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Permit File BLD-2018-0061 2804 Oakes Avenue
" Y 0 Cityof Anacortes Invoice/Permit#: BLD-2019-0061 904 6th Street P.O.Box 547 Applied date: 02/01/2019 Issue date: Anacortes, WA 98221-0547 `' Expire date: 07/30/2020 r`' (360) 293-1901 Job Address: 2804 OAKES AVE Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-1319 Project: APN: P58283 P31570 Remarks: Re-build an addition of approximately 890 SF, using existing foundation and floor. Owner: DIANE&SAMUEL HILL Contractor: OWNER Address: 2804 OAKES AVE Address: ANACORTES WA 98221-1319 Phone: (605) 890-0027 Phone: License#: General Information: Fees: Use Zone R2 Building Permit Fee 671.75 Building Valuation 53734 Plan Review Fee 436.64 Occupancy Group it-1 State Building Code Fee Resi 6.50 1st Floor Square Footage 890 Mechanical Permit Fees 44.80 #of Range Hoods 1 Plumbing Permit Fee 76.00 #of Dishwashers 1 Total Calculated: 1,235.69 #of Gas Fireplace 1 Deposits/Receipts: 0.00 #of Hose Bibbs 1 #of Kitchen Sinks 1 Total Due: 1,235.69 #of Lavatories 1 #of Water Closets 1 #of Water Piping 3 CD •--I 't_) ro r-- c -ID GA -5 !a' - r- tJ i- t. 11 m rJ T i ,'. [D IP m 6•± .p -F. w• j, i I I,if 6 ,-t •u 0 i7 _} =t fi4• zi :? F4• I, m H i► � e. 1. r'i i ^I Y (') 3 - m THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WIT'iIN 180 DAYS;: CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WOq K IS COMMENCED,. _I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROV1SiblsS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR:::NOT,JI4E GRANTING OF A PERMI DOE 0 ESUME O-GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER TATE:Cat LOCAL LAW REGULATI C STRUC 0 PERFORMANCE OF CONSTRUCTION. y '' 777 A r-,) SIGNATUKE OF OWNE AUTHORIZED AGENT ISSUED BY 1'. Cricchio, Kevin From: Cricchio, Kevin Sent: Thursday, February 14, 2019 3:09 PM To: Sam Hill; 'Dale Herrigstad' Cc: Frisinger, Rob; Fyrrce, Groc; Lange, Steve Subject: BLD-2019-0061, 2804 Oakes Avenue Attachments: 201902141458.pdf 2-14-19 RE: BLD-2019-0061,2804 Oakes Avenue Sam, I have reviewed your building permit application to add on to an existing single family residence.The following revisions are needed: 1. The subject property is currently undergoing a boundary line adjustment. Speaking to your surveyor today, some minor changes to it are proposed.The survey drawing will be revised to reflect this and then will be submitted here for city signatures once notarized landowners signatures are placed on it. Following this,the BLA survey map will need to be recorded with the county. 2. Your site plan needs to reflect the revised survey-drawing, dimensions, etc. 3. On your site plan, please differentiate the existing residence from the proposed addition. 4. The proposed deck must comply with the underlying R2 setback.Show this on the site plan. Currently it does not appear to comply with the side-yard setback for the R2 Zone (5' minimum & 15'total between the two side yard setbacks). 5. Show ordinary high water mark and how you are complying with the 60' setback from the ordinary high water mark. 6. Provide lot coverage calculations on your site plan and how you are complying with the maximum permitted 35%threshold. 7. Any development within 200 feet of the shoreline's ordinary high water mark is subject to conformance with the city's Shoreline Master Program (SMP). Please show this line (200' as measured from ordinary) on your site plan. For that portion of the subject property that is within this area,you lie within the "shoreline residential shoreline environment." Impervious surface is limited within this shoreline environment per SMP DR-5.9.10 based on percent slope. Please show how you comply with this requirement (page 61 of the SMP attached) on your site plan. Let me know if you have any questions. Kevin Cricchio, AICP, ISA, WPIT I Senior Planner I Certified Arborist Planning, Community& Economic Development Dept. City of Anacortes I P.O. Box 547 1904 6th Street I Anacortes, WA 98221 360.293.1937 (work) I kevinc@cityofanacortes.orq I www.cityofanacortes.org My incoming and outgoing email messages are subject to public disclosure requirements per RCW 42.56. 1 2316 Antone Way Tim K. Garrison, P.E. Anacortes,WA 98221 ConsultingEngineer Phone: (360) 708-1865 gI TimG@Timl<Garrison.com Structural Analysis: Remodel at 2804 Oakes Ave., Anae srtes, WA Client: Samuel Hill Job Number: T19016 Building Design: John Rankin Date:March 4, 2019 Attir CITY OF ANACORTES •w '/s PLANNING & BUILDING [_ fw` `�`a • �:%e APPROVED PLANS it PERMIT #: 170 -2019_ ©067 , �1• ice• ,!!! ;80373 A- ," ADDRESS: 23 Qom' 'f /� ft�nrr�: `319-/� APPROVED BY: —7404_, woo* 8/304 SUBJECT TO FIELD INSPECTION. APPROVED PLANS SHALL NOT BE AL l ERLU VIA 1 HOUT AUTHORIZATION. • INDEX: • Design Drawings, Callouts and Specifications. Si, S2(24"x36") Calculations. Cl —C11 Total No. of pages excluding cover sheet: 2,24x36+ 11, 8.5x11 • Notes,Disclaimers: • ConstructionCalc,Inc.(CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein.Further,this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound.Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized,stamped addendums). Cq 2316 Antone Way Tim K. Garrison, P.E. Anacortes,WA 98221 Phone:(360)708-1865 Consulting Engineer (P) TimG@TimKGarrison.com Structural Strategy Lateral: The central and west Jv® c,tdA 6 portions of the house L s __J were not affected 10%or T t. SAT more for lateral loading 5`N a a?. thus need not be (,_.E v, analyzed or upgraded. - The east portion was ti 1 completely rebuilt and l thus was analyzed and r designed for current lateral loading. Decks and porch roofs, use diaphragms to horizontal cantilever lateral loads back to building. Posts may be pin-pin-okay. (E, Where plate to plate height of shear panel> A II� 3.5:1, use shear transfer around opening and = height of opening for l 2. aspect ratio calc. 1 . .. I 1 l - L —17 T - �7< -, ., 00 00 (5\ Z frudur ll Design sig Loads - MC 2015 83 ASCE 7-10 S&s[ar ptk-' CiDcuAatpons o Per „ SCE MO Project Hill Job No t19016 Date 2/26/19 Location 2804 Oakes Ave., Anacortes, WA USGS 0.2 Second Response SS = 1 .089 °/o of gravity USGS 1 .0 Second Response Si = 0.432 % of gravity No. of stories above ground lev. Two Stories V Site Class stiff soli Profiles fl(Typa V Risk Factor Comm'',Industrial,Residential Med Haiard, II Equiv Lateral Force Method Seis importance, IE = 1.00 Structural System Bearing wall-wood or light steel shear wall IP .2 sec response, Ss = 1.089 Ss use for Cs = 1.089 Is structure regular and 5 stories or less? Yes ♦ Use Ss=1.5 max for Cs calc 1 sec response, Si = 0.432 Site coef, Fa = 1 .064 Redundancy factor, p= 1 Site coef, FV = 1.568 Period, long-period (Map, ASCE7-10, p. 224, fig 22-12), TL = 16 Response mod coef, R = 6.50 Height of top of building, hn = 26 ft O - Str factor, fro 3.00 Defl Amplf, Cd= 4.00 EQUIVALENT FORCE METHOD, ASCE7-10, 12.8 Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter, SMS = 1.159 Height Limit (feet) 65 Spectral accel parameter, SM1 = 0.677 Max. Allowable Story Drift 0.015 hsx or L / 67 Design spectral parameter, Sips = 0.773 0 - Str factor, Oo 3.00 Design spectral parameter, SD1 = 0.452 Seismic Base Shear, V 0.119 * W I Building period coef, CTS = 0.020 Horizontal Seismic Load Effect, Eh 0.119 * W Approx fundamental period, Ta = 0.230 Vertical Seismic Load Effect, Ev 0.155 * W Upper limit period coef, Cu = 1.400 Seismic Load Effect E = Eh + - Ev 0.274D & -0.036D Building period, use, T = 0.322 LRFD Comb 5 1.355D + Eh + .5L + .2S Csmax = 0.302 LRFD Comb 7 0.745D + Eh Csmin = 0.010 ASD Comb 5 1.108D .7Eh Seis response coef, Cs = 0.119 ASD Comb 6b 1.077D + .525Eh + .75L + .75S Min diaphragm force, Fpx min = 0.155D ASD Comb 8 0.492D + .7Eh Max diaphragm force, Fpx max = 0.309D Wind Loads Per ASCE 7-10 - Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7-10, Chapter 27 Project Hill Job No t19016 Date 2/26/19 Building Wind Exposure Exp a Up to 600'ors or C +flat,unobstructed or water, ' Enclosure Classification Enclosed Building(Typical) 3-Sec Gust, Basic i?0mph "" ASCE7-10 maps, Fig 26.5, p247 ASD,Basic Combos.Stress increases allowed for wood only. V Method Load Comb Factor 0.6 Roof Pitch 1, max. 2.50 /12 Slope 1 e = 11 .8 deg Roof Pitch 2, max. 2.50 /12 Slope 2 0 = 11.8 deg A Mstr - 2012 IBC Loads Calcr 6-6-17 2/26/19 Hill Shape Topographic.Factor Not applicable `r L/B 1.83 Building Width Perp. To Ridge B = 47 ft h/L 0.22 Building Length Parallel To Ridge L = 86 ft Gust Effect Factor G = 0.85 Mean Height Of Roof (ft) h;n = 19.0 ft 3-Second Gust Power Law Exponent a = 11 .5 Eave Height (ft) heave = 20.0 ft Normal Ht. Of Atmosp. Bndry Layer zg = 700 ft Directionality Constant Kd = 0.85 Velocity Press. Exposure Coefficient Kh = 1 .073 26.8 ASCE 7 Height of Hill or Escarpment (ft) I-1 = IBC Load Factor for ASD Wind - 1605.3.2 = 0.60 Narrowest Half-Width of Hill at Half-Height (ft) Lb = Topographic Factor Kzt = 1 .000 Horiz. Distance From Crest To Bldg. Site (ft) x = Velocity Pressure @ mean roof ht. qh = 33.64 psf Windward Wail Pressures internal Pressure Intermed: Windward Internal Pressure Elev K Value q, Wall 0-15 feet 1 .030 19.37 psf 13.17 psf +/- 6.05 psf 15-20 feet 1 .083 20.36 psf 13.85 psf 20-25 feet 1 .126 21.17 psf 14.39 psf Longitudinal (Parallel To Ridge) 25-30 feet 1 .162 21.85 psf 14.86 psf 30-40 feet 1 .222 22.97 psf 15.62 psf Leeward Wall Side Walls 40-50 feet 1 .270 23.88 psf 16.24 psf -5.73 psf -12.01 psf 50-60 feet 1 .311 24.65 psf 16.76 psf (Outward) (Outward) 60-70 feet 1 .347 25.32 psf 17.22 psf Roof Pressures - 70-80 feet 1.378 25.91 psf 17.62 psf Based On Posn. Pressure Down Ridge 0 to h/2 -15.44 psf Transverse (Perp. To Ridge) h/2 to h -15.44 psf hto2h -15.44 psf Leeward Wall 1 Side Walls > 2h -15.44 psf -8.58 psf -12.01 psf (Outward) (Outward) Horiz pro'. 15.62 psf Slope 1 - 24.2 psf 2.50 / 12 10' -12.91 psf -7.73 psf -2.67 psf 14.86 psf 23.4 psf • k 14.39 f +/- 6.05 psf 23.0 psf +/- 6.05 osf 13.85 Rsf .40 +/- 6.05 psf 8.58 psf 22.4 psf +/- 6.05 psf 13.17 psf .4. 4 • 21.7 psf t Roof 1 slope: 2.5:12 0.21 rads 11.77 deg Roof 2 slope: 2.5:12 0.21 rads 11.77 deg Press, slope 1, roof, horiz proj: 4.2 psf Press, slope 2, roof, horiz proj: 4.2 psf A Mstr - 2012 IBC Loads Calcr 6-6-17 2/26/19 ConstructionCalc, Inc c¢ Lateral Load Calculator Job No.: t19016 Job Name: Hill By: tkg Architect/Designer: Rankin Date: 2/26/2019 Building: house R basic 6.5 rho basic 1.0 SEISMIC LOAD CALCULATOR Seismic Factor: 0.119 (Basic. Ma Roof Snow 25 psf Fir Storage LL Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: 1 2 e-w tot Dim 1 1036.00 14.00 26.00 CV Dim 2 1.00 50.00 50.00 6 Mul factor 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 �" Trib Area 1058.2 715.0 1327.9 0.0 0.0 0.0 0.0 0.0 o Dead weight,psf.! 15.0 ' 15.0 1 15.0 ] 15.0 , 15.0 1 15.0 1 15.0 1 15.0 ' Seismic factor. 0.119 , 0.119 j 0.119 j 0.119 , 0.119 1 0.119 1 0.119 1 0.119 Calc'd seis load 1889.0 1276.3 2370.3 0.0 0.0 0.0 0.0 0.0 Dim 1 82.00 64.00 132.00 ' Dim 2 8.00 8.00 8.00 m Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 656.0 512.0 1056.0 0.0 0.0 0.0 0.0 0.0 w Dead weight,psf.; 20.0 j 20.0 1 20.0 j 20.0 j 20.0 1 20.0 1 20.0 1 20.0 Seismicfactor.j 0.119 , 0.119 , 0.119 , 0.119 , 0.119 , 0.119 , 0.119 , 0.119 , Calc'd seis load 1561.3 1218.6 2513.3 0.0 0.0 0.0 0.0 0.0 Dim 1 Dim 2 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 u` Dead weight,psf.! 15.0 1 15.0 j 15.0 I 15.0 j 15.0 j 15.0 I 15.0 1 15.0 Seismic factor.; 0.119 , 0.119 1 0.119 , 0.119 , 0.119 , 0.119 , 0.119 , 0.119 , Calc'd seis load 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Other GLs Seismic Applied V 3450.2 2494.9 4883.6 0.0 0.0 0.0 0.0 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: 1 2 e-w tot 0 0 0 0 0 Dim 1 12.00 24.00 Dim 2 6.00 5.00 N Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 72.0 0.0 120.0 0.0 0.0 0.0 0.0 0.0 ( Wind psf load[ 8.0 ] 8.0 ] 8.0 ] 8.0 ] 8.0 i 8.0 ] 8.0 1 8.0 Calc'd wind load 576.0 0.0 960.0 0.0 0.0 0.0 0.0 0.0 Dim 1 27.00 13.00 31.00 in Dim 2 8.00 8.00 7.00 _ n Mul factor 1.00 1.00 0.50 1.00 1.00 1.00 1.00 1.00 - x Trib Area 216.0 104.0 108.5 0.0 0.0 0.0 0.0 0.0 w Wind psf load` 23.0 ] 23.0 i 23.0 -1 23.0 ] 23.0 1 23.0 1 23.0 1 23.0 Calc'd wind load 4968.0 2392.0 J 2495.5 0.0 0.0 0.0 0.0 0.0 Dim 1 40.00 in Dim 2 4.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 x Trib Area 0.0 0.0 160.0 0.0 0.0 0.0 0.0 0.0 w Wind psf loadi 21.7 1 21.7 ] 21.7 21.7 ' 21.7 ' 21.7 1 21.7 I 21.7 Calc'd wind load 0.0 0.0 3472.0 0.0 0.0 0.0 0.0 • 0.0 Other GLs Wind Applied V 5544.0 2392.0 6927.5 0.0 0.0 _ 0.0 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: 1 2 e-w tot 0 0 0 0 0 Controlling V 5,544 lb 2,495 lb 6,928 lb 0 lb 0 lb 0 lb 0 lb 0 lb Controlling Force Type wind seismic wind - - - - - Const uctionCaIc, [Inc Description: 1.00 Distribution of Lateral Loads Seismic Adjustments per Grid Total V, unfactored 6,5444 lb Building: house R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 3,326 lb Adjst'd multiplier - - Grids 1 Percentage V 100% 0% Leftover V / grid 3,326 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 3,326 lb Sum check OK. Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 . Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 3.5 If 12.0 If 8.0 If 23.5 If 142 plf 1 PW Description: 2.00 Seismic Adjustments per Grid Total V, unfactored 2/i•96 lb R adjust Grid Rho adj Grid Wind or Seis control? (w or e) seismic Total V, factored 1,746 lb Adjst'd multiplier - - Grids 2 . Percentage V 100% 0% Leftover V / grid 1,746 lb 0 lb . 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 1,746 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 PnI 8 Pnl 9 Pnl 10 Sum Eh PW use 21.0 If 21.0 If 83 plf 1 PW Description: e-w tot Seismic Adjustments per Grid Total V, unfactored 6,928 lb R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind _ Total V, factored 4,157 lb Adjst'd multiplier - - Grids a b, c Percentage V 50% 50% . 0% Leftover V /grid 2,078 lb 2,078 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 4,157 lb Sum check OK Min. Grid Pnl 1 PnI 2 Pnl 3 PnI 4 PnI 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 3.5 If 3.5 If 7.0 If 297 plf 2PW 7.5 If 3.8 If 3.0 If 3.0 If _ v i 17.3 If 120 plf 1 PW Uplift Calculator Panel I.D. a Unit lateral load, factored, Eh, plf 297 plf UpliftRange Panel horiz. length, ft. 3.5 ft Panel ht. (mom-arm), ft. 11.0 ft Add'I uplift from upper story, Lt. end, lb Add'I uplift from upper story, Rt. end, lb Dead point load at Lt. end, lbs. 500 lb Dead point load at Rt. end, lbs. 500 lb No. AB's to help keep Lt. end down 2.0 ea. No. AB's to help keep Rt. end down 2.0 ea. Dead weight UDL, plf 250 plf Uplift Lt. end, ASD comb 7, 8 1,705 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Uplift Rt. end, ASD, comb 7, 8 1,705 lb #DIV/0! #DIV/0! #DIV/0! #DIVIO! #DIV/0! #DIV/0! #DIV/0! #DIV/0! C6 • lM Tim Garrison, P.E. CC�cISTRUCT1ONCALC ProBeam vve gifippwer.The salt•ins, Indlistiry V6.0 t Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t18118 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 30b, 31 b Other Info. 12/5/18 5 -to 15 20 25 A 30 Type? L Simple span,fully braced V . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 26.00 ft 26.00 ft Allowable Deflection, Main Spans . Live Only, L/ Code Minimum-Normal:L/360&L/240 360 = 0.87 in Total, L/ 240 = 1.30 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 26.00 ft . Add Self Weight? Yes-Self weight will be added to applied DL I i • Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? No V Increase Roof DL for pitch? Yes_ ri Roof Pitch 1 -1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 20 psf 25 psf 11.50 ft - 230.8 lb/ft 287.5 lb/ft Uniform Ld. 2 40 psf 15 psf - - • Uniform Ld. 3 40 psf - 15 psf - - Uniform Ld. 4 60 psf 32 psf - • - Uniform Ld. 5 - 10 psf • - - • Tot Unif Load • - 230.8 lb/ft 287.5 lb/ft . Loads Point loads are 1/10 scale • 600 • 400 - • 200 0 . -200le 5 - 10 • 15 20 25 30 Glu Lam - Calc'd Member Results For 5 x 18 Solutions Using Self Weight of Glulam 5 x 18, 23 plf Misc manufacturers v Load Duration % Overdesign - 5 x 18 8.75 x 15 Moisture Medium Dry-18% V 5 x 18 ___. 1 Snow: 1.15 i v Pos Bending 28.2% 3 x 22.5. 5.125 x 18 Press Treated? I No,Not P.T. ' 124F-V4,DF/DF w Neg Bending NA 3.125 x 21 6.75 x 16.5 Temp Cond. 100 deg F&less l V Fb Pos 2,606 psi . Fv 305 psi Shear 159.8% Fb Neg 1,738 psi Fcp 650 psi Span(s) Defl'n 2.2% Allow Pos Mom 58,635 ft-lb 12430.00 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -39,107 ft-lb E 1,800 ksi Calc'd member OK by: 2.2% Allow Shear 18,285 lb El 4,374,000 ksi Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 23.01 plf For 5 x 1$ - • Cond's Of Use: Load Duration:1.15-Snow 2.17 in 2.17 in - • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 7,037 lb 7,037 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 3,299 lb 3,299 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb • Min Load Case • - Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in. - - - Allowed 1.300 in 1.300 in 1.300 in Max Dn Defl - -1.272 in - - - Allowed 1.300 in 1.300 in 1.300 in - ProBeam v7 WC 2-22-18 7 '�'� "' ProBeam Tim Garrison P.E. C.- NJ RUCTIIONCALC 9 Ezzo co-�'Y-. � UrI II Yfmt-A" v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t19016 Spans and Supports(Note, pitch and fixity, if any,not shown) Member I.D. 32b . Other Info. 2/26/19 L. 5 9 Type? 'Simple span, fully braced _ I v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 8.00 ft 8.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum -Normal: L/360 & L/240 v 360 = 0.27 in Total, L/ 240 = 0.40 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 8.00 ft Add Self Weight? Yes -Self weight will be added to applied DL 0 Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? ,No ® Increase Roof DL for pitch? Yes v Roof Pitch 1 2.5 :12 l J Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 8.00 ft - 122.6 lb/ft 200.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf - - Uniform Ld. 4 60 psf 32 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 122.6 lb/ft 200.0 lb/ft • • Loads Point loads are 1/10 scale 400 - 200 - 100 0 _ L. --- -100 1 2 3 4 5 • 6 7 8 9 4x And Smaller (Lumber) Calc'd Member Results For 4 x 8 Solutions Using Self Weight of Sawn 4 x 8, 6.5 plf 4 x 8 v Load Duration Snow: 1.15 ® % Overdesign 2 x 12 i (4) 2 x 6 Moisture I Medium Dry- 18% 'v Douglas Fir-Larch __I w Repetitive Use? No j v 1 Pos Bending 30.6% (2) 2 x 8 J 3 x 10 Press Treated? 1 No, Not P.T. ® No. 2 _ ® Flat Use? I No ® Neg Bending NA (3) 2 x 8 I 4 x 8 Temp Cond. 100 deg F&less ® Fb Pos 1,345 psi Fv 207 psi Shear 166.0% Fb Neg 1,329 psi Fcp 625 psi Span(s) Defl'n 134.6% Allow Pos Mom 3,437 ft-lb 1111.15 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -3,396 ft-lb E 1,600 ksi Calc'd member OK by: 30.6% Allow Shear 3,502 lb El 177,836 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.49 plf. Cond's Of Use: Load Duration:1.15-Snow For 4 x 8 1.50 in 1.50 in - - Glu Lam Calc'd Member Results For 3 x 9 Solutions Using Self Weight of Sawn 4 x 8, 6.5 plf ! Mlsc manufacturers ® Load Duration % Overdesign 2.5 x 6 �w 5 x 6 8.75 x 9 Moisture Medium Dry 18% I V1 3 x 9 V j Snow: 1.15 ; V Pos Bending 253.7% , 3 x 6 5.125 x 6 Press Treated? I No, Not P.T. j® 24F V4, DF/DF v Neg Bending NA y 3.125 x 6 6.75 x 7.5 Temp Cond. 100 deg F&less ' ® Fb Pos 2,759 psi Fv 305 psi Shear 316.8% Fb Neg 2,055 psi Fcp 650 psi Span(s) Defl'n 332.7% Allow Pos Mom 9,312 ft-lb 1182.25 in^4 Cantilever(s) Defl'n -NA Allow Neg Mom -6,936 ft-lb • E 1,800 ksi Calc'd member OK by: 253.7% Allow Shear 5,486 lb El 328,050 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.90 plf Cond's Of Use: Load Duration:1.15-Snow For 3 x 9 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,316 lb 1,316 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 516 lb 516 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case - Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - • - - Allowed 0.400 in 0.400 in 0.400 in Max Dn Defl - -0.171 in - - - Allowed 0.400 in 0.400 in 0.400 in ProBeam_v7 WC 2-22-18 Tim Garrison, P.C. JS RUCTIONCALC ProBeam tas t'1a=f •n' ircr- thl v6.0 J Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC.All designs should be checked by a competent professional. Job t19016 Spans and Supports Note,pitch and fixity, if any, not shown) PP Member I.D. 33b Other Info. 2/26/19 Z.\ 1_` Type? Cantilever(s),multiple spans,fixity,or not braced v 0 1 2 3 4 5 6 7 8 9 10 Cantilevers? i Left Cantilever v Number of Main Spans I One Main Span v . Fix Left End of Main Span? 1 NA-Left End Is Cantilever iv Fix Right End of Main Span? No,Leave it Pinned i Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 3.00 ft 6.00 ft 9.00 ft Top of Beam Lateral Support !Continuous� I vI Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support !At Supports Only I v Bottom of Beam, Max Unbraced Length 6.00 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, L/ Code Minimum-Normal:L/360&L/240 I v Live Only, L/ i Code Minimum-Normal:L/720&L/480 !v • . 360 = 0.20 in Total, L/ 240 = 0.30 in 720 = 0.05 in Total, L/ 480 = 0.08 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 9.00 ft Add Self Weight? Yes-Self weight will be added to applied DL ' p Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? I No I v . Increase Roof DL for pitch? Yes I v Roof Pitch 1 2.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 9.00 ft - 137.9 lb/ft 225.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf . 15 psf - - Uniform Ld. 4 60 psf 32 psf - - Uniform Ld. 5 - 10 psf - - . Tot Unif Load - 137.9 Iblft 225.0 Ib/ft . Loads Point loads are 1/10 scale 400 200 • p - U -- - 1 2 3 4 5 6 7 8 9 10 -200 4x And Smaller(Lumber) Calc'd Member Results For 4 x 8 Solutions Using Self Weight of Sawn 6x12, 15.8 plf 4 x 8 v Load Duration Snow: 1.15 % Overdesign 2 x 10 (4)2 x 8 Moisture 1 Medium Dry- 18% v f Douglas Fr-Larch I v I Repetitive Use? No v Pos Bending 258.6% (2)2 x 8 3 x 10 Press Treated? No,Not P.T. I v i No.2 I v Flat Use? No v Neg Bending 100.0% (3) 2 x 8 4 x 8 Temp Cond. , 100 deg F&less v Fb Pos 1,345 psi Fv 207 psi Shear 146.6% Fb Neg 1,334 psi Fcp 625 psi Span(s) Defl'n 1061.4% Allow Pos Mom 3,437 ft-lb 1111.15 in^4 Cantilever(s) Defl'n 24.0% Allow Neg Mom -3,408 ft-lb E 1,600 ksi Calc'd member OK by: 24.0% Allow Shear 3,502 lb El 177,836 ksi Controlling criteria is: Defl- Cantivr . Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.49 plf Cond's Of Use: Load Duration:1.15-Snow For 4 x 8 1.50 in 1.50 in - - 6x And Larger(Timber) Calc'd Member Results For 6x12 Solutions Using Self Weight of Sawn 6x12, 15.8 plf . 6 x 12 v Load Duration LSnow: 1.15 _ v % Overdesign 6 x 8 12 x 12 Moisture ,Medium Dry- 18% I v I Douglas Fir-Larch v Repetitive Use? ' No v Pos Bending 914.9% 8 x 8 14 x 14 - Press Treated? I No,Not P.T. I V WCUB-No. 2 Iv Flat Use? No ® Neg Bending 468.1 10 x 10 16 x 16 Temp Cond. 1100 deg F&less I v Fb Pos 1,006 psi Fv 196 psi Shear 467.8% Fb Neg 1,001 psi Fcp 600 psi Span(s) Defl'n 5440.6% Allow Pos Mom 9,728 ft-lb 1652.59 inA4 Cantilever(s) Defl'n 491.5% Allow Neg Mom -9,682 ft-lb E 1,300 ksi Calc'd member OK by: 467.8% Allow Shear 8,064 lb El 848,364 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3' Support 4 Self Wt 15.82 plf • Cond's Of Use: Load Duration:1.15-Snow For 6x12 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,556 lb 852 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,038 lb 346 lb - - O ft-lb O ft-lb O ft-lb O ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in 0.000 in - • - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl -0.008 in -0.005 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam v7 WC 2-22-18 GM Tim Garrison, P.E. - CCi sISTRUCTIONCAL1C ProBeam W.e:-En1powas The gurltll g'IaduatrY v6.0 1 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with.2012 -2003 IBC. All designs should be checked by a competent professional. • Job • - t19016 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. roof decking Other Info. 2/26/19 0.5 1 1.5 2 2.5 3 3.5 4 4.5 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.00 ft 4.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal: L/360&L/240 • V 360 = 0.13 in Total, L/ 240 = 0.20 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 2.5 :12 ' Mem True Len: 4.09 ft • Add Self Weight? No-Self weight is included In applied DL V Loads: Uniform Loads Over Full Length of Member • Loads From Continuous Member? No I v I Increase Roof DL for pitch? Yes v Roof Pitch I 2.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 0.50 ft - 7.7 lb/ft 12.5 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf . - - Uniform Ld. 4 60 psf 32 psf - - Uniform Ld. 5 - 10 psf - - Tot Unif Load - 7.7 lb/ft 12.5 lb/ft Loads Point loads are 1/10 scale 30 20 10 0 A 10 0.5 1 1.5 2 2.5 3 3.5 4 4 5 4x And Smaller (Lumber) Calc'd Member Results For 2 x 6 flat Acceptable Solutions 2 x 6 v Load Duration Snow: 1.15 V I %Overdesign 2 x 3 flat (4) 2 x 3 flat Moisture Medium Dry-18% V Douglas Fir-Larch V Repetitive Use? Yes V Pos Bending 658.5% (2)2 x 3 flat 3 x 4 flat Press Treated? No,Not P.T. V No.2 _ v Flat Use? Yes v Neg Bending NA (3)2 x 3 flat 4 x 4 flat Temp Cond. 100 deg F&less iv Fb Pos 1,779 psi Fv 207 psi Shear 2723.5% Fb Neg 1,778 psi Fcp 625 psi Span(s) Defl'n 326.3% Allow Pos Mom 306 ft-lb 11.55 in"4 Cantilever(s) Defl'n NA Allow Neg Mom -306 ft-lb E 1,600 ksi Calc'd member OK by: 326.3% • Allow Shear 1,139 lb El 2,475 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.15 plf Cond's Of Use: Load Duration:1.15-Snow,Flat Use For 2 x 6 flat 1.50 in 1.50 in - . - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 . Support 4 . Max Total 40 lb 40 lb - - 0 ft-lb 0 ft-lb 0 ft-lb . 0 ft-lb Min Total 15 lb 15 lb - - • 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case . Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.200 in 0.200 in 0.200 in Max Dn Defl - -0.047 in - - - Allowed 0.200 in 0.200 in 0.200 in ProBeam_v7 WC 2-22-18 • G to Tim Garrison, P.E. Cd IS 1 RUCTION CALL pee,cir The 13elfdIng IndustryProp ProBeam E Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC. All designs should be checked by a competent professional. Job t19016 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. rafter at entry I _ _ Other Info. 2/26/19 2 4 5 8 10 12 14 Type? [Simple span,fully braced j 7 Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 11.50 ft 11.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal: L/360&L/240 360 = 0.38 in Total, L/ 240 = 0.58 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 2.5 :12 Mem True Len: 11.75 ft Add Self Weight? [I:0-Self weight is included In applied DL V Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? No V Increase Roof DL for pitch? Yes v Roof Pitch I 2.5 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 2.00 ft - 30.6 lb/ft 50.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf - - Uniform Ld. 4 60 psf 32 psf - . - Uniform Ld. 5 - 10 psf - • - Tot Unif Load - 30.6 lb/ft 50.0 lb/ft Loads Point loads are 1/10 scale 100 50 0 A-, 2 4 6 8 10 12 14 • -50 - • • 4x And Smaller (Lumber) Calc'd Member Results For 4 x 8 Acceptable Solutions [4 x 8 v Load Duration Snow: 1.15 _ V % Overdesign 2 x 8 (4)2 x 5 Moisture Medium Dry-18% i V Douglas Fir-Larch V Repetitive Use? No V Pos Bending 157.8% (2) 2 x 6 3 x 6 . Press Treated? No,Not P.T. V No.2 Iv I Flat Use? No V Neg Bending NA (3) 2 x 6 4 x 6 Temp Cond. 100 deg F&less v Fb Pos 1,345 psi Fv 207 psi Shear 655.2% Fb Neg 1,319 psi Fcp 625 psi - Span(s) Defl'n 222.2% Allow Pos Mom 3,437 ft-lb 1111.15 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -3,371 ft-lb E 1,600 ksi Calc'd member OK by: 157.8% Allow Shear 3,502 lb El 177,836 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.63 plf Cond's Of Use: Load Duration:1.15-Snow For4x8 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total• 464 lb 464 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 176 lb 176 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections . Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.575 in 0.575 in 0.575 in Max Dn Defl - -0.178 in - - - Allowed 0.575 in 0.575 in 0.575 in ProBeam_v7 WC 2-22-18 11 _� ''" ProBeam Tim Garrison P.E. 0:cnfNS 1RUCTI©NEJALC El Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t19016 Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. 60r Other Info. 2/26/19 2 Type? 1 Simple span, fully braced 1 Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 11.00 ft 11.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum -Normal: L/360&L/240 Iv 360 = 0.37 in Total, L/ 240 = 0.55 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 2.5 :12 Mem True Len: 11.24 ft Add Self Weight? [No-Self weight is included In applied DL Loads: • • Uniform Loads Over Full Length of Member Loads From Continuous Member? No ® Increase Roof DL for pitch? Yes iv Roof Pitch 2.5 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 2.00 ft - 30.6 lb/ft - 50.0 lb/ft Uniform Ld. 2- 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf - - Uniform Ld. 4 60 psf 32 psf • - - Uniform Ld. 5 - 10 psf - - • Tot Unif Load - 30.6 lb/ft 50.0 Iblft Loads Point loads are 1/10 scale 100 111 • 50 - v 0 2 4 6 8 10 12 -50 4x And Smaller (Lumberl Calc'd Member Results For 2 x 12 Acceptable Solutions • [z x 12 w Load Duration Lnow: 1.15 % Overdesign 2 x 8 1 (4) 2 x 5 Moisture I Medium Dry- 18% Nr [Douglas Fir-Larch I ' Repetitive Use? Yes s Pos Bending 157.0% (2) 2 x 6 3 x 6 Press Treated? I No, Not P.T. ® , No. 2 - :Id Flat Use? [No _ ® Neg Bending NA (3) 2 x 5 4 x 6 Temp Cond. I too deg F&less ® Fb Pos 1,189 psi Fv 207 psi Shear 425.0% Fb Neg 554 psi Fcp 625 psi Span(s) Defl'n 489.6% Allow Pos Mom 3,135 ft-lb 1177.98 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -1,459 ft-lb E 1,600 ksi Calc'd member OK by: 157.0% Allow Shear 2,329 lb El 284,766 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.41 plf Cond's Of Use: Load Duration:1.15-Snow For 2 x 12 1.50 in 1.50 in - - I-Joist Calc'd Brand i BCI -Boise Cascade ! w Results For 11-7/8" BCI 5000 1.7 Calc'd Member 11-7/8"BCI 5000 1.7 ® % Overdesign Acceptable Solutions Load Duration Snow: 1.15 j IF Pos Bending 197.0% 9-1/2" BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: Min 1.75", w/o web stiffner w Neg Bending NA 9-1/2" BCI 6000 1.8 - Brng @ Mid-Supports: (No Mid Support) V Shear 321.3% 9-1/2" BCI 6500 1.8 - Allow Pos Mom. 3,623 ft-lb Allow Shear 1,869 lb Span(s) Defl'n 372.1% 11-7/8" BCI 60 2.0 Allow Neg Mom. 39 ft-lb El 265,000 ksi Cantivr(s) Defl'n NA Allow End Rxn 950 lb Bearing 114.2% Allow Mid Rxn 2,250 lb Calc'd member OK by: 114.2% . Self Wt 2.35 plf Controlling criteria is: Bearing Cond's Of Use: Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 444 lb 444 lb - - - 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 169 lb 169 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case • Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr • Max Up Defl - 0.000 in - - - Allowed 0.550 in 0.550 in 0.550 in Max Dn Defl - -0.100 in - - - Allowed 0.550 in • 0.550 in 0.550 in ProBeam_v7 WC 2-22-18 ' --- - Eg N 6 WI Li SUPERSEDED 0).[ 1.. L '1 •FEB 0 i)2019 . EXISTING CONCRETE CITY OF ANACORTEF FOUNDATION WALL 2"' :'-°, :°-''''-:‘1 .i. ;.- -4-.-..'--,.---' ''-:-:---'''''I( '-i--;•:--'-'--:",i:°_ - - --I- .:7-- r ,- I—— \ —1 NEW 8"CONC.STEMWALL - °.,. W/(3)#4 REBAR SPACED @ :, i TOP,MID&BOTTOM -„, -‘ 3"COVER-20"LAP. ;.4 - b #4 REBAR VERTICAL @ 16"O.C. PER DETAIL ON TYP 16"X8"CONTINUOUS FTG. 1 j . --i W/(2)#5 CONTINUOUS S-8 3"COVER ri''-'-' 1 <• • ,_ r , 4"SLAB W/V\ANF/6X6-1.4X1.4 OR 1 " I - u FIBERGLASS WOVEN MESH -- PORCH SLAB TO BE 1 •- ON R-10 RIGID INSULATION 1"LOWER N ON GRAVEL FILL 95%COMPACTION -i 4111 TYP 1 .•- - '- S-9 lEl :' ,,'' _ '--: --- 42°- , ,.- — - c•J I \ I 27 1/4" / 14 —0" / / FOOTING AND FOUNDATION @ ENTRY S-6 =E1 ) S-6 1/4" 11-0" DOWEL TOP AND BOTTOM REBAR 5" INTO EXISTING FNDN. 5I, W/SET OR EQUAL ADHESIVE V ' NEW 4"SLAB -MATCH EXISTING EL. EXISTING SLAB OVER FRAMING 6"MIN. SLAB EDGE " I I \ ° NEW 8"CONC. STEMWALL II W/(3)#4 REBAR SPACED @ /1°—‘ TOP, MID &BOTTOM ° "° x 3"COVER-20" LAP. `y #4 REBAR VERTICAL @ 16 O.C. _ u- • EXISTING FLOOR FRAMING BEND FOR 16" INTO SLAB N E ° ON W 4a. . - 16"X8"CONTINUOUS FTG. ° I, EXISTING CRAWLSPACE W/(2)#5 CONTINUOUS 3"COVER °, 1 EXISTING CONC. FOUNDATION :: - . , ° EXISTING FOOTING ao �. - st DOWL FOOTING REBAR - " , ��, 6" INTO EXISTING FTG. W/SET OR EQUAL ANCHORING ADHESIVE 6" / / �1 NEW FOUNDATION TO EXISTING S_7 3/4" = 1'-0" S-7 NEW 8"CONC. STEMWALL W/(3)#4 REBAR SPACED @ BEND VERT. REBAR 16" INTO SLAB TOP, MID &BOTTOM 3"COVER-20" LAP. NEW 4"SLAB -MATCH EXISTING EL. #4 REBAR VERTICAL @ 16"O.C. 16" BEND FOR 16" INTO SLAB R-10 RIGID INSULATION _ Z ON ip — 16"X8"CONTINUOUS FTG. W/(2)#5 CONTINUOUS 3"COVER h. = 2" RIGID INSULATION GRAVEL FILL g-.rio.00Vlmntmiot i s=l,,,,l.._.sMt.o,„;L —; 95%COMPACTION ;yam -'. ; i i " i : .� 4''. " a 0i s 4l s .� r ^ c— • i�, i,• W "': `Y f 0ii1i � Zi _/ iiiiir .ti 0- f i f i i i i �' i F. + - —mil »i,Ab W W Pi if �. r. H %t ? zr T I : Ir r N °' + Et VP d s i s irs i a roJ`� • i I+ r+ ,,1. 4 ; 4 i 0 L 40 i i i d ii „ i i i i �i —1 i ;.iM 1 O� V t tr i� t f °� it i ri i i ArtierkW,. i { ti - s p �s i i - r c a n Vat w `• i ii�i :' i i ,: a,, ' • TO i ' '�F����f'`.. ` i s rim i ,= i s Al r ZOOS 1 044.;1 i p_. i.4414%-44.44grAltpridAkttSSOP ` sUp 16" ERSEDED 1 FOUNDATION DETAIL S-8 3/4" = 1'-0" S-8 SUPERSEDED SIMPSON PBS66 POST _ = (4) 6X6 COLUMN ARRAY BASE (4) TOTAL 21 " TYPICAL EA. SIDE OF PORCH (3) #5REB .R@CORNER lik OF PORCH. BEND 21" INTO 14 VIER AND 16" INTO NEW FNDN •o- WALL AS INDICATED. 1 • • . • .I' PORCH SLR (2) :1 5 CA. WAY © BOTTOM ' �� �e� _ OF BIER a a� 1- l/ - 4 -0I' c N� aiI ., ti 1. It » I+ s d! tr is it -1= itilmi. ■rrlr*t• �j4�MeitAl r• !r [. tr 1 - 'Jo .f 1*.0 1!1il -•t. v1_. ■ �>r` 'SP.!' a ��aid' ri"�'�• tea• i �'a+�a�'' tea •+s • 1�'a:. El ry li' '•+�•'� '� •4.111S 4, - S �(+ F• .1471( i l� t• 3+ . it . r 1 • T+ » i. �r i• ILo •r.. yeYs • • 1- :c �► ■,ram , +�� ter. r y1_�i vYi*•k • i.- 1 iY••4 i 1iYi..>g l �.�t w�C��i' ••"vt ii lr 11 Jae lea r x,�ps 7Yr i� .c�F,.,�,: i 'T. lr i. f+ a p ■ _ is w�i •a�i�S•x�3•l•X•� • •i_. a ■ �fiQbjy�r�s �r+f"k fs�• [IL) D I• tr li t. » 3+ » » F•• » l+ t+ n V i I it•r � ram• �' �Is s .s it•ipo irmj o ,a1"�►YI 11`►Y i►+ 5:1*iY• �`�" 1S ■4i 0.14- :* -4 i_j�: 'r Y fi rrr`''' r Z+ t+ li' 3+ t Ai Y� » J'� !r f fr • l ��►.r� I.zr,.r.1. io . ..rt� ,>r,r,.r.I�.r r.1.1.1.r; ' �,Y.. �— F: tZ0' i t+ 3• 1• » N!» s 1+ i » •APW 0.ONV*11/.11"4� �r �tr t�rf'. .f.,r .2 {! r+ • % • • .t� 63+►�� •r1-Pip •Aif r ote 6.4 {.*�0... 44-0 i i4•liY•..i•lialiMatiMMMA;Ci; CM. i � _�J i s yl•+, fr i A441 111 �!1I E1 l'► FW ■ i' • 31" f�' f II 11 i_ .r��r. •1 �� ii'..�i� i�•�i3.i�i` + � �•}� Ct 27 1/4 X 25 3/4 CONC. PIER ` =0 �.�,y iriplelligie FOUNDATION r r i r'1 2j 1+ tr Fi - - fr or {� ON F O U N DAT I O N I PO RC I—I SLAB .r� i_i:.tri i ►.. to r: 4440 ■w.«..emacgi�• a.ov Ate . i. •" . �_•� �, X. *w `'_ •.�ry►� t.g•� o •1 •..,• L/ 9 0 1 1 19 !' B P 1+ i• :. f+,rt• n+ f!.i "F`rl• N a - o' .r-3 F. » xi' i. �I Iw ..:I� i .1 . .1.�r.r.°� for, w.' li fi lr! ai + fi' IiI .A �r . r•. ir. .r. ig -a �� . • • 27 1/4" �. : 4.Zi 1:14501,4414,0**45 / O t+ 3! • » 0 f• A!•»•+ A! 4 M . •• Fi !r k� x+ owiv 'Air "`4-1 .�.+. . �.'� . ..ram o o� • k�f! �i fr !r ir! » try Fr t+*Mae F• t+ tr t+ !r 3+ _ » i' o� ng !`4b: lb )� 'ter libII Ilk •O Ai �: .40 • Y �; LY �, it`�^` liK., C. (---1 _ _ G;r; as c c Q oo S 9 Fyrrce, Groc From: Fyrrce, Groc Sent: Friday, February 1, 2019 3:16 PM To: 'sdhill@gwtc.net' Cc: Frisinger, Rob Subject: 2804 Oakes Ave Hi Samuel and Diane, Please pay the plan review of$436.64, at your earliest convenience, so that we can proceed with the plan review process. Once we receive the plan review fee, we can review your plans. Best Regards, Groc Fyrrce Building Inspector City of Anacortes (360) 293-1901 1, e i32Y�t :pr vide- .tie ccrnmrcunitieo arcittyir ecittcation erne cc^('ipertltion 1 Fyrrce, Groc From: Fyrrce, Groc Sent: Thursday, March 7, 2019 11:20 AM To: 'sdhill@gwtc.net' Cc: Kennedy,Jack Subject: 2804 Oakes Ave Hi Samuel, I have finished my plan review of the Fire Marshall Jack Kennedy's Plan Review notes. He is requiring the following be done so that we can finish our plan review: 1. Addition requires increase fire flow of 1750 gpm from an approved hydrant 2. Applicant must provide proof of available fire flow or install residential sprinkler system per NFPA 13D to existing structures and proposed remodel. Best Regards, Groc Fyrrce Building Inspector City of Anacortes (360) 293-1901 r"e incy to j rovicfe safe communities t/irouuc,6 ec[ucation ant-cooperation 1 1000-2 Trim Set 1: FWHID Right Albany Black PN:9007549 $91.75 $91.75 1 $0.00 $91.75 Version:10/10/2018 1000-3 Panel Stop 1: FWHID Black PN:9007627 $11.97 $11.97 1 $0.00 $11.97 Version:10/10/2018 1000-4 Exterior Keyed Lock 1: FWHID RH Albany Black $34.85 $34.85 1 $0.00 $34.85 PN:9007623 Version:10/10/2018 Unit 1000 Total: • 2,546.67 $0.00 $2,546.67 1 Begin Line 1000 Descriptions soma Line 1000-1 ---- A Series Patio Doors 1 Panel-FWH Unit 1 Glass: High Altitude Breather Tubes = No Corrosion Resistant Locking Mechanism = None Overall Rough Opening = 37" x 96 1/4" Unit 1 Glass: Glass Strength = Tempered Security Sensor Type = None Overall Unit = 36 1/8" x 95 1/2" Unit 1 Glass: Glass Tint = No Tint Insect Screen Type = None Installation Zip Code = 98221 Unit 1 Glass: Specialty Glass = None Threshold = None U.S. ENERGY STAR° Climate Zone = Northern Unit 1 Glass: Gas Fill = Argon Exterior Trim Style = None Search by Unit Code = No Full Divided Light (FDL) Extension Jamb Type = None Standard Width = RO: 37" I UNIT: 36 1/8" Specified Equal Light Installation Material Options = No Standard Height = RO: 96" I UNIT: 95 1/2" Grille Pattern = Specified Equal Light Re-Order Item = No Frame Width = 36 1/8 Grille Bar Width = 7/8" Room Location = Custom Location Frame Height = 95 1/2 Exterior Grille Color = Dark Bronze Custom (Enter Room Name) = DOOR #9 Unit Code = FWHID3180 Interior Grille Species = Pine Unit U-Factor = 0.31 Frame Depth = 6 9/16" Interior Grille Color = Black Unit Solar Heat Gain Coefficient (SHGC) = 0.14 Sill Style = Bronze Appearance 2W4H U.S. ENERGY STAR Certified = No Remodel Sill Bracket = No DP/PG Upgrade = No Trim Set 1 Part Number = 9007549 Venting / Handing = Right Hardware Style = Albany Panel Stop 1 Part Number = 9007627 Exterior Color = Black Hardware Color/Finish = Black Exterior Keyed Lock 1 Part Number = 9007623 Exterior Sash/Panel Color = Black Hinge Finish/Color = Black SKU = 1000012828 Interior Species = Pine Panel Stop/Finishes = Black Vendor Name = S/O ANDERSEN LOGISTICS Interior Finish Color = Black - Painted Temporary Construction Trim Set = None Vendor Number = 60509030 Unit 1: Patio Door Assembly = Factory Assembled Exterior Keyed Lock = Yes Customer Service = (888) 888-7020 Unit 1 Glass: Glass Construction Type = Dual Pane Lock Cylinder Keyed Alike = No Catalog Version Date = 10/10/2018 Unit 1 Glass: Glass Option = Low-E4 SmartSun ---- Lines 1000-2 to 1000-4 have the same description as line 1000-1 -- End Line 1000 Descriptions lig ifij P___ /I \VI r-7-1 20�9 I Standard Width = Custom L11) , FEBAndersen vi 0 1 j Standard Height = Custom WINDOWS • DUORS Frame Width = 36 1/8 C IFY OF ANACORTES 1 , Frame Height = 23 1/2 I Catalog Version 114 ` + - . . Now Price Quantity Total Savings Total Price 1100-1 100 Series Picture/Transom-PWTR , Fixed , 36.125 x 23.5 , $349.12 $349.12 1 $0.00 $349.12 Black-Dark Bronze / Black l011= 349.12 $0.00 $349.12 Begin Line 1100 Description ---- Line 1100-1 ---- 100 Series Picture/Transom-PWTR Glass Construction Type = Dual Pane 2W1H Overall Rough Opening = 36 5/8" x 24" Glass Option = Low-E SmartSun Installation Material Options = No Overall Unit = 36 1/8" x 23 1/2" High Altitude Breather Tubes = No Re-Order Item = No Installation Zip Code = 98221 Glass Strength = Standard Room Location = Custom Location U.S. ENERGY STAR° Climate Zone = Northern Glass Tint = No Tint Cust r'(E—ter Room Nilme) -,WINDOW #9A Search by Unit Code = No Specialty Glass = None Un U-Factor = 0.28 ) Standard Width = Custom Gas Fill = Argon Unit -la Heat Gain #ic-ient (SHGC) = 0.2 C4-,.n.-1-.rr, u,s;„l„.. - r..ri-es.-v+ C..11 rl1,,;-J.- -I i i,l-.t. it r i 1 I I C CrICDf_V CTAD r.,vi*-;Fin.-I — m.. I-rame option = 1 .3/6- setback simulated LnecK Karl = NO vendor Number = bU5U 5U Venting / Handing = Fixed Grille Bar Width = 3/4" Customer Service = (888) 888-7020 Exterior Color = Black Exterior Grille Color= Black Catalog Version Date = 10/10/2018 Interior Finish Color = Black Interior Grille Color = Black End Line 1100 Description Standard Width = RO: 42" I UNIT: 41 1/2" Andersen 'ww T - Standard Height = RO: 54" I UNIT: 53 WINDOWS DOORS 1/2" Frame Width = 41 1/2 Frame Height = 53 1/2 Catalog Version 114 Line Number Item Summ W. . - Quantity Total Savings ' - 1200-1 100 Series Single-Hung Equal Sash , Fixed/Active , Rough $627.68 $627.68 7 $0.00 $4,393.76 Opening 42 x 54 , 41.5 x 53.5 , Black -Black/ Black 1200-2 Insect Screen 1: 100 Series Single-Hung 100SHS3646 Half $123.90 $123.90 7 $0.00 $867.30 Screen TruScene Black Version:10/10/2018 1 dame mlrsi+r->m= $751.5: $751.58 $0.00 $5,261.06 Begin Line 1200 Descriptions --- Line 1200-1 ---- 100 Series Single-Hung High Altitude Breather Tubes = No Insect Screen Type = Half Screen Overall Rough Opening = 42" x 54" Glass Strength = Standard Insect Screen Material = TruScene Overall Unit = 41 1/2" x 53 1/2" Glass Tint = No Tint Insect Screen Color = Black Installation Zip Code = 98221 Specialty Glass = None Installation Material Options = No U.S. ENERGY STAR° Climate Zone = Northern Gas Fill = Argon Re-Order Item = No Search by Unit Code = No Full Divided Light (FDL) Room Location = Custom Location Standard Width = RO: 42" I UNIT: 41 1/2" Specified Equal Light Custom (Enter=R-oet lime) = WINDOW #10 Standard Height = RO: 54" I UNIT: 53 1/2" Grille Pattern = Specified Equal Light THRU 16 KI-TiHEN `L) `: Frame Width = 41 1/2 Grille Bar Width = 3/4" Unit Ura.ctor = 0.3 Frame Height = 53 1/2 Exterior Grille Color = Black Unit So#ar Heat Gain Coefficient (SHGC) = 0.19 Unit Code = 100SHS3646 Interior Grille Color = Black U.S. ENERGY STAR Certified = No ' Frame Option = 1 3/8" Setback 2W2H Clear Opening Width = 38 Venting / Handing = Fixed/Active Hardware Style = Auto Lock Clear Opening Height = 23.0625 Drywall Access = No Lock Hardware Style = Slim Line Clear Opening Area = 6.08 Exterior Color = Black Number of Sash Locks = 1 SKU = 1001796559 Exterior Sash/Panel Color = Black Lock Hardware Color/Finish = Black Vendor Name = S/O ANDERSEN LOGISTICS Interior Finish Color = Black Window Opening Control Device = No Vendor Number = 60509030 Glass Construction Type = Dual Pane Security Sensor Type = None Customer Service = (888) 888-7020 Glass Option = Low-E SmartSun Catalog Version Date = 10/10/2018 ---- Line 1200-2 Description is the same as line 1200-1 ---- End Line 1200 Descriptions l . Standard Width = RO: 42" I UNIT: 41 1/2" Andersen .iw 1 ! Standard Height = RO: 24" I UNIT: 23 WINDOWS • DOORS 1/2" Frame Width = 41 1/2 Frame Height = 23 1/2 Catalog Version 114 Line Number Item Summary Was Price Now Price Quantity Total Savings Total Price t Unit 1300 Tota __ $349.12 $349.12 $0.00 $2,443.84 Begin Line 1300 Description ---- Line 1300-1 ---- 100 Series Picture/Transom-PWTR Interior Finish Color = Black Interior Grille Color = Black Overall Rough Opening = 42" x 24" Glass Construction Type = Dual Pane 2W1H Overall Unit = 41 1/2" x 23 1/2" Glass Option = Low-E SmartSun Installation Material Options = No Installation Zip Code = 98221 High Altitude Breather Tubes = No Re-Order Item = No U.S. ENERGY STAR° Climate Zone = Northern Glass Strength = Standard Room Location = Custom Location Search by Unit Code = No Glass Tint = No Tint Custom (Enter-R.J► N►arne) = WINDOW #10A Standard Width = RO: 42" I UNIT: 41 1/2" Specialty Glass = None THIRU 16A Standard Height = RO: 24" I UNIT: 23 1/2" Gas Fill = Argon Unit U-FactIr = 0.28 ,J Frame Width = 41 1/2 Full Divided Light (FDL) Unit Solar Gai Coefficient (SHGC) = 0.2 Frame Height = 23 1/2 Specified Equal Light U.S. ENERGY STAR Certified = No Unit Code= 100REC3620 Grille Pattern = Specified Equal Light SKU = 1001796559 Frame Op ion = 1 3/8" Setback Simulated Check Rail = No Vendor Name = S/0 ANDERSEN LOGISTICS Venting /Handing = Fixed Grille Bar Width = 3/4" Vendor Number = 60509030 Exterior Color = Black Exterior Grille Color = Black Customer Service = (888) 888-7020 2 5 Catalog Version Date = 10/10/2018 End Line 1300 Description Standard Width = RO: 24" I UNIT: 23 - 1/2" . An. rsen Nw - Standard Height = RO: 36" I UNIT: 35 q WfNDO . * DOORS 1/2" Frame Width = 23 1/2 Frame Height = 35 1/2 Catalog V= In114 Line Nun- fer Item Summary Was Price Now Price Quantity Total Savings To . 'rice 1400- 100 Series Single-Hung Equal Sash , Fixed/Active , Rough $505.49 $505.49 1 $0.00 $505.49 P Opening 24 x 36 , 23.5 x 35.5 , Black -Black/ Black 1400-. Insect Screen 1: 100 Series Single-Hung 100SHS2030 Half $90.87 $90.87 1 $0.00 $90.87 Screen TruScene Black Version:10/10/2018 I nr , i i Total: -1-' i i•_ _- _ $596.36 Begin Line 1400 Descriptions ---- Line 1400-1 ---- 100 Serie ►ingle-Hung High Altitude Breather Tubes = No Insect Screen Type = Half Screen Overall Ri gh Opening = 24" x 36" Glass Strength = Standard Insect Screen Material =TruScene Overall Unit = 23 1/2" x 35 1/2" Glass Tint = No Tint Insect Screen Color = Black Installation Zip Code = 98221 Specialty Glass = None Installation Material Options = No U.S. ENERGY STAR° Climate Zone = Northern Gas Fill = Argon Re-Order Item = No Search by Unit Code = No Full Divided Light (FDL) Room Location = Custom Location Standard Width = R0: 24" I UNIT: 23 1/2" Specified Equal Light Custom (Ente. °bore► Name) = WINDOW #17 Standard Height = RO: 36" I UNIT: 35 1/2" Grille Pattern = Specified Equal Light Unit U-Factor = 0.3 Grille Bar Width = 3 4" Unit Solar heat Gain Coefficient (SHGC) = 0.19 Frame Width = 23 1/2 G e / Frame Height = 35 1/2 Exterior Grille Color = Black U.S. ENERGY '7A-R-Ee-reified = No Unit Code = 100SHS2030 Interior Grille Color = Black Clear Opening Width = 20 Frame Option = 1 3/8" Setback 2W2I-I Clear Opening Height = 14.0625 Venting / Handing = Fixed/Active Hardware Style = Auto Lock Clear Opening Area = 1.95 Drywall Access = No Lock Hardware Style = Slim Line SKU = 1001796559 Exterior Color = Black Number of Sash Locks = 1 Vendor Name = S/0 ANDERSEN LOGISTICS Exterior Sash/Panel Color = Black Lock Hardware Color/Finish = Black Vendor Number = 60509030 Interior Finish Color = Black Window Opening Control Device = No Customer Service = (888) 888-7020 Glass Construction Type = Dual Pane Security Sensor Type = None Catalog Version Date = 10/10/2018 Glass Option = Low-E SmartSun ---- Line 1400-2 Description is the same as line 1400-1 ---- Standard Width = RO: 36" I UNIT: 35 1/2" Standard Height = RO: 60" I UNIT: 59 4A11oW S DOOR I 1/2" l'' Frame Width = 35 1/2 S.7 Frame Height = 59 1/2 Catalog Version i14 Line Number Item Summary as Price Now Price Quantity Total Sa f, 1500-1 100 Series Single-Hung Equal Sash , Fixed/Active , 35.5 x $616.08 $616.08 7 $0.00 $4,312.56 59.5 , Black -Black/ Black 1500-2 Insect Screen 1: 100 Series Single-Hung 100SHS3050 Half $123.90 $123.90 7 $0.00 $867.30 Screen TruScene Black Version:10/10/2018 rrt tal .vlilac•1*:, $739.98 $739.98 $0.00 $5,179.86 Begin Line 1500 Descriptions ---- Line 1500-1 ---- 100 Series Single-Hung High Altitude Breather Tubes = No Insect Screen Type = Half Screen Overall Rough Opening = 36" x 60" Glass Strength = Standard Insect Screen Material =TruScene Overall Unit = 35 1/2" x 59 1/2" Glass Tint = No Tint Insect Screen Color = Black Installation Zip Code = 98221 Specialty Glass = None Installation Material Options = No U.S. ENERGY STAR° Climate Zone = Northern Gas Fill = Argon Re-Order Item = No Search by Unit Code = No Full Divided Light (FDL) Room Location = Custom Location Standard Width = RO: 36" I UNIT: 35 1/2" Specified Equal Light Custom (Enter--Room4\Lame) = WINDOW #18 Standard Height = RO: 60" I UNIT: 59 1/2" Grille Pattern = Specified Equal Light THRU 24 '-- -------- Frame Width = 35 1/2 Grille Bar Width = 3/4" Unit U-Factor = 0.3 „) Frame Height = 59 1/2 Exterior Grille Color = Black Unit Solar ' -; •amtoefficient (SHGC) = 0.19 Unit Code = 100SHS3050 Interior Grille Color = Black U.S. ENERGY STAR Certified = No Frame Option = 1 3/8" Setback 2W2H Clear Opening Width = 32 Venting / Handing = Fixed/Active Hardware Style = Auto Lock Clear Opening Height = 26.0625 Drywall Access = No Lock Hardware Style = Andersen 100 Series Clear Opening Area = 5.79 Exterior Color = Black Number of Sash Locks = 1 SKU = 1001796559 Exterior Sash/Panel Color = Black Lock Hardware Color/Finish = Black Vendor Name = S/O ANDERSEN LOGISTICS Interior Finish Color = Black Window Opening Control Device = No Vendor Number = 60509030 Glass Construction Type = Dual Pane Security Sensor Type = None Customer Service = (888) 888-7020 Glass Option = Low-E SmartSun Catalog Version Date = 10/10/2018 ---- Line 1500-2 Description is the same as line 1500-1 ---- End Line 1500 Descriptions This project is located at 2804 Oakes Ave. Anacortes and is a three part effort to: 1.subdivide the above property into two lots, Lot A(47,387sf, and a second lot of approximately 34,166 sf(Lot B).The file# is BLA-2018-0010, a decision for approval for this was done on Jan. 10, 2019 by the Anacortes Planning Department. We anticipate plat recording to occur sometime in February. 2. Demolish approximately 2400 sf of existing structure that is now located on Lot B. The structure is dated, built in the 1960's and in dire need of repair. 2x4 walls, single pane glass, etc. now exists. A demolition permit BLD-2018-0519 was issued on August 22, 2018. Demolition of the structure is underway and will be completed by Feb. 10, 2018. All necessary and required erosion/sediment control measures will be utilized, although very little is expected. 3. Remodel a portion of the existing structure that will be connected to the remaining home on Lot A on the existing footings/foundation/subfloor of the old structure. This will entail building three new walls and a new roof, all to current codes and energy standards. Additionally, an 8' x 14' new entry, will be built which is the only added portion of the remodel to require any excavation, which will entail approximately 3 yards of material to be removed for the footing/foundation and replaced. All fill will be placed on the existing concrete pavers adjacent to the site. If required, the fill can be placed on an impermeable tarp/material until placed back in the excavated area. This project entails the removal of a sub-standard structure, and the renovation of a portion of the home built in the 1960's that will modernize the remodeled area to be both energy efficient and structurally sound to current standards. r2 FEB 01.2019 LJ CITY OF/NH,..,u TES w- g- is C Lit Notice of Decision: Notice is hereby given that a decision as made for the tolloNk irEg- proposal: Request: The applicant has apphed for a boundary hne aad ustment to create two buakiable lots froti the underlvsn , platted kis Applicant: Samuel fliane 1-fill. 15000 Beaver Marsh Road. Blount \'ernott W ashanrtLni 'r[c N umber: 13 LA-201841010 Project Loc aiion : The sub cct property addressed as 2SO4 Oakes Avenue, Anacortesh Washington rn a portion of Section 2 3, Township 35 North_ Range 01 East.. Willamette - Meridian. Paai c. Number(s): I'82`-,3 & P31703 Date of-Application: October 1 1 , 2018 Date of Completeness: December 14, 2018 Comment Period: The c oulment period ended on Jan uar,. 2. 2019. Decision Date: .1 acnt raft 1 h. 201 c9 000* -Decision: Appro s!ai - Appeals: The dec s on miry' be appealed pursuant to AMC 19 .20..?10.. fourteen ( 14) calendar days alter wr>tten notice of the decssl.m is mailed. Appeals o1`th-a dtc smii mum be tiled by 5:00 PM on Januaty 0, 2019. Any affected property owners may request a char e in va uataun from the County Assessor For property tax purposes ntnwathstandm . any program ul'revaiuution.. For Project Information: Kevin Cr c ch o. Sen ur Planner: (360) 293-192,7, kevwc! c t olinacurte-s.or : CttY` l`Anacurtes Department of Plammng. C. ommun t, Lconoriiuc Development. P.O. Box 547. Anac ortte-s_ WA 98221 Date of issued: lanuar ' 16. 2010 Date I rt tcL _ January 16.. 201 ') 70 (0 n FEB 0 1 . 1 CITY OF A ACO T ...-.___-__-_—......„-......... \ , r' i/ _� ffd C A�;1TE____D___ 1 ©i CO 4-...." nnc\s\I A 6 \i E r ALF b\r,‘, , ... (i--. u I WI . ..... \t Ij0 N \\I R -5. , 42. ..23 U ® II �. ice t a,„IL %PC) di ill e I cp I \ ...e / y___,_____..........n ,________ _„r„..„„„„erisfara„.:..........Holti. v eli 1,..70mar,.,..1. .....„...,_---.. . : .. __, \ In too -cdr- LL., .4i \\\ I �� `�1,,I\ic1V i li "vkvi\.."Cl.-.a,t,,z.:7 11.I),7I/4r/I'/e tT.t J .G. �� Win`. O ,.•� {� /i L` �� , j ..._ 1 .)i\__ (1 1 © T«� ._....r_ _.ram. Y�a\i\ 1\\\t\o aInr_). v,1\ i' , rd t �+ ...�-ram ..wY-w.`a �� �.1-Jl�� r1 9 1;II\\1 tin&0(,,0... ,--')4 17,1 a t. ,en.a,t-%r oe.ea;.t,./)L1i./;f. i1 tl,,/'I,I IIi NF C„,...0L...1! I*. 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I - - From : Samuel sdhill vgwfc . net Subject : Date : November 2 , 2018 of 2 :34- PM "._': : • 1 . ' . To : Sam Hill :�• di-hiiic Dgvv c • lie ( I. a • . ' a ., .•.� r..•r ��'{{yy, I I ic rya N • ` - ' '4 • '� •, i `� r J , _ . } istilii /-" • - - - .fit 11 a �.. . _ .Y r. ;a A.�f - { •. �t`, - • _ 1 . II • 1 17 r - - 11 1 MS ,. •J _ $: +L,ir-,.�...Stz►rx-c'•_-+Aa.11. ,.�.� -. ` - I - - .. _. - _ - - _. F .-- _ 7.7 ti K yam �dSe ' _ • . ii -•: 1 A _ _ i. 1 • - ♦ d 'tr _ !it" • ! _ t . •; • R ,� . . � . H . • — • ss ID I - • i T• VIv - • - • � .. - -' - - - - - - �. ., - r - - - . - t . - .,, I — - - - Sent from my iPhone li I i 'll 1 i_JS. i ' '.1 c 11: IT fEB O1OI9 : •i : _l „ From: Samuel sdhill@gwtc.net Subject: Date: January 31, 2019 at 10:25 PM To: Sam Hill sdhill@gwtc.nei C._ , w •, bid. `14,:. 1,''''' ?I K 1 i i la ''ice, `" t Z , may! .,�;r`. " is 1mil • ! ,ti- , , 1tIj4 or i I I - - -- - - -- ---- nt from my iPhone , 1-11'``c". P A 4-.;`' e) C-- H ® W51;7— Tr) I ', -- ,,, ,, --->o-I...--' IA 0 id 5-6.---' 1)5 NsOl....t4.14 eih . c 0b6Leis 1-- '0) I (cU \ : ,.,2 -t , t ht , 11 FEB 01 .2019 i CITY OF AN/AC/OATH,- Ave Site Address 0 W Project tZ. A;>-(A ` 4401;i71,,,,, Building Permit # 131, 2O / d - 4OC / .'(Y/C_. 379// Z. Public Works 2� -Po 1, t5S1/4.)e. ( kz\.- • Planning ` 1c K kr\ 4f\O �� ZZ) Stormwater Z� ' � Z ] -17> C� • ISSvrc LA-L-7 1 i I � • I ) .>' f �1✓z w t%i ILL i {( ,'off /L� �,�.� { ;./c.e�s i✓f ?"�'l d"Inw, (l7S n�Sa� Fire YO/ T 1 9 O 11(4,M t t 3 ,',1,,n (' --/ , r. ✓7(( (? ✓- S %`!1--c Pe; /v1z a 13 d 7 ,ed <S Project Inter-Departmental Plan Review Tracking } rj PLANNING,COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT D )ENTIAL BUILDING PERMIT APPLICATION "ailing Address:P.O. Box 547,Anacortes, WA 98221 \74:1111121'cott's'lli FEB 01'2019 Office Location: 904 6th Street,Anacortes WA 98821 Phone: (360) 293-1901 CITY OF ANACORTES PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS(Street,Suite#): PARCEL(S)#: 2 C?+ Q4 K At" Subdivision/Lot#: PROJECT VALUATION: , 0U t ; S"3 3 Li APPLICANT: Phone: 5 A04 N j—/ , c z 7 Address(Street,City,State,Zip): Email Address: o i3c'A✓ ✓H WSW l�; nff. vev,xip, 5d h'iL 5w F NeT PROPERTY OWNER:''\\ / Phone: S A V(4 to CR_ V i41k Address(Street,City,State,Zip): .,q 'l�..73 Email Address: is % 0 PA,Awv i'11 fri'S11 Kti Vt�H�� CO5 AA T im P S/44' QN: 11/ L Z Phone: Address(Street,City,State,/Zip): Email Address: LENDING AGENCY: I N Phone: e. Address(Street,City,/State,Zip): Email Address: CONTRACTOR:* Phone: SE Address(Street,City,State,Zip): Email 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 Business License#: Exp.Date: the City's Finance Department at(360)299-1968. PROPOSED WORK: RE"— 11-3 r4iti ADD /77a4-2 d - 47' /Wy kA 5 t r1 L X t 5 i A) ct vt 6 A 770 A./ I j=icio/C— - PROPOSED NEW SQUARE FOOTAGE: Basement SQ': ❑ Finished Basement: ❑ Unfinished Basement 1st Floor SQ': 48 qo Garage/Carport SQ': 2nd Floor SQ': Deck/Covered Porch/Patio SQ': Fire Sprinkler: ❑ Yes No Lot Area SQ': L/4E7e/e/r) 7(S S_ ' S r= 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 C. of Anacortes. JJ // Print Name: ybL 1'-1( Owner); Agent D (specify): Signature: 6 `- b Date: f - 3 l/ - 2O/ - oO Page l of 5 GST Y.0 >; IMPERVIOUS SURFACE AREA: Existing Impervious SQ': New Impervious SQ': Total Disturbed Land/Soil SQ': Total Proposed: Cut: Fill: New hard surfaces(pervious&impervious) Land converted from native vegetation to lawn or landscaping SQ' Land converted from native vegetation to pasture SQ' MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: Elec#: BTU: Other#: Wall Heater: -Gas#: Elec#: Other:#: Location(s): Gas Water Heater: #: Location(s): Heat Pump: Elec#: Other#: Air Conditioning: Elec#: Other#: Radiant/Hydronic Heating: Gas#: Elec#: Other:#: Location(s): 1', 'ans: Bath#: Laundry#: Other: Range Hood: #: l Location(s): 'G 7 ll--rt e.-1,-, t i Fireplace: Gas#: I Elec#: Other:#: Location(s): Clothes Dryer&Duct: Gas#: Elec#: Other:#: Location(s): Stove/Range/Oven: Gas#: Elec#: Other:#: Location(s): Gas Piping/Outlet(s): #: Location(s): Boiler Gas#: Elec#: BTUs: Location(s): Other: #: Location(s): TOTAL MECHANICAL OUTLETS: PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): 1e 'gerator water supply(for water/ice dispenser): ‘ ( Kitchen Sink: 1 Pressure Reduction Valve/Pressure Regulator: Utility Sink: Water Service Line: 1 V Tub: Water Piping: 1 Hand Sink: 1 (Xlothes Washer: Shower: Ele tric Water Heater: Tank-less? Yes 0 No Dishwasher: ( Backflow Prevention Device: Hose Bib: 1 her: TOTAL PLUMBING FIXTURES: Page 2 of 5 �1�Y o� PLANNING, COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT , ►► RESIDENTIAL BUILDING PERMIT CHECKLIST 'AMOK? Mailing Address:P.O. Box 547,Anacortes, WA 98221 9 Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 293-1901 Plans shall be of sufficient clarity to indicate the location,nature, and extent of the work proposed, and conform to the provisions of the adopted International Codes and City Ordinances. PERMIT TYPE: SUBMITTAL REQUIREMENTS: a -. c a. r, E. et, The number indicates the number of ; :I. O `9' a n a copies for submittal (if applicable). ii p P G o :r -. p C q o E 4. t7 q eo Residential Building Permit Application 1 1 1 1 1 Site Plan(Drawn to Scale & Surveyed—if 2 2 0 2 2 applicable) Building Plans (Drawn to Scale) 2 2 2 2 2 Reduced Site Plan(11"X 17") 2 2 0 1 1 Reduced Floor Plan(11"X 17") 2 2 2 2 1 Structural Calculations (if applicable) 2 2 2 2 2 Energy Code Compliance(shown on plans) ✓ ✓ ✓ Stormwater Minimum Requirements 1-5 3 3 3 3 Landscape Plan 2 2 2 • Grading Plan/Cut/Fill 2 2 2 Critical Areas Report(if applicable) 1 1 1 1 Geotechnical Report(if applicable) 1 1 1 1 Plan Review Deposit(due upon submittal) ✓ ✓ ✓ ✓ ✓ Page 3 of 5 Yo%" 0 NOTES: 1. Handouts and standard details maybe found on the City's Planning, Community,&Economic Development website or can be obtained at city hall during normal business hours. 2. Plans, calculation, &reports prepared by state licensed architects or professional engineers must be stamped and signed by the designprofessional. 3. The drainage analysis/plan&TESC Plan shall comply with the 2012 Department of Ecology's Stormwater Management Manual for Western Washington(as amended in December 2014). 4. For new single-family residential building permit applications, a non-refundable plan review deposit of$200.00 is required at time of application submittal per AMC 19.14.035 &IRC 108.1.1. 5. For remodels/alterations for existing single-family residences, a plan review fee of 65% of the permit's valuation is required at time of application submittal per AMC 19.14.035 &IRC R108.2.4(1). 6. Within 180-days of application submittal refunds are allowed up to maximum of 80%of plan review fee so long as no review has been performed by staff per AMC 19.14.035 &IRC R108.5. The applicant must initiate this refund request by submitting a signed letter to the Building Department. tSY Page 4 of 5 STAFF DETERMINATION OF COMPLETENESS: Please note, that the subject building permit application will be reviewed by staff for completeness. All of the items above as listed in the"Residential Building Permit Checklist"need to be submitted at time of application submittal unless deemed unnecessary by staff. If staff deems the application incomplete,the applicant will be notified by mail and/or email as to what items and/or revisions are still needed. Additionally, if the application is deemed incomplete, the applicant will have 90-days to submit the requested information per AMC 19.20.130(B)(2)(b). If the requested items and/or revisions are not provided by the deadline [90-days], the application may be rejected by staff and returned to the applicant along with any unspent application fees per AMC 19.20.130(C)(3)(b). FOR STAFF USE ONLY—COMPLETENESS DETERMINATION: IS THE APPLICATION COMPLETE? (CIRCLE ONE) COMPLETE INCOMPLETE If deemed incomplete,what is the date it was deemed incomplete? If deemed incomplete,was it deemed as such at the counter,by letter, or email(Circle One)? If by letter or email,when was it mailed by USPS or emailed? If deemed incomplete at the counter,when was this checklist with items circled given to the applicant? If deemed incomplete,what is the 90-day deadline for resubmittal of requested items and/or revisions? If deemed incomplete,who deemed it as such? (Please include the letter/email in the file detailing what additional items or revisions are still needed). If the application is deemed complete,what is the date it was deemed complete&who deemed it as such? Page 5 of 5 AUDITORS' CERTIFICATE FILED FOR RECORD THIS __ DAY OF , 20____ AT ____MINUTES PAST ____O'CLOCK A.M./P.M. UNDER PARCEL 'C' AUDITOR'S FILE C �K P31734 N 71'17'58' E 29 ;1-.....) NO. RECORDS OF SKAGIT N 85'15'14' E 114,40' COUNTY, WASHINGTON. "1 97,98' r1r1 •'j�E 16.42 CO PRE NI�'H 2 AUDIT❑R DEPUTY AUDIT❑R Z „_ PROx'1� '\ .\ �j �� Ppi �O 3bSF 0 o ROS :F:1_2;1,3;6200031 1..s,,,.\\\i,:c.\,:,0 1 � ® —� CG PFEN. 110S •E FOUND CONCRETE MONUMENT IN CASE AS NOTED -4 vPPt3 \ \ 2. 0 FOUND REBAR & CAP OR PIPE AS NOTED. m 4, ' \ \ 3. SET REBAR & CAP PLS 27807. J o O'\ P o R� , 1S .c) R(1 4. BASIS OF BEARINGS: ROS AF #201306200031. CENTER LINE o SF �'a= `'RC)*'' F RpN� \ \ ` \ OF OAKES AVENUE. 139,5' �1 3� cR \' R�ps0 511.514, `, `` 6. ERROR OF CLOS USED: URERMEETS TOTAL WA HINGTONSTATION.STATE SURVEY PF �N� p q2 A�''' \ \ \ STANDARDS. P�JC -\M 66�5p9' �� RpS AF200502250001 \ \ \ \ 7. SURVEY METHOD: STANDARD FIELD TRAVERSE -0- E�'O \-a°2 i�' ` \ \ \ GENERAL INFORMATION i. Rop E , �. / cr. ��bp$,g2 ��G�C � ` © 0- ' 1. This Boundary Line Adjustment is for the purpose changing r•N N 6 �� ` �/ \ the boundary between two parcels. l W ��'',�'�� G cr \\ > ,HOUSE ' �\ 2 �� , 14 2. Assessor's Account No. 3809 301-007-0002, P58283 and its \ 13 350123-0-002-1700, P31703. F' VS� • �� �v, N� "'a- ( ,, ��pin � ' `1 ` 3. Land Description information is from the Title Report, order . ' H� SF 115 wSE P q �� �d ' v� \ 2 �':24 No: 02-168505-OE dated Jul 5, 2018. This property is A1.0 R1'I9 �N4 CK N O �` o , \ SUBJECT to and TOGETHER WITH Survey identified in said Title SY\oW �' N y \ Report under Auditor's File Number 8903210033 (property line 2 (CNE �E o �� L p (P P Y , NP 2M� \ \ \ and easement agreement), 8903210032, 9004200021, �P.1 '(o �c`a o �, 4: 309,28' PER ROS AF 200805070069 (Record of surveys), 8709110001 (Quit Claim \ ` .001E o`i�� , AS o \. �1i200411230172 3q�,1 Deed)„ 8807120060 (Quit Claim Deed Boundary Line \ , �� ,P 2 REM N 'P pyq� ��, s and \ CAL B2.WFE r DRItoo �t Adjustment), 201306200031 (Boundary Line Adjustment)j� \` � QP�5g223 4�5 W �£ / tN�` 8911220068 (Vacation ordinance #2123). ' \ ,,\� \ Q �- oy , �pS. FPss��ER 4. Zoning: (R2) Residential Low Density. \ \ \ 2 q �_ j MBE Zta �5 5. Water Supply: City of Anacortes. - q� ��E r1 20 \ �• 2MGf��/' P� 1�, 6. Sewer Disposal: City of Anacortes RpS AF201608180006 u, \ 4 , 7. Storm Sewer: City of Anacortes. y ROS AF201306200031 9 125,8' _ �, � © , �o�`�N 8. This is a boundary survey only. Not all utilities were / _ © �`� Q 906 , \ >>256 / / /_,.- investigated. \ 9� Q\ 1 E 235p0' � �� \ \ 7 `r © ��' �399R' NOD a•23',6'® A LOT AREAS BEFOR BLA 01 PARCEL 'A' (P58283)= 47,491 SF v� o \\ S , P��NVE PARCEL 'B' (P31703)= 34,032 SF 17 Ro, \ ® a000' Q�P\ PR�FOR� P / LOT AREAS AFTER BLA \ 3 �o N — LOT A = 47,387 SF Q \ ap \ \ 30' _- ® 6� (Y+E�'S ' LOT B = 34,136 SF -, A c.3025' / © FND REBAR & CAP SCHWIND 28023 1-`- ® 01 23��6� 0.14' EAST AND 0.23' NORTH. \ / N 6a• \ — ' ® CLUSTERED AROUNDWPROPERTBYRCORNERAP & LEONARD RABER & CAP �O / - X X ' LEGEND © FND REBAR & CAP, HOXENG PLS 37550 - \�d MAPS. " ® FND REBAR & CAP, JJV PLS 9636, 0,64' NORTH OF CALC. CORNER 9L 20pp' Q�'P �QMoR R` © FND REBAR & CAP SCHWIND 28023 1.@ ,,,, ,w. , „ „ JE ' / AND REBAR AND CAP LEONARD 8992 ® �RPSS WZ�N G� \ 0.41' APART & 1 1 201B FcoNoN c,pSE 0.25' WEST OF PROPERTY LINE -) o�,b WY OF ANAGORTES Property Owner GRAPHIC SCALE •,• P58283, P58263 & P133847 50 0 25 50 100 200 NE 1/4 & NW 1/4 OF THE NE 1/4 OF Samuel & Diane Hill eSel64!!!!%6iiiii !!!!!!!!!!!!!!!! SECTION 23, TOWNSHIP 35 N., 15090 Beaver Marsh Road RNG. 1 EAST, W.M. Mount Vernon, WA 98273 CITY OF inch = 50) ANACORTES, ft- SKAGT COUNTY, 1WASHINGTON. BLA-2018-000X SURVEYOR SURVEYOR'S CERTIFICATE BOUNDARY LINE ADJUSTMENT DALE K. HERRIGSTAD P.L.S. .v WAs r HERRIGSTAD 2804 OAKES AVENUE �oF WAS DIRECTION IN CONFORMANCE WITH STHE SREQUIR REQUIREMENTS OF^THE SURVEY R MY 4320 WHISTLE LAKE ROAD lite RECORDING ACT AT THE REQUEST OF SAMUEL HILL IN AUGUST 2018. ENGINEERING AND SURVEYING FOR SAMUAL & DIANE HILL ANACORTES WA 98221 t & 4320 WHISTLE LAKE ROAD, ANACORTES WA SCALE DATE: JOB No: 360-299-88047 DALE K. HERRIGSTAD, P.L.S. SS'��AL LAB Certificate No. 27807 PHONE (360) 299-8804 1°=50' Sept. 2018 2018-106 BY; CHKD BY: SHEET: OF: Date ____�� _ DKH DKH 1 2 LEGAL DESCRIPTION BEFORE ADJUSTMENT LEGAL DESCRIPTION AFTER ALJUSTME\T PARCEL 'A': PARCEL 'C': LOT B Lots 1 through 6 and the East M of' Lot 7, Block 301, 'NORTHERN Beginning at the Northwest corner of Tract 1, Plate 7, Tide and Shore Lot 1 and the East 25,07 feet of' Lot 2, Block 301, 'NORTHERN PACIFIC PACIFIC ADDITION TO ANACORTES,' as per plat recorded in Volume 2 of Lands of Section 23, Township 35 North, Range 1 East, W.M., Anacortes ADDITION TO ANACORTES,' as per plat recorded in Volume 2 of' Plats, page Plats, page 9, records of Skagit County, Washington, Harbor; 9, records of Skagit County, Washington. thence South 13°49' West; TOGETHER WITH the West M of vacated California Avenue which thence North 66°31' East, 40 feet; TOGETHER WITH that portion of the Burlington Northern Railroad right of'NORTHERN hereto by operation of law, and by Anacortes City Ordinance thence South 23°22' East 57 feet; way designated as Northern Pacific Railroad on the Plat Map of No. 2123 and recorded under Auditor's File No. 8911220068, records of thence North 81°19' East 70 feet; PACIFIC ADDITION TO ANACORTES,' as per plat recorded in Volume 2 of Skagit County, Washington, as would attach by operation of law. thence North 69°10' East, 42,5 feet; Plats, page 9, records of Skagit County, Washington, being more thence North 20°112' West; particularly described as follows `l Situate in the City of Anacortes, County of Skagit, State of thence South 70°44' West, 130 feet, to the point of beginning, being 4 Washington. tidelands in a portion of Tract 1, Plate 7. Beginning at the Southeast corner of' Block 301 of' said Plat; Y thence North 21°36'44' West along the Easterly line of said Block 301, a 405 X PARCEL °B Situate in the County of Skagit, State of Washington, distance of 205.00 feet to the Northeast corner of said Block 301, being N 0 the point of' beginning; 6 0 Thot portion of the Burlington Northern Railroad right of' way ° �„ thence South 66 28 42 West, 55,09 feet; designated as Northern Pacific Railroad on the Plat Map of 'NORTHERN thence South 66°28'42' West along the Northerly boundary line of said a=�j� Z PACIFIC ADDITION TO ANACORTES,' as per plat recorded in Volume 2 of LEGAL D E S C R I P T I O\ AFTER A D J U S T M E\ T Block 301, a distance of 140,02 feet; ��' �� Plats, page 9, records of Skagit County, Washington, being more LOT A thence North 21°36'44' West, a distance of 170,36 feet; ' I U..particularly described as follows thence North 85°15'14' East a distance of 97.98 feet; LA. Q The West 4.94 feet of' Lot 2 and all of Lots 3 through 6 and the thence North 71°17'58' East, a distance of 1.29 feet to a point on the Beginning at the Southeast corner of Block 301 of said Plat; g Northwesterlypro ection of the centerline of' California Avenue; " thence North 21°36'44' West along the Easterly line of said Block 301, East M of Lot 7, Block 301, 'NORTHERN PACIFIC ADDITION TO p � T ANACORTES,' as per plat recorded in Volume 2 of Plats, page 9, thence South 21°36'44° East, a distance of 142.53 feet to the Northerly a distance of 205.00 feet to the Northeast corner of said Block 301, end of California Avenue; being the true point of' beginning; records of Skagit County, Washington, thence South 71°57'51' West, a distance of 40,08 feet to the Northeast thence South 66°28'42' West along the Northerly boundary line of said corner of said Block 301 being the point of' beginning. Block 301, a distance of 234,48 feet; TOGETHER WITH that portion of' the Burlington Northern Railroad thence North 13°00'00' East, a distance of 217,62 feet; right of way designated as Northern Pacific Railroad on the Plat Situate in the County of' Skagit, State of Washington. thence North 65°31'00' East, a distance of 40,00 feet; Map of 'NORTHERN PACIFIC ADDITION TO ANACORTES,' as per plat thence North 85°15'14' East a distance of 114.42 feet; recorded in Volume 2 of' Plats, page 9, records of Skagit County, thence North 71°17'58' East, a distance of' 1.29 feet to a point on the Washington, being more particularly described as follows! Northwesterly projection of' the centerline of California Avenue; PARCEL 'C': thence South 21°36'44° East, a distance of 142.53 feet to the Beginning at the Southeast corner of Block 301 of said Plat; Northerly end of California Avenue; thence North 21°36'44' West along the Easterly line of said Block Beginning at the Northwest corner of Tract 1, Plate 7, Tide and thence South 71°57'51' West, a distance of' 40,08 feet to the 301, a distance of 205.00 feet; Shore Lands of' Section 23, Township 35 North, Range 1 East, W,M., Northeast corner of' said Block 301 being the true point of' beginning. thence South 66°28'42' West, 55.09 feet to the the POINT OF Anacortes Harbor; BEGINNING; thence South 13°49' West; EXCEPT that portion of vacated Burlington Northern Railroad right of' thence South 66°28'42' West along the Northerly boundary line of thence North 66°31' East, 40 feet; way, 'NORTHERN PACIFIC ADDITION TO ANACORTES,' as per plat recorded said Block 301, a distance of 140.02 feet; thence South 23°22' East 57 feet; in Volume 2 of Plats, page 9, records of Skagit thence North 16°15'35' West, a distance of 64.81 feet; thence North 81°19' East 70 ff'et; thence North 13°00'00' East, a distance of' 137,61 feet; thence North 69°10' East, 42.5 feet; County, Washington, described as follows: thence North 65°31'00' East, a distance of 40.07 feet; thence North 20°112' West; Beginning at the Northwest corner of Block 301 of said plat; thence North 85°15'14' East a distance of 16.42 feet; thence South 70°44' West, 130 feet, to the point of beginning, being thence North 66°28'42' East, 65.64 feet to the Southwest corner of thence South 21°36'44' East, a distance of 170.36 feet to the tidelands in a portion of Tract 1, Plate 7, that certain parcel of land described in deed recorded under POINT OF BEGINNING, Auditor's File No. 8908280059, records of Skagit County, Washington Situate in the County of' Skagit, State of' Washington, and the true point of' beginning; Situate in the County of Skagit, State of Washington. thence North 13°00'00' East, along the East line of said parcel, 80.00 CONSENT: feet to the Northwest corner of said parcel; thence South 16°15'44' East, 64,81 feet to the Northeast corner of' Know All Men by we the undersigned owners certify that the Boundary Line the West M of' Lot 7, said Block 301; Adjustment is made as a free act and deed, in Witness whereof we have hereunto thence South 66°28'42' West, along the North line of' said Block 301, set our hands and seals this day of , 20_. 39.42 feet to the point of' beginning. Situate in the County of Skagit, State of' Washington. SAMUEL P. HILL DIANE L. HILL ACCEPTANCE State of Washington County of Skagit This Boundary Line Adjustment is hereby examined and approved for I certify that I know or have satisfactory evidence that Lawrence SAMUEL P. HILL and DIANE L. HILL, husband and wife, signed this instrument, and acknowledged it to be the free and voluntary act of such party for the uses and acceptance the day of purposes mentioned in the instrument. Given under my hand and official seal this day of , 20 . Notary Public in and for City Engineer the State of Washington Signed --------------- Name printed --- Subdivision Administrator Residing at My commissions expires SURVEYOR `�Af)lm)1m11IDIDIDl1JIlIDID)1�1)ID➢J1I}17�� �.. RRI HERRIGSTAD BOUNDARY LINE ADJUSTMENT DALE K. 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CUTOUT AS REQUIRED r \ / ; .` • �Oy� �® �♦ / TYPICAL 3 1/2 X 51/2 LVL 3100 @ WINDOW HEADS AND FOR VENT AND TAIL 1=T \;. 1, ;♦ • � - SILLS TYPICAL GLB WIND COLUMNS LTP4 @ 24"O.C. �/ .,.NN«N • ♦ ♦ ��• • 3/4 X 8N_N_ I N v — .M —� TYPICAL SIMPSON A35 CROSS A 1 MEMBERS TO WIND COLS. SIMPSON SDS 1/4"X6"SCREWS :::„,- SIMPSON VPA ONNECTOR ♦♦♦�♦ � w TOP& BOTTOM TYPICAL @ 12"O.C. PLATE(S) INTO HEADER EA. RAFTER T• PLATE A�f�1♦��� W/2XE RA POCKET w . �. ' '�• �i►���i♦♦ a�'o c r' ATC@ TYPICAL DBL.2X6TOP PLATES (• 44 'ORCH @i• ERHANG SIMPSON A35 4X12 W/2X12 ♦ .♦ ♦,�♦, r CONTINUOUS HEADER. + SIMPSON A35 -. Q . >�♦ ♦ 9 ----- ----.--_----- to ♦�♦ ♦ o ��� EA.SIDE OF WIND . 3 1/2 X 51/2 LVL 3100 ___.--__-- ---_..3 ♦4i♦�♦ X �� _ �.' L -! L COLUMN TO HEADER WIND COLUMNS � �+` ''V.�!� `♦���' O isillippo. SIMPSON A35 TYPICAL ,:: , ..., ,...--r- wr "TaTirltrAtdtt,Irlill I& ..: r r1 WINDOW OPENING TYP. ` ♦ };,,144 :h i j iv w 1�5 HEADER DETAIL ♦ �� ♦♦ ♦♦♦ �_'' L'' 6 WINDOW FRAMING ATTACHMENT A-5 3/4"=1'-0" Ark ell m 2'-0'1 / X8 HD ��2'-0 'r — .1 OVERHANG - OVERHANG \ Qa J 4X8 RAFTER - W = �o M -I Q m m irli/ w Z fV N �yQ p/��� p d Q .---.� '7J.��21Yy-LELL---� \ 0 0 0 0 "S:: MATCH PORCH SHEATHINGclz GITHICKNESS 4X8 ' FTER _ W CI 12 SISTER 4X8 RAFTER TO CI Z 3 @ I TO MATCH OVERHANG ENTRY PORCH 6X6 COLUMN©TMp 4111) ARRAY TYPICAL 0 r Y .1---,------ -_____ 14" BCI OR EQUIV. z' ,' ). • ;r .,� 2 ROOF FRAMING PLAN - REVISED •t { SOLID BLOCKING _ _ A-5 W Cn } I W/(3)2"DIA.SCREENED VENTS ;` R-38 INSULATION `, rt"�- ,_ F. � 14' BCI 5000 OR 12 TYPICAL ^ti .c -k. r ' ,t �"`j`�+A EQUAL @ 24"O.C. 2.5 V . . PLANT SHELF • ' k• p i 5/8"OSB ROOF SHEATHING (n R-21INSULATION � Z TYPICAL � �� '{�'{'� �.�, >- R-381NSULATION NAIL: 8d @6"O.C. EDGES 0Ce \ �- i ' i � I' C 8d @ 12"O.C.FIELD Q W -' �- (2)2X8 HEADER -- ` ` '''', -t A ) ® 4X8 RAFTERS 8'-2" BEVEL TOP TO 2X6STUDWALL I t 't,,J;; r :...--- ..._.1.,:c,,,i-_..1--77.--. i IPER PLAN k`= El / MATCH ROOF PITCH � C r t,C f y 1 1 0 Vi, -a- ., ,,\A . It ) t< I . I_ `r CI-ST. OPENING v Z 6 3/4 X 18 GLULAM cv M w 5/8"GWB (WE' d SEAT CUT I u TO ROOM v I P. I I i i 1 6 MIL V.B. YP RAFTER W/ DRAWN BY: JFR BEYOND - °O ' 0 1 III i ----.-- - WEB FILLERS DATE: I/19 in w -, , r 1 ; 0 I I 1 I CHECKED BY: JFR I' z II I ENTRY COVERED [- I I I ii'li `t' PORCH JOB No. T , 'jig t III J u , 1 _�,� !� ' ; �� '—III=1 I i=1 I I; I • ROOF FRAMING/ I-1II1II .� 11=111=1 ;. =11 I=1 1 1=1 1 1= \ SECTIONS =111-111 1=111-11 I=11 ' `-- 11 ►=111-111=,` 1—III= 111 11 ' -11 ►E111E111- 11-1 I 1-11 F-11 :�111=11 11I111- 1111 11I1 _ _ _ ___ I.__-_i.. -111=111-111_.. I-111= =III I' 11. 111-- -11 • ._-11_1,� , . . 11111=111=11 . --111=11 =11.1- . . '� T'=1 I I-1 ' =1 I-1r LI 11 11 111=111=111=1 i 1=11 i=i 11=111-111=111=11 111-111-11.1 : I I i= 1 = - ® 111=111-11 I1 ; •�=11 I- 111- 111 II i i i „ „—I „ 11-111- III -11 1 1 1 1- 11 111-1 I I-11 I—II I—I I I_I I I=1 ► 1 1 I I 1 I I 11 1 11 I-111 III I I I- _I 1 1 11-_11 1 III—III III 1 I I-III-I A-5 -11 1=1 11=1 I I=1 I—Ili=1 --I 111 1 1=1 I I=1 I I--1 I I-1 1__1 1 I— 3 SECTION 2 - 2 1 SECTION 1 - 1 A-5y 3/8"=1'-0" A-5 1/4"=1'-0" �• Foundation and Lower Floor Framing 1/8" = 1' i~ -All new slabs are 955,thickness may exceed 4" as necessary for proper grade and Main Level Walls and New Roof Framing 1/8" = 1' 5 �'g elevation: -Roof die hra m is 11RD,t €�p g yp., UNO Upper Level Walls 1/8" = 1' 1 - Existing floor framing: no significant changes are being made to loading or spans thus ----- -_- LIT- 1, )�'•`r ' existing• \ri floor framin need not be or anal zed. -�, — ram- ~I J -a- " CITY j! ,�?, Existing deck is 18EU,typ. upgradedY e ��R I 5 -Any floor diaphragm that will be replaced, or added to, use 12FD,typ. f9EK i NN � c tm %KS y19EK YR � t$ F. � ,. 19(; DEPT:o These areas, new rough openings are 11+10I PERMI i " `� o Ssmallerthan existing. At%m \� These areas, new rough openings are ADDRE o/� '--- 17Nil Headers,trimmers,and king studs may w smaller than existing: � 1rj, C(lHb be reused as-is. -Headers,trimmers,and king studs may APPRO BY:" tt,r __� ._ - New framing to be in accordance with 17♦♦t3 a g•5 q " 3.+ be reused as is. (Sr' min.code: 7 D SUBJECO Fir R New framing to be in accordance with 5 I U::17 PLANS • New wall infill to be sim to 1PW shear m ZoN NOT is . ,,, win ,sic 'Tale- W min. code. tiI JZATION. M V = ti Nib T KS -New wall infill to be sim to 1PW shear 78 — LA' WIMP 0 �' --- LJ - '9� ' v - - _ ,, - I -x,�_. wall see Table .,� .�. � -, • CD \ , 411"---- �r it - l 22N 2ZH r "'° FILE C Y 3cr alb r-� T r71 r71 a IBru UP + Ti P u L J ig Ecy A H to 8oL 't� ( "l� (,r (_ ;�1 6+' r1 r l 4 her �� �P y 1 31B 1 NY1 5P � U/WI Li a �‘ ‘• I IeEU ,-., 3 -i tu, r 1 _____ ' ue . , ,, .c. , _ice AI ri ' ' if Itlir‘ Tik ; 3 t . to , i ,, a I 1 EtT Exr a ,_._._.. _,'� �- -__•o 'IC •--- � '• ---^ r- � > I2C < 4 XCC 338 iP- ! `w72AFrEn., tiff 0 0 I0 0 rt. of 5 • la �yA ❑ 0fl D2 TYp•shear wall top connection- C >I framing perpendicular. !Structural Callouts©-Copvright ConstructionCalc,Inc (CO) • 02 0 PA Per Architect bl 4.4 T2--APRIL IzuSS ea-* I Structural Item: This item and related connectors shall be per architect/designer. 11 ' RD Roof Diaphragm * Shear Capacity:Good for Eh=230 plf-seismic;Eh=322 plf-wind.Max aspect ratio=3:1. * Framing: Trusses or rafters: 2x at 24"OC,max. * Framing Connection at Support: - - Stru - Where connected to shear wall,connect per shear wall callous-top of wall. ctural Shear Wall Callouts©-Copyright ConstructionCalc,Inc(CCI) N 1 2.5 at Headers -_ Where trusses or rafters connect to beam,use H2.5,or A34 with screws,or similar,typ. Default header material is Doug Fir No. 2 or better ect per ledger callout. 2x headers must be in tall orientation with flat 2x nailed at bottom in"L"configuration I This symbol indicates a de- Typical ri Wall Call she l ut Symbol ar �� Sheathing: __ plywood. - Default Trimmer, use 1, 2x stud or Simpson LUC hanger, each wall or anell th'tseode standa below.cns SLo c 56000 * - At ' Layout Casemin., or�D 2306.2.(1)�d -- - -_ - 1 PIN Wnls w length o shear parcel, ft. ated she walls use code-standard constructi n. Min* Sheathing y p __ thout this s o e not i * Default King Stud,opening 6-feet wide and less use 1, full height stud each end (plate to plate.) „ „ _. -- Nailing: Use 8d at 6"edges, 12"field. _ -- — 3.4 If perpanelP Roo,. bo e«tE an� don 1 * 1Blocking:Not required except at supports and at connections to shear walls below. Default King Stud, opening wider than 6-feet, use 2,full height studs each end (plate to plate.) If' S",me Not a ear Wall. Build per code mi mum individual len indicat un« cons ct entir Wall this callou ' 12 FD Floor Diaphragm Trimmer, each end King Stud, each Callout Min, use Alt 1 min. use Alt 2 min., use ' (if blank use default end (if blank use* 1 Sheathing:With joists at 24"or 19.2"OC,use min.,24 oc rated, APA Sturd-I-Floor;either 3/4"species group 1,or 7/8"species group 4. Maybe OSB or Sill I ,----I‘ plywood.Good for 130 psf,TL @ L/360 deft. Bot anchor 1 to-at gLec - * Sheathing: With joists at 16"OC,use min., 16 oc rated, APA Sturd-I-Floor,min., 19/32"thick.Maybe OSB or plywood.Good for 245 psf TL®L/360 above. default above. P g Top of plate to max flLz ilr{ i i deft. 20H 2x6 'L"config 4x6 Ca a- Stud Nail Ede Sill Block- Top of wall fram- spc'g/ rt¢usg -w w - -- ) ewgp ibis: * _ __ 21 H 2x10, "L"config 2-2x8 4x8 city, Nails Stud Stud mat'l /Field Top plate& mg at wall conn to ing, min. I Sheathing Layout Case 1 per IBC 2more spans,with the longdimension across supports. - - Orient sheets continuous over two or p22H 2-2x10 4x10 Call- secs rn Sides of screws max., max., size, std st l Stud Plate splice, w/edge ported parallel perpen- max. Mud sill embed- if- sq cKnt,v� _wind/ Sheath- or height, spec g, Stud (see spac'g @ Top plate studs unsup- Conn to �yitt 4 g p p dreular p anchor to m * Nailing:Glue,and connect with 8d ring shank nails or#9 screws;at 6"edges, 12"field: g' 1 P g' N Beams s c an ent � F3 471111 n a IC * Blocking: not required except at supports (beams)and connections to shear walls below. _ out Eh,plf min. wall size ft. in. min. specs) spac'g,is min. min. nail'g edges framing framing in. concrete in 5 eWcl 5 c o A Lots) ¢2-4" .S 17 HD Holdown Bolt Type. - - r Default sawn material is Doug Fir No 2 or better. 6/6@24 oT L ) c2 * Holdown: Use HDU2. Default glulam, LVL, PSL materials -see Standard Structural Specs herein. Default LSL is 1.5E,2,300 psi, min Fb. - 10 24 2x4 Sawn 6/12@l6 Cont sheathing 5/8"j-bolt sAwcieaoa/� Con't * Lags: Use 6 SDS 1/4 x 2.5 to full-height stud per above Default wall connection: 3" bearing in pocket or on plate with min., 2 studs below. one, +blkg or or 5/8" * Anchor Bolt: If wet set use 5/8"diameter SSTB 16,or 5/8"all-thread with nut and 3"washer on embedded end. Min embedment= 12". If too long to fit in 7/16" either 16 16 2x6 Sawn 6/12 16 sheathing 16d @ 6 footing,bend 90-degrees at bottom of footing,mouton 3"cover at bottom of footing. Default end post connection: LCE, ACE, EPCZ, ECCQ, or similar. 2-2x4 w/8- 2x NA SDWC- Titen HD, 1PW 168/ OSB or side, 8d 48 la or A34 or or SDS u/3" 72/4 -` 11 1- - If rotohammer,use 5/8"Titen HD or all thread&epoxy,with 6"min concrete embedment,centered in stem wall. Default corner post connection with mitered beams over: LCE4, LCE4Z, or RTC44. 120 plywo- apply or LTP415600, 25x4.5 n- oz- co)sr od directly6/12@12 I6d at 36" @ 2i max. See @ 12 wshr. Or S, k 18 EU Existing-Unchanged Default mid-post connection: LPCZ, PCZ, CCQ, or similar. 4" MASA or j Structural Item:This existing item and related connectors are unchanged and need not be analyzed or upgraded. * - _ --- to studs 18 122x6Sawn - max. See MASAP 19 EK Existing-OK as-is. Default beam to beam connection: HU, HUC, HUCQ or similar. - j 22 12 1.75x5.5 LVL 6/12@12 p1 D2 get., * Structural Item: This existing item and related connectors are okay as-is. Connector if blank SDS Hb'�TH 77 KS (King Stud Callout Min., use Alt 1 min., use Alt 2 min., use Notes H -_ -- _ -__ use default, above) 490/ 4/12@16 �i �NCT * At side of opening use min 2, 1.75x5.5,LVL king studs,continuous bottom plate to top plate. I 2PW 350 (same) (same) (same) (same) 16 (same) (same) or 12 (same) (same) (same) 2x (same) (same) (same) 36/4 sµr-es To i sr --I - --- - -- 25x4.5 - Support headers with trimmer(s)or concealed flange hanger per plan or Arch. 30B, 31 B ' 5x18 glualm 6.75x16.5 glulam I I @ 6 78 M Mullion - I - -- 326 4x8 3x6 glulam * Use 3, 1.75x5.5 LVLs,or 5.5x5.5 glulam column,continuous bottom plate to top plate. - Support headers with trimmers)or concealed flange hanger per plan or Arch. 33B 4x8 6x8 per Arch Rim 02 80 L Ledger-Roof Diaphragm ScK# mi.,Joists and Rafters - — * Ledger Connection: Where a ledger is called for below,if connecting to rim or header,use SDS,or LedgerLOK at max 12"OC,staggered.If connecting to Default rafter or deck joist to beam connection is con't or skip blocking and H2.5, or H1, or A34 with screws: cneAT 4�4f1— s fay di studs,use 2, SDS or LedgerLOK per stud. - Length of SDS or LedgerLOK=full depth penetration into rim,or 2.5"min embedment into solid framing. Default sawn material is Doug Fir No 2 or better. SFcv4Ea t-I F .F - Min distance of connector to end of ledger or splice=2".Min edge distance to top or bottom of ledger=2" _ _ Default sawn face mount hanger is U, LU, or LUS. Use sloped/skewed where appropriate. * Framing Connection to Wall,General: Use any of the following,whichever is applicable. - -- - Default deck joist hanger is U or LU (not LUS)with galv screws(no nails.) MT112.�. - Rafters Perpendicular:Use 2x or LVL ledger,min height to match rafters.Apply ledger over wall sheathing.Use hangers to hang rafters on ledger. -- - Default sawn to flange hanger is JBA, LB, BA, or B welded a ) - Parallel Rafter or Truss Top Chord:Ledger maybe top chord of truss or last rafter or similar.Ledger to be placed over wall sheathing. P 9 9 ( pp, use LB, BA, or B , Typ. shear wall top connection n -_- --- — - - - -.—. ) S' C I Edo * Roof Diaphragm Connect roof diaphragm to ledger with 8d ring shank or screws at 3"OC. Any national I-joist brand, equal or stronger may be substituted C D1 / -framing parallel. 93 FP Footing,Pad _ _ _ _ __ _ Default Hoist face mount hanger is IUS or MIU * 'Footing:Remove existing pad footing and replace with min.,36"square x 10"tall. - -- _ 1 ist top flange hanger is ITS, HIT,or MIT ALT 09-7 sJaoa �A?TS& * Rebar:Use 3,#4 each way,3"from bottom. * Callout Min.,use Alt 1 min., use Connector(if blank LTr 4 95 I S Slab ReplaceAlt 2 min., use Notes Aux. . I use default, above) c A34. Post and hardware: with min.,4x6 PT and ABU or similar. Post to beam,use PC,AC,cleats or similar. * Alt 1:New slab on existing slab.At new entry if existing slab+new slab is at least 8"thick,no footing is required,IE,the 8"min.,thick slab is adequate as 5iiu SP ,cE a footing and slab. 60R 11.8 BC! 5000 1.7 2x12 @ 24" 24" cE,uµy az I - Verify that existing slab is at least 4"thick and in good condition. ' OT$E2 _ New Existing band remlfb cclean d a d coated the below•bonding agent prior to placement of new slab on top of it. Default material is Dou Fir No 2 Posts &4 A""` 2316 Antone Way Tim K. Garrison, P.E. sla ment Anacortes,WA 98221 S 1 of 2 perg or better. Consulting Engineer Time@TimKGarrison.com * Alt 2: Subgrade for new slab on grade: Where new slab is to be placed on soil,use structural fill or native material,compacted to 95%relative - -_. -- —. - Icompaction. Default bottom connection on plate: 2, FC or 2, A34 with screws, or 4, 16d face nails. (360) 708-1865 .. - - - - _ Teuss,a2 —` w Default bottom connection on beam: 2, FC or 2, A34 with screws, or PCZ. * Underslab Insulation:May use XPS or EPS rigid foam with min.,25 psi compressive strength under slab. If used,provide and install per insulation - a Fla, o z I manufacturer's recommendations. Default bottom connection on concrete: PB, or AB, or ABU, or ABW, or CBSQ ALL Jo i Structural Analysis: Remodel at 2804 Oakes Ave., GAR* - -- ,,,b * Slab Thickness: se 4"min. Alternate bottom connection on concrete: #5 rebar or 5/8"all-thread, epoxy 6" min. into post butt, and 6"min., embed in s Ea H" t Anacortes, WA �� �� r * Reinforcement:Use any of the following: _ conc. Conc embed may be wet set or epoxy. _ Nam c u w� OP- Connector `0 c4 at 24"OC,each y ,r Welded wire fabric,min.,W2.9,6"x6" Ga. centered in slab. Splices overlap8"min. - Callout (if blank b7HE` c 4 - "(6 ) pMin., use Alt 1 min., use Alt 2 min.,use I use default, above) Notes r� - Fiberme_sh per manufacturer's recommendation. Client Samuel Hill Helix micro rebar,min., 5 lbs.per cubic yard. 70P 2-2x4 4x4 Building Design: John Rankin . --- - �OfVAL * ;Control Joints: Maximum recommended spacing=8'OC,each way.This is a non-structural item and may be changed or omitted by Owner or Architect. 71 P 3-2x4 2-2x6 4x6 Job Number:T19016 ;14119 72P 3-2x6 6x6 4-2x4 Date: March 4, 2019 le tow* I Vapor Barrier: Use a min.,6 mil.,plastic vapor barrier under interior slabs. Standard Structural Specifications°— Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN—APPLICABLE CODES: no responsibility or liability for future settlement,or damage or injury due to earth movement or failure of Sheathing. "PW"walls,use plywood or OSB,minimum thickness and nailing as indicated in Shear Wall Simpson SD Wood Screws.With most Simpson connectors, Contractor may use SD9 in lieu of l Od nails, Code.The designs herein are prepared in accordance with the 2015 IBC. Construction shall conform with any kind. Table,oriented either direction. "GW"walls are drywall shear walls,use per Shear Wall Table. and/or SD10 in lieu of 16d nails.These are provided in 1-1/2"and 2-1/2" lengths.Use the length the most recent building code adopted by the approving jurisdiction. necessary for full penetration into the member(s)connected. Structural Fill: "Structural Fill" shall be granular material conforming to local or state highway Sheathing Joints.Use blocking behind joints if indicated in the Shear Wall Table.With`PW'and"GW" Calculations.The calculations included herein are only those required to ensure compliance with code.We specifications for imported road base or sub base; or use sand or other clean granular materials no larger walls,no sheathing joints are allowed within 2-feet in any direction of a door or window corner. PREFABRICATED WOOD PRODUCTS: do not intend to compute every structural element nor every load combination. Much of our analysis is"BP' than pea gravel.All structural fill must be compacted per the following section. (By Inspection.) Multiple Ply Members. Engineered Wood—General.These products must be provided, stored,and installed in accordance with Compaction: Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical(vibratory or manufacturer's recommendations. Failure to do this may void the warranty and diminish load carrying Additions.The project includes addition(s)to an existing structure. All new materials and methods shall be impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative Trimmers, King Studs,Headers.Where more than one 2x is placed against another and used as a multiple per current Code.Any gravity-resisting structural element affected 5%or more of its demand-capacity ratio compaction. In non-paved or non-footing areas use st uctural backfill or native backfill minus rocks, lumps, ply king stud,trimmer, or header, connect all plies with 16d at 4"OC, staggered. capacity.Any nationally-recognized brand that meets the below specifications is acceptable. shall be brought up to current Code.Any lateral-resisting structural element affected 10%or more of its and organic matter, compacted to 92%relative compaction. Beams, Columns.Where more than one 2x,or LVL,or LSL is placed against another and used as a multiple I-beam Composite Web/Flange Joist Products.The contractor shall install the I-Joist products complete demand-capacity ratio shall be brought up to current Code. Existing structural elements affected less than ply beam or column,connect all plies with glue and 2, 16d at 4" spacing. with web stiffeners and other blocking/bracing as shown on the Plans and/or as recommended by the the above need not be upgraded. This is allowable per 2015 IEBC, Chapter 11. Where pipes enter and exit structures(distribution boxes,utility boxes,catch basins,manholes,etc.)use manufacturer. structural fill around the structure. Carefully place and compact to 95%relative compaction under and Glue,Epoxy.Where specified,wood glue shall be commercial grade with minimum shear strength of 450 Glue-Laminated Timbers.Unless otherwise noted,all glulam beams shall be 24F-V4 DF/DF.Use industrial Alterations.The project includes alterations to an existing structure in conformance with the IEBC, Chapter around all pipes. psi at 28 days. Use Liquid Nails LN-940 or similar. Prep and apply per manufacturer's recommendations. 5, for Level 1 (removal and replacement in-kind)or Level 2 (reconfiguration not exceeding 50%of building appearance grade,unless visually exposed to interior living space use architectural appearance grade. area). All new materials and methods shall be per current Code.Any gravity-resisting structural element When roots,rocks, or other undesirable materials cause over-excavation,fill over-excavation and compact Epoxy used with wood dowels or drift pins shall be Simpson ET-HP,or other brand intended for wood use. All glulams be by an AITC approved fabricator. Store and install in accordance with affected 5%or more of its demand capacity ratio shall be brought up to current Code. Any lateral-resisting per the above. Wood and dowel shall be clean and dry prior to epoxy installation. manufacturer's s shall b recommendations. manufacturedae. structural element affected 10%or more of its demand-capacity ratio shall be brought up to current Code. Foundations, Footings on Soil: All footings and foundations to bear on undisturbed existing soil or Window and Door Openings. Existing structural elements affected less than the above need not be upgraded. This is allowable per 2015 structural fill.All organic and deleterious material beneath footings and foundations to be removed and Header.Use minimum size as called out on Plans. All headers shall be installed with their tall dimension IEBC, Chapters 7 and 8. replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". vertical.If header is less than 3 inches wide(I.E. a single 2x or single LVL)use a flat 2x nailed to the ABBREVIATIONS: Slabs on Grade. Subgrade below slabs shall be similar to the above. A layer of free draining material and a bottom of header in an"L"configuration with 16d at 4"max spacing. If no header is specified,the wall is A:Area IEBC:International Existing Building RC:Relative Compaction suitable vapor barrier(designed by others)are recommended for all interior slabs. assumed non-load bearing and wall top plate may serve as the header. AC:Asphalt Concrete Code REF:Reference,not actual BI:By Inspection IRC:International Residential Code REQ or Reqd:Required Footing Drains.Footing drains,with washed drain rock or Mira Drain or equivalent extending to finished Multiple Adjacent Openings. Where adjacent door or window openings occur in a wall,headers for each E:Elastic modulus or Electrical K:Kip(1,000 lbs.) ROW:Right Of Way grade, shall be provided at the base of all footings and retaining walls which will have earth placed against opening shall be individual members with full-height king studs between them. Each header shall use the (E):Existing KSI:Kips per Square Inch Rt:Right CCI:ConstructionCalc,Inc. LVL:Laminated veneer Lumber S:Section modulus them. Footing drains shall be 4"perforated pipe routed downgradient to daylight,unless otherwise number of king studs specified below or in the Structural Callouts. CMU:Concrete Masonry Unit LSL:Laminated Strand Lumber SC:See Callout specified. • CO:Callout or Cleanout u:Left SD:Storm Drain Trimmers, aka Jack Studs.Use size(or larger)per Structural Callouts. Concealed flange hanger of similar Conc:Concrete NA:Not Applicable SIP:Structural Insulated Panel STANDARD CONCRETE: bearing length and capacity may be substituted for trimmer. Cont:Continuous NB:Not Bearing SK:Sketch DF:Douglas Fir NIC:Not Included SOG:Slab On Grade Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc= King Studs.Unless otherwise shown on Plans use the following. These must be full-height,bottom plate to HF:Hem Fir OC:On Center spacing SPF:Spruce Pine Fir 2,500 psi unless otherwise noted on Plans.Minimum cement content=5 sacks per cubic yard.Maximum top plate, IE diaphragm to diaphragm. HVAC:Heating,Ventilation,and Air OSB:Oriented Strand Board - SS:Sanitary Sewer • Conditioning PCF:Pounds per cubic foot STAO:Shear Transfer Around Opening water/cement ratio shall be 0.45.All materials shall be in accordance with ACI 318,latest edition.Mixing * Opening less than 6' wide—use min., one king stud each end of header. ow:Gypsum shear wall PLF:Pounds per Lineal Foot TYP:Typical and placing of all concrete to be in accordance with IBC and ACI 304,latest edition. Gyp:Gypsum wall board Ply:Plywood UNO:Unless Otherwise specified *Opening 6.1' wide to 9'wide—use min.,two king studs each end of header. GLB:Glulam Beam PSL:Parallel Strand Lumber elsewhere Admixtures. Industry recognized and approved admixtures affecting set time, flowability, and/or I:Moment of Inertia PSF:Pounds per Square Foot - V or v:Shear(lbs)or unit shear(pit) IBC:International Building Code PSI:Pounds per Square Inch respectively waterproofing may be used provided the strength and durability of the concrete is not adversely affected. * Opening 9.1' wide to 16'wide,use min.,three king studs each end of header. ICF:Insulated Concrete Form - PT:Pressure Treated with preservative W:Wall,full length - PW:Plywood or OSB shear wall wwF:Welded wire Fabric Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. Discontinuous Top Plate.Where wall top plates are cut,omitted,or otherwise discontinuous at a header,the end of the header shall be connected to the remaining top plate beyond with a horizontal CS18 strap with Fly Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a minimum 12" length on the header and 12" length on the top plate beyond. Strap may be on top, inside,or LIMITED SCOPE OF CONSULTANT'S WORK: corresponding reduction in cement content. Any such concrete shall obtain at least the strength and outside of wall. Consultant.The consultant in responsible charge of the work indicated herein is Tim K. Garrison,P.E., durability characteristics as Standard Concrete listed above. . doing business as ConstructionCalc, Inc.,hereafter indicated as"CCi." CONCRETE REINFORCING: Anchor Bolts. Scope of Consultant's Work.The scope of work of CCI is limited to structural analysis of a remodel and Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown Y Strength: Standard Footings, Stem walls, Slabs on Grade. Reinforcing bars(rebar) for standard footings, in the Plans but never greater than 60"OC and within 12"of ends and corners,with 3"x 3"x.229"steel addition to an existing single-family residence. CCI takes responsibility only for items specifically stem walls,and slabs on grade shall be grade 40(Fy=40 ksi)or better,unless otherwise specified in the addressed in our drawings and calculations.Constructed items not specifically addressed herein shall be Plans. washers,wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set-see specifications in built per minimum code. Splicing,Bending.All reinforcing shall be spliced, detailed,bent, and supported in accordance with the previous section.An alternate to wet-set anchor bolts and washers may be Simpson MASA or MA AP at CCI has not analyzed any other portion of the existing building,including but not limited to: foundations, most recent ACI code adopted by the jurisdiction. the same spacing specified for wet set anchor bolts. beams,columns,walls,floors, floor framing systems,roof framing system,connections,etc. Welded Wire Fabric.Unless otherwise specified,welded wire fabric(WWF)shall be W2.9,6"x6"(6 Ga.), Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and LOADS • ASTM A-185. Splice by lapping one mesh+2" all sides. corners and shall be fitted with 2" steel plate washers.Use either 1/2"diameter x 8"min embedment wet- set,or 1/2"Titen HD with 4"min embedment. • Following are the loads used for the subject design/analysis: Cover.Provide the following minimum cover: Non-shear wall anchors may be 0.145" diameter powder-actuated pins with 1-1/2"min concrete O Roof live: 20 psf. 0 Interior wall dead: 7 psf Footings and other unformed surfaces, distance from the bar to earth face...3" • O Roof+ceiling dead(tile): 20 psf 0 Seismic Factors: Ss= 1.089, S 1=0.432 embedment,at 16" OC,unless otherwise shown. O Roof snow: 25 psfCategory: "D" Formed surfaces in direct contact with earth 2" Decks: Joist hangers used at decks shall be connected to all wood members with corrosion-resistant screws, 0 Seismic Des Cate o O Floor live: 40 psf 0 Wind Exposure 'D', 3-sec gust: 120 mph. Surfaces exposed to weather 1-1/2" - Simpson SD9 or similar. Hangers shall be U or LU only(not LUS.)Ledgers shall be attached with screws O Floor dead: 15 psf 0 Assumed allowable soil bearing pressure: - or lag bolts per Callouts.All hardware and connectors shall be at least medium-duty corrosion-resistant s£ For slabs on grade,center the reinforcement in the slab unless otherwise specified. with galvanizing or similar. O Exterior wall dead: 10 psf 2,000P BOLTS AND DOWELS IN CURED CONCRETE: Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil,and when SINGLE PROJECT: General.This section shall apply to bolts and dowels installed in cured concrete using rotohammer directly exposed to weather: Pressure treating chemicals shall be inert,or otherwise non-reactive with metal techniques.Minimum concrete embedment=4-inches unless otherwise specified.Minimum distance to any connectors (including nails,bolts, framing connectors,etc.)or structural steel members. The calculations,drawings,notes, specifications,and/or tables prepared by CCI are valid only for the edge or end of concrete=3"from hole centerline unless otherwise specified. project indicated herein.These documents are not valid, are not applicable to,and shall not be used for any In certain cases non-pressure treated lumber may butt against concrete. In these cases use a layer of heavy, other project at any other location. Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations. asphaltic-treated construction paper between wood and concrete. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Location of existing reinforcing bars may be by non-destructive methods(pachometer,radar, or similar). Blocking/Bridging. Provide continuous blocking at all bearing locations.Provide full depth bridging or Washers. Use 3"x3"x.229"washers on all wood mud sill anchor bolts. Such washers may be slotted,with blocking at 8'OC max. in joist or rafters without continuous plywood diaphragm connection on the top . Only competent personnel familiar with construction and safety practices germane to the project shown I plate washer under the nut as allowed by the IBC.At non-mud sill locations, smaller washers may be used. herein should be employed to assemble and construct the work. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer IContractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. ) post,column,or other concentrated loads through the floor to the supports beneath. Non-Epoxy Systems.Use Simpson Titen HD where shown in the Plans.These anchors may be used to Bolts.Unless otherwise specified: Use washers on all bolts;tighten all bolts to a very snug wrench tight Contractor assumes full responsibility as to construction methods used, safety provisions employed,and the resist tension loads and shear loads.Install per manufacturer's recommendations. finished as-built condition of the structure and related systems. condition;use standard A307 bolts; for bolts in wood, drill the same diameter hole as the bolt; for bolts in HAZARDOUS MATERIALS: Epoxy Systems. For bolts,use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, steel drill holes 1/16" larger than the bolt diameter.Provide the following minimum edge distances between with zinc plated,A307 'all-thread' bolts as shown in the sketches. For dowels,use ET-HP or SET high centerline of bolt and all edges of bolted wood,and between centerline of multiple bolts: Construction may expose workers and other people on or near the jobsite to asbestos,lead, silica, strength epoxy and rebar as specified on the Plans and Callouts.Drilling of holes and installation shall be in 5/8 inch diameter bolts 3 inches hydrocarbons,and/or other hazardous materials.CCI is not an expert in these matters and hereby disclaims strict accordance with epoxy manufacturer's recommendation. all liability for injury or death from said exposure.CCI recommends that a hazardous materials expert be CONVENTIONAL WOOD FRAMING 3/4 inch diameter bolts 3.75 inches consulted prior to all construction projects. Minimum distance between edge of bolt and any edge of steel plate(angles,gussets, flanges,webs,etc.) MATERIALS AND METHODS: General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code. Where Structural Plans do not specifically address a structural shall be one inch. Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is element, construct said element per minimum building code. Engineer shall specifically approve any bolted connection using less edge distance than shown above. the contractor's responsibility to ensure all field personnel understand and adhere to this. Framing Material. All sawn framing lumber,not including beams,posts, and columns, shall be Spruce Pine Lag Bolts. All lag bolts greater in diameter than 1/4"shall have pilot holes pre-drilled. Size of pilot hole in TEMPORARY SUPPORT AND BRACING: Fir,Hem Fir, or Douglas Fir-Larch,Number 2 or better,unless otherwise shown.All sawn wood shall threaded portion shall be 70%of the unthreaded shank diameter(or alternatively, 90%of the root diameter have moisture content less than 25%. of the threaded portion).Pilot hole diameter of unthreaded portion shall be the same diameter as the General.Provide adequate temporary support to all walls,roofs,beams,columns,and floors during unthreaded shank. construction. Design of same is not included herein.Contractor or owner should check all temporary- Studs. Studs in exterior walls shall be a single member(not spliced nor discontinuous)from horizontal supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all diaphragm to horizontal diaphragm(horizontal diaphragms are roofs and floors that connect to exterior PRE-FABRICATED FRAMING CONNECTORS: temporary and/or permanent support systems. walls.)Use balloon framing at stairwells, openings in floor diaphragms,etc. Stud size,material,and Manufacturer: Simpson brand is specified,however any other nationally recognized brand may be used FOOTINGS,FOUNDATIONS,SLABS ON GRADE: maximum length between diaphragms is shown in shear wall table. provided that they are equivalent in their ability to carry all applied loads in all orientations. Geotechnical Report: CCI is not aware ofa geotechnical report for this project. CCI strongly recommends Beams and Posts. All sawn structural beams,headers,and posts shall be Doug Fir Larch No 2 or better, Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's except where exposed to weather and specified as PT (Pressure Treated)may be Hem Fir No.2 or better. recommendations and requirements:The load carrying capacity of the prefabricated item cannot be that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Glulams,PSLs, LVLs,etc. shall be per Prefabricated Wood Products section below. Soils analysis and geotechnical engineering are not a specialty of CCI.CCI depends on others for the guaranteed if this provision is not adhered to.Nails and screws which will be exposed to weather shall be provision of soils data,which includes but is not limited to: allowable bearing capacity,liquefaction Nails: Nails called out herein are"common"sizes, i.e. 16d, 12d, l Od, 8d. Smaller diameter, similar length galvanized or stainless steel. If installation risks cracking of wood, contact engineer for alternate nailing and potential, slope stability,active and passive lateral pressures, internal friction angle,and cohesion. In the nail gun nails may be substituted provided 50%more nails are used. For example if 8, 16d are called out, . /or alternate connector. absence of a geotechnical report CCI will make assumptions regarding soil parameters,however,CCI takes the number of similar length .131 diameter nail gun nails required is 8*1.5= 12.As another example if 16d Simpson SDS Wood Screws. Where specified, install per manufacturer's recommendations. In general nails are called out at 4"spacing,the spacing of similar length, narrower nail gun nails shall be 4/1.5 =2.7". these do not need pilot holes.However, if wood is old and or very dry pilot holes may be required to avoid . Shear Walls: Walls called out as shear walls on the Plan shall be constructed per the Structural Shear Wall splitting.Use length as specified in Plans but never less than required to ensure full strength. Table herein using materials designated for lateral load resistance by nationally-approved manufacturers. All shear walls must be positively connected at top and bottom to diaphragms.Walls not specifically called out, or labled"NS"are not intended as shear walls and shall be built per minimum code. Tim K. Garrison, P.E. 2316 Antone Way Anacortes,WA 98221 S //� of 2 Consulting Engineer TimG@TimKGarrison.com �Ifi (360) 708-1865 • • ill Structural Analysis: Remodel at 2804 Oakes ,F. I AveCl ., Anaelcortes,Hill WA `a C.ient: Samu Building Design:John Rankin ii'tONAt pis Job Number:T19016 •l4 (/4 1 saw�. Date: March 4, 2019 f L 35' - 2" • 25' - 7" 25' - 6 1/2" rN � f) o. 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II _ _ r.ii• i!�i 7 11111■111111_ n111111111111 i• - r_'� ir — 1 I— 1 1 1 I I -III1 I I I _ _ o x a a Z o n " RESIDENCE REMODEL AND REPAIR 1 jonn ion iin oz zv IC, E1IIG Ira r z co `n m pi 40 OWNERS: SAM AND DIANNE HILL (907) 227-7802 jfrankin31@gmail .com g m 73 II�IIIII�I I 11 I� iflilI,Ui !! !! h1i il ,,hir.' II��, �� ■■II ill�1'II:� I ) $ �' !4iii:: . I , ,I.�i •� + !II, .°'� IIII ' f1-it! II,!!1;!�■i'I,itl■G'I■il17!!iG!!1:;li;i ■�. I 1.11lIr li''1■'!1•'1''1't ■' ■ ■' '' I 1 II !!'!: 1 ' l'■i ttl! _ i !1 1 1 l-I i■!1 1 1 II .'•11■! i-. ! I ill'1 'Oi !ly'!1:';:�h•'1_'!1 1■,'.y1,,.1,. i I11 �� ■ .�.1p, , ,i �• •,.•, —III � 'I, Ij:i!;.��' 'i7!li��;Il,;l,i!1!lil yt�{ I 'I Y'I I 11 '7;!i �1 9 •I-• 'YI i•!IGi4;•'■•'I;•'!:•!!:;-i•!i;!t-i;'i eIR I I� '� � :r I, , l!. — —III Ili.y,.1-�'�;j.1,.1,,.1,.,p,,1 I•!1T!11' I i i - !' ■ ■ ■ III � I•'!•;:7'�•!1'•!!!•!-•�•I••'•' I Il y 11 j I• .; 1 � i'. 1■1-■'7 IY!'i■;!■Y!i,•ly4 h iy�l � - II. ? 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