI --• -- --- _- --- - - y,,_� ,J 1 j l_� •2015 Misello ashIn0Ion code mergy Clara Ras eskle laobla. - — N IIl:. a_ - �1 �EX.GRADE :!E WESGRADING PAOPOSEDGRADE SOUHGRADING PROPOSED GRADE A LLN os SEE ATTACHED COAAPPROVED DESIGN&DRAFTING STORMY/AYER PACKAGE VSWPP DETAILS, - SE. SETN M.ALLO4 _ MI P 540Pk loft Floc Floor n am ' �~ M1 ~�� 160.46,12 OF r T laf Flnl/h d O65 e+mm Wn vsr. ._ o e �I N ! 'il if `° I 2 Y k C '.i]I [''T_I I �' - _ - -_ _—_,- I 4 • ; Fronl Pasch 78 0 '- �/ �I L� Sldo Daakwl Slaps lops 107 �` �� l I Roor Dock Wlslaps 32A I- ,__i r -�� HOME LOC.I 4 oVSPACE I C. SheelIndex r, �� AVAILAOLE I \`EX.GRADE \ --EX.GRADE , J A-0 Prcluol&SiIa Infor moRoo,SKu Pion&SWPPP Derails EAST S I ID E GRADING Derails.,_. EAST NORTH GRADING PROPOSEDGRAOE A.1 EdorforEfovallare A•4 &IeAor Ffavolloru SCALE..if,"•1'-0• SCALE,4"•!'-se" AL5 Main Plops Plon S.Lon now Plan IOlh Sheet A-4 Foundation Plan&Details EXISTING & PROPOSED GROUND ELEVATIONS A.5 Roal Pion,svplaol wall&IfeRtTe+a�cr N SITE AERIAL A.6 Belding Secilons,Roof peak Ppm, SCALE,PER PLAN GRADING NQILSL x- _- - - - Delolis&WHO Iniormatlon Bca ^I LE 417/3, .PROPOSED MINOR GRADING USING ONSET UT(CAVATEO SOILS 51.0 FOUndollon Pion&DeloAs w CO 3l.1 Upper Floor Froming& LLI Main flow Shear wall Non [ ) 51.2 Uppor Roof Doming& V Upper Floor Sheaf Wall Plop 7 Ce �y ��� 5 51iuc1urol DeloAs LU LAG 52.1 2.1 Slrvclurol DefolB .. ' IL 53,0 Slnrclurol Moles I +/+/-4�%SLOEE --- SEE ATTACHED COAAPPAOVED S�Ov SITE INFORMATION: W O W STORMWADR PACKAGE I15WPP DETAILS, ifs K�. Address :2208 IOIh Sheol,Anocorlas WA F" EXISTINGGRAVEL ROAD Paraolfi :P133009 �' — Legal :LOTC,IRA-271 J 00 AF3 2015033)0110104 OHWM PROP UNE TOP OF PROP UNE LA Slxa :10,93B pb PHIO SLOPE 9g'.er• �._2• 2a:-m. au-o. ZONING INFORMATION: W • zONING :R2•RESIDEMAL2 N U SCALED CROSS SECTION SETBACKS .ar�AT Z 21 TOTAUs'MIN SIDE CNI BOALE:,I".am'-®„ - . . . . — LAND �1 •� COVERAGE:55%{SHORELINES T0GOV) L MAX •5.00' DECK Ill.TE'Max. BLDG HI :3STORIES&35' f/FINISH GRADE -2.00' L00' 0,04' 1 NATIVE SHRUBS&VEGETATION BEGIN I WHERE DECK EXTENDS \ W TOP OP SLOPE ANT CONTINUE TOTOE • INTO SETBACK SHORELINES INFORMATION; NOS°53'41"E-57.96' DESIGNATION:SHORELINE RESIDENTIAL -��' ' 'f�' .� 10A0' ESE W �____ SMACK%LGTWI :200'I/OHWM y` , TRUETT -5.00' STEPS Hf.IFP Max.11 misii GRADE ¢I v d 00' X l CifY WATER&SEWER %LOT T, :10C% WHERE STEPS EXTEND INTO SETBACK EXISTING HOME Ea _ _ },50 (.,' I - 7 000' • ADl LOT sV :7,957sf(TO TOPOFHIGH BANK) -�� p .• •- - + _ ROW VAC 543s} N,01°42'ID E-13D,d5 r ' I fNATURAtGs I NET LOT :s,sc0sl 1 '1 A • 1 s^ _ ' _ - I I %ALLOWED •30%Ilmpeo,ow) ti ..J� 10'SIDESEfBA,CK 1yt, X X _• � sl ALLOWED .2550;! 1 TEMP,SILT FENCING \.4w r I --T &CABLE GRADING QUANITIES: • a2s `` Iy$. .t PER ATTACHED Dfi. �01�."yl I DECK K- . , _ �tI 8 7� t _ - DRIVEWAYCOS • • - SIDEWALK : 6CuYd s 8�q 1in T \ - 1 I I_ FOUNDATION :178 CUYd 5 $g, III 1q, \ \ t 1 Ifr l P001/10US I URPYTRENCH : II OuYd b�Wmr 2�j \' tt ` i 1 I GARAGE . . CONCAEIE r _ �-ASPHALT 5 s \ \ DRIVEWAY +1.IOTAL :I67C5Yd S. 1 5 1, v V / \ \ I + 'S7ORW ONSRE fl REUSE AS o E . VT', 1 / •I. 1D" I r 9k4'ROOF AREA _ BACKFILL&MINOR YARD GRADING c 8 Z • _ -1- \\{ �ty �GR�2P 2� ill y l y INCL.IN IMPERVIOUS - X.14520' 59bMaw - - CONS• TRUCTION F. �� a� T. $/ 1 tirG 1 5 4I t -• • SLOPE •_ . - ��ENTRANCE PER DRIVEWAY VASE: 15 CVYcl g U o $v o < ;� \ G 1 $I l st _ ATTACHED OIL. SIDEWALK BASE A CVYd o t s� 1 j2EAR FOUNDATION o ' --��r: c {� I f `�2 ' + 1 �� C°.Nr� tl II—QECK'4 I I I f I J �� �aEPl.4ce DRAIN ROCK lOG Vd � U 1 t d O t II I 1 PP ` // w16•dCONC. I c/TOTAL 2 OcTd t a �L t ~y h PERV,CONC.WALKWAY o ,T �AO • '�, \ >~� `y • 'a�lro `�lt Iti1 t 1 PROPOSED _ i I y SIDEWALK •BROUGHTFROMOFFSITE} �j ,. ��E 4 oln +5 t ` y HOME R1 I —�I� a I „955E =n 1 \ `tt g y It 11 I o A S{ LLf AREA STUDY: a £ A l I i IMPERVIOUS AREAS rearm OwlRA°waeri onus". PIS 1 1 • 76'-I@)'6' ! I FRONT PORCH 75c4' 7&F Malcolm 8. 1 • B ! 1 POST COWER I I .1 I rz P,, +I , �i I j • Li [) ; REEARDDECKooF: 3os°' tear MichelieMcPhee 11 \ I [ T 16I- (0rn0 B GARAGE Per Non 6B�! 2202 4151Street t • $ ., .,� HOUSE Per Plan },6Yssf 1 ,t4 �i y4 4Ij tt all ,1® i. & 'I— 2sa7sf 8221or#es,WA ` tt 'I� I elf T GUAoe x O ALLOWED: 2• ,55DuT>2,547sf Mr.' WA. tm 1 I Gil al Di 1 tg}rR� ar RVI WAS .t _ I L ^l __1.,_ �•_• 4.00' BSIOE SETBACK x, I ' I SIDE DECK 5Q0' 570s1 '!�" 1 5, } --: J I SIDE D WALKWAY: 31,SSCT' 9St1 yam.%.a mx m4, �T X S.OD' SI WA Off X -2,25 -1,2 u 1 - REAR STEPS : N/A .X i one k N01°53'411'E-160.58' X • y�y p� 665s1 •-- J HA k E 1 �� • - GASP aLU D!V ARE T LINTS' 250m! HOUSE TO HAVE PERIMETER PERT&TIGHT LINES WHICH FLOW TO THE SI I. � j CONC,SIDEWALK: 20.0513 PROPOSED SMALL DIAMETER RESIDENTIAL HDPE STORMWATER OUTFALL SYSTEM. 35051 SEE INCLUDED PACKAGE OF ISLAND COUNTY 8,5x1 I PLANS,SHTS.1-4 HOME UNDER CONSTRICTION {APPROVED f!USE BY CITY OF ANACORTES PUBLIC WORKS} A NOTE:SEE ATTACHED COA APPROVED 11x17S1ORMWATER SUE PLAN - --O F SITE PLAN I/SWPP PLANS.PERVIOUS SURFACES.DRAINS,ETC. - Construction 11V11/_\1 .- BcAD.L I"•I0' Se 03-29-i 7 -- - v74,16116 I ELEVATION NOTES I Exterior Elevallons I. BUILDING EXTERIOR&ROOFING TO BE FLASHED B. INSTALLED PER BUILDING CODE,MANUFACIURERS SPECS,A ACCEPTABLE CONSTRUCTION STANDARDS. 2. HOUSE WRAP OR FELT BUILDING PAPER TO BE INSTALLED PER MANUFACTURERS SPECS. DESIGN It 3. SEE WINDOW ANO DOOR MANUFACIURLR'S SOLAR PANELS.TYP, FA REC ATFINS FOR INSfALLADON AND I O WEATHERTHER PROOFING. hl 4. FOVNDAITON STEPS SHOWN ARE ESTIMATES.THE I GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR _ __ - _ N DISCREPANCIES BETWEEN DRAWINGAND ACTUAL II I 1_ ifAi SPE CONDEMNS. _ _ ,{III 1 A L I E N 6. DOWNSPOUSFS NOT SHOWN FOR CLARITY,GENERAL II - Y DESIGN A DRAFTING SHALL COORDINATE FINAL LOCATIONS. I SETH M.ALIEN I nw'tiwlF�'vR Pomm,mm B. ALL CUT ENDS,NOTCHES,AND DRILLED HOLES IN �,T- _ .5.0.1sn PRESERVATIVE TREATED WOOD OR PRIMED UI'.° _ WOOD SHALL BE PRIM®ANDlOR TREATED IN L '` - - - - - - ..+.. MLA T15arorr-i ---- ---- i-�THE FIELD IN ACCORDANCE WITH AWPA M4 - —--1 - I I PER IBC R31/.1.1 P. SEESIRUCTURAL PLANS FOR EXTERIOR i ! DECK/PORCH A GUARDRAIL CONSTRUCTIONle •I ' I STANDING SEAM METAL ROOFING,TYP, DETAILS,IF NONE PRESENT,SENCONIRACIORI _ uT MAY REFER TO THE FOLLOWING: W • • 0,201S INTERNATIONAL RESIDENTIAL CODE 12 •- Is 03 b.AMERICAN WOOD COUNCIL , Iw. 3 P PERSCRIPIIVE RESIDENTIAL WOOD DECK j CONSTRUCTION GUIDE.OCA6-12. ,y— _ _�?c� ! _ n4 C.CITY Of KIRKLAND-MYBUIIDINCPE7MMR.COM nSt.__ - - - - - - '----' CONSTRUCTION TI95NEEr 5,PERSCRIPRVE - -- �- I __, --LL-_ �I - - - - - - - ' ' - RESIDENTIAL WOOD DECK CONSTRUCTION GUIDE s.T.TA' - _ _ _ _ ___._ __...__ ._._-.._-._. .-. VERSION 20I4M1ERNATIONALRESI➢ENYWLCODE. .. - _I .—_ --___-- _..___-_ -__ r CNI B. EXTERIOR ENVELOPE/DETAILING IS NOTINCLLDE'O ' _ [__-- - - L E --II - � -- --_-I�_ __� \ n1 IN THE DESIGNERS SCOPEOP WORK, -- _ - _ 111 L Y CONTRACTOR SHALL BE RESPONSIBLE. \ I [ I -.` -- = '=-"W- W }"` J I EXTERIOR STAIR NOTES I `I I.PAIR TREAD RISE NOT TO EXCEED Tea, T _ \ I j - -- -' -'-- Z �/ 2.STAIR TREAD DEPTH NOT TO BE 1 _ _ rc+aw I LESS THAN NY. A Lrl Mw+ _i —., _ _ _ T, ~ I �! — _. \ y <HM.vrkrn, W 3.STAIR WIDTH TO NOT BE L655 THAN 36". 0, • - _ y q.STAIR NOSING TO Be PER IBC, 5.EXTERIOR STAIR TREADS SHALL PROVIDE TRACTION r _ ----CL -- j A r DURING WET AND COLD SEASONS. Sr 6.THERE SHALL BEAN IBC COMPLIANT HANDRAIL ON f Y\L \ j} ,� (n Al LEASTOHE SIDE WHEN THERE ARE FOUR OR -Ar L !H❑q�1 MORE RISERS INASTAIR RUN,HEIGHT SHALL BE IyL �t CZ, w 0 BEWIEFN 34'-5S FROM NOSING OF TREAD. pl TRELLIS PER Dli CC/A-5,TYP. EXISTING GRADE,SEP. riqi111��3� P. 7.OPEN SIDES OF STAIR RUNS HAT HAVE A HEIGHT OF � SOUTH ELEVATION PRQPOSEO GRADE,IYP, w �, IN OR MOTED ALL SHALL CVE OMPLY lR 3 2 FOR SCALE 1 Si. • •®" M LOL IN HEIGHT AND SHALL COMPLY WITH IBC 312 FOR W OPENINGS AND STRUCTURAL REQUIREMENTS. W CD N U Z N < Z Q THIS PPS.BARGE Wl47Ax4 PPS OVER %a SHADOW BOARD,TYP 12 _ � 12' ''.2/� 12 WINDOW a DOOR TRIM,rrP. F�� I 1 �\�9 HEAD:kFLASHING yxd FPS, m 2X3 PPS.TAPERED LEDGE x i • 2x8 PPS.PASCdA wlCONY.METAL GUTTER, SIDES:g`MwI PPS. DOWNSPOUTS PER OTHERS,IYP 3 g //// _ - `\ DOT: 4�cx4 PPS, m8 sw� � _ —__--- • II i I — -- — — — nco S rt=rtS14- ---- -----4 \ - 3 I xol,cao ig 6 T tiwiroml�Mi IL- Ire -IT --fr -1L - _17 ,T'L ]I 13 gi Ualg,u. • ;t3 O • �_J �l I n �p1 1L 31 €E iS til '° I I Malcolm& • Michelle McPhee raw,u I . L___-- \ • _ - waa,%warrq 2202 41st Street _-- _ DR HOUSE TIGHT DRAIN - PM 1-- 1 DRIVEWAY STRIP DRAIN 31E0 UNE n. ENV I 1�I I' �A ! WWP�IEIW1fiVA, �siCx Ig6R !` B .� ___\___ h CEDAR SHINGLES W/S'ENP,TYP .�y 4, IiA I, 1. S6 _ r _ ATS ry �T F� )W II __J- r�--\ 'E," --3 1cL4 PPS BASE w11.FLESHING,TYP WEST SIDE ELEVATION A-1 SCALE,Yi'-P-IS CGnslrucllon Set 03.29.17 cuwwanP.E ,.LL7 Protect&Slte �Yq �/� - Project Information Information, r .' ;�,.�:," � "nr �. �// \ /����� Site Plon _ s «a � . _ Applicable Codes de X= \.T f L°"6"9"`°"""G9"" —_ -- ! 1 -Washing Ion Slate amendmlenlsol lo the 2015 IRC tl �:. Y ,a Lo-,rym:�.'�d,.� 11 ® OD Li ❑ ��� R E S 1 0 N r -T015 Washington Sla{e Energy Code.Racfdan@ol Pravtslons ❑�I I -Locol JadsdicNan coda modircatlom oso Ncab]e. A . . te _— - '-\ PP •`)' /�� IX,GAADE--- 1�,•— `-IX.GRADE I, House Information 'FT di • eo..vy 'r ?11. WEST GRADING PROPOSED GRACE SOUTH GRADING PROPOSED GRADE `�--- -2 rodoroms GIFA . ,:j1II '' f SCALE,kF"•1'-m" SCALE,Ye'•1'.V' /,. ALLEN ,,� L. Square FDofages DESIGN&DRAFTING �I '' oa. erg / '--, zi. ---_" 9 � L J Mole 110 ilbyJ7 v SEMM.AIFN Loll Floor ,,••'�..••�.« �'� M., � ®\� m m y�P O Torol Rnlshod 1065 - '.`*. '::',�' I �,y'® lt. 'k.;•-:. �...�._ I �� _ - 1 I Stec Parch 26 F r' �= _ ® L--� I\ 411‘ Fron Dock orc wl Slops i25 i �,�, � .ri°`' '!:. ' ..... ., 1__1 _® 11 _ /I1 f ` Roar Deck wl Steps 324 WI ++ �..e,.�,,.°-. �� mu. :ILrrsx seas -- -- ---'- - f `- - 1� C. Sheet Ihdex '7:�:'S. ':'4=: IZZ, " rw.e pas u,s -EX-GRADE \�-IX.GRADE 'I A�E I r I AC Pmlect a Silo Inform:Wort Slle Plan 6.SWPPP Details i LL �' -' . EAST SIDE GRADING PROPOSED GRADE NORTH GRADING PROPOSED GRADE • n-} Ode oraevallom r A2 Exterior Etovotions + SCALE o 4."•I'-0" SCALE,1(..".1'-O• A3 Main Row Plan A Loft Roof Plan CI, # it EXISTING & PROPOSED GROUND ELEVATIONS ns a�aoiriunbiypcmwua�albDe+alb N SITECr • • AERIAL A-6 Builtllrlg sections,Roof Deck Pions, SCALE:PER PLAN Details&WSFC InlarmotIon 'lee GRADING NOTES: aGfsLE,N.Tb. t�E y E • -PROPOSED GRADWG J + 51.0 Foundation Plan&DBNNs # USING ON51IE IXCAVATEDSOITS LIJ sl.l Upper FlowFraming& LLJ i. - # r Mo3n Haw5h0or Well Plan r w �'•� + + S1.2 Upper Roof Framing& �/ �.-M 1-1 upper Row Shear Wall Plan Z I. MITM1aa+¢1 52.0 Bhattarai Details .L Cl /X\/ y* 32.1 Shuchrral Dalai% w y 'Y ^ �" ® it i 33.0 slruelaml Notes `^ // F / nn it-A%SLOPE /)~. } -. _ II J ,iL't rv.LIrEsSITE INFORMATION: Q rid ,.-an,orr vo,maw _ w ,yyWp yy ~.e, •�s°�_ IXTSTING 114 I Address :1208 IOIh Street,Anacarles WA �/ _taI VtrrL4il' k'4� ! <r }. ''•' , Ygy"T•"_..,°�'° .J GRAVEL ROAD PPohl :LalP1 C. L r OL '•tls,,.;is;LXUP "Tr,. I ,.:•� Legol :L01 C.BLtr2015-0OOB `knewt ..kf-„'k ..... MISCELLANEOUS AMP 201508310104 M (Ur _ Jfyplr,uemxoconxru.r¢e n\ J EROLEON CONTROL r11fT1U1-a - Lot So :10.9sa(TO P7Ll °J O 1v.na,urn 41II•u.�warr I'•myN �! OHWM PROP UNE TOP OF PROP UNE Epp [�c1F°uwoen tie rR Rtxe ITANCAIId PLAN 1-00.10-09 SLOPE i•�',r`anr�anemw iem�m' ��_ `=/.aoa ewu�= w -- anxrlorla,eer 33,-0. Is9,-2r 26,.m• i:,-o' 2w,-o• ZONING INFORMATION: � Q may/ /}raaYdt,me ru...x,l poremla weer Puce Sdkellch ill ea-naop ZONING :R2-RESIDENF17sL2 N SETBACKS :2t7 FRONT Z STAOILIZED C00WTRUCTION ENTRANCE •" ar---.'w j SCALED CROSS SECTION TOTAL/5 MIN SIDE /NI SCAl„E.I .•30'-O° LAND COVERAGE:35%(SHOREUNE0 TO GOV) DECK HI.IMea. aSL MAX R" NT :3STORIES 635' V P11020 GRADE -2.00' NgTNE SHRUBS&VEGEfA3ON BEGIN WHERE DECK MENDS -t'ar O.CO' " \ ®TOP OF SLOPE AND CONTINUE TOTOE T. INTO SETBACK • .;I SHORELINES INFORMATION: O�W' S NOI°53'AI"E-57.96' DESIGNATION:SHOREUNE RESIDENTIAL ��' 'ar -�'ar -10.00 (REUED v,OD STEPS HI,le'Mmc.Er FINRH GRADE it •r I - -0 ( SETBACK :200'1/OHWM 1 -0,00' -- X a CTIY WATER dER l %EOT wA :10Ph - WHERE STEPS MEND INTO SETBACK I IX45nNG HOME $� T_� --�$--T_�- .y.91 ¢wss� 0 ., f1�` ADJ L07SE :7,957s1(TO TOP OF HIGH BANK} , ` I � ®_ __�_.} :: ROW VAC 543s1 1 \ N Ol°42'10 E-130.65' I - *t` _ ___co:._ -x�= _w -i �v5. NANRtit GAs NET LOT st :N,SDost _ - — -�_-_�0----¢---'_a--- f I:":: %ALlowm :30%5rnpeaalousl ` '� 1 `, 1DSIDESETBACK �_ ¢ p ar -` PERAACHEDDtl. GDINGQUANITIES:\ \\ ' ii i,- a DECK—_ t , ,i><`: ;,�' :;•:.:1•; a.. cur p €8 ` 1 1 1 F-� r „}.:,., 15;, '" o % DRIVEWAY : 22 CVYd 0 mf 11 % �. ��_ .' IC ssIDE SETBACK I� , • = ';.i ;<;., ` SIDEWALK 6Cad ..E..9 \T"Po \ _ ' ,`'_ ..II FouNOnnoN a2acaYa P`a' J; s �O `• "M1' - _ \ I //I GARAGE PERVIOUS t'i',:';'I.11 ""•S.l•'„ UTIMTRENCH : 11Culd nQ •1 b p'gEg$ • I E CONCRETE.'' :`. - P a j 6 L \ ` OSVEWAY'" $ ` -ASPHALT r •/-TOTAL :1REUSEA e j 2 \221%6 ' •SPORED ONSIIE Il REUSE ASA y ` ., 2II9k4'ROOF AREA _ IBACKFlLL k MINOR YARD GRADING 8 e o E'^9 U i rQCG-�p`4hv:. \ I 1NCL.IN IMPERVIOUS .�S�M ;.:•.K r �r ' . p �'• I .>Sn O, ., F}-WRly�1 a II , RANCEP RN DLRIVE4YAY BASE: lSCuYtl g `omml .0 '( + 51 ' / // .. F �I .5'%..nJ... A C f�D SID n"//// nA H DTI. EWALK BASE 4CUYtl sE't3 ` \ IREAR / l ;,'•:.�.. >, P 8 -L ➢ y F 1 s� FXAJISRiCN � 9 \GN1_, , - ` ,, \ I4 caress 6 ECK i( � 1}. REPLACE EX, DRAIN ROCK : 10 C°Yd y•••• ••.`.. \` SS77 'I . ' 3 Vk ` ,FP' I I ' ` m:. '�.;r". ,' - � � � � p[] [7 �` PFRV. N+C.wA.KV AY � w16'tl coNc +!-TOTAL ZD CUYB u, �m`a �x u` I PROPOSED O r OJ + •BROUGHT FROM OR3DE) '3 P E SIDEWA K • lm g \ {>1 { HOME 1 r °-`I I h I :: ..y I AREA STUDY: ta� t:i_� At8 \''''' '°q•' ' - pGST Ir:OF31cR�_ ` if. ._I'. - \': '; 1SLt �O:,iL ♦}75� emmaowxadxu 000nc,:s 0 I, JFD Y�1 TM' 2Bt a' Malcolm& - I PZ z F— BLe aDELltooF: skd' sh t 'k I `[ 1 I I T I .` 1 C°M,� 1u1` U GARAGE K Per3%on 2202 4Michellsf Street McPhee ,•., , • I 1 • N HOUSE : Per Non 1,623H , \ . I I . I alS� �i� I I S I I.,,__- s o , 98n221G f25,WA `r,.:,,••,.." 1 `I I GfeA I ALLOWED: 055011>2,547sf 1 �m G), of LF v I CO N' ,' I -.L '.L • f y PERVIOUS AREAS '+rWA -¢-_--.p�__� _ • L:-- I 1-'g3 •''.•`. • bRIVEWAY 2B.Sk20 570sr 01 I _ _ _ UFRONT WALKWAY: 31.57.3 MT "-- YI', SIDE DECK NIA OST Xar' •LURIIPlIlUpuipuuuuupuj1pjpjT0e___4 N Ol°53'41"E-160.58' X • X J 6assr • 1 - RIG OF 0 1� WAY AREAS 2 2 1 .' ASPHALT DRIVE : 501c$ 9Jsf HOUSE i0 HAVE PERIMETER PERT&TIGHT LINES WHICH FLOW TO THE g� r i'• ., �.,,,;, '�, CONC.sIDEwAIx: 20.axs' IOOsr '�""""""- -- PROPOSED SMALL DIAMETER RESIDENTIAL HDPE STORMWATER OUTFALL SYSTEM. 3501 a„d.hL_ TEMPORARY SOILS STOCK PILE, �E SEE INCLUDED PACKAGE OF ISLAND COUNT(8,5x1 I PLANS,SHTS.1-4 HOME UNDER CONSP.CRON `� TO BE COVERED W/VIS4UE5N oKe (APPROVED t/USE BY CITY OF ANACORTES PUBLIC WORKS) TO PREVENT EROSION, A—O NEDSITE PLAN Permit SCALE:I".1ST Set 12-29-16 CITY OF .r3-r REMOVE COPAECTIONS i- PORT 4colgs LI Building codes 293-1901 ANACORTES U Fire codes 293-1925 U Public Works 293-1920 The corrections listed below are hereby ordered and must be completed within days. OWNER/CONTRACTOR PERMIT NUMBER ADDRESS DATE CI NOT APPROVED FOR COVER L3 NOT APPROVED FOR OCCUPANCY OR USE IA CORRECTIONS NEEDED LI STOP WORK NOTIFY INSPECTION OFFICE frf ) WHEN READY FOR REINSPECTION INSPECTOR • • �:Xf�`i,� 1 r �� �. • { I 1 511 MEET 3 R�AfT4 7DmOE240007 �� s r--'� $ - !. fr • yycE9 `a? i. • W . PARCEL7R34 m ft400 AO. N4Z JYtTi w 4 5 a , �pOEBIT 38. J 't A ikI2 - SCALE:15O PARCEL v s I k' `le t;"F lif• a 9e 615 IOa D.L;AO, `{Z0.00'DEED) } �`+ ? l 1///: AQUA=DOM4RCIN.UGAPE SEE DETAIL 13" i'a. j • n'c 7DE AT N RBORANDA T $OF REAM MAtI111 6 421 3 a NeeR9Ys'E ��{ MUTT a FOR t '. "�, y:J, {. pa RN EW ref' NAn ea-n fposfpXOTON SgTE AFmosti D°Of°6 7..56' , ? ! ' '-';, .�'AARR 1 ' r40'2CE 11 �C F4ANE 11CNIEl ZONE' 54030'S5'Iff •9a 1,Z ° 4 ` 3 ,fr- ti.''r.A'" DADA 15.95E ( •O li pt. GAL tfNNER op THE vat HALF YI a VACATED c A4E ssauo BC a ! • . AIL�w_ ,.4i it erpl+aaMfy ATdRm - nEtveANm 5 { 1 b '',4' ,,,,,211.N.10-:DIP `. RtO 4� 7 m ato:17M4 �9 1 + ., TD f +°a5' _..�� _, w ,., a, z ; w.ar 4aar ENO REBAR NU) .stlit �2 1 g vd° / Tad- "' ° • t. i vc 0 z GI a `�, fa7E sg`' + ojl {u431 xlef�D3r 1. ,6 �ltiR34'42AE � VAC-ORp al 1 _ -d I t"`" 6 ! / 600,E *c. >'NB^8 .d: `rr• PPR ` a -"PARCEL '13' wi",er g l' I` od'.-"'"' `' I I I I $ o 7 I .A o Plc. = 8 "=,I I +�9I;.r I I PARCEL 're 1 I e yyS� �` aI as°fb°c sn I Rq no I*x a'AL 2sE aF 24'OVC1LLE ]Ir ° I I + � 1s. 1 '.t'1„..- ` � yok we EAST OF A�air 1 I ! x �' OF ALL I I ��A05 Afl4 ADD20°Om4 p , tO1N 9G R if A4E. FM/DarP NEON Ti& EA1£-Y7 " .S` I I f I I I OS-N031mooetle 111140 IrALisfOOTRO � -gyp' /iroRc �',-'r.+ 0,33's5z OAS*TIPI'. T#879� xtir, SIR ° ( +a f, ss 1 to I le Il is ( te- ( n (Mk 2000 OM r ';. --�--Eimer aIA�L� l �,r'i. ORD 0111 ' •••••-• risP2RAR via, 5.' ' - ISM AT. 20.1eY '� '' r oltivE coot.E'Lv a e,. -:•. ' NEembrw g Jro.ra' g 11h ; D'F S A` , ....... _ '° a;. (Ne?Sa'2".ROs-11 (3)aTo'RDs-1)Me'PLAT) RE0.ASE �Fy! / r "pf'2 'i. "• Fj' (NaY 011,11 CO aCCEM AND N. +a 4� % tmSusTIESL � r u�•• a1m�;, fa 4aaD• 4aoD' ' ( sml-D' tel- ' REBAA MO CAP Ew901FHT PER nunf �,'< "1-, i '10'0 ip „0. x 0.De'E 4 Y, f t�T AS mo,200°cf ADaxFs (A T uNDEF D)\„.!,.,. L'DENER IRWIN EAAMEN f - Pi _ 3 I V �'� DEC.N0.:mlbV " a. x1{ "5 aY L07 3 0 g ( A3� CM OF ANAPoti3Es ,r WMER AND REOER BEIT g„ „"r ,:,.4,., REc NOe eultu (r,71 m N j .'`.-- - fa+D n`RCN PIPE RUSH w/A�11ALT & / . R'`{I s .tad { • 14 N I ,' AF �R aOrH x a- 1 FC F,D{A nLVAttDN-31.43 PINK N31W LL GT�ONPEt!Ilos • +ll (NAADN 4,2035) Taft V ( AFN 290.31m00006 DOS AFl1 Y g _;,.1 J 'p. . aa41+0 O&M x0031a1D000e yE -. 2 - am rN HALL AW 14'ALE. I M �3 (� r h' 11.eNN X D.41,Y OF 1tuEagx�DON Of WM et s 6 AVE_ - E >� , . •'' .r�'•,dr tanOF CENTEA11t£ 'AR ,�ri�„r,a, (FEB.(FEa.22 2000) LLOCAiw`d emC ROs '�'`mil. • EI6A0' AM DOOSIC{0000e _ END 7ACX IN tEAD AT 'il. '"''� "�- j ( , DAak x 6W W ( �riEeEcnaN Of n*.: N '�� 11TH ST. ST.A D AYE r Orewzc 2a w Aos q 5372.Te R t a°r wv� N°nl9 irw (WREN to 2D0°) 1 f. x,- z tr...r.wo+svn eras•nrwernrw -' � - (Nee'2e'20'w ft0a-1) taFnao'Rox-I+tax,r.,. - - • • } 45'-m" 43'-0' "-T" e'-Im• L'-m" MDIn&LOff / / / f Floor Plans e4 D m" 30..0. t '1 0 30,-0. E r \ �� - \ \ D E 5 1 G N 000) >R�0 POST, •t DN DN .. I I A PER EI/G II'-4' / l'•4• 11'-4• F $1 9 Il OF 4) oz " a CoveretlDeck a �S"zo T LENy�,.,� 4'-IPA' / l'-P�Yi` / "I'..eh' / l'-m3'a' / 4'-II(1• �p 9 FABRICATED MEFAL HANDRAIL 3'-O .45.. L'-m' ,yy,�4yyy b'-m" Jyb�4 yyy 4'-m' 16Yiyyy 3'-m" FABRICATED METAL ABRIC T ORJL I ,P N Op '.J f BIDDER DESIGN 'I ITT 24'AWN I I I 12124'AWN Y .I �BiDDER DESIGN G A CI t I ®Bar I Rf SOT I PIC } y \ 31057E 6!D 161n PIC 6108105GD d(07/6 TD PIC 31051E _. } ALLEN Ales i, JI ����.. - n k' \ .1 / r,, DESIGN 80RAF71NG E 4T(,' 4)(F" •• 4)[,' •�.4)j' i TEMP PER ELEV, TEMP PER ELEV. 4x4 POST,. �L SETH M^.ALLEN E EA,ODE 's`a - v 4.41. 3'-0' 3. 3'-ID' } l'•04 I. 3'-m• 3 3'-0' 4'-K. ; n #0,,,-.1. �O s 2x4TPS2c6SIN, in O°" 0....I32 " F d /1{ '6 / >� A' / j, Bi ^U n` � .7 rDORMERABOVE DORMER ABOVE EA.51DE#f \ PIC PIC - PIC PIC 0 ® �GV�.6 K8•S R,- _COWER - • J 3104/0 3l04lD J 370410 1 3I04/0 T_ ; 3'-4VY4" b'-0" 9'' 'i O I- I- k RI 1 / N ,+TILE( • 4 '� I \ I - ofnln�Area i° _ _ 4 9 I ICE f I I 3% I I I I I I .�_ _ (OPEN OPEN i \ ,1, 6105/6 w\ I HRu-wqu - - Q - TO LO _. I I l cc9yy77 % I I r� I I 2,y.. 3'-le K la-6Yi I I II' FRESH NRVENT 4' BELOW.) BELOW q� EGRESS ( % IJvI�/Vao 5 6X4 POS[,21 `.N.1 1NRU-WALL JI 3'-1 ? 3.n FRESH AIR j I PERENG I I ! .,,,i.t`t \ IFIA;E ^_ l �FL47 'L--� / f L 4t.4ND-8'Ox41D- -. 9 \ I \ `V SLOPE \ I T i -T�-�-- Haslet 0 �� �� 6'DEL HELIX /- DW I gg 1\ N DORMER FRAMING I I 4 Bedia0nl SPIRAL STAIR I I 1 I Rf B Fl AHOVE, WALL SEE SECT A/A-6 a 'F Tg SLG / (SEE STAIR NOTES/ _ tltl r m M II 6'DBL.HELIX Tn ,� 1,-3" a 4'-415` 14Lj"% 4'-114' 3'-41P a l'-3%" v1eR c4 �� W w W SPIRAL STAIR ( 2t4Ji'WAIL,36"min.Ht. I I bx6 POST. Q ISFE STAIR NOTES) "2�. l-I 1 '� J Y Fa ENG KI U gON RIDGE BEAM $ TDt RANGE 41D• Tr 0 W y \ - -E - - - - � HOOD VENT 'Y 91 RIDGE SEAM in /� ., n it POST, © ii �--I -- O O ' 'L` .� \ Raj '� 7,. S� 3'- . /", �iR U 9 Tl / 11 PER ENG '-p t 3/0 ,��Na / / �11 M REFOG. 'J." /�, ' 1nH Ala° `H y BARN ©\ qT �., / i 36524 0 ( � \ w F- "'� I' 1.•I hION AU-WALL N 1 Nis `LL, _ ` - ® ❑ "' I 16.PE \ \ FRESH Am VENT m 'O - - _1ll �� I` I REF !gin i +(ENT N, �/�� 9 \- • "\ ao Q GUB51 \•�11*' 'a 'F W �O - �' . �/!\ \ t� 9 `` / Laundry LS 100 p� ��' Rt Y 4 �j t< 4 a o1K-I �� ® - I ,Le W.HF.��r :::5 \ °1\y 16� L % Logo \\ 1 1 uI '� 10 aw Oa y4, . ab, " J��I� NOI.08NOE3Zkd0' �� r E * WALRADIANTHEAT OILERO15fEPac 4'-OP / l,OP r / II'--Vie 3'-lX" a '� R6S \ 115 90 io e I v1 3IDSC HI - 4 yy 11 V 1 ao min wV „N' 0� r �\ -.. V -,- 9 © 4®® ;.-e'ry - WH f V�J, �T- n\ i \ r w /0� . ,� 3/0x4/0 3/0x4l0 9/C441D 3/OX410 3/QR4f0 3/0403 _lnl �.1;, CASE PIC PIC PIC PIC , CASE Hasler ,,° F o, 9 B°M�nl SAUNA � 4x6 POSTf�4 Z �;1' =o 4.SkT f 3'.4Pi' / 6.-P/L" 7'-DBE° 4'.]3'i /9'-70'i" k� b'-11Y4'/2,49/3'-Igi' U BRACKET COVERED AREA, '+Y Q I _ 24"EXEMPT N I 3'•lF/(' 2mye` 3'-0' 9'-0° T' 3'-0• y� 9'-ID' 20 3'-1 "I I b'-I$" a b'- Fo er " a Sltle Deck I IMP,SURF.CALL. / / .d A' .V- �' 3 0' b 3 m / Yi' x f � f a WALL MOUNTED _ cuw.°e°c "`ccc """ ME OF FLOOR ABOVE R II'-dlj' IIC1j• Sm'•m• I I I T'"�� D'-1' m INSTANT NW HEATER B e+ L Badro°am2 / 1 Y' VENIINGREIOD PER I '� Q 6 I -_-_- I- J I1 3 14 1LLe / } tU'1 IRC SECIIDN NUTDNE \ / 11----\\ M1801.1 RG2401.1, O - .. I I I I I - 4� 3I0x6/0 EXiw1 N. VENTING PER MFG SPECS - .§ SHOWER 4"51PELAE E �� )) 4' THRU-WALL 1RAIJSOM Gwo9e ,�� r FRESH AIR VENT E$ Stwooe ®\ 6-� ! Dant P°mi1 Et v col It VL r JJ II L OBSC \ cca:.\ \ W0x2.o inTLOPE �a\��\y� PIC EGRESS I I `I STEP 30E/8IXT 1 I /K"EKES LOFT FLOOR PLAN 4' _ 6 2410XOX- = I - - a _ GARAGESEPARATONT08E T Vie"V b' u E g o $m 7 C� =TO 24'®TOP- C - y"GWB O WOOD WALLS y\ FRAMING 81-LAYER OF / ti _ 4e•TYPE WOMB ON CHUNG. y� SCALE:Y4"•I'-m" '`-_ __:�4- �HRE 7APk ALL EDGES& a d R o 4%' PT NS PERINCPOST, - U Ip/ER RC R302.2) 'E a m 4 t PER F9I mro A� I GENERAL NOTES I ELECTRICAL/MECHANICAL NOTES ELEC/MECHSYMBOIS SquareFootages a (IOF31 I _ _`+ * ' rgR S.F. 3'_b" 2,-0• 1-L, b" 1,-b. b° ® �7xG4� 8 i E 1. SEE ENGINEERS PLAN,DETAILS& 1. ALL SMOKE DETECTORS SHALL LIE 1ID VOLT Main Row 1,623 Y 1 / AMC € o`o n EXHAUST FAN[PER PLANT f " I_ _ T. 1 ,,.I ,o SPECIRCAITONS A/THE ENO OF THE PLAN SET, WITH EATIERY BACKUP INTERCONNECT. Loft Flow 442 ,_, \ �«'�1 �F �Q d 2. PROVIDE CARBON MONOXIDE OR Total Flnhhed 2,065 m'O 6 2. SQUASH BLOCKS IN FLOOR FRAMING COMBINATION 0/0 SSMOKE DETECTOR ® I I- 4 W a A.°.g ° CARBON MONOXIDE DETECTOR O O TO BE INSTALLED FLOOR _ ry UNDER SEARING POINT LOADS. IN THE IMMEDIAIE VICINITY OF EACH d Garage 680 =_ SLEEPING AREA PER IAC315.1. ®SMOKE DETECTOR Front Porch 28 I I I 9\da G oo LT v o O o t E 3. REFER TO FOUNDATION PLAN AND 3, KITCHEN EXHAU51 FAN TO BE A MINIMUM Steps 182 m'- SIZE PLAN FOR INFORMA40N ON Side Deck SFe SIDEWALKS AND DRIVEWAYS. OF 100 CFMDETI M1507.4{WA AMEND.) THRU-WALL FRESH AIR VENT 324 _ `� n '5 E Real Deck wl Ste _pp� 1x,2 ICONRACTOR TO VERIFY) 4. DIRECT VENT All FANS TO EXTERIOR. T €6 - `4 no IN EXHAUST TERMINATION POINTS MUST BE 4. ALL METAL FASTENERS,HARDWARE,S LOCATED AT LEAST 3 FEET MINIMUM SPIRAL STAIR NOTES - -, I MOICOIm& LASHINGS THAT COMEIN CONTACT FROM OPENINGS INTO THEBURDING WISHPRESERVA71VE TREATED MATERIAL I. SPIRAL STAIRS CR3ITSHALL COMPLY w/ PER IRC M3 542,3 a M7506.2 2m51RC R371.7.10.1 MIChelle McPhee {MUD SILL TREATED PLYWOOD.DECK C- - JOISTSSBEAMS,E7C.IMUSTBEHOT 5. CONNECT WHOLE HOUSE FAN IO A 2, STAIR CLEAR WIDTH AT S BELOW THE _ 2202415'I Strew DIPPED GALVANIRED ORSIAINI65STEEL. 24 HR,1IMER. FANDRALL SHALL NOT BE LESS THAN 26", _ p Af1000T1EIS,WA VERIFY WITH p16FRVED WOOD 4Ljj• 193V T MANUFACR]RER55PC1=1RCA1101R5FOR 6. MOTE HOUSE SEIALL 3, STAIR GSE1,TAIY.DNERADILLSSHALLNOTBE / / 16 I 98221 ACCEPTABLE F0000CT56.STANDARDS PROVIDE7F{ROUGH WHOLE-HOUSE GREATER THAN 241S". r a BEFORE INSTALLA71ON. VENTILATION USING EXHAUST FANS PER 20151RC WA AMEND M15W.3A. 4. EACH TREAD SHALL HAVE A DEPTH Cr NOT �"n SW. 11:551HAN "@iHE WALKLINF. NI61p0I 5. VERIFY ALL FLOOR COVERINGS AND 7. WHOLE HOUSE FAN SHALL HAVE I ""°"GXO' FLOORING BREAKS WITH OWNER. 5. ALL TREADS SHALL BE IOENRCAL S THE RISE \ 11�4W�C. A MAX.SOUNDS RATING OF \ , - \ \ � 9/Ib0E/0 OHD 9/0,8/0 OHL> \ \ oecsRa4.2.G °B`woI 6. CABINETS AND COUNTERS PER CABINET 1.0 SONES 3 ETRCIENOY 0E0.35 SHALL NOT BE MORE THAN 9Yz". I 1 w/INES I w/DIES PLAN.{VERIFY D]MD,'SION5) WATIS/CFM. b, HEADROOM SHALL NOT BE LESS THAN 6'L-. I \...,...... /2'-m°/ 9'•m• Jt'I- W-m• `,T'-4"/ A � A 8. GAS APPLIANCE VENTING REO'D PER 7- DOUBLE HELICAL SPRIRAL STAIR SYSTEM 't Q 'F IRC 5ECn0N M1801.18 G2401,1, SHALL BE INSTALLED PER MANUFACTURERS I - _ VENTING PER MFG SPECS DUN LS AND SPECIRCA710N. 13'-ID" 9'•0' /24'/ l'-0' / 23'-0• -� 9, PROVIDE THERMAL EXPANSION TANK AT ESA No STRUCTURAL INFORMATION SHOWN ON HOT WATER HEATER.IAS REM) as" STRUCTURAL-SHEETS&CALCULATIONS41) 64 D• A-� TO INCLUDE BUT NOT LIMITED TO: TD.WRIRCl307.2IAS TIMID)HEATER SHALL HAVE STRAPPING I / SHEAR WALLS,HOEDOWNS,HARDWARE, PERIRC13 FOUNDATION,POSTS,KING STUDS,ETC. 11.PROVIDE PRESSURE RELIEF LINE PLUMBED MAIN FLOOR PLAN TO EDTRIOR. Permit SCALE.Y"•r-m" Set 12-29-16 • TEMP. VISUAL BARRIER f/ UTILITY TRENCHING f/ EXCAVATION EQUIPMENT CITY WATER &SEWER DESIGN NATURAL GAS R ELECTRICAL,TELECOM FIRE HYDRANT LOC. A NATIVE SHRUBS &VEGETATION BEGIN / F & CABLE ±200' LF @CORNER @ TOP OF SLOPE AND CONTINUE TO TOE -3.00' -2.00' -7.00' 0.00' OF 10TH &D AVE T I / I TEMP.SILT FENCINGw N 01° 3'41"E-57,96' REPLACE EX. N °'0°' PER ATTACHED DU, b �o °o ° a o _ 40.00' 30.00' 2000' 10.00' (RESET) ')." EXISTING HOME w r 't - ° ,. : w/ 6"d CONC. G • • • a.oa' ci go ' Q is0'X 0.00'� SIDEWALK N O 1°42'10"E 30.65` °° ' A L L E N r O` • `t o-- IT-C, J 4 (PNDN) 1-':;: T + 1�" t • �� k a.00' 0 z I SIDE '` DESIGN & DRAFTING `y 5 `, _ _0 I I aEcic — / � _ "Y c + i SETH M.ALLEN 1 i. .R-Y10tiS'• ',j'. :r J 350.A83.8530 \t rn`, • CRETt . ` rli a • �. ASPHALT alien.design.drafting(�?gmail.carn }' 0- \ 1\ V 0 . @ �\ X ;"'�RI E1(AY'•'`•�' .' _{ The building designer shall not , ' APPROX.24x20 °�` ti PSG 1� 1 mox. be reponsibie for onsite .a.. �' as t5 `1 Reyc� OtE" ! '"� CONSTRUCTION conditions and methods used ,,•./0 ..•;. �\'tt `t 'P F-00 11t , 1 1 5 1 I .. ENTRANCE PER to construct this building. 7L,:,:•'•• \ • 1 S� 0 9 I C PERV CONI-1ALKWAY J o b WSDOT DETAL It is the responsibility of the \ contractor to inforrn ihe � \ ` �t1 I PROPOSED I °J p o �I 1-80.10-02 buuidingdesigner ofany .r�C}' .;. �` ` 01 , HOME 'Q ` engineering or code related � ~r� ", N. ti 25' I0y4" I• 3 ! 'F r changes from the dated set of • o'.. FINAL DRIVEWAY plans. \ k > --JJ .'� : WIDTH 20'MAX. �Cn t , ° �4 The contractor shall not be 1 t s ' a t IW- _ Ni- :,�.;.': . I ," - I " " • ,a. I responsible to oversee that all 1 I 1t 1 x W/ l',. \ / w I-- materials and equipment are • I I• Z'' 0' !Lk installed correctly per e, � ."'.' " - :u w L.LI manufacturers specifications. i -—- -- I / 5.007 -4.00', _- ..r.;$.. •Lw tr 225' r 'z: X PROJECT: V 0 1 • . , - N 01°53'41" E- 160.58' . �� i1.25' �1�.. 1�::+�.° :� 5 /6 1a o New Residence EXISTING DITCH @ DISCHARGE @ UP SLOPE SIDE `� ''•" TOE OF SLOPE OF EXISTING DITCH HOME UNDER CONSTRUCTION SILT (STRAW WADDLES) PARCEL# HOUSE TO HAVE PERIMETER PERF&TIGHT LINES WHICH FLOW TO THE IN SWALE, WSDOT DETAIL P 133009 PROPOSED SMALL DIAMETER RESIDENTIAL HDPE STORMWATER OUTFALL SYSTEM. 1 1-50.20-01 ADDRESS: SEE INCLUDED PACKAGE OF ISLAND COUNTY 8.5x1 1 PLANS,SHTS. 1-4 2%SIDE SLOPE ON SIDEWALK TO HOUSE TEMPORARY SOILS STOCK PILE 2208 10th Street (APPROVED f/ USE BY CITY OF ANACORTES PUBLIC WORKS) f/COLLECTION BY PERF PIPE IF NEEDED TO BE COVERED wl VISQUEEN Anacortes, WA LINEAR DRIVEWAY DRAIN TIED TO TO PREVENT EROSION, 98221 PERVIOUS MATERIALS NOTES: HOUSE TIGHT LINE,SLOPE DOWN LOCATION TBD. 1. Pg. 15 of 2013 W.SU 'Rain Garden Handbook for Western Washington' FROM GARAGE FACE —SILT FENCE @ STOCK PILE PROJECT NO.: 201610-01 describes infiiltration testing procedures which specifiy DESIGN BY: SMA a 2 foot depth consideration into exsting soils. WHEN THIS DRAWING'S REPRODUCED AT ORIGINAL SCALE, Pg. 17 specifies a minimum infiltration rate of 0.1-0.25 inches per hour. THIS BAR=I INCH STORMWATER SITE PLAN 1 INCH 2. Existing soil types and test hole logs for the site are found on N Pgs.4 &23-26 of the FINAL-Geotechnical Engineering Report SCALE , i . 20' NO. REVISION/ISSUE DATE: prepared by Materials Testing &Consulting, Inc I SITE INFORMATION: 01 Stormwafersite 03-15-17 on June 8,2015. Address : :2208 10th Street,Anacortes WA For TP-1 thru TP-4 the existing soils are identified as Silty Sand with Gravel, Parcel# : 15133009 - Course Grained soils &loose to medium dense through a depth of 2 feet. Legal : Lot C, BLA-2015-0008 AFN#201 50831 01 04 3. Pg. 1 of the 2008 'USDA Natural Resources Conservation Service Soil Quality Indicators' Lot Size : 10,938 (TO P/L) Stormwater Site describes steady infiltration rates of>0.8 for Sands &0.2-0.4 for Looms soil classification types. Owner : Tom Allen 03-15-17 P.O. Box 817 4. Based on notes 1-3 above the existing site soils will work for infilitrafion Anacortes, WA of only the proposed pervious materials. 98221 / t- d .15wa1e1erAe re ' elf{ + { Structural Calculations (2015 IBC) fox Allen Design & Drafting New Single Family Residence Parcel #P133009 2208 10th Street Anacortes, WA JEI Job # 16352 Date: 12/28/2016 Item: Pace 1. Design Criteria 2 2. Attachment A—Beam/Column Calculations by Sizer Program— 16 pages 3 3. Attachment B—Floor& Roof Joist Analysis by Forte Program--8 pages 3 4. Attachment C—Footing Analysis by RisaFoot Program—2 pages 3 5. Lateral Force Analysis 4 6. Diaphragm Design 13 Total Number of Pages(Including Attachments) 39 416E NIeridian Street ° Suite 304 " IIellingham, Washington 98226 Phone(360) /33-8888 Job# 16352 12/28/2016 Page 3 of 13 Calculated by: RAL Structural Review/Analysis for Checked by: RAL 2208 10th Street,Anacortes,WA Materials: Wood Materials are to meet or exceed those shown below,with moisture content not to exceed 19%for sawn lumber and less than 16%for Glulams. Glue-Laminated Beams(GLB) 24F-V4 or 24F-V8, as noted on plans. Posts&Beams Douglas-Fir(DF)#2,U.N.O. Studs, Sills&Plates Hem/Fir(HF)or SPF, Stud Grade,U.N.O. Sawn Joists Hem/Fir(HF)#2, U.N.O. Blocking&Bridging Hem/Fir(HF)Construction Grade, U.N.O. Commercial Connectors Simpson Strong-Tie,as called out on plans Provide Full Catalog Nailing and/or bolting Roof Sheathing 7/16" 5 ply CDX or OSB, APA rated Sheathing w/ply clips or T&G Wall Sheathing 7/16" 5 ply CDX or OSB,APA rated Sheathing, U.N.O. Floor Sheathing 3/4" T&G,APA rated STURD-I-FLOOR,2x blocking under all edges, glued and nailed. Panel Adhesive Per APA Spec AFG-01. Steel Rebar ASTM A615,Grade 40 for#4&Grade 60 for#5 or larger bars Anchor Bolts ASTM F1554, Grade 36 Plates, Angles& Bars ASTM A36 Pipes ASTM A53, Grade B, Standard Weight Nuts ASTM A563 Flat/Beveled Washers ASTM F436 Fy,=yield strength of A36&A307 steel=36 ksi fy.=yield stress of reinforcing steel=40,000 psi for Grade 40&60,000 psi for Grade 60 E—modulus of elasticity of steel=29,000 ksi G=shear modulus of steel = 11,200 ksi Concrete y,=unit weight of concrete= 150 pcf fc'=28-day compressive strength= 3,000 psi for exterior walls, columns,and floor slabs (2500 psi for other concrete elements, U.N.O.) Soil Allowable Bearing Capacity 1,500 psf(Assumed) 2. Attachment A—Beam/Column Calculations by Sizer Program—16 pages I Attachment B— Floor& Roof Joist Analysis by Forte Program—8 pages 4.Attachment C—Footing Analysis by RisaFoot Program—2 pages \./ C:IUsersiryan\Documentsl Structural 2O 16116352-IVfcPheelStrucl 16352-220E_I Oth_St-Str_Calcs.docx Job# 16352 12/28/2016 Page 5 of 13 Calculated by: RAL Structural Review/Analysis for Checked by: RAL 2208 10th Street,Anacortes,WA A). Wind Pressure on MWFRS Note: 0=06 is used when designing the MWFRS for Case B per footnote 3 of Figure 28.6-1, End Zone Pressures Interior Zone Pressures Zone A B E F Eoh C D G H Goi, Case 1 18.7 -6.2 -17.9 -11.7 -25.0 12.4 -3.6 -12.4 -8.9 -19.6 Case 2 14.9 -7.7 -17.9 -10.1 -25.0 9.8 -4.6 -12.4 -7.8 -19.6 B). Components and Cladding(CAC) This building qualifies under §30.5, therefore the C&C can be designed using§30.5.2, Eq 30.5-I, Interior Zones End Zones 2 & 5 Corner Zones Roof Wall Roof Wall Zone 1 4 2 5 Area 50 ft2 20 ft2 50 ft2 20 ft2 10 ft2 20 ft2 7.7 -14.4 16.1 -175 7.7 -21.8 16.1 -21.1 9.7 -39.7 8.8 -37.1 G 11 iF; � � I �� + 1t1 IllrI I1 / 1 ,H, L 111l IF 1 f G 1 } 11 1 ,. �E: 1 Alidil. 00010_,_, . <» ' '11-11r III ,i00or . , oto. Iiii ... ,....iiiii a� ir2,71:, Reference Cnmer �$ - J / 1 Transverse <�����. Il i---' ili ,c- Y.- Reference .- Camel A Longitudinal 44) C:IUserslryan\Documents\Stru ctura112016116352-McPheelStruc116352-2208_1 OthSt-StrCalcs.docx Job# 16352 12/28/2016 Page 7 of 13 Calculated by: RAL Structural Review/Analysis for Checked by: RAL 2208 10th Street,Anacortes,WA Dead Load to Roof Diaphragm Roof 15 psf* 855 ft2= 12,825 lb 2nd Floor Exterior Walls 12 psf* 4.5 ft * 96 ft— 5,1t84- lb 2"6 Floor Interior Walls 10 psf* 4.5 ft * 40 ft= 1,800 _ lb Wr= 19,809 lb Dead Load to 2°d Floor Diaphragm 2°d Floor Exterior Walls 12 psf* 4.5 ft* 96 ft= 5,184 lb 2"d FIoor Interior Walls 10 psf* 4.5 ft* 40 1,800 lb Roof 15 psf* 2410 ft2= 36,1 St1 lb 2nd Floor lO psf* ft2= lb 1st Floor Exterior Walls 12 psf* 4.5 ft* 256 ft= I3,824. lb 1st Floor Interior Walls 10 psf* 4.5 ft * I70 ft= 7,650 _ lb Wf= 69,018 lb Vertical Distribution of Base Shear: The vertical distribution of base shear is performed per §12.8.3; F,=C,.x V (Eq. 12.8-1 1) k Cyr wshx (Eq. 12,8-12) Xwihi where k= I for structures having a period of 0.5 sec or less. Level w,(lb) hx(ft) w,,hx Cs.,, Fx(lb) 2 19,809 18 356,562 0.365 2,,tt0 2,689 I 69,018 9 621,162 0.635 4. 84 7,373 88,827 977,724 1.00 7,373 Horizontal Structural Irregularity §12.3.2.1 There are no horizontal structural irregularities. Vertical Structural Irregularity §12.3.2.2 There are no vertical structural irregularities. C;lUserslryan\DocumentslStructura112016116352-McPheelStruc\16352-2208_10th_St-Str Calcs.docx Job# 16352 12/28/2016 Page 9 of 13 Calculated by: RAL Structural Review/Analysis for Checked by: RAL 2208 10`" Street,Anacortes,WA Left Living Wall—Main Floor(SW-1) Seismic Load: 0.50 * 2689 lb+ 0.36 * 4684 lb= 3031 lb Case A B Zone A B C D A C p,(Design) Min. per §28.6.4 Projected Area(ft2) 0 63 145 157 0 0 2523 lb 2550 lb Critical Length of Shearwalls= 12.5 ft vsefsnrfc=242 plf vivind=202 plf 7/16" STR I Ply w/8d @ 6"/12"&DF framing=260 plf/365 plf(Seismic/Wind) OK Check Overturning on 12,5 ft wall section OM=3031 lb(9 ft)=27,279 ft-lb RM=0.6[15 psf(3 ft)+ 12 psf(9 ft)] (12.5 ft)(6.25 ft)=7172 ft-lb Force at wall ends=(OM-RM)/ 12 = 1676 lb HDU2 Hold-downs are needed Check Connection of Gable Truss to Wall Top Plates Load=242 plf> 150 plf .'. Toenails cannot be used(NDS 4.1.7) Allowable Load on Simpson A35 or LTP4= 595 lb Spacing=(595 lb/clip)(12 in/ft)/(242 pit)=29"o/c Connection of Sole Plate to Blocking Load=242 plf(1.33 ft)=323 lb (3) 16dx0.148" Z' =ZCDCMC,C,,= 102 lb(1.6)(1.0)(1.0)(0.84)(3)=411 lb>323 lb OK Check Number of Anchor Bolts Load=242 plf Allowable Load on Anchor Bolts (NDS Table l 1 E)= 590 lb(1.6)=944 lb Spacing=(944 lb/bolt) (12 in/ft)/(242 plf)=47" o/c • Use min 7/16"CD plywood or OSB w/8d (21/2"x0.113") nails @ 6" o/c along all panel edges and 12" o/c along all intermediate framing. • All panel edges must be supported. • Use Simpson HDU2-SDS2.5 Hold-downs to double studs w/2 rows of 16d (3'/4"x0.135")nails @ 6" o/c at each end of each wall panel. • Use Simpson SSTB16 A.B. w/each HDU2. • Use LTP4 clips @ 24"o/c to connect the parallel trusses to the wall top plates. • Use min. (3) 16d (31/4"x0.135")nails per 16" to connect sole plate to the LVL blocking. • Use LTP4 clips @ 24"o/c to connect the blocking to the mud sill. • Use Y2"x10"anchor bolts @ 48" o/c along the entire wall. C:IUserslryanDDocuments\S tructural120 l61 t 6352-McPheelStruc116352-2208_10th_St-Str_Calcs.docx Job# 16352 12/28/2016 Page 11 of 13 Calculated by: RAL Structural Review/Analysis for Checked by: RAL 2208 10th Street,Anacortes,WA Front Laundry Wall—Main Floor(SW-3) Seismic Load: 0.50 * 2689 lb+ 0.35 * 4684 lb= 2984 lb Case A B Zone A B C D A C ps(Design) Min. per §28.6.4 Projected Area(ft2) 0 0 325 0 0 0 4030 lb 3250 lb Critical Length of Shearwalls=4+7.25 = II.25 ft vseicmrc=265 plf v,,.,,,d=358 plf 7/16" STR 1 Ply w18d @ 4"/12"&DP framing=400 plf/560 plf(Seismic/Wind) OK Check Overturning on 4 ft wall section OM=4030 lb(9 ft)(4/11.25)= 12,896 ft-lb RM=0.6[l0psf(7 ft)+ 12psf(9ft)] (4 ft)(2 ft)= 854ft-lb Force at wall ends=(OM- RM)/3.5=3440 lb HDU4 Hold-downs are needed Check Connection of Blocking to Wall Top Plates Load=358 plf> i 50 pif.'. Toenails cannot be used(NDS 4.1.7) Allowable Load on Simpson A35 or LTP4=595 lb Spacing=(595 lb/clip)(12 in/ft)/(358 plf)= 19"o/c Connection of Sole Plate to Blocking Load=358 plf(1.33 ft)—477 lb (4) 16dx0.148" - Z' =ZCDCh,,CtCm= 102 lb(l.6)(1.0)(1.0)(0.84)(4)= 548 lb>477 lb OK Check Number of%2"Anchor Bolts Load=358 plf Allowable Load on Anchor Bolts (NDS Table 1 1E)=590 lb(1.6)=944 lb Spacing=(944 lb/bolt) (12 in/ft)/(358 plf)=32"o/c • Use min '/L6"CD plywood or OSB w/8d (2%"x0.113") nails @ 4" o/c along all panel edges and 12" o/c along all intermediate framing. • All panel edges must be supported. • Use Simpson HDU4-SDS2.5 Hold-downs to double studs w/2 rows of 16d (3'h"x0.135") nails @ 6" o/c at each end of each wall panel. • Use Simpson SSTB24 A.B. w/each HDU4. • Use LTP4 clips @ 16" o/c to connect the parallel trusses to the wall top plates. • Use min. (4) 16d (3'/"x0.135") nails per 16" to connect sole plate to the LVL blocking. • Use LTP4 clips @ 16"o/c to connect the blocking to the mud sill. • Use ''/2"x10"anchor bolts @ 32" o/c along the entire wall. C:1(JserslryanlDocumentstStructurat12016116352-McPheelStruc\l6352-2208_t 0th_Sl-Str_Calcs.docx Job## 16352 12/28/2016 Page 13 of 13 Calculated by: RAL Structural Review/Analysis for Checked by: RAL 2208 10th Street,Anacortes,WA Remaining Exterior Walls(SW-P)- Method 3-Section R301,R602.10.4,&Table R602.10.1.3 The remaining exterior walls shall be paneled with a minimum of/16" CD Plywood or OSB with 6d common nails spaced at 6"o/c along all supported panel edges and 12"o/c along all intermediate framing. * Use min 7/16" CD plywood or OSB w/8d (2'/"x0.113") nails @ 6" o/c along all supported panel edges and 12" o/c along all intermediate framing. * All panel edges must be supported. Alternate wall bracing may be used in accordance with 2015 IRC Section R602.10.4. 6. Diaphragm Design Roof and floor diaphragms shall be designed to resist diaphragm forces, Fpx, as follows: 71 Fi FP r = '�Y i vpr (Eq. 12.10-1), where �11; !-x FPx=the diaphragm design force. wpx—the weight tributary to the diaphragm at level x. w;=the weight tributary to level i. F;=the design force applied to level i. The force determined from the preceding equation shall be limited to the following: 0.2 Sps IE Wpx<_FPx 5 0.4 SDs lE Wpx, or 0.145 wPx<_Fpx_<0.291 wpx By inspection, it is ok to specify the following for the construction of the diaphragms: Roof Diaphragm: 4 Use 7/16" CDX plywood or OSB w/8d (21/%"x0.113") nails @ 6", 12" o/c(edges,field) -- unblocked diaphragm. Floor Diaphragm: For Hatched Areas: 4 Use 3/4"T&G sheathing w/2'/z"x0.120" ring-shank nails @ 4",6" o/c(edges,field) --fully blocked diaphragm. For Remaining Areas: 3 Use 3/4"T&G sheathing w/21/z"x0.120" ring-shank nails @ 6", 12"o/c(edges,field) -- unblocked diaphragm. C:Userslryan\Doc unlentslStructural12016116352-McPheelStruc116352-2208_l 0th_St-Str_Calcs.doux COMPANY PROJECT Jones Engineers,Inc. McPhee Residence 2208 10th i I . %%"oo d Wo r ks� (5 1 Bellingham,VVA e 33 8868 Suitet98226 344 Job#16 52WA Street SOFIIVASS VW?worm nrsrrro Dec.19,2016 15:36 B-Neader-BP.wwb Design Check Calculation Sheet woodworks Sizer 10.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load) Dead Point 1.75 1855 lbs Load2 Snow Point 1,75 3095 lbs Maximum Reactions(lbs)and Bearing Lengths(in) : 3,6' 4 0' 3-0,7" Unfactored: Dead 928 928 Snow 1548 1548 Factored: Total 2475 2475 Bearing: Length 3.00 3.00 Min req'd 0.72 0.72 Timber-soft,D.Fir-L,No.2,6x10(5.112"x9-114") Supports:Alf-Lumber n-ply Column,D.Fir-L Stud Total length:3'-6.0"; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NOS 2012 Criterion Analysis Value Design Value Analysis/Design Shear fv = 73 F'v' = 195 Ev/Fv' = 0.37 Bending(+) fb = 579 Fb' = 1006 fb/Fb' = 0.58 Dead Defl'n 0.00 = <L/999 Live Defl'n 0.01 = <L/999 0.10 = L/360 0.07 Total Defl'n 0.01 = <L/999 0.15 = L/240 0.08 Additional Data: FACTORS: F/EIpsi1CD CM Ct CL CF Cfu Cr Cfrt Ci Cn Loll Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 FD't 875 1.15 1.00 1.00 1.000 1.000 1.00 1,00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1,3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRfTICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V = 2475, V design = 2475 lbs Bending)+(: LC #2 = D+S, M = 3787 lbs-ft Deflection: LC #2 = D+5 (live) LC 1#2 = 11+5 (total/ D=dead L=live S=snow W=wind i=impact Lc-roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Lead combinations: ASCE 7-10 / IBC 2012 CALCULATIONS'. Deflection: EI = 472006 lb-in2 "Live" deflection = Deflection from all non-dead loads {live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + LiVe Load Deflection. Design Notes: 1.WaodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NOS 2012),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT 111.1 Jones Engineers,Inc. McPhee Residence %%'oO V■V►■ �O �O 4164 Meridian St,Suite 304 2208 lath Street fi Bellingham,WA 96226 Anawrtos,WA (364)733-8888 Job i116352 SOFTWARE FOR wOOA nrs•tr,rr Dec.19,201616:30 Cl-Dormer.wwb Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load( Dead full Area No 15.00 (9.00)k psi Load2 Snow Full Area Yes 25.00 (9.00)' psi 'Tributary Width (ft) Maximum Reactions(Ibs)and Bearing Lengths(in) : 19-6 C' 3'11.B" 6'W.5" 9'7.6" 121110,6" 16-1.6" UnSnred:oowwo w 322_ 843_ 742679_ 844505_ 742679_ 843_ 3281 2 Factored; Total 504 1329 1204 1251 1204 1329 504 Bearing; Length 1.50 3.0Q 3-00 3.00 3.00 3.00 1.50 M Min req'd 0.27 0.93"* 0.39 0.91** 0.39"* 0.93" 0,27 "Minimum bearing length governed by the required width of the supporting member, Maximum reaction on at least one support is from a different load combination than the critical one far bearing design,shown here,due to Kd factor.See Analysis results for reaction from critical load corn bination. Lumber n-ply,D.Fir-L,No.2,2x4,2-ply(3"x3-112") Supports:Ail-Lumber n-ply Column,O.Fir-L Stud Total length:19•£,0'; Lateral support:lop=at supports,bottom=al supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2012: Criterion _Analysis Value Design Value Analysis/Design Shear fv = 78 Fe' = 207 fv/Ev' = 0.38 Bending(+) fb = 582 Fb' = 1552 fb/Fb' = 0.37 Bending(-) Eb = 784 Fb' = 1552 fb/Fb' = 0.51 Dead Defl'n 0.01 = <1,/999 Live Defl'n 0.02 = <L/999 0.10 = L/360 0.17 Total Defl'n 0.03 = <L/999 0.16 = L/240 D.19 Additional Data: FACTORS: F/E(psi}CD CM Ct CL CF CPu Cr Cfrt Ci Cn LC# Fe] 180 1.15 1.00 1.00 - - - - 1.00 1,00 1.00 45 Fb'+ 900 1.15 1.00 1.00 1.000 1.500 1.00 1.00 1.00 1.00 - 7 Fb'- 900 1,15 1.00 1.00 1.000 1.500 1.00 1.00 1.00 1.00 - 13 Ecp' 625 - 1.00 1.00 - - - - 1.00 I.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 23 CRITICAL LOAD COMBINATIONS: Shear ; LC 045 = D+S (pattern: SSsos5), V = 692, V design = 547 lbs Bending(ci; LC 117 = D+5 (pattern: SsSsss(, M = 297 lbs-ft Bending(-): LC 013 = D+5 (pattern: SSsSss(, M = 900 lbs-ft Deflection: LC 023 = (live( LC 423 = (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=5/2, X=L+S or L+Lr, _-no pattern load in this span Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS. Deflection: EI = 9e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads {live, wind, snow,..) Total Deflection = 1.50(Dead Load Deflectionl + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC international Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement, 2.Please verify that the default deflection limits are appropriate for your application. 3.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and tc the full length of cantilevers and other spans. 4.Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 5,BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth end that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. COMPANY PROJECT Jones Engineers,Inc. McPhee Residence %%'o O d\/\/o r k s O (360)9 33 868WA 8 9 226 304 Job#16352WAeE snftWA1te FOR W(]r1O(]t11r;N Dec,19,2016 16:11 E-Dormer,wwb Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Fu11, Area 15.00 (2.00)* psf Load2 Snow Full Area 25.00 (2.00)' psf Load3 Dead Triangular 5.00 19.00 60.0 0,0 p1£ Load4 Dead Point 5.00 798 lbs Loads Snow Point _ 5.00 1050 lbs "Tributary Width (Pt) Maximum Reactions(lbs)and Bearing Lengths(in) : 24'-7.5" 0' Unf actored: Dead 1203 830 Show 1252 748 Factored: Total 2456 1578 Bearing: Length 2.00 2.00 Min req'd 0,60 0.39 LSL n-ply,1.55E,2325b,1-3/4"x14",2-ply(3-1/2"x14") Supports:All-Hanger Total length:24.-7.5",Pitch:9(12; Lateral support:lop-at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2012 Criterion Analysis Value Design Value Analysis/Design Shear fv = 58 Fe' = 357 tv/tv' = 0.16 Bending(+) f6 = 1148 F'b' = 1531 fb/Fb' = 0.75 Dead Defl'n 0,43 = L/651 Live Defl'n 0.40 = L/707 0.78 = 1,/360 0.51 Total Defl'e 1,04 = L/269 1.17 = L/240 0.89 Additional Data: FACTORS: F/E(psi)CD CM It CL CV Ctv Cr C£rt Ci Cn LC# Tv' 310 1.15 - 1.00 - - - - 1.00 - 1.00 2 Eb'+ 2325 1.15 - 1.00 0.573 1.00 - 1,00 1.00 - - 2 Fcp' 900 - - 1.00 - - - - 1.00 - -E. 1.6 million - 1.00 - - - - 1,00 - - 2 Eminy' D.80 million - 1.00 - - - - 1,00 - - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D+S, V = 1955, V design = 1889 lbs bending(+); LC #2 = D+S, M = 10934 lbs-ft Deflection; LC #2 = D+5 (live) LC #2 = D+3 )total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LI's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 620e06 lb-in2/ply "Live" deflection = 1rrglection from all non-dead loads (live, wind, snow..,) Total Deflection - 1.50(Dead load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 1.WeodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only_For final member design contact your local SCL manufacturer. 4.Size factors vary from one manufacturer to another for SCL materials.They can be changed In the database editor. 5_BUILT-UP SCL-BEAMS:contact manufacturer for connection details when loads are not applied equally to all plys. 6.SLOPED BEAMS:level bearing is required for all sloped beams. COMPANY PROJECT Jones Engineers,Inc. McPhee Residence 4164 Meridian St,Suite 394 2208 loth Simla!I111 I %%'oodVVo r k s® Bellingham.WA 98226 (350)733-8888 Dec.10. Armouries,W A :14 Job#16362 GHeatlar-BPw wb SUFf WA NF 1 Uri WOW)DI SIGN Design Check Calculation Sheet WaodWorks Slier 10.1 Loads: Load 'Type Distribution Pat- Location [ft] Magnitude Unit tern start End Start End Loadl Dead Point 1.75 1350 lbs Load2 Snow Point 1.75 2250 lbs Maximum Reactions(lbs)and Bearing Lengths(In) 2-6" 4 4 On Isn001ed: Dead 359 991 Snow 59B 1652 Factored: Total 956 2644 leering: Length 3.00 3.00 Min req'd 0.44 1.21 Lumber-soft,D.Fir-L,No.2,4x8(3-112"x7-1/4") Supports:All-Lumber n-ply Column,D_Fir-L Sled Total length:2'-6 M"; Lateral support:top-at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in) sing Nos 2012: Criterion Analysis valve Design value Analysis/Design Shear 1 = 129 FBI' = 207 tv'/tv' = D.6S. Bending(4) fb = 569 II' = 1341 fb/lb' = 0.42 Dead ❑efl'n 0.00 = <L/999 Live Defl'n 0.00 = <L/999 0.07 = 1/360 0.01 Total Det/'n 0.01 = <L/959 0.10 = L/240 0,05 ,The of act of point loads within a distance d of the support has been included as per ND5 3.4.3.1 Additional Data: FACTOf331 F/EIps11CD CM Ct Cl. CT Cfu Cr Cfrr Cl Cn LCI1 Fv' 1B0 1.15 1,00 1,00 - - - - 1.00 1.00 1.00 2 1'9'+ 900 1.15 1.00 1.00 0.997 1.300 1.00 1.00 1,00 1.00 - 2 ecp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - F.' 1.6 million 1,00 1.00 - - - - 1.00 1.00 - 2 Emin' 0,59 million 1.0U 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC q2 = D+S, V= 2644, V design- = 2184 lbs Sending(+I: LC 82 = D+5, M= 1451 Ihs-ft Deflection: LC II2 = 0+5 Rival LC '92 = D+3 tonsil D=dead L=1lve 3=snow 0=wind I=impaet Lo=roof Live Lc=concentrated E=earthquake A11 LC's are Listed in the Analysis output Load combinations: ASCE 7-10 / /BC 2012 CALCULATIONS: Deflection. El = 175e06 lb-ln2 "Live" deflection = Deflection from all non-dead.loads (live, wind, sn ovr.,) Total Deflection = 1,50(Dead Load Deflection) + Live Load Deflection. Design Notes: }.WoodWorks analysis and design are in accordance with(he ICC Inlemetionel Building Code(1BC 2012).the National Design Specification(NOS 2012),and ND5 Design Supplement. 2,Please verify that the default defledion limns are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4,1, COMPANY PROJECT Jones Engineers,Inc. McPhee Residence 41%%'o O V\fo ��O (364 Meridian St,Suite 304 220Ana rtes0th Street Bellingham,WA 96228 Anacortes,WA (360)733-8886 Job#16352 SOFrlvnut FOte lvorlA oF'.00N Dec.19,2016 16.17 J-Garage.wwb Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type ❑lstribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00 (4.00)* pef Loed2 ,Snow Full Area 25.00 (4.00)" pet "Tributary Width (ft) Maximum Reactions(lbs)and Bearing Lengths(in) : 9'-1" 9' .3" Unfac to red: Dead 272 273 Snow 454 454 Factored: Total 727 727 Bearing: Length 0.50* 0.50' Min req'd 0.32 0.32 *Minimum bearing length setting used:1/2"for end supports Glulam-Unbal.,West Species,24F-V4 DF,3-112"x42" 8 laminations,3-112"maximum width, Supports:All-Timber-soft Beam,D,Fir-L No.2 Total length:9'-1.0'; Lateral support top-at supports,bottom=al supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NOS 2012: Criterion Analysis Value Design Value Analysis/Design Shear fv = 20 Tv' = 305 fv/Tv' = 0.07 Bending(+) Tb = 233 Fb' = 2611 fb/Fb' = 0.09 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.02 = <L/999 0.30 = L/360 0.05 Total Defl'n 0.03 = <L/999 0.45 = L/240 0.07 Additional Data: FACTORS: E/E(psilCD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Tv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fh'+ 2400 1.15 1.00 1.00 0.946 1.000 1.00 1.00 L.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1,00 - - - E' 1.8 million 1,00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 12 = D+S, V = 722, V design = 560 lbs Bonding(+): LC ill - D+S, M = 1630 lbs-ft Deflection: LC 112 = D+S (live) LC Ill = D+5 (total) D=dead L-live 3-snow W=wind 1=impact Lr=roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: E1 = 907e06 ib--in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow-) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are In accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NOS 2012),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190,1-2067 4.GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3,3,3. 6.GLIJLAM:bearing length based on smaller of Fcp(lenslon),Fcp(comp'n), COMPANY PROJECT Jones Engineers,Inc. McPhee Residence 4164 Suite an %%'o o d Wo r k s° 306��33 8i888 t9 226 304 Job#16352WAel SOFIWANr roe WOO() srCN Dec.19,2016 16:43 L-Kilchen.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 166,0 plf Lc408 Live Full UDL 40.0 plf I!kYd} Snow Full UDL 100,0 plf Load4 Dead Point 1.75 930 lbs Loads Dead Point 5.00 930 lbs Load6 Snow Point 1.75 1550 lbs Load? Snow Point 5.00 1550 lbs Load magnitude does not include Normal Importance factor from Table 4.2.3,2, which is applied during analysis. Maximum Reactions(lbs)and Bearing Lengths(in): 9 4 4 0' 8'1.2" I Unfactored: I Dead 1932 1.422 Live 185 180 SnoW 2926 1574 Factored: Total 4358 2996 Bearing: Length 6.00 6,00 Min raced 1.41** 0.97** '1V1inimum bearing length governed by the required width of the supporting member. LSL n-ply,1.55E,2325b,3-112"x11-718",1.ply Supports:All-Timber-soft Column,D.Fir-L No.2 Total length:9';volume=2.6 cu.ft,; Lateral support:top,at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 143 Fv' = 357 psi fv/Fv' = D.40 Bending(+) Pb = 1241 Fb' = 2598 psi fb/Fb' = 0.49 Dead Defl'n 0.06 = <L/999 Live Defl'n 0.07 = <L/999 0.27 = L/360 in 0.26 Total Defl'n 0.15 = L/638 0.40 = L/240 in 0.38 Additional Data: FACTORS: F/E(psilCD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 21,0 1.15 - 1,00 - - - - 1,00 - 1.00 4 Fb'+ 2325 1.15 - 1,00 0.953 1.00 - 1.00 L.00 - - 4 Fop' 900 - - 1.00 - - - - 1.00 - - - E' 1.6 million - 1.00 - - - - I.00 - - 9 Eminy' 0.80 million - 1,00 - - - - L,00 - - 9 CRITICAL LOAD COMBINATIONS: Shear : LC 44 = D+S, V = 4241, V design = 3963 lbs Bending(+); LC 44 = I7+S, M = 8507 lbs-ft Deflection: LC 44 = D+S (live) LC 44 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr-roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 757e05 ib-in2 "Live" deflection = Deflection from all non-dead loads {live, wind, snow...) Total Deflection = 1.50{Dead Load lle£lectionl + Live Load Deflection. Lateral stability (+I: Lu = B'-1.19" In = 16.-2.06" BB = 13.71 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code{IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement, 2.Please verify that the default deflection limits are appropriate for your application, 3,SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 4.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. 5.BUILT-LIP SCL-SEAMS:contact manufacturer for connection details when loads are not applied equally to all plys. COMPANY PROJECT Jones Engineers,Inc. McPhee Residence III %Vood'vVorks® 4164 Meridian St,Suite 304 Ana rte Street Bellingham,WA 98226 Anacortes,WA (360)733-8888 Job#16352 SOC V SRF FOR WOOD DESIGN Dec.19,2016 18:45 N-Deck_Joist.wwb Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start Sod Start End Load1 Dead Full Area 10.00(16.0") psf. Load2 Live Full Area 60.00(16.0") pst Load3 Snow Full Area 25.00(16.0") psf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions (lbs)and Bearing Lengths (in) : 6' 0' 5'-7.1" Unfactored: Dead 39 41 Live 235 245 Snow 98 102 Factored: Total 289 301 Dearing: Length 2.00 3.50 Min req'd 0.59 0.62 Lumber-soft,Hem-Fir,No.2,2x6(1-112"x5-112") Supports: 1 -Hanger;2-Lumber-soft Beam,Hem-Fir No 3; Floor joist spaced at 16,0"Cie;Total length:6';volume=0.3 cult.; Lateral support:tops full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 39 Fe' = 120 psi fv/Fe' = 0.33 Bending(+) fb = 579 Fb' = 1017 psi fb/Fla. - 0.57 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.07 = L/921 0.19 = L/360 in 0.39 Total Defl'n 0.09 = L/745 0.28 = L/240 in 0.32 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Girt Ci Cn LC# Fv' 150 1.00 1.00 1 .00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.300 1.00 1.15 1.DD 0.80 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1,00 - E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 3 Emirs' 0.47 million 1.00 1.00 - - - - 1.00 0.95 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 261, V design = 216 lbs Bending(+) : LC t2 = D+L, M = 365 lbs-ft Deflection: LC 43 = D+.75(L+S) (live) LC #3 - D+.75(L-IS) (total) D=dead 1-live S=snow N-wind T=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: ET = 27.De06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow,..) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4 1. COMPANY PROJECT {{■/A■I k Jones Engineers,Inc. McPhee Residence 4164 III1 Wo o Y s® (360)733 816 8A 9 226 an St,Sllii e 304 Job#16 52WA Street 5'019 WARE FORWOl1011E51GN Dec.19,2016 18:51 P-Crawl-BW.wwb Design Check Calculation Sheet WoodWorks Sizer 10,4 Loads: Load Type Distribution Pat- Location [ftl Magnitude Unit tern Start End Start End Loadl Snow Full UDL No 275.0 plf Load2 Live Full UDL No 740.0 plf Load magnitude does not include Normal Importance factor from Table 4.2.3.2, which is applied during analysis. Maximum Reactions(Ibs)and Bearing Lengths(in): 10' I 7--7 r--n a -8.8 9'-3.7" Unfactored: Dead Live 1509 4382 1509 Snow 561 1628 561 Factored: Total 1552 4508 1552 Searing: Length 3.50 3.50 3,50 Min req'd 0.69 1.63 0,69 Maximum reaction on at least one support is from a different load combination than the critical one for bearing design,shown here,due to Kd factor_See Analysis results for reaction from critical load combination Lumber-soft,D.Fir-L,No.2,4x10(3-112"x9-114") Supports:All-Lumber Post Column,D,Fir-L No,2 Total length:10';volume=2.2 cu.ft.; Lateral support:top=16 bottom=at supports;(in] Analysis vs.Allowable Stress and Deflection using Nos 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fir = 7I Fv' = 180 psi fv/Fv' = 0.39 sending(+1 fb = 281 Fb' = 1078 psi fb/Fb' = 0.26 Bending(-1 fb = 499 Fb' = 1072 psi fb/Flo' = 0.47 Dead Defl'n negligible Live Defl'n 0.01 = <L/999 0.I6 = 1/360 in 0.06 Total Defl'n 0.01 = <L/999 0.24 = L/240 in 0.04 Additional Data: FACTORS: F/Elpsi}C❑ CM Ct CL CF Cfu Cr Cfrt Ci On LCft Fe' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.998 1.200 1,00 1.00 1.00 1.00 -- 2 Fb'- 900 1.00 1.00 1.00 0.992 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 -E. 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0,58 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 112 = L, V = 219i, V design = 1528 lbs Bending(+): LC 1#2 = L, M = 1168 lbs-ft Bending(-): LC 1#2 = L, M = 2076 lbs-ft Deflection: LC 1.3 = .75(L+5) (live) LC 1-13 = .75(L+5) Itotal) D=dead L=live 5=snow W=wind T=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 369e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...} Total Deflection = 1.50{Dead Lead Deflection} + Live Load Deflection. Lateral stability (+}: Lu = 1'-4.00" Le = 2'-8.94" R13 = 4.99 Lateral stability (-I: Lu = 4'-8.IU" Le = 9'-9.13" RB = 9.40 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012).end NDS Design Supplement, 2.Please verify that the default deflection limits are appropriate far your application, 3.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4,1, LedlI F T E ' MEMBER.RLPO1t I Level, F2 PASSED 1 piece(s) 11 7/8" T]I® 110 @ 16" OC Overall Length: 11' L iiiim. oil - o ,_ _ .1. _ ,. i. 2' 1 8'S" 0 I1 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1892 @ 2'1 3/4" 2225(3.50') Passed(85%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Joist Shear(Ibs) 1485 @ 2' 1794 Passed(83%) 1.15 1.0 D+ 1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) -2916 @ 2'1 3/4" 3634 Passed(80%) 1.15 1.0 D+ 1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.096 @ 0 0.200 Passed(2L1538) -- 1.0 D+ 1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.163 @ 0 0.215 Passed(211316) -- 1.0 D+ 1.0 S(All Spans) _ T.i-Pro'"Rating 68 45 Passed -- -- - Deflection criteria:LL(L/600)and Ti_(L/240). • Overhang deflection criteria:LL(0.21 and TL(211240). • Bracing(La):Ali compression edges{top and bottom)must be braced at 2'10 9/16"olc unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • -277 Ibs uplift at support 10'9 1/2".Strapping or other restraint may be required. •A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'Panel(24"Span Rating)that is glued and nailed down. • Additional considerations for the TJ-Pro"Rating Include:5/8"Gypsum ceiling. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Snow Total Accessories Live 1-Stud wall-DF 3.50" 3.50" 3.50" 846 359 1036 2241 Blocking 2-Stud wall-SPF 3.50" 2.25" 1.75" -84 242/-9 -193 242/-286 1 114"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Dead Floor Live Snow Loads Location(Side) Spacing (0.90) (1.00) (1.15) Comments Uniform(PM0 to 11' 16" 10.0 40.0 Residential-LivingAreas 2-Point(lb) 2" N/A 615 - 843 Member Notes Cantilevered Upper Floor Joists //�� Weyerhaeuser Notes {t$]SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products wit be in accordance with Weyerhaeuser product design criteria and published design values. �� Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer Is responsible to assure that this calcu€abon is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http:/lwww.woodbywy.comiservices/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by RL Forte Software Operator Job Notes 12/19/2016 4:34:10 PM Forte v5.1, Design Engine:V6.51 1 Ryan Long McPhee Residence Jones Engineers 2208 10u11 Street 16352-McPhee-Jo/sts.4le (360)73343888 Anaco'ies, rVA ryan@lonesengineers us Job 1110352 Page 1 of 1 F p T E " MEMBER REPORT Level, F4 PAS5FE R 1 piece(s) 11 7/8'r TM® 110 @ 16" OC Overall Length: 19'6" a- imilillimihiii._._ , _ , + a 6 =. 0 # 2' X X 8'3 112' X� 8 2" X 0 5 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual C.Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1971 @ 2'2 3/4" 2703(5.25") Passed(73%) ® 1.0 D+ 1.0 S(All Spans) Member Type:Joist Shear(Ibs) 1485 @ 2' 1794 Passed(83%) In 1.0 D+ 1.0 S(At Spans) Building Use:Residential Moment(Ft-Ibs) -3040 @ 2'2 3/4" 3634 Passed(84%) ® 1.0 D+ 1.0 S(All Spans) Building Code:Iac 2015 Live Load Defi.(in) 0.096 @ 0 0.200 Passed(2L/558) MI 1.0 D+ 1.0 S(Ail Spans) Design Methodology:ASO Total Load Deft(in) 0.165 @ 0 0.223 Passed(2L/324) 1.11 1.0 D+ 1.0 S(All Spans) TJ-ProT°Rating 68 45 Passed Ell -- • Deflection criteria:LL(L/600)and TL(L/240). • Overhang deflection criteria:LL(0,7)and TL(2L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 2'9 7/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • -390,Ibs uplift at support 10'10 3/4".Strapping or other restraint may be required. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edgee'Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-ProT"Rating include:5/8"Gypsum ceiling. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Snow Total Accessories 1-Stud wall-OF 5.50" 5.50" 3.50" 877 340 1095 2312 Blocking 2-Stud wall-SPF 3.50" 3.50" 3.50" -85 569 -304 569/-389 None 3-Stud wall-SPF 3.50" 2,25" 1.75" 84 211/-25 53 348/-25 1 1/4"Rim Board • Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. flgaa Fleor Live Snow Loads _ Location(Side) 6Itg _ (19.94) (1r00) (1.Y3) Comments 1-Uniform(PSF) 0 to 19'6" 16" 10.0 40.0 - Residential-Living Areas 2-Point(lb) 2" N/A , 615 - 943 Member Notes Cantilevered Upper Floor Joists /� Weyerhaeuser Notes (tsj SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/servlcesfs_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by RL Forte Software Operator Job Notes 12/19/2016 4'36.58 PM Ryan Long McPhee Residerr..r - Forte v5.1, Design Engine:V6.5.1,1 Jones Engineers 2208 10th Street 16352-McPhee-Joisfs.4te (360)733.15W Anacortes,WA ryan@ioneceysymeers., Job F16352 Page I of 1 F T E ' MEMBER REPORT Level, F6 I'AS5L0 1 piece(s) 11 7/8" TJI® 110 @ 16" OC Overall Length:44'1/2" o n - II II I - II 11 1 II IL 11 r 10'3" , , 11' Y 8'6" XX 12'6" 0 0 0 CI III All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual S Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1065 @ 22'1 3/4" 1935(3.50") Passed(55%) 1.00 1.0 D+ 1.0 L(Adj Spans) Member Type:Joist Shear(Ibs) 600 @ 22'3 1/2" 1716 Passed(35%) 1,00 1.0 D+ 1.0 L(Adj Spans) Building Use:Residential Moment(Ft-Ibs) -1208 @ 30'11 1/4" 3160 Passed(38%) 1.00 1.0 D+ 1.0 L(Adj Spans) Building Code:IBC 2015 Live Load Dell.(in) 0.081 @ 37'7 9/16" 0.253 Passed(L/999+) Min 1.0 D+ 1,0 L(Alt Spans) Design Methodology:ASD Total Load Deft.(In) 0.095 @ 37'8 5/8" 0.632 Passed(L/999+) ME 1.0 D+ 1.0 L(Alt Spans) TI-Pro'°Rating 52 45 Passed ME -- • Deflection criteria:LL(L/600)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 4'5 11/16"a/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer or 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the T3-Pro'"Rating include:None Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Total Accessories Live 1-Hanger an N/HF plate 5.50" Hanger' 1.75"/1.75"2 62 275/-12 337/-12 See note 1 2-Beam-DF 3.50" 3.50" 3.50" 153 706 859 Blocking 3-Beam-DF 3.50" 3.50" 3.50" 254 810 1064 Blocking 4-Beam-DF 3.50" 3.50" 3.50" 229 821 1050 Blocking 5-Hanger on N/HF plate 5.50" Hanger,. 1.75"/1.75"2 70 316 386 See note' •Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. •At hanger supports,the Total Bearing dimension Is equal to the width of the material that Is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. • a Required Bearing Length/Required Bearing Length with Web Stiffeners Connector: Simpson Strong-Tie Connectors _ Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger ITS1.81/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 NIA 5-Top Mount Hanger ITS1.81/11.88 2.00' 4-l0d x 1-1/2 2-10d x 1-1/2 N/A Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 44'1/2" 16" 10.0 40.0 Residential-Living Areas 2-Point(PLF) 25' 16" 135.0 180.0 Member Notes _ Main Floor Joists /� Weyerhaeuser Notes {2})SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.corm/services/s_CodeReports,aspx. The product application,input design loads,dimensions and support information have been provided by RL Forte Software Operator Job Notes 12/1g/2016 6:5334 PM Ryan Lang MoPnae Res,. Boca Forte v5.1, Design Engine:V6 5.1.1 Jones Engineers 220$1Ct:Street 16352-McPhee-Joists.4fe (aa60)737-nnl36 Anecorien,WA ryangionesengineers us Joh#16352 Page I of 1 FORTE '- MEMBER REPORT Level, R2 PASSED 2 piece(s) 1 3/4" x 14" 1.55E TimberStrand® LSL @ 24" OC Overall Sloped Length:24'6 1/4" 12 97 1, 1B'4" 0 IJ All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual©Location Allowed Result LDF Load:Combination(Pattern) System;Roof Member Reaction(Ibs) 2426 @ 3 1/2" 4725(1.50") Passed(51%) a 1.0 D+ 1.0 S(All Spans) Member Type:Joist Shear(Ibs) 2344 @ 1'2 11/16" 11646 Passed(20°/a) ® 1.0 D+ 1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 10538 @ 6'1/2" 26121 Passed(40%) ® 1.0 D+ 1.0 S(All Spans) Building Code:IBC 2015 Live Load Deft.(in) 0.382 @ 8'10 1/2" 0.764 Passed(L/719) 1111 1,0 D+ 1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.795 @ 8'11 7/16" 1.146 Passed(L/346) Min 1.0 D+ 1.0 S(All Spans) Member Pitch:9/12 • Deflection criteria:LL(L/360)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 13'1/16"olc unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 4%increase in the moment capacity has been added to account for repetitive member usage. 1 Bearing Length Loads to Supports(Ibs) 1 Supports Total Available Required Dead Snow Total Accessories 1-Hanger on 14"LSL beam 3.50" Hanger, 1.50" 1196 1253 2499 See note 1 1 2-Hanger on 14"GLB beam 3.50" Hanger, 1.50" 807 743 1550 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that Is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector;Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 24-SOS self-drilling 16-SOS self-drilling 1-Face Mount Hanger MGU3.63(H1=9.25) 4.50" N/A wood screw 0.242 dia. wood screw 0.242 dia. x 2 1/2" x 2 1/2" 2-Face Mount Hanger HHU5410X D37 3.00" N/A 30-16d common 10-15d double shear LSTA12 Strap Dead Snow Loads Location(Side) Spacing (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 18'11" 24" 15.0 25.0 Roof 2-Point(lb) 5' N/A 798 1050 3-Tapered(PLF) 5'to 18'4" N/A 60.0 to 0.0 - Member Notes Rafters //�� Weyerhaeuser Notes (Z�SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. ll Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.waodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software,Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer Is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http:11www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by RL Forte Software Operator Job Notes '12/22/20 16 10:43:30 AM Ryan Long IvicRtiee Rgsiri ae Forte v5.11 Design Engine-V6.5 1.1 Jones Engineers 2'clt 10th Sheet 16352-McPhee-Joists,4fe (366)733-8888 Anacories,WA ryan@ionesengineers us Job ff16352 Page 1 of 1 Concrete Pier Pads _ Service Soil Bearing 1 .271 ft 1 Maximum Bearing 1353.78 psf DL+LL ¢_ Max/Allowable Ratio .903 44 B 1353.78 psf r- 5, 5 in '-I w ' Opsf kr) �, = l Uplift in D C I - Flexure Design Maximum MuXX /j25 5.64 k-ft ACI 9.1 1 ;'1 X Maximum MuZZ 10 5.64 k-ft ACI 9,1 a ft A ■■■�■■■■■■■ B Z ■■■r ■■C■■■ •1161i■ul` a ■_■■■■■a■■■ X Dir., #ee1: .778 irr (min) ■■■■■■■■■ ■ ■■# � ■ 0 i�l; l■■�■ < Z Dir. Steel: .778 in2 (min) ■■■■■■■■■■ '� D swim■■■■-* C cv 1 -�- 1-1 ( D C - Maximum Shear Check Ratios (Vu IRS Vc) Two Way (Punching) Shear .188 ACI 9.1 Allowable Soil Bearing :1500 psf One Way Shear, X dir. cut .127 ACI 9.1 Concrete Weight :145 pcf One Way Shear, Z dir. cut .127 ACI 9.1 Concrete fc 5 ksi Overturning Moment Safety Factors (OTM SF) Steel fy ksi OTM SF About X-X Axis NA : 71 . I I. OTM SF About Z-Z Axis NA - 1 I - Concrete Bearing (For Vertical Loads Only!) Maximum Bu 10 26.939 k ACI 9 1 Allowable Bc 128.562 k - Loads P (k) Vx (k) Vz (k) _ Mx (k-ft) Mz_(k-ft) Overburden (psf) DL 4 'f{l0 LL � ___F --1 +P +Vx f+Vz +Mx �FMz +Over I I J L A D D C B A A D ApAnacortes Planning, Community & Economic Development Dept. 07 Permit Center t: P.J.Box 547,Anacortes,WA 98221-0547 PH(360)299-1984 0'011' Don Measamer,Director of Planning, Community and Economic Development FAX(360)293-.1938 EXEMPTION FROM THE SHORELINE MANAGEMENT ACT'S (SMA) SHORELINE SUBSTANTIAL DEVELOPMENT PERMIT (SSDP): Applicant: Seth Allen, P.O. Box 732, Everson, WA.98247 Landowner: Malcolm & Michelle McPhee, 2202 41st Street,Anacortes, WA Address: Subject property is addressed as 2208 10th Street and is located in a portion of Section 13; Township 35 North;Range 01 East; WM. Subject Parcel: P133009 File: 5LX-2017-0004 Application Date: February 8, 2017 Action: Approved I. DESCRIPTION AND LOCATION: Project Description: The subject property is 0.25 acres or 10,938 square feet in area.The applicant has applied for an Exemption to a Shoreline Substantial Development Permit to permit the construction of.a one- new single-family residence (BLD-2016-1722) on the subject property located at 2208 10th Street. CRITICAL.AREAS: As required by the City of Anacortes' Shoreline Master Program, the subject proposal was reviewed for proximity to Critical Areas. The site contains as geologically hazardous area /steep slope along its north side. The geologically hazardous area has been classified as a landslide hazard area per A-3.2 of the Shoreline Master Program. A geotechnical engineering report dated .tune 8, 2015, prepared by Material Testing was submitted along with the subject application. According to the report, a.20 to 30-foot minirrzu'rri setback from the top of slope is recommended based on the depth of the proposed footing for the residence. According to the plans drawn, the proposed residence will be more than 30 feet from the top of the slope. Page 1 of 5 • .IV. CONDITIONS OF APPROVAL: 1. The applicant shall adhere to .the applicable policies and development. regulations (DR)contained in the City of Anacortes' 2010,Shoreline Master Program including but not limited to those in: Section 5.9 Shoreline Residential, Chapter 6 Environmental Protection General Regulations, and other applicable provisions of the Shoreline Master Program. 2. The construction of a new single-family residence shall'be.at least sixty (60)feet as • measured from the ordinary high water mark per the SMP Table 5.2. 3. 'Development shall comply with the recommendations of the Geotechnical Report dated June 8, 2015, prepared by Materials Testing and Consulting, Inc. including but not limited to: A) Grading or excavation of soils should be accompanied by grass reseeding and re- vegetation as the..project is completed. Reseeding and re-vegetation shall comply with the "Vegetation Management: A Guide for Puget Sound Bluff Property Owners." B) Clearing of existing vegetation- on an adjacent to the existing slopes should be avoided except as approved by a qualified professional. This provides additional stability to the loose top soil and minimizes the effects of down-slope water movement. C). All disturbed vegetation should be repaired and maintained until it is-established. Concentrated surface water should not be allowed to traverse the slope. Roof downspouts and footing:drains should be routed into closed separate pipes which outfall appropriate drainages: Outlets for these_pipes should be protected from erosion through the use of rip-rap or some other energy dissipating device. Similarly, concentrated drainages should be captured in closed pipe.systems and routed down slope to appropriate outfalls. D:) Suitable temporary erosion and sediment control measures should be implemented during and immediately after ground disturbance occurs. Temporary areas bare of• vegetation should be protected from erosion via a blanket of straw or rolled erosion control product (R-ECP)during prolonged breaks in site work and prior to.reseeding or revegetation. E) Permanent footing drains shall be used associated with the construction of a new single-family residence on site. All drains shall convey water under.control to a positive and permanent discharge point a minimum of 10 feet frorri the structure. and 20 feet from the slope of crest. Roof downspouts should not be connected to footing drains, but should be tight-lined.separately to a positive discharge point system a minimum of 10-feet from the structure. F) A minimum setback of 30-feet may be applied with a required slopeward footing depth of 5-feet below present grade to achieve.this factor of safety configuration at the 30-foot setback limit. Increasing the setback to 35-fet.or.greater will allow Page'3 of 5 Approved by: February 15, 2017 Don Measamer Date Director of Planning, Community, & Economic Development & Shoreline Administrator APPEALS; Per Ordinance 2992, appeals shall be filed in accordance with AMC 19.20.030-1 f f Page 5 of 5 IN2111111 lll�llln�l�a0ll�lll�l�l��1 201512290008 Skagit County Auditor 12/29/2015 Page 1 of $e 8 9:16AMAM After Recording Return To: FRANK JERETZKY 13664 Rosario Rd. Anacortes, WA 98221 Document: Drainage Easement Grantor GEMS, LLC,a Washington Limited Liability Company Grantee: Frank J.Jeretzky and Sharon E.Jeretzky, husband and wife and Thomas L. Allen and Pamela J.Allen, husband and wife Legal: Lots AB, C&D BLA 2015-0008 & Ptn BLK 201& Railroad Anacortes,Also Tract 11-13 Plate 8 Tide&Shores Lands 13-35-1 Tax Parcel#: 3772-201-017-0005 P56212 & 350113-0-051-0209 P31536 DRAINAGE EASEMENT 1411 P ®6 "a GEMS, LLC, a Washington limited liability company, hereby grants and conveys a non- exclusive easement for the construction, maintenance and repair of underground drainage over and across a portion of the real property legally described as Parcel"B" and Parcel"E" in the Survey recorded under Skagit County Auditor's File#200805080041 (previously known as Paulson Parcel "A" in the Survey recorded under Skagit County Auditor's File No. 8902080014), more particularly described in Exhibit"A" and as depicted on Exhibit "B" for the benefit of to the following described real Property: Lots AB,C and D as more particularly described in the BLA-2015-0008, Record of Survey/Boundary Line Adjustment, recorded under Skagit County Auditor's File No.201508310104 as shown on Exhibits"C" and "D". Situate in Skagit County, Washington. SS:AGITCOt1A'TYWASHINGTON REAL ESTATE EXCISE TAX ..r DRAINAGE EASEMENT- 1 DEC 2 9 2015 Amount Paid$ Skagit Co.*efts w in,Deputy, MC: ,IiING t' i k1IT-FORM INDIVIDUAL ACKNOWLEDGMENT (11GW42.44.100) .. .. ..„ �"z-,�. `.f_. 'kr•n,:r4`i'.ism. :thy/;4'C;+�h: :?: F^,t-c,C�Zti4; +t'(>,tC`<�C�C;'�' {�?rf',C!:4.aL:citi' State of Washington ss �`�'� County of Sa Ott t-e.- _ _ I certify that I know or have satisfactory evidence that Sh Afiat- .C[ - and Name of Signer 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 �a1 State of Washington Dated: MICHELLE DAY Month/Day/Year MY COMMISSION EXPIRES December 04,201a ignaturo of Notarizing Officer 1\j off Title(Such as" rj:ry Public") My appointment expires Place Notary Seal Above Month/Day/Ye of Appointment Expiration Y Pp P OPTIONAL Although the information in this section is not required by law, It 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: O 1999 National Notary Association•9350 De Soto Ave„ P.O. 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Sc' • 810NdiaBVtte °�t a*+, , °.°kA°f $1A�Z�11a1/ pt f Viaj P eA°j eon' sot 1,0 : I ka �5 f .t"°w. a oa a b at tn ht. pf Cif .1� F 0006 dod Yi 4 `., ' \ no °f fhU t �tti•to re tI/w 0% S a pandin4°� da br ma aY t V� .t•.it 'J' °ortar`.ttr e:574ppf°""aidf ?and R+it4ano Q • \, .ttth d ,r. tydr 1!K'°tl„a ''P m°tR°em ,.,, °�" cl. • • �� ��8 g�Q x0 pq6 • ,y1'iL' f oT i0' °"/Y .1�. a terkba 4 w f 1a Nar'e1 •Ru hk°5 ffdt d-a=4^%H i�.:. ""w�'^.w+4, or(' °trtrploQ°^ 0-r t I bL0 {krt . daAn9 • /t Vt btlf.4\+ b.99 or P 1' t 1E EREinsED ='JU'YEEP3 '`ni yJy 11 Lea+�`'�J } J*}'�f��-yy'��x CITY Y OF NACOR 1 ES Addendum #1 to the Structural Calculations (2015 IBC) for Allen Design & Drafting New Single Family Residence Parcel #P133009 2208 10th Street Anacortes, WA JEI Job # 16352 Date: 03/28/2017 Item: Page 1. Design Criteria 2 2. Attachment A—Beam/Column Calculations by Sizer Program—5 pages 2 3. Lateral Force Analysis 3 Total Number of Pages(Including Attachments) 9 4164 Meridian Street " Suite 304 Be4lingham, Washington 98226 ' Phone (360) 733-8888 / Job# 16352 12/28/2016 Page 3 of 4 Calculated by: RAL Structural Review/Analysis for Checked by: RAL 2208 10`h Street,Anacortes,WA 3. Lateral Force Analysis Right Residence Wall— Main Floor(SW-2) Seismic Load: 0.50 * 2689 lb+ 0.32 * 4684 lb= 2547 lb Case A B Zone A B C D A C ps(Design) Min. per§28.6.4 Projected Area(ft2) 16 63 132 128 0 0 2661 lb 2435 lb Critical Length of Shearwalls=5.33 + 10.25= 15.58 ft v,,c;,,,,,. = 163 plf v,,,;,,d= 171 plf 7/16'STR I Ply w/8d @ 6"/12"& DF framing=260 plf/365 plf(Seismic/Wind) OK Check Overturning on 5.33 ft wall section OM =2547 lb (9 ft)(5.33/15.75)=8193 ft-lb RM=0.6[15 psf(3 ft)+ 12 psf(9 ft)] (5.33 ft)(2.67 ft)= 1304 ft-lb Force at wall ends=(OM-RM)/4,83 = 1426 lb HDU2 Hold-downs are needed Check Connection of Gable Truss to Wall Top Plates Load— 171 plf> 150 plf.'. Toenails cannot be used(NDS 4.1.7) Allowable Load on Simpson A35 or LTP4=595 lb Spacing=(595 lb/clip)(12 in/ft)/(171 plf)=40"o/c Connection of Sole Plate to Blocking Load= 171 plf(1.33 ft)=227 1b (3) 16dx0.148" - Z' =ZCDCMC,Cm= 102 lb(1.6)(1.0)(1.0)(0.84)(3)=411 lb>227 lb OK Check Number of'A" Anchor Bolts Load= 171 plf Allowable Load on 'A" Anchor Bolts(NDS Table 11E)=590 lb(1.6)=944 lb Spacing=(944 lb/bolt)(12 in/ft)/(171 plf)—66"o/c • Use min '/16" CD plywood or OSB w/8d(2%2"x0.113")nails @ 6" o/c along all panel edges and 12" o/c along all intermediate framing. • All panel edges must be supported. • Use Simpson HDU2-SDS2.5 Hold-downs to double studs w/2 rows of 16d (31/4"x0.135")nails @ 6" o/c at each end of each wall panel. • Use Simpson SSTB16 A.B.wl each HDU2. • Use LTP4 clips @ 32" o/c to connect the parallel trusses to the wall top plates. • Use min. (3) 16d(3'/"x0.135")nails per 16" to connect sole plate to the LVL blocking. • Use LTP4 clips @ 32" o/c to connect the blocking to the mud sill. • Use %2"x10" anchor bolts @ 48" o/c along the entire wall. C:Userslryan\DocumentslStructural12016116352-McPheelStruc116352-2208_l 0th_St-Str_Calcs-Rev I.docx COMPANY PROJECT 11! Engineers,Inc. McPhee Residence Wood Wei r k s® 64 Meridian St,Suite 304 2208 10th Street Bellingham,WA 98226 (3 Anacortes,WA {360)733-8888 Job#16352 sOfnrsPF FOR WOOD 0FsrGN Mar.27,2017 14:55 A-Ridge.wwb Design Check Calculation Sheet WoodWorks Sizer 11.0 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(16.50') pat Load2 Snow Full Area 25.00(16.50') psf Maximum Reactions (Ibs)and Bearing Lengths (in) : 15 'l' 0' 14'-10.6" Unfactored: Dead 1856 1856 Snow 3094 3094 Factored: Total 4950 4950 Bearing: Length 1.38 1.38 Min req'd 1.38 1.38 Glulam-Unbat.,West Species,24F-V4 DF,5-112"x13-112" 9 laminations,5-112"maximum width, Supports:All-Timber-soft Beam,D.Fir-L No.2 Total length: 15';volume= 7.7 cu.ft.; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2015 Criterion Analysis Value Design Value Unit Analysis/Design Shear tv = 83 Fv' = 305 psi fv/Fv' = 0.27 Bending(+) fb = 1313 Fb' = 2675 psi fb/Fb' = 0.49 Dead Defl'n 0.13 = <L/999 Live Defl'n 0.22 = L/795 0.50 = L/360 in 0.45 Total Defl'n 0.43 = L/418 0.'74 = L/240 in 0.57 Additional Data: FACTORS: F/E(psi)CD CM Lt CL CV Cfu Cr Cfrt Notes Cn'Cvr LC# Fe' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.969 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 4912, V design = 4131 lbs Bending(+) : LC #2 = D+S, M = 18278 lbs-ft Deflection: LC 82 = D+S (live/ LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7--10 / IBC 2015 CALCULATIONS: Deflection: ET = 2030e06 lb-in2 "Live" deflection = Deflection from all non-dead loads {live, wind, snow...) Total Deflection = 1.50[Dead Load Deflection) + Live Load Deflection. Lateral stability(+) : Lu = 14'-10.63" Le = 27'-7.63" RB = 12.2 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3,Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4.GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). COMPANY PROJECT Jones Engineers,Inc. McPhee Residence %%'o o d Wo r k s° 4164 Meridian Si,Suite 304 Ana 10th tes Street 161 IBellingham,WA 98226 (3Anacorles,WA (360�733-8886 Job#16352 tnrnt'ARt rr u WOOD Di WONMar.27,2017 15:19 K-Deck.wwb Design Check Calculation Sheet Woodworks Sizer 11.0 Loads: Load Type Distribution Pat- Location [ft] I lagnitude Unit tern Start End Start End Load) Dead 17i11 Area )5.00(6.00') par Load2 Snow Full Area 25.00(6.00') psf Load3 Wind Foil Area -20.00(6.00') psf Maximum Reactions(lbs)and Bearing Lengths(in) : 14'-9„ 14'11.5' Unfactored: Dead 664 664 Snow 1106 1106 Wind -885 -885 Factored: Uplift 133 133 Total. 1770 1770 Bearing: Length 4.00 4.00 Min req'd 0.51 0.51 Timber-soft,D.Fir-L,No.2,6x12(5-1/2"x11-112") Supports:All-Timber-soft Column,D.Fir-L No.2 Total length:14'-9,0";volume=6,5 cu,ft;Beam and stringer; Lateral support top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2016: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv - 35 Fe' = 195 psi Ev/Fv' = 0.18 Rending( ) fb = 593 Fb' = 993 psi Eb/Fb' = 0.60 Bending(-) fb = 44 Fb' = 1372 psi tb/Fb' -= 0.03 Dead Defl'n 0.09 = <L/999 Live Defl'n 0.15 = <L/999 0.47 = L/360 in 0.31 Total Detl'n 0.28 = L/601 0.71 = L/240 in 0.40 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fe' 170 1.15 1.00 1.00 - - - -- 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 0.987 1.000 1.00 1.00 1.00 1.00 - 2 875 1.60 1.00 1.00 0.980 1.000 1.00 1.00 1.00 1.00 - 4 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS', Shear LC 42 = D+S, V max = 1695, V design =- 1460 lbs Bending(+): LC #2 = D+S., M = 5987 lbs-ft Bendingl-I: LC #4 = .6D+.6W, M = 449 lbs-ft Deflection: LC #2 = D+S (live) LC #2 = D+5 (total) D=dead L=live S=snow 47=wind I=impact Lr-roof live Le=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / Iac 2015 CALCULATIONS: Deflection: EI = 906e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow,,,) Total Deflection = 1.50(Deed Load Deflection) + Live Load Deflection, Lateral stability(+): Lu = 14'-1.50" Le = 25'-11.94' RB = 10.9; Lu based on full length Lateral stability[-): Lu = 14'-1,56" Le = 25'-11.94" RB = 10.9; Lu based on full length Design Notes: 1.WoodWorks analysis and design are In accordance with the ICC International Building Cade IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, COMPANY PROJECT Jones Engineers,Inc. McPhee Residence i Wood\iVo r ks 4164 Meridian Si,Suite 304 2208 10th Street Bellingham,WA 98226 Anacortes,WA (360)733-8688 Job#16352 .Snf110W foe woo n or,ir,.v Mar,28,2017 09:11 0-Deck_8m.wwb Design Check Calculation Sheet WoodWorks Sizer 11.0 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00(3.00') psf Load2 Live Full Area 60.00{3.00') psf Load3 Snow Full Area 25.00(3.00') psf Maximum Reactions (Ibs)and Bearing Lengths (in) : 14'-2" 0' 13'-10.9" Uniactored: Dead 212 213 Live 1275 1275 Snow 531 531 Factored: Total 1567 1567 Bearing: Length 2.00 2.00 Min req'd 0.88 0.88 Timber-soft,Hem-Fir,No.2,6x12(5-112"x11-112") Supports:All-Hanger Total length:14'-2.0";volume=6.2 cult.;Beam and stringer; Lateral support:top= 16 bottom=at supports;[in] Analysis vs.Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fir = 30 Tv' = 112 psi fv/Fv' = 0.26 Bending(+) fb = 503 Fb' = 540 psi tb/Fb' = 0.93 Dead Defl'n 0.03 = <L/999 Live Defl'n 0.22 = L/755 0.46 = L/360 in 0.48 Total Defl'n 0.27 = L/611 0.70 = L/240 in 0.39 Additional Data: FACTORS: F/E(psilCD CM Ct CL CF Cfu Cr Dirt CI Cn LCt( Fv' 140 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 675 1.00 1.00 1.00 0.999 1.000 1.00 1.00 1.00 0.80 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.1 million 1.00 1.00 - - - - 1.00 0.95 - 3 Emirs' 0.40 million 1.00 1.00 - - - - 1.00 0.95 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 42 = D+L, V max = 1460, V design = 1251 lbs Bending(+) : LC #2 = D+L, M = 5077 lbs-ft Deflection: LC #3 = D+,75(L+S) (live) LC #3 = D+.75(L+S) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: ET = 767e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(h): Lu = 1'-4.00" Le = 2'-8.94" RB = 3.5 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement, 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. February 20, 2017 From: Seth Allen " P.O. Box 732 Everson, WA 98247 RE: Response to Plan Review notes for the proposed New Single Family Residence at 2208 loth Street I will be requesting that you add some plan review notes to my plan set because I live in Everson and it's a bit of a drive down to your office. If you are unable to fulfill the request I will make other arrangements. Please see my comments in blue below: Please address the following items so I can complete the plan review. r,•i. List the 2015 Uniform Plumbing Code (UPC) on the cover sheet. Could you please add this plan review note on Sheet A-0 under the Project Information heading? 1 believe there is room at the bottom of the fist. If you are unable I will have my Clients come down and do it. ,-;A. Provide a landscape plan showing what other landscaping is to be done other than trees. My Client came into the City offices on 02/17 and made arrangements to provide this infoiniation. i/ Deck on East side of property needs to meet 10' side setback. I spoke with Paul about this one already and got the go ahead with the requirement that the deck be no more than 18" above grade within the setback. That note is on the site plan located on sheet A-0. HUC410 hangers are not hot-dipped galvanized. Any hangers or post caps that come in contact with pressure-treated wood is required to be hot-dipped galvanized or otherwise protected. Please correct and show this on the plans. I see that the Engineer missed the `Z' in the area specified in the following locations: Could you please at a plan review note of 72 at the end of the (3) HUC4l0 Hangers called out for the rear deck framing shown on Sheet S1.0? If you are unable I will have my Clients come down and do it. /5. Please list a carbon monoxide alarm in the loft as required by the 2015 IRC (one CO alarm per floor). Could you please add this plan review note to the loft area? If you are unable I will have my CIients come down and do it. 6. On page S1.1, S-4 refers to a WSW18x9 Shear Brace, whereas, page S1.0 refers to a Portal Frame Shear Brace; which product is to be used? Please clarify this on the plans. Is it site built? If not, who provides the product? Please provide the Manufacturer's detail and instructions. I'm not finding the discrepancy on S1.0. The front wall of the garage is a portal frame and is described by detail 4/S 1.0. I see callouts along the rear wall of the home for `see details I-4/S2.1 for WSW panel'. DRAWING T}TLE: 43'-0" 43'-0" !'-2" E3'-10" 1'-0" Main & Loft / / / / / / t Floor Plans 13'-0" 301-0" / / / , 1 13'-0" AA 30'-0" I 1 14 I A-b I DESIGN r --1 \ ♦ ♦ - A E \ \ R I PT 6x6 POST PER ENG {1 OF 4) �`-" " DN 141-9n ON 1'-4 „ A (OPTIONAL TRT GLU-LAM COLUMN) 'jr- - z II Covered Deck 'L z _ T e Q COMP.DECK 3j Q 1 e I I A FABRICATED I FABRICATED I 4 : ' .. kl 23'-(�" / 3'-6I' I- .4 (a �9 METAL HANDRAIL, '-0" 2'- " 12'-0" 2'- " 6'-a" METAL HANDRAIL, I N / BIDDER DESIGN / /� / / BIDDER DESIGN G At \ . I - PIC TD I PIC TD , ALLEN 6/0 6/0 12/0 8/0 SGD 6/0 6/0 � � _ Bit. __\ - DESIGN & DRAFTING }'_�Ih 11_mll ` ce Q 9 m I SETH M. ALLEN _ r''i 360,483.8530 " II II ' 11 I! u a ' " u u + u _ C it) P.O.Box 732 U o G 4x4 POST, v op U ' I allen,design.drohng@gmall.com / 3 -0 3 -0 -Oil' 3 -0 3 3 -0 - 3 -0 3 3 -0 \L_ ,Q ® �.\ EA. SIDE ce coEverson,WA 98247 inI / / / / /`/ / / // / / 01 o � J�� DORMER ABOVE 2x4 TP &2x6 SILL, `t \ PIC PIC PIC PIC PIC PIC :0 U c' ��c'D��<, EA.SIDE 3/0 4/0 3/0 4/0 3/0 4/0 3/0 4/0 3/0 4/0 3/0 4/0 31-�4" 61_011 3'_3 41r - IP re 4 e I `. _ i Dining Area 0 ii! + .1 vim -1,_254" -!'_4 II I -1'-2%" I - Ili" in 2 _ �I'� I�f { ) ` TILE N �1 CASE I �' k _ -fa - I COPEN (OPEN I (OPEN \ \ 6/0 6/0 r'\ e I- TO TO TO Living Area „ „ " b) BELOW) BELOW BELOW) FRESH A1R VENT TILE 2 ',� 3 "-4 I 10 _534 1i" 1 - _ EGRESS /1 6x6 POST, I 0 I PER ENG ,,0 j „ 3 / '� ��.��(�a\ 1 }3AA II 1a��� , . / / 9.\`I$ ISLAND- 8'0x4D" �� - - - FLAT __ - - iL - w -.. FLAT T: .. . 4 L i - - ► \ \ $LOPE TOTE / T_. o0o r T- I 6' DBL. HELIX / 1 i 1 �� I II - 6� I I e Master SPIRAL STAIR I o o 1 DW 1 A ' DORMER FRAMING I Bedroom / y 1 .4 + i i `; ABOVE/2 WALL,SEE SECT A/A-6 I I 'q' in TILE {SEE STAIR NOTES) - n I"- \ LU 00 l- 6' DBL. HELIX I I 1 " " II 1_ " - - '� � 2x4�2'WALL, 36"min. Ht. '1'-3" 4 WA" 3 ll�a 3 �'-5�4° 6x6 POST, 0 3 z SPIRAL STAIR -I-I (SEE STAIR NOTES) ' ,, / I / / PER ENG a) Kitchen QQ 41 RIDGE BEAM -7,o N N a _ \ TILE RANGE tI8" Q Q O -a0'1) LU �---- � w Q , HOOD VENT -JL �Q ♦ \ _� M>=Uo _ \ I Z - RIDGE BEAM �, oc o in / / �rr `�,;. -•r r 2 Ce < . K/4 _ 6x6 DF#1 POST, PER ENG `LJ z y 3/0 o . 1 ,�� REFRIG. M a 'S/ • (OPTIONAL GLU-LAM COLUMN) r��, y �` I BARN n \ ` I �,� �,��,� P , 36"x24" - ' - -' W I-- 3:: --i 9/4l/If.IR".ir 1 �� • DN - � = _,..---Aii ) _,....... -- _ � Loft Area - =m \ ��� �, ,,_. \ `r �•+ ! ,�• - 1)J 22"x30' �* rl\ �i�� `° �€€€€f: i: 0 cn / `\1r4i : ACCESS cn - 1 / \\ _ - L _ DRYER @ I , iv *Ali ' SLOPE sv - - -- I�� ��. I REF cn - ° - _ , ``) FLAT �& f m Q I �. Guest ANA* VENT c�+\ i ^ �a�� ,''�� tao ��\ - Both , ' � ��. . \ I + Laundry NUTONE W D. .� z (del v �h v`I TILE Room LS 100LL, -�- r„ '� $ 0 - rn Walk-in I <n co 1- 5'-0" Q _' - O v) b c'+ / I Sr I I 4, TILE W.H.F. _, \ / cv x U x U Loft Area / to TILE J�UroNE I ?i z I 1 WALL MOUNTED IN-FLOOR o ` v, _ I ' ' `J '� ,w wLLI nc I Closet x N U \ LU NU NU , // �o - - cv Q N Q / WOOD - 9` CO' 5`-(�II 4. 6I-2" I QT-80 3 T/SO£' L iI1 0 , -RADIANT HEAT BOILER ' w p I /1/ m -- -\- �� L.L I cp 4'-Ili" `1`-i3/411 r I !1''8 4" ia .-6 / _ / R S I I' o 0 3/0 SC e Iz N� 451-0"_ ____,/__ - `-e f�/ / f 2/10 AL - co i ! 000 20min OLE 4,\�'e .6 �� 0 0 W in _ S�rS�Ss;��/ri ___ _ ` _ \ w H \ \ i O ©X = _ _ ir Bathroom NUTONELUff 0 ( �7T�1' / rl�e 2/10 QT-80- ,..�1 R �1 0 PKT iv � U 3/0x4/0 3/0x4/0 3/0 4/0 I ! 3/0x4/0 I 3/0x4/0 3/0x4/0 /, - '� CASE PIC PIC PIC PIC CASE �� - U U NUTONE i ' /0,),34a••h} 1 \ �� Z 1 1 �l �� I a X Cl) QT-80 z„y� 4x6 POST f/ Z <( �` �� 8' ti� I o o O 3'_5v, 6,-0" 2'_- II �(1_23/411 3'_23�4" 5'-113/411 2'_1 ' '' 3'-10,l'' II o BRACKET ^' I �� �°• - r / / / / A 9 24" EXEMPT fREA,ii; L �1 II tl " 1 11 11 i_ 'I , I I �_ II III 1_ " 11 I_ II 46 II ��_ II O - Foyer e ,t 22 3 -0 3 3 -0 3 3 0 3 3'-0" 3 3 0 3 3 0 - o Side Deck _I IMP. SURF. CALC. 0TILE ' WALL MOUNTED PEI�vI°L43 Z 2 1 3 6 I / L� LINE OF FLOOR ABOVE 2,_10" ct 51_111 , INSTANT HW HEATER DECKCRTE fi e / 3 -6 / / // 4,' 4' .% // / / ,f I I - e\ Office/ /� k �� I 1 " 11 n I \'b ,Nt VENTING REQ'D PER \ if, !! -5 - 1 / 30 -0 I e =-\ Bedroom 2 ; ,- I3ti MIIF - •I' '� ' TILE / \`'1 IRC SECTION � I HAND ►' M1801.1 & G2401.1, o U I e I I r _ HELD SAUNA \ VENTING PER MFG SPECS o _! I i I I 3/0x6/8 EXT WI c l RAIN ---€ r ?� 4x6 14' SIDELITE & _ _ V I I I I -� e ? TRANSOM @ Garage al TILED SHOWER Front Porch ccriG rE z hl ♦ a 5.0'xb.4' ' - I ( I I I OBS �� EXP.ncr.GONG ` 0 u - L 1 I I E - J L -'�- -� _ ♦ FLAT_ \\\��\\\\��\y\\\\ 2/0x2/0 EGRESS I I I I I I AWN I FRESH AIR VENT I \ 2"SLOPE 3/0x6/8 EXT \ L L I "'� - \ L � �. I 1 RlSE - w/%2' LITE& \ I II 6/0x6/0 XOX I I 18"VENT \ I V GARAGE SEPARATION TO BE LOFT FLOOR PLAN I I C } _ _ - TD 24" @TOP _ - - �n /2"GWB @WOOD WALLS 2+_�18. IL SI_wVU b N FRAMING 1-LAYER OF L 11r�'11 't+'1 6) t Q U U 045 p cop y �-}- ^ y 5/s'TYPE"X"GWB ON CE; ;;VG. c U o a > o SCALE : Ya" = 1'-m" C FIRE TAPE ALL EDGES & \ o o } .c o ° g. - i 6 u PT 8x8 POST, 0 U CORNERS (0 `p _� v 'o a `1�e U PER ENG I l - _ - _ - - n o o (PER IRC R309.2) \ 9 .� Q Q c GENERAL NOTES ELECTRICAL/MECHANICAL NOTES _ , I ELEC/MECH SYMBOLS Square Footages (1 OF 3) E - 1 _r4 ti \ c c "1 a, Q S.F. I I @ r �2x3� \ o o a o f 1. SEE ENGINEERS PLAN, DETAILS & I. ALL SMOKE DETECTORS SHALL BE 1 t0 VOLTII 11 II " 11 I I - a m V/ Main Floor 1,623 4 -` 2'-0" aii' 4 - Ali" -b "3 -h 6 I ATTIC I a EXHAUST FAN (PER PLAN) / / / / / J / J ,� I �`+ �hCC_S-S. \ �- SPECIFICATIONS AT THE END OF THE PLAN SET. WITH BATTERY BACKUP INTERCONNECT, Loft Floor 442 _ C 4 + _�� \ o m 2. SQUASH BLOCKS (PER MANU.SPECS) 2. PROVIDE CARBON MONOXIDE OR CARBON MONOXIDE DETECTOR Total Finished 2,065 I I o \ V o c E o TO BE INSTALLED IN FLOOR FRAMING COMBINATION CIO &SMOKE DETECTOR �+ �*+ �, - \ - --- c la •- a� 5 H o IN THE IMMEDIATE VICINITY OF EACH Garage 680 C _-' e+ 2-Cor \ 61 N O c o _ sc •- a o -� UNDER BEARING POINT LOADS. SMOKE DETECTOR - I T \ ' o c SLEEPING AREA PER IRC315.1. Front Parch 28 0 Ni\ Gcrc e \ Q a +3 3. REFER TO FOUNDATION PLAN AND 3. KITCHEN EXHAUST FAN TO BE A �1iNiti�U>b4 Side Deck w/Steps 182 a III - , cr \ �+ N c c a r C CY \ \ Yi O '{y 4) u •t•• it ?. SITE PLAN FOR INFORMATION ONOF 1D0 CFM PER M15D7.4 (WA AMEND.) Rear Deck w/Steps 324 cv C i t T _ \ o - • o SIDEWALKS AND DRIVEWAYS. uN (CONRACTOR TO VERIFY) 4. DIRECT VENT ALL FANS TO EXTERIOR. . SPIRAL STAIR NOTES I I - - - -T e u o m =' o ^ o a O cs v '- � o EXHAUST TERMINATION POINTS MUST BE I I cv N o . }- L v 4. ALL METAL FASTENERS, HARDWARE, & 1. SPIRAL STAIRS SHALL COMPLY w/ C� �- \ LOCATED AT LEAST 3 FEET MINIMUM,' _ 1 PROJECT OWNER 8.MAILING ADDRESS: FLASHINGS THAT COME IN CONTACT 2015 IRC R31 1.7.10.1 4* \ \ \ Malcolm & FROM OPENINGS INTO THE$UILDIr,G �\ I WITH PRESERVATIVE TREATED MATERIAL PER IRC M1502.3 &M1506.2. 2, STAIR CLEAR WIDTH AT &BELOW THE [ `� I ; Michelle McPhee (MUD SILL,TREATED PLYWOOD, DECK HANDRAIL SHALL NOT BE LESS THAN 26". JOISTS &BEAMS, ETC.) MUST BE HOT 5. CONNECT WHOLE HOUSE FAN TO A 1J 2202 41 st Street - DIPPED GALVANIZED OR STAINLESS STEEL. 24 HR. TIMER. 3. STAIR WALKLINE RADIUS SHALL NOT BE _ e \ Anacortes, WA VERIFY WITH PRESERVED WOOD 6. WHOLE HOUSE VENTILATION SHALL BE GREATER THAN 24Y2". A 4b�611 /jg3�1/ o \ I 98221 MANUFACTURERS SPECIFICATIONS FOR PROVIDE THROUGH WHOLE NOISE I- \' ACCEPTABLE PRODUCTS &STANDARDS4. EACH TREAD SHALL HAVE A DEPTH OF NOT 4: •, CHECKED BY: SMA VENTILATION USING EXHAUST FANS PERLESS THAN 63/4'@ THE WALKLINE. \ I DRAWN BY: SMA BEFORE INSTALLATION. 20151RC WA AMEND M1507.3.4. •N I DESIGN BY: SMA 5. VERIFY ALL FLOOR COVERINGS AND 5. ALL TREADS SHALL BE IDENTICAL &THE RISE \ 1 \ PROJECT NO.: 201610-01 7. WHOLE HOUSE FAN SHALL HAVE SHALL NOT BE MORE THAN 9Y2- WHEN THIS DRAWING IS REPRODUCED AT FLOORING BREAKS WITH OWNER. \ \ \ € '� \, 9/0x8/0 O!-D 9/Dx8/0 OHD - \ \ ORIGINAL SCALE, THIS BAR=1 INCH A MAX.SOUNDS RATING OF 6. HEADROOM SHALL NOT BE LESS THAN 6'-6". wi LITES w/ LITES mom 6. CABINETS AND COUNTERS PER CABINET 1.0 SONES & EFFICIENCY OF 0.35 4. 1 INCH PLAN. (VERIFY DIMENSIONS) WATTS/CFM. \ /21-0" I 9'-0" /12''X 9'-0" /2'-0"/7. DOUBLE HELICAL SPRIRAL STAIR SYSTEM 8. GAS APPLIANCE VENTING REQ'D PER SHALL BE INSTALLED PER MANUFACTURERS I IRC SECTION M1801.1 & G2401.1, DETAILS AND SPECIFICATION- 1 !VI VENTING PER MFG SPECS / 130" / 9'-O" / 24" / "11-0" / 231-0 / j 41 Construction Set 03-29 17 04 Pesmit Set 12-29 46 NO. REVISION/1SSUE GATE: V STRUCTURAL INFORMATION SHOWN ON 9 PROVIDE THERMAL EXPANSION TANK AT AA 54'-0" STRUCTURAL SHEETS & CALCULATIONS HOT WATER HEATER. (AS REQ'D) . TO INCLUDE BUT NOT LIMITED TO: 10. WATER HEATER SHALL HAVE STRAPPING A_b / f SHEAR WALLS, HOLDOWNS, HARDWARE, PER IRC13D7.2 (AS REQ'D) Iir � � IA-3 FOUNDATION, POSTS, KING STUDS, ETC. 11' T PROVIDE PPRRESSURE RELIEF LINE PLUMBED MAIN FLOOR PLAN I MAR 3 Construction SCALE : y4' I'-�" I Set ' 'i ` 03-29-17 Y '16 ..I 1 G, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMEN, '' }' G° "` �' r �- IDENTIAL BUILDING PERMIT APPLICATIOW�� rm k,� A �d�� wailing Address: P.O. Box 547, Anacortes, WA 98221�,. * '� � , .t D IP - Office Location: 904 6th Street, Anacortes WA 9882i -t D o`' 'IS,-M .O % ' Phone: (360) 293-1901, Fax: (360) 293-1938 0 . __....01, PLEASE REFER ��'�r RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL RE MENTS PROJECT ADDRESS(Street,Suite#): Parcel(s)#: 22_05 1Di" a' t I 3 01 Subdivision/Lot#: Project Valuation: $ LoT C , U1A -2 1S-- Doc)5 Z-1 7, 9`7 E -L AP LICANT• Phone: Fax: Address(Street,City, State,Zip): E-Mail Address: �� '0.13c 732 ,--VE'Mo , 1�vA `92- T ��,11 1�, .d��ic,{) ,c1.r,;Tiv,G ' c��v,c:i1,r . L„.,w,, PROPERTY OWNER: _ Phone: Fax: Address(Street,City,State Zip): E-Mail Address: e_D.'Du 1 , A I-1Ato27'- ,1 A Ci'3-2-2- l cv1\60 c-c\\ -c_Lz\V-,-)1 5 L){r=tlnc o , COW\ CONTACT PERSON: Phone: Fax: Address(Street,City,State,Zip): E-Mail Address: LENDING AGENCY: Phone: Fax: 0 Address(Street,City,State,Zip): E-Mail Address: CONTRACTOR:* Phone: Fax: Address(Street,City,State,Zip): E-Mail Address: Professional License#: Exp.Date: *All Contractors&Subcontractors must have a valid City of Anacortes business license prior to doing work In the City. Contact the City's Business License#: Exp.Date: Finance Department at(360)299-1968. PROPOSED WORK: N 1,,; 7, It-4 6,-1: rA,,L1 i I,-_L17-L'A I E i—IC _ w i TA r--1-z- C-,, 2AC-=-_, PROPOSED NEW SQUARE FOOTAGE: Basement SQ': 0 Finished Basement: ❑ Unfmished Basement ❑ l'Floor SQ': j 1 Z , Garage/Carport SQ': { 'j c 2nd Floor SQ': Li LA Z Deck/Covered Porch/Patio SQ': 5-(-)L4 Fire Sprinkler: Yes ❑ No VI. Lot Area SQ': i 0 i 9 3 : `Tt 'S'.,_)i L-k LI t I declare under penalty of perjury that the information I have provided on this form/application is true,correct,and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: , \--1/1 "1 I J-41 Owner 0 Agent (specify): F."2y 1C -1>ti 1? Signature: 714.',-'J • Date: 1/ / Z C) / 1/2___ "/ Page 1 of 3 APPENDIX D — SMALL PARCEL STORM WATER PLAN JULY 2011 City of Anacortes Public Works Department\Building Department Small Parcel Storm Water Plan Section 13.36.100 Chapter 13.36 Drainage Requirements and Regulations Project Name: New Residence (New SFR) Owner: Tom & Pam Allen, P.O. Box 817, Anacortes WA 98221 Site Address: 2208 10`h Street Parcel ID Number: P133009 Sec. 13 Twn 35 Rng 01 , W.M. Prepared By: Seth Allen, Allen Design & Drafting P.O. Box 732, Everson WA 98247 (360) 483-8530 allen.design.drafting @gmail.com 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. APPENDIX D: SD-02 APPENDIX D — SMALL PARCEL STORM WATER PLAN 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: APPENDIX D: SD-02 APPENDIX D — SMALL PARCEL STORM WATER PLAN JULY 2011 1. SPSP No. 1 -- Construction Access Route. a. Construction vehicle access shall be limited to one route, unless approved by the official. The construction vehicle access shall be located at the Southeast corner of the property adjacent to 10rh Street(as shown on site plan). 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 satisfaction of the official. A gravel construction road shall be installed where the proposed concrete driveway is shown on the site plan. It shall be constructed of min. 4" quarry spans. The contractor shall designate a point of contact for the COA regarding all onsite storm water issues. A daily log shall be kept noting effectiveness of mud& dirt removal. 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. Contractor shall coordinate alternative methods with COA should the construction road be found to not be an effective removal system. c. 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. A daily log shall be kept noting condition of the construction road.. Contractor shall note whether there is a small/medium/large amount of material flowing into the public right of way. Contractor shall coordinate with COA entrance maintenance or additional seditment-trapping measures if required. d. Sediment tracked onto the public roadways shall be cleaned on at least a daily basis. A daily log shall be kept recording that sediment tracked into the public roadways has been scraped, swept, removed, etc. back to private property. Soils/materials stockpiles shall be covered with visqueen or other materials/methods to prevent erosion. APPENDIX D: SD-02 APPENDIX D — SMALL PARCEL STORM WATER PLAN 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. During construction activities uncovered soils shall have straw applied. A silt fence shall be installed along the north side of the property before the storm water swale down slope. 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. The existing grade is largely similar to the adjacent properties to the east and the west. The property slopes to the north which is where silt fencing is located on the site plan. 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. See answer above. b. Drainage conveyance shall be provided 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. See attached `Small diameter residential HDPE stormwater outfall'plans provide by the COA. Hardsurfaces shall be of pervious type and allow infiltration to native soils. c. Verification shall be provided to the city engineer that the as-built detention/retention facility is in compliance with the project requirements. Not applicable. APPENDIX D: SD-02 APPENDIX D —SMALL PARCEL STORM WATER PLAN JULY 2011 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. See attached `Small diameter residential HDPE stormwater outfall'plans provide by the COA. Hardsurfaces shall be of pervious type and allow infiltration to native soils. 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. See answer to item 3 above. 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 function. The contractor shall maintain a daily inspection log noting condition of soils stockpile cover, disturbed soil cover(straw) & silt fence conditions. The log shall be furnished upon required by the COA. 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. Contractor shall coordinate with the COA should additional means and methods be required. 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) Not applicable. APPENDIX D: SD-02 WPM.TIE Protect&Site: �. - -- —....-.. 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SEM M.ALLEN iSToo- e. e .zrz ti, ,::..' `�. e..r,a Mo n Roo •L;��{.r.7 ".747 F .•,,.mom.pm. _f - 'tf" 'w`fi:YF 3' .Ca: ® III m r—., .. • . . .- Told nished 2065 • Garage d e� From Porch I .+^ ^,"'°"3,,�G 1 (3n�=-x—=_1 ® I I.. - Slde Deck w/Slaps 116/ ,� 31 • L,,, Rear peck ve Steps , p z411[ HOMELLG1 t ;, �• °`� w°.� - -D Shoot index / 0.,, �mmm a �ETL GRADE �IX.GRADE T � A-R Protect A Site lntormolen,SRa Plan&SWPPP Deters • �M rie ^�m �==-=} EAST SIDE GRADING PROPOSED GRADE NORTH GRADING PROPOSED GRADE Al• - &6brFavalbns A-2 Easier Devotions Q, 8 SCALE X. •I'-0" SCALE,1Iu"•I'-0' - ,. - A-0 Moln Hoer Mon&Loll Root-Plan OR 103sF.�uef.' A-4 Foundation Plan&DetoRs r ' EXISTING & PROPOSED GROUND ELEVATIONS AA-66 Roof fFlo TypicnaRaall&Trotlaru'¢ll` N eSCALE 1 PER PLAN GRADING NOTES. SITE AERIAL DntO➢s&W$EC Information ^' s^��` P _ -PROPOSED MINOR GRADING SCALE iTLT.6. `I �! d - USING ONSTIE IXCAVATEDSO65 S1.0 Fonndallon Plan&Details LL) n/\ 51.1 Upper Root Homing& Li] �N + Mcln floor Shear Wolf Plan W TP $12 Upper Roof Framing& f I '-',..- Upper RoaSha¢r W¢0 Elan 7 �/ MM. 52.0 S7ryatVm,Details L L.L ds -. .711••.- St S1reclvml Data, w [-- In ® lag S3A Skeane:Notes r-r°wraY MAMArsa +!-4�� E { "? / �� �:uaa� cr) -4--. V) QY w "®"'ra"�e /I' SITE INFORMATION' 1�] W ALMEOWED,-ua Mx. -..s. s, :•174,7.�o.0 DUSTING • Addsea :72R31Dih Sheet,M0cates WA F1/ m fF ,? -, i GRAVEL ROAD LegPar alU :Lot C,9 L.fi ^' r u'WM/NE6.1ERF p '• LL euAsr°wrL MT>lCIgJ-SLIiliOT7& Legal .Lot 41936310E ccivvsiavarwNceorKrTrs�M1 IA r°R - \\ff CROSS ION GORTRCR ORTRIL$ lal Sas .10,133(TO Pf1! isem MN%trm.nm*tar t•Cux '®! OHWM PROP LINE TOP OFPROP LINE mR°y� '1°10 111EMILE 1 'In Y E - STANDARD PLAN 1-ED.14-07 SLOPE O onn.aueci®irNrasrsmira sruasc� +xe:sssrssd+ 33'-b" lY9'-2" 2D'-0' 'i3'-O• 2Q'-®` ZONING INFORMATION: W CNI r 1 »_ us. urwwep me renown' V 110001R100100 • N..201.ld1111 0-r_942 _ ZONING :R2-RESIDBlML2 BTASIUI OCONRTHU¢T1OHENIRANCE ®etlY"Y+'r-'"•-�'"- SCALED CROSS SECTION SMACKS 0.O1AL/0 MIN$IOE 2D'AEAR N < . SCALE.1"•30'-O' LAND COVERAGE:36%ISHOREUNES TO GOVI Z MAX ,,,, DECK Ht.HPMon ELDG HT :35TORIES&35' 1/HNLSH GRADE -2.00' -IDS' 0.00' • NATIVE SHRU&S0 VEGETATION BEGIN WHEAEDECKE%IBJDS 1 ®TOP OFRLOPEAND CONTINUE SO TOE INTO$L-t&ACK , SHORELINES INFORMATION: D.00' B J N01°53'41'E-$7.95' DESIGNATION:SHORELINE RESIDENTIAL SETBACK Iao.oa aooa zo.oa — -10.00' MOO' SAd STEPS HI,IR'Max,1/FINISH GRADE aI{r.,� ` l WHERE 51@S EXFEND IMOSEIBACK �'� EXr571NG HOME m 1.SV C 9 Cm'WATER 615eP(ER OT w/l .103. 10. DHWM n4i,•- : a ) 0.00" 1 IIlII '' AD.]LOT SI =7.4S7af R070P OF HIGH BANK} _ _ N-41°42`I17"E-130.65' 4§ r-� _-_Nc____r+--- M- __-*ay_-' =-_®- ROW VAC 543sf \ S S y 10'SiDE SEIBA.CK [-r ____a—__o-._ _ ,� JNATURAL GAS I NET LOT sf :%ALLOWED :20 mpervioasl • \ _ — -_ -_ _ n atALLOWm :2wOs1 1 y( 1 Tyry - yy_ _ ���_>~` �L ELECTRI�A,L,TESECOM ^.r.•.'>� 1� ` ` TEMP.50.7FENCING 'a.ar C� III R __- - -, //,:Y/ .,,i�./ "- "'----n'� ACABLE ! mo t -`. \ l - -y ',• 1 PER ATTACHED DB. ) .9 - I-SIDE�CK f�'r./ /i% ---- 1;' r.t' r.,.1 j..:.r . �i:.,`,. GRADING QUANIl1E5: b 11` ` ; -/ I. ':^ �'. f f/ /'` ': DRIVEWAY 72 CeYtl• El t , I . 1 10'SIpESEIeACK •t'.r' `1 I s ,1' ); SIDEWALKf Om , •t- — " �. .. PERVIOUS 11 { 6 CuYd 'A 1 1 ,` `,t 1 /F,//// ����� / PERVIOt15 .'� '1 �'+,: / 'r• CuYal HII.1TY TRENCH :UNDATION 7218j CVYd 84 10Z`" 1f'`/ //•,'/.-�i- / � . GARAGE —.cDNCRETE; t. X'- v. +!-7orAL :,6�cara R aT \?,,,,,t, .-�' I. 'f -DRIVEWAY ' ,I! :tAR �.,. `7,1.T�Tr,•` •STORED ONSIfE f/REUSE AS -tea 1 1 OO ® \ 20 y 9k4'ROOF AREA • ,�1;'!"E:r,,�::'!'I;-1-, 2-✓ r •`•�.-, BACKR.&MINOR YARD GRADING i l -m g I I n .1 , F,..e L � INCL M IMPE0.YIDLG i..•5R Mmt 'r.. x: y.. APPROIL 247G9' ¢ $'- $0- GT�gNT�y n'1 \ y f , CONSRtUGRON DLL, ¢-e `o o V 3 ,P `.4.a.T� s c 1 " 8,t, t- FS'`ta' Cc' 4 1 i/ !/ Ji i'tr/ ,.SLOPE,;ti ,..1 ../If w .,fin'%,//.,. 'wJ ENTRANCE PER DRIVEWAY RASE: S5 CWtl ^a `S°E m �. ..?y.a• Cy ',,,„ 040 't l 9h � ' YiEARv'. •I I +"'' .. !'" ',:s '`v.,_ ' ATTACHm Dn.. SIDEWALK FOUNDATION EASE acavd ° !!! -a'+ •% 1 s�s� - . ' IIIII ' i FOUNDAHON .e°p G°.an`o n�� l Caeus m + ECK ; + I j REPLACE IX. DRAIN ROCK : 10 CUM `.eraE'`."L '� ` lt. 1 ' ', v �Ip, ) r� 1i'/ 1 FP +PEf25! I �ALK VAY . . w/Pal CONC. +/-TOTAL : 2F CUYd mgm `ma p: uyy g\ 1 �j/ • PROPOSED ;, 1 C NI.w l o€ `y .�T7 'O ` t m t T-I ] - :. SIDEWALK •BROUGHT FROM OFfSfIEI a$ a : � ;� 1 HOME '„`` , EL 1 f��'. I • . , E. ." I- 18 1 ` 4 \1 ` i u h. UJ AREA STUDY: aw e at 3 ,fi . 1 11 4 1 - t 7b'-tee l %/ ; ��t`� " .t". a.' 1MPFiCs'IOUS AREAS vaoPaama.swmb lsnsffi ` } - •; FROM PORCH 7k4' 28sf "�� ,.t I. POST COWER 7., / / I o ry °,:_:�. O.r F- 510E DECK ROOF: 95c4' 96si Malcolm B,. j -".sI o `�' P1) REAR DECK 3Dx6' vs� Michelle McPhee I y z I GARAGE : Par Plan WWI 2202 41 st Street 1 ' ,1 - ` I - nlS I4n aiI� al i! ��® - ','�° a. • I HOUSE Per Plan I2.54711 98221ortes,WA ; - • , ' • liP zl� }� /,: FX:911r14.5 I , z ALLOWED: 255Dsf..2.547st / ii r_, s :, ` awn: a.ry• Hh • `/ /i \ ou_wxm • 11 Lx L 1 L- �/ .. off ;!/��.::. 1 DRIPERVIOUSARFAS r� '� •.• mRkVEWAY ?B.SIQO 5)msf sa' 7otuom�` J O :•s PROM WALCWAY: 31.55Gi' 95sf w nm13.41.maiereowlc®u', JAD' S'S1PE 18 SIDE DECK N!A Osf �NpWSIM•1Nolt 'JC 5.00 •X -225 i• t REAR STEPS N/A LM 1 • - X eras — J;. - ,o y _ N O]°53'41'E-36fl.58' x 66sst t RIGM OF WAY AREAS Q' ASPHALT ORATE : 17 5020' 20001 HOUSE TO HAVE PERIMETER PERF&TIGHT LINES WHICH FLOW TO THE g '^ COIHC.SIDEWAIIL: 20.000 I0rat PROPOSED SMALL DIP,Mt1ER RESIDENTIAL HOPE STORMWA7ER OUTFACE SYSTEM, TEMPORARY SOILS STOCK PILE, 350sf SEE INCLUDED PACKAGE OF ISLAND COUNTY 5.5x11 PLANS,SHTS.1-4 I HOME UNDER CONL1RIC3GN TO BE COVERED WJOCK PEN (APPROVED If USE BY CITY OF ANACORTES PUBLIC WORKS( Il TO PREVENT EROSION, A,_O SITE PLAN • • - Permit N SCALE P.-'z' Set 12-29-16 2:7,0 ' XO \\ll\\ ll1ll 2 b 200035 $7d.00 Skagit County Auditor of 2 1:17A 0 1212012016 Page 1 Chicago Title Company has placed - RETURN TO: this document for recording as a CHCAGO T TL E City of Anacortes customer courtesy and accepts no a P.O.Box 547 liability for its accuracy or validity fr]� i Anacortes,WA 98221 Llr V ORDINANCE NO.2998 AN ORDINANCE VACATING A RIGHT-OF-WAY OF CERTAIN PORTIONS OF 10th STREET ABUTTING PARCEL P-133009,AS PER RECORDS OF SKAGIT COUNTY WASHINGTON THE CITY COUNCIL OF THE CITY OF ANACORTES DOES HEREBY ORDAIN AS FOLLOWS: WHEREAS, at the Apri1.18, 2016, City Council meeting a resolution was passed to set a hearing date for May 16,2016,to consider a petition to vacate right-of-way(ROW)on 10th Street; and WHEREAS, per AMC Chapter 12.50 Street and Alley Vacation the City Council, by motion, elected to forgo review by the board of Adjustments (AMC 12.50.060(F)); and WHEREAS, the City Council held a public hearing on said proposal on May 16, 2016, and approved the requested vacation; and WHEREAS,the legal description for the Street Vacation contained in Ordinance No.2976 is in error and needs to be corrected;now,therefore THE CITY COUNCIL OF THE CITY OF ANACORTES, DOES HEREBY ORDAIN AS FOLLOWS: SECTION 1. The following described right-of-way on streets and alleys located in the City of Anacortes should be and are hereby vacated: The Northerly 7.75 feet of that portion of Tenth Street as per the "Map of the City of Anacortes", recorded in Volume 2 of Plats,page 4, abutting Lot C per BLA-2015-0008, recorded under Auditor's File No. 201508310104, all records of Skagit County, Washington. SECTION 2. As this Ordinance is to correct the street vacation legal description contained in Ordinance No. 2976, no additional compensation, based on AMC Section 12.50.130, shall be required. SECTION 3. Effective Date: This ordinance shall take effect from and after 5 (five)days after its passage and publication as required by law. PASSED AND APPROVED this 5th day of December, 2016. CITY OF ANACORTES: Laurie Gere,Mayor ATTEST: S,e Steve D. og d, City Clerk Treasurer APPROVED AS TO FORM: Darcy . Swetn m, S 30 City Attorney 6 ,. ad Easement bnf ing •er \A ) ) ... � . i 1 z 0.40 Ac. - J 9 property P :' ! , io AFN 201411070024 —j j �' 11 W€ - -li �i NJ Building --I''F... :''' . 15' ' : ,--., . . -Ili -,,.-. ,, crik) \ .1 N66.Y�<L,°'- average top . ,? At....L. +. . +0 ; of bank • ' 4. concrete ` 5 [. f Cr �� • 0548"W ; 1 f I �, vacated alley Ord_ 811 .� E! 58.91 3011'S4'12"W 'i ; .. -. r 8.00 �+ ram, �,�' a t,, Garage }`' LS `� • House' No. Corner ] 2202 a�w 13"E 0.3810,938 w 5 cn �° 10,938 Sq Ft ! . . In;�- a w•. Ez' 9,292 S Ft 0.25 Ac. _ 1 in,..c. ,_ �t-�� q N88"17'50"W if)- 00 0.21 Ac. a z �n 10.80 1 'cN r� I CV a' _ I ' Tax Parcel 56212 w* z; Der Triad, 24' 23.87' 4� - c o, Area 0.86 Ac- M 0) 40, eed Apparent Lai r achment (see 1 it 9 I {fir + ;�' , • r w r i I 1, � 'Rebar & Ca LS '�. � Trees P + ss • 189241 (Triad) � � ' ` 1 N88.05 02 ii�!�f88'05'02"W N88'05'02"W Xi v Y� 58.00 - 0 0 70.00 75.87 n) - v1 c4 Lc 715 side walk l ftilit Pole :y - � pavement "PK" Nail - Intersection N88_05'02 W T 6 bears S31.1 380.01 380.00 per plat pavement ,, I,379.79 per Traid „ a) .�