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HomeMy WebLinkAboutBLD-2026-0373 - RESIDENTIAL INTERIOR ONLY REMODELFIXTURES Qty Mechanical Fixtures 1 Exhaust Fans Qty Plumbing Fixtures PARCEL: P109006 LEGAL DESCRIPTION: (0.1700 ac) TRACT B OF SAID BLOCK 903 OF REVISED SURVEY RECORDED IN VOLUME 16 OF SURVEYS, PAGES 4 THROUGH 6, UNDER AF#9406230072. AKA ALL OF LOTS 4 AND 5 AND THE WEST HALF OF LOT 3 ALL IN BLOCK 903 OF THE PLAT OF NORTHERN PACIFIC ADDITION TO ANACORTES. APPLICANT: Brooks Middleton, Architect 2415 T Avenue, Suite 202 Anacortes, WA 98221 3602930106 OWNER: Michelle Kennedy 3406 W 2nd Street Anacortes, WA 98221 VALUATIONS: Estimated construction cost 70092.00 $70,092.00 $70,092.00Total: FEES:Paid Due Mechanical and plumbing remodel fixtures fees $35.25 $0.00 Building Permit Fee $790.75 $0.00 State Building Code Council fee $6.50 $0.00 Plan Review Fee $513.99 $0.00 $0.00Totals : REQUIRED INSPECTIONS Fenestration U-Factors Mechanical Rough-In Plumbing Rough-In Framing Drywall or Lath Insulation Building Final CONSTRUCTION CONTRACTOR:SALISH GENERAL CONTRACTING LLC 13861 REDTAIL RIDGE LN ANACORTES, WA 98221 3607703374 License: SALISGC775DF Expires: 03/06/2027 $1,346.49 BLD-2026-0373 RESIDENTIAL REMODEL WITH NO NEW SQ FOOTAGE ISSUED: EXPIRES: 06/17/2026 06/17/2028 PROJECT NAME: 3406 W 2ND REMODEL SITE ADDRESS: 3406 WEST 2ND STREET ANACORTES Page 1 of 2Printed by : Jennifer Watson on: 06/17/2026 01:33 PM City of Anacortes, WA 904 6th Street Anacortes, WA 98221 (360) 293-1901 http://cityofanacortes.org/ Please request inspections online through the permit portal. If that is not possible please call (360) 293-1901 for Building or Planning inspections. For Public Works inspections, please call (360) 293-1938. Page 2 of 2Printed by : Jennifer Watson on: 06/17/2026 01:33 PM City of Anacortes, WA RESIDENTIAL REMODEL WITH NO NEW SQ FOOTAGE BLD-2026-0373 JOB TITLE 3406 W 2nd JOB NO.26106 SHEET NO. CALCULATED BY KQH DATE 5/25/26 CHECKED BY DATE CS2021 Ver 2023-03-04 www.struware.com STRUCTURAL CALCULATIONS FOR 3406 W 2nd Anacortes Wa 98221 Code: International Building Code 2021 Risk Category: II Loads: Floor: DL = LL = Roof: DL = Snow =Isnow= 1.00 Wind: 98mph / exp D Seismic: Ss=129% g / S1=37% g / SDC=D Ieq= 1.00 Soils: Basis: IBC Presumptive Allowable Bearing Stress: 1500 PSF Lateral Soil Loads (Active / At Rest): N/A Description: Page Item 1 Title Page Design is for a new 9ft opening to be installed in an existing residence. Additionally a new 5 ft window will be located at the bathroom. The lateral system was verified that the existing walls have adequate capacity for the segments to be removed. existing walls need to be verified on site for nailing min 8d @ 6" oc with 1/2" cdx sheathing. The existing joist have adequate capacity to span the 18 ft length without interior walls for the 2nd floor joists. 15 psf dl 15 psf partition 40 psf LL 12 psf LL 25 psf SL calculations2-16 42778 S K NAH.QNONNEK NO T G NIHSAWFOETATS P R O FESSIONAL E N GIN EER REGISTER E DK. Quinn Hanks ASCE Hazards Report Address: 3406 W 2nd St Anacortes, Washington 98221 Standard:ASCE/SEI 7-22 Latitude:48.50855 Risk Category:II Longitude:-122.649389 Soil Class:Default Elevation:139.30594021566395 ft (NAVD 88) Wind Results: Wind Speed 98 Vmph 10-year MRI 67 Vmph 25-year MRI 73 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph 300-year MRI 92 Vmph 700-year MRI 98 Vmph 1,700-year MRI 105 Vmph 3,000-year MRI 109 Vmph 10,000-year MRI 118 Vmph 100,000-year MRI 136 Vmph 1,000,000-year MRI 154 Vmph Data Source: ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Mon May 25 2026 Page 1 of 5https://ascehazardtool.org/Mon May 25 2026 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service Level wind speeds, all other wind speeds are Ultimate wind speeds. Site is not in a hurricane-prone region as defined in ASCE/SEI 7-22 Section 26.2. Page 2 of 5https://ascehazardtool.org/Mon May 25 2026 PGA M : 0.62 SMS : 1.49 SM1 : 0.83 SDS : 1 SD1 : 0.56 TL : 16 SS : 1.29 S1 : 0.37 VS30 : 260 Seismic Design Category:D Multi-Period Design Spectrum S (g) vs T(s)a Multi-Period MCE SpectrumR S (g) vs T(s)a Two-Period Design Spectrum S (g) vs T(s)a Two-Period MCE SpectrumR S (g) vs T(s)a Design Vertical Response Spectrum Vertical ground motion data has not yet been made available by USGS. MCE Vertical Response SpectrumR Vertical ground motion data has not yet been made available by USGS. Seismic DefaultSite Soil Class: Results: Page 3 of 5https://ascehazardtool.org/Mon May 25 2026 Data Accessed: Mon May 25 2026 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-22 and ASCE/SEI 7-22 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-22 Ch. 21 are available from USGS. Page 4 of 5https://ascehazardtool.org/Mon May 25 2026 The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. Page 5 of 5https://ascehazardtool.org/Mon May 25 2026 JOB TITLE 3406 W 2nd JOB NO.26106 SHEET NO. CALCULATED BY KQH DATE 5/25/26 CHECKED BY DATE CS2021 Ver 2023-03-04 www.struware.com 91EARWWLL SCHEDULE MlY 16'61Z"__ i,..4" f' 16,A" e.v. „„c :yr Y II'9" ._ / 5.11.'- ,..-__5..4. /_ II'" _ - / 8.g,- - 0^" '"''''" a. '"`'— ,om4"' ww 3 H.76 qq°,yf 2",Poe 76.i°CMf 26.ICM5 '26AA°CM1 I pp C6h 1 0 0 O w 1 1 f/.F55 V 0 9''•2"—I—4'-0Z' / 6'-11" _ / A'-2"-1 ,0 0 m II W L5aove PLUS. A LwiKaw Al g©IfNEIN15FIEt7 a-I'C641NC I I LWFINI {7 r L •" 0 o 8'.I"CEILING 1/ B•-I°CEN.WG D arcr,'•' a....®,.,,,,,.,,,,bc n 3a f3 O III 1 2 . 1 Q a.,,,m.r.b.....m.E. I O3° i INlsIEn 3 0 IJNFINI9-D L INI3-En a,6'-1"4E16ING 1p8'-I"CEILING 26 _I IF 26 I 8'-"CELI Yi pI a0 f V C1-05Ef b ' 7/16" I © 2,6 e16"WPLL y/16"05,3 l 26a+1 ° 1 A I 216'WPLL/ 5 /.' 7/16"os3' WN+OW 0ILE AA40. W1 size RAW PE5a1PI1Gh17-./b°P.Af 1 I id S 0 5 2'-6"x9'-0" VI% CA2MENf.PA..G#,f2E17 rr--J s` 7l16'2 2 2'-6"x4'-0" VIAL CA22ML lf,U2L,am7En.2a5255 L__I 1 2'-0"c3'-0" VIOL CASEMf1Jf,GM.Q-! U CRAW`VALE CRAW`.PACE 11 I hWN FLOORVO WAVGN Witt 17GCR scFwl E1 r/ x cc N'J. AMOJ6I 51ZE W5C-IPt90NJLfr7rI22'-6"c 6'-0"x1.5/8" H0LL001C36 EM1305%12 i 00A137 w/P,NSEO MEL PA1' 2/•INIE5IG2v I] 6 3'-0" 6'c -8".I-3/8" [OLLON=EMPO555VHAPOWAP7w/RAI560PMELPAIIS2J.IN1E210R LI I 5'-0"A5''O'11-1/2" 6a117 WGGV t70GP•WIERI0g I 5'-0"c6'-8"iI-I/2" 5G1,10'W000 000K,EAT UIR L 9'-2"CEILVY" NM; 1.0WW FLOO 1.-1V1N6 AMA 5Q.FT. - 900 ALL EXT ANAL WALLS Aft 20 ©16" C. 50 5Q,ff. 61-AZ11\16 MAIN FLOOP—55X ALL INTMA.WAL.1-5M 20 @ 16" C, EXCVT A5 NO1 9. 4 -- L--J 1II"x17"PPPE1:51ZE---`ter@-E 151/8"9 I'(COPY @!00%) 22"r,34"PPPEI'.SIZE---5CPLF 151/4"-!'(COPY @ 2007> 5 of 11-'F1V,41 09/l5/16 L-OW fl.00t' PI-AN OVA A.,51"N p 5112 NCB P.2 ZONIN6 3406 WEST 2nd SPETSTICKF1AME WOO FP,AME 13U1,WIN6 PARCEI. # 19109006C3LI1LL7E1:TO VEIIFY ALL 171MEN510N5 13ULWIN6&FLUM6ING TO COMFFOI;M5 0 Xrefld; 3809-905-005-0000IBC2012PUIL191N6COPES FM I AMILY 17II WLLIN65 t7PA MJ PLY. . . _ LA1 i 06/13/lb 1/2" cdx w 8d nails @ 6" oc min 8d w 1/2" CDX capaicty = 255#/ft * 39ft = 9.9 kips capcity new capacity with openings = 255*30.5 ft = 7.7 kips demand on shearwall = 265*30.1 = 7.9 kips LRFD *.6= 4.8 kips ASD 9.9 kips capacity > 4.8 kips Demand OK shearwall uplift = 4800#/30.5 = 157 plf *8ft = 1.3 kips uplift at sw. dl trib = 471#/ft 3.5ft 3.5 ft is half the distance of shortest shearwall = 1.6 kips *.6 = .96 net uplift = 1.3-.96= .34kips < 500# ok without holdown 265 ft ^2 JOB TITLE 3406 W 2nd JOB NO.26106 SHEET NO. CALCULATED BY KQH DATE CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Cladding : h ≤ 60' Kh (case 2) =1.03 h =12.0 ft Base pressure (qh) =21.5 psf a =4.8 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (θ) =18.4 deg qi = qh = 21.5 psf Type of roof =Monoslope Roof GCp +/- Gcpi Surface Pressure (psf)User input Area 10 sf 20 sf 50 sf 100 sf 10 sf 20 sf 50 sf 100 sf 25 sf 75 sf Negative Zone 1 -1.48 -1.42 -1.34 -1.28 -31.9 -30.6 -28.9 -27.6 -30.2 -28.1 Negative Zone 2 -1.78 -1.66 -1.5 -1.38 -38.3 -35.7 -32.3 -29.7 -34.9 -30.8 Negative Zone 3 -3.08 -2.81 -2.45 -2.18 -66.3 -60.5 -52.8 -46.9 -58.6 -49.4 Positive All Zones 0.58 0.55 0.51 0.48 16.0 16.0 16.0 16.0 16.0 16.0 Parapet qp =0.0 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 25 sf CASE A: Zone 2 : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Zone 3 : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CASE B: Interior zone : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Corner zone : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Walls GCp +/- GCpi Surface Pressure at h Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 75 sf 150 sf Negative Zone 4 -1.28 -1.10 -1.05 -0.98 -27.6 -23.8 -22.6 -21.1 -24.2 -23.1 Negative Zone 5 -1.58 -1.23 -1.12 -0.98 -34.0 -26.4 -24.1 -21.1 -27.4 -25.1 Positive Zone 4 & 5 1.18 1.00 0.95 0.88 25.4 21.6 20.5 18.9 22.1 20.9 User input 5/25/26 JOB TITLE 3406 W 2nd JOB NO.26106 SHEET NO. CALCULATED BY KQH DATE CHECKED BY DATE 5/25/26 Location of C&C Wind Pressure Zones - ASCE 7-16 Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90'Multispan Gable θ ≤7 degrees &Monoslope roofs h > 60'Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90'h ≤ 60' & alt design h<90' Monoslope roofs Multispan Gable & Hip 7°< θ ≤ 27° 10° < θ ≤ 30° Gable 7° < θ ≤ 45° h ≤ 60' & alt design h<90' Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90' Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90' Note: The stepped roof zones above are as shown in ASCE 7-16 (except the upper roof zones 1 and 2 are shown at the inside edge per the notes). Prior editions didn't show zones, but the notes sent you to the low slope gable figure. The note in ASCE 7-16 still sends you to the low slope gable figure, but for some reasons the zones shown are per editions prior to ASCE 7-16. Therefore, the above zones may be a code mistake and the correct zone locations may be per the low slope gable roof shown at the top of this page. JOB TITLE 3406 W 2nd JOB NO.26106 SHEET NO. CALCULATED BY KQH DATE CHECKED BY DATE 5/25/26 Location of C&C Wind Pressure Zones - ASCE 7-10 & earlier Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90'Multispan Gable θ ≤7 degrees &Monoslope roofs h > 60'Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90'h ≤ 60' & alt design h<90' Monoslope roofs Multispan Gable & Hip 7°< θ ≤ 27° 10° < θ ≤ 30°Gable 7°< θ ≤ 45° h ≤ 60' & alt design h<90' Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90' Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90' kingworks Project: 600 Dupont St * Suite B Project #: Page of Bellingham, WA 98225 By Date Ph 360-714-8260 Subject Load Combinations: 1 ASD D L L2/S W(E) 1 LRFD D L L2/S W(E) ASD1 1.00 0.75 0.75 0.00 LRFD 1 1.40 0.00 0.00 0.00 ASD2 1.00 1.00 0.00 0.00 LRFD 2 1.20 1.60 0.50 1.00 ASD3 1.00 0.00 1.00 0.00 LRFD 3 1.20 0.50 0.50 1.00 ASD4 1.00 0.75 0.75 0.75 LRFD 4 1.20 0.50 0.50 -1.00 ASD5 1.00 0.00 0.00 1.00 LRFD 5 0.90 0.00 0.00 1.00 ASD6 0.60 0.00 0.00 -1.00 LRFD 6 0.90 0.00 0.00 -1.00 Service TL 1.00 1.00 1.00 1.00 ServiceTL 1.00 1.00 1.00 0.00 Service LL 0.00 1.00 1.00 1.00 ServiceLL 0.00 1.00 1.00 0.00 Beam Span 9.0 ft Deflection LL TL number:2 Comb 1 ASD L/() 360 240 position: header D L L2/S W(E) comments: Wmajor 0.473 0.720 0.450 0.000 Reactions: max min EI Req'd: header at new sliding door Wminor 0.000 0.000 0.000 0.000 RLmajor 6.1 1.3 LLmaj 5.8E+05 door Axial 0.000 0.000 0.000 0.000 RRmajor 6.1 1.3 TLmaj 5.4E+05 2 Qty*3 Name 2.0E LVL1.75x9.5 Edge Bracing(x,ft)9.0 top 9.0 bottom Wt 10.81 plf Cd 1.15 CL(pos)0.99 Imaj(zz) 375 In4 Bracing (y, ft)9.0 d 9.5 in Cr 1.00 CL(neg)0.99 Imin(yy) 13 In4 Wet Use:FALSE b 5.25 in Cv 1.00 Repetitive FALSE (TRUE/FALSE) Duration Snow Cm Cmisc Mode Value Control:pt:4 Check Max Fb 2600 1.00 1.00 Dimension Adj: Mmajor 13.7 19.5 0.70 TRUE 0.70 Fv 285 1.00 1.00 b: 0.0 Vmajor 0.0 10.9 0.00 TRUE 0.56 ∆Llmaj 469 360 0.77 TRUE *Members are not connected for composite action in minor axis bending ∆Tlmaj 334 240 0.72 TRUE 5/26/2026 C_SCL v2.00 12/5/17r2/8/19 TRUE Beam Span 8.0 ft Deflection LL TL number:3 Comb 1 ASD L/() 360 240 position: trimmer king stud D L L2/S W(E) comments: Wmajor 0.000 0.000 0.000 0.074 Reactions: max min EI Req'd: provide (2) cripple Wminor 0.000 0.000 0.000 0.000 RLmajor 0.3 -0.3 LLmaj 2.6E+04 and single king stud Axial 2.100 3.900 0.000 0.000 RRmajor 0.3 -0.3 TLmaj 1.7E+04 3 Qty*2 Name 2x6 HF #2 Edge Bracing(x,ft)2.0 top 2.0 bottom Wt 3.075 plf Cr 1.00 CfBend 1.30 Imaj(zz) 42 In4 Bracing(y,ft)8.0 d 5.5 in Cd 1.00 CfComp 1.10 Imin(yy) 3 In4 Wet Use / Incised:FALSE FALSE b 3 in CL(pos)1.00 CfTens 1.30 Duration Live Repetitive FALSE (TRUE/FALSE) Cm x Ci Cmisc CL(neg)1.00 Cfu 1.15 Mode Value Control:pt:4 Check Max Fb 850 1.00 1.00 Dimension Adj: Mmajor 0.4 1.4 0.32 TRUE 0.43 d: 0.0 Mneg 0.0 -1.4 0.00 TRUE 0.43 Fv 150 1.00 1.00 b: 0.0 Vmajor 0.0 1.7 0.00 TRUE 0.18 Fc 1300 1.00 1.00 Pallow 5.0 15.3 0.33 TRUE 0.39 Interaction (C) 0.53 1.00 0.53 TRUE E 1300 1.00 1.00 ∆Llmaj 761 360 0.47 TRUE *Members are not connected for composite action in minor axis bending ∆Tlmaj 761 240 0.32 TRUE 5/26/2026 C_SAWN v2.00 11/13/17 TRUE 3406 w 2nd 026106 KQH 5/26/2026 Gravity deisgn for new header 1 of 1 JOB TITLE 3406 W 2nd JOB NO.26106 SHEET NO. CALCULATED BY KQH DATE 5/25/26 CHECKED BY DATE CS2021 Ver 2023-03-04 www.struware.com NEW HEADER (3) 1-3/4"X9-1/2" LVL 2.0E (1) 2X6 KING STUD (2) 2X6 TRIMMER EA END NEW HEADER (1) 1-3/4"X9-1/2" LVL 2.0E (1) 2x6 KING STUD (1) 2x6 CRIPPLE STUD MOMENT AND SHEAR CAPACITY FOR EXISTING JOISTS 18ft span DL = 27 Psf LL= 40 Psf moment = Wl^2 /8 = 67psf*1.33ft*18ft^2/8= 3609#-ft < 3670#-ft OK Shear = WL/2 = 67psf*1.33ft*18ft/2= 801# < 1675# OK 4 Boise Cascade EWP • Western Specifier Guide • 03/14/2013 Residential Floor Span Tables One­Hour Fire Resistive Assembly FIRE ASSEMBLY COMPONENTS1. Min. 23/32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI® Joists at 24" o.c. or less. 3. Two layers ⅝" Type X or two layers ½" Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTSWhen constructed with resilient channels • Add carpet & pad to fire assembly:STC=54 IIC=68 or• Add 3½" glass fiber insulation to fire assembly:STC=55 IIC=46 or• Add an additional layer of minimum ⅝" sheathing and 9½" glass fiber insulation to fire assembly:STC=61 IIC=50 See Boise Cascade Fire Design & Installation Guide - US version for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. 1 2 3 ICC ESR 1336 • Table values based on residential floor loads of 40 psf live load and 10 psf dead load (12 psf dead load for BCI® 90 2.0 joists).• Span values assume 23/32" min plywood/OSB rated sheathing is glued and nailed to joists for composite action (joists spaced at 32" o.c. require sheathing rated for such spacing - ⅞" plywood/OSB). • Table values represent the most restrictive of simple or multiple span applications. • Table values are the maximum allowable clear distance between supports. • Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" inches and less (18" & 20" joists require web stiffeners at all bearing locations). • Floor tile will increase dead load and may require specific deflection limits, contact Boise Cascade EWP Engineering for further information.• This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® sizing software. Joist Depth BCI® JoistSeries THREE STAR FOUR STAR CAUTION MINIMUM STIFFNESSALLOWED BY CODE CAUTION Live Load deflection limited to L/480: The common industry and design community standard for residential floor joists, 33% stiffer than L/360 code minimum. However, floor performance may still be an issue in certain applications, especially with 91/2" and 117/8" deep joists without a direct­attached ceiling. Live Load deflection limited to L/960+: In addition to providing a floor that is 100% stiffer than the three star floor, field experience has been incorporated into the values to provide a floor with a premium performance level for the more discriminating homeowner. Live Load deflection limited to L/360: Floors that meet the minimum building code L/360 criteria are structurally sound to carry the specified loads; however, there is a much higher risk of floor performance issues. This table should only be used for applications where floor performance is not a concern. 12" o.c.16" o.c.19.2" o.c.24" o.c.32" o.c.12" o.c.16" o.c.19.2" o.c.24" o.c.32" o.c.12" o.c.16" o.c.19.2" o.c.24" o.c.32" o.c. 9½" 5000 1.7 6000 1.8 6500 1.8 11⅞" 5000 1.7 6000 1.8 6500 1.8 60 2.0 90 2.0 14" 5000 1.7 6000 1.8 6500 1.8 60 2.0 90 2.0 16" 6000 1.8 6500 1.8 60 2.0 90 2.0 18" 90 2.0 20" 90 2.0 17'–1''15'–7''14'–9''13'–9''12'–0''11'–6''11'–6''10'–0''10'–0''9'–6''18'–11''17'–0''15'–6''13'–11''12'–0'' 17'–11''16'–5''15'–6''14'–5''13'–2''11'–6''11'–6''10'–0''10'–0''9'–10''19'–10''18'–2''17'–2''15'–9''13'–8'' 18'–5''16'–10''15'–11''14'–10''13'–6''11'–6''11'–6''10'–0''10'–0''10'–0''20'–5''18'–8''17'–8''16'–5''14'–3'' 20'–2''18'–5''17'–5''15'–9''13'–4''15'–6''14'–4''13'–6''12'–7''11'–5''22'–3''19'–4''17'–7''15'–9''13'–4'' 21'–3''19'–5''18'–4''17'–1''14'–10''15'–6''15'–1''14'–3''13'–3''12'–0''23'–6''21'–6''20'–0''17'–11''14'–10'' 21'–11''20'–0''18'–11''17'–7''14'–10''16'–0''15'–7''14'–9''13'–8''12'–5''24'–3''22'–2''20'–11''18'–10''14'–10'' 23'–3''21'–3''20'–1''18'–8''16'–4''18'–0''16'–7''15'–7''14'–6''13'–2''25'–9''23'–6''22'–3''20'–9''16'–4'' 26'–3''23'–11''22'–6''20'–11''19'–1''19'–0''18'–7''17'–6''16'–2''14'–8''29'–0''26'–6''25'–0''23'–3''19'–4'' 22'–11''21'–0''19'–2''17'–2''13'–11''18'–0''16'–5''15'–6''14'–5''13'–1''24'–4''21'–0''19'–2''17'–2''13'–11'' 24'–2''22'–2''20'–11''19'–6''15'–5''18'–11''17'–3''16'–3''15'–2''13'–9''26'–9''23'–11''21'–10''19'–6''15'–5'' 24'–10''22'–9''21'–5''20'–0''15'–5''19'–5''17'–9''16'–8''15'–6''14'–1''27'–6''25'–1''22'–11''20'–6''15'–5'' 26'–5''24'–2''22'–9''21'–3''16'–4''20'–8''18'–10''17'–9''16'–5''14'–11''29'–3''26'–8''25'–3''21'–10''16'–4'' 29'–9''27'–1''25'–6''23'–8''19'–6''23'–3''21'–1''19'–9''18'–4''16'–7''32'–10''30'–0''28'–3''26'–0''19'–6'' 26'–9''24'–5''23'–1''20'–10''15'–9''20'–11''19'–1''18'–0''16'–9''15'–2''29'–6''25'–6''23'–4''20'–10''15'–9'' 27'–5''25'–1''23'–8''21'–1''15'–9''21'–6''19'–7''18'–5''17'–2''15'–7''30'–4''26'–11''24'–6''21'–1''15'–9'' 29'–3''26'–8''25'–2''21'–10''16'–4''22'–10''20'–10''19'–7''18'–2''16'–4''32'–4''29'–6''27'–4''21'–10''16'–4'' 32'–11''29'–11''28'–2''26'–2''19'–7''25'–8''23'–4''21'–11''20'–3''18'–4''36'–4''33'–2''31'–3''26'–2''19'–7'' 35'–11''32'–8''30'–9''28'–7''23'–10''28'–1''25'–5''23'–11''22'–2''20'–0''39'–8''36'–2''34'–1''31'–9''23'–10'' 38'–10''35'–4''33'–4''30'–11''24'–8''30'–4''27'–6''25'–11''24'–0''21'–8''42'–11''39'–1''36'–10''32'–11''24'–8'' About Floor Performance Homeowner’s expectations and opinions vary greatly due to the subjective nature of rating a new floor. Communication with the ultimate end user to determine their expectation is critical. Vibration is usually the cause of most complaints. Installing lateral bridging may help; however, squeaks may occur if not installed properly. Spacing the joists closer together does little to affect the perception of the floor's performance. The most common methods used to increase the performance and reduce vibration of wood floor systems is to increase the joist depth, limit joist deflections, glue and screw a thicker, tongue-and-groove subfloor, install the joists vertically plumb with level-bearing supports, and install a direct-attached ceiling to the bottom flanges of the joists. The floor span tables listed below offer three very different performance options, based on performance requirements of the homeowner. newer joist with vibration performance rated joists was not available for the original 1.7 joists max spans kingworks Project: 600 Dupont St * Suite B Project #: Page of Bellingham, WA 98225 By Date Ph 360-714-8260 Subject Load Combinations: 1 ASD D L L2/S W(E) 1 LRFD D L L2/S W(E) ASD1 1.00 0.75 0.75 0.00 LRFD 1 1.40 0.00 0.00 0.00 ASD2 1.00 1.00 0.00 0.00 LRFD 2 1.20 1.60 0.50 1.00 ASD3 1.00 0.00 1.00 0.00 LRFD 3 1.20 0.50 0.50 1.00 ASD4 1.00 0.75 0.75 0.75 LRFD 4 1.20 0.50 0.50 -1.00 ASD5 1.00 0.00 0.00 1.00 LRFD 5 0.90 0.00 0.00 1.00 ASD6 0.60 0.00 0.00 -1.00 LRFD 6 0.90 0.00 0.00 -1.00 Service TL 1.00 1.00 1.00 1.00 ServiceTL 1.00 1.00 1.00 0.00 Service LL 0.00 1.00 1.00 1.00 ServiceLL 0.00 1.00 1.00 0.00 Beam Span 9.0 ft Deflection LL TL number:2 Comb 1 ASD L/() 360 432 position: header D L L2/S W(E) comments: Wmajor 0.473 0.720 0.450 0.000 Reactions: max min EI Req'd: header at new sliding door Wminor 0.000 0.000 0.000 0.000 RLmajor 6.1 1.3 LLmaj 5.8E+05 door Axial 0.000 0.000 0.000 0.000 RRmajor 6.1 1.3 TLmaj 9.7E+05 2 Qty*2 Name 2.0E LVL1.75x11.88 Edge Bracing(x,ft)2.0 top 2.0 bottom Wt 9.009 plf Cd 1.15 CL(pos)0.99 Imaj(zz) 489 In4 Bracing (y, ft)9.0 d 11.9 in Cr 1.00 CL(neg)0.99 Imin(yy) 11 In4 Wet Use:FALSE b 3.5 in Cv 1.00 Repetitive FALSE (TRUE/FALSE) Duration Snow Cm Cmisc Mode Value Control:pt:4 Check Max Fb 2600 1.00 1.00 Dimension Adj: Mmajor 13.7 20.4 0.67 TRUE 0.67 Fv 285 1.00 1.00 b: 0.0 Vmajor 0.0 9.1 0.00 TRUE 0.67 ∆Llmaj 612 360 0.59 TRUE *Members are not connected for composite action in minor axis bending ∆Tlmaj 436 432 0.99 TRUE 6/3/2026 C_SCL v2.00 12/5/17r2/8/19 TRUE Beam Span 8.0 ft Deflection LL TL number:3 Comb 1 ASD L/() 360 240 position: trimmer king stud D L L2/S W(E) comments: Wmajor 0.000 0.000 0.000 0.074 Reactions: max min EI Req'd: provide (2) cripple Wminor 0.000 0.000 0.000 0.000 RLmajor 0.3 -0.3 LLmaj 2.6E+04 and single king stud Axial 2.100 3.900 0.000 0.000 RRmajor 0.3 -0.3 TLmaj 1.7E+04 3 Qty*2 Name 2x6 HF #2 Edge Bracing(x,ft)2.0 top 2.0 bottom Wt 3.075 plf Cr 1.00 CfBend 1.30 Imaj(zz) 42 In4 Bracing(y,ft)8.0 d 5.5 in Cd 1.00 CfComp 1.10 Imin(yy) 3 In4 Wet Use / Incised:FALSE FALSE b 3 in CL(pos)1.00 CfTens 1.30 Duration Live Repetitive FALSE (TRUE/FALSE) Cm x Ci Cmisc CL(neg)1.00 Cfu 1.15 Mode Value Control:pt:4 Check Max Fb 850 1.00 1.00 Dimension Adj: Mmajor 0.4 1.4 0.32 TRUE 0.43 d: 0.0 Mneg 0.0 -1.4 0.00 TRUE 0.43 Fv 150 1.00 1.00 b: 0.0 Vmajor 0.0 1.7 0.00 TRUE 0.18 Fc 1300 1.00 1.00 Pallow 5.0 15.3 0.33 TRUE 0.39 Interaction (C) 0.53 1.00 0.53 TRUE E 1300 1.00 1.00 ∆Llmaj 761 360 0.47 TRUE *Members are not connected for composite action in minor axis bending ∆Tlmaj 761 240 0.32 TRUE 5/26/2026 C_SAWN v2.00 11/13/17 TRUE Beam Span 10.0 ft Deflection LL TL number:4 Comb 1 ASD L/() 360 240 position: recessed shower D L L2/S W(E) comments: Wmajor 0.040 0.053 0.000 0.000 Reactions: max min EI Req'd: new joist at recessd Wminor 0.000 0.000 0.000 0.000 RLmajor 0.5 0.1 LLmaj 3.6E+04 shower Axial 0.000 0.000 0.000 0.000 RRmajor 0.5 0.1 TLmaj 4.2E+04 4 Qty*1 Name 2.0E LVL1.75x7.25 Edge Bracing(x,ft)10.0 top 10.0 bottom Wt 2.749 plf Cd 1.00 CL(pos)0.78 Imaj(zz) 56 In4 Bracing (y, ft)10.0 d 7.3 in Cr 1.04 CL(neg)0.78 Imin(yy) 3 In4 Wet Use:FALSE b 1.75 in Cv 1.00 Repetitive TRUE (TRUE/FALSE) Duration Live Cm Cmisc Mode Value Control:pt:2 Check Max Fb 2600 1.00 1.00 Dimension Adj: Mmajor 1.2 2.7 0.43 TRUE 0.43 Fv 285 1.00 1.00 b: 0.0 Vmajor 0.0 2.4 0.00 TRUE 0.19 ∆Llmaj 1118 360 0.32 TRUE *Members are not connected for composite action in minor axis bending ∆Tlmaj 637 240 0.38 TRUE Le/d >50 see 3.7.1.4 3406 w 2nd 026106 KQH 5/26/2026 Gravity deisgn for new header 1 of 2 kingworks Project: 600 Dupont St * Suite B Project #: Page of Bellingham, WA 98225 By Date Ph 360-714-8260 Subject 3406 w 2nd 026106 KQH 5/26/2026 Gravity deisgn for new header 6/1/2026 C_SCL v2.00 12/5/17r2/8/19 TRUE Beam Span 10.0 ft Deflection LL TL number:5 Comb 1 ASD L/() 360 240 position: recessed shower D L L2/S W(E) comments: Wmajor 0.024 0.040 0.000 0.000 Reactions: max min EI Req'd: new joist at recessd Wminor 0.000 0.000 0.000 0.000 RLmajor 0.3 0.1 LLmaj 2.7E+04 shower Axial 0.000 0.000 0.000 0.000 RRmajor 0.3 0.1 TLmaj 2.9E+04 5 Qty*1 Name 2x8 HF #2 Edge Bracing(x,ft)2.0 top 10.0 bottom Wt 2.026 plf Cr 1.15 CfBend 1.20 Imaj(zz) 48 In4 Bracing(y,ft)12.0 d 7.3 in Cd 1.00 CfComp 1.05 Imin(yy) 2 In4 Wet Use / Incised:FALSE TRUE b 1.5 in CL(pos)0.98 CfTens 1.20 Duration Live Repetitive TRUE (TRUE/FALSE) Cm x Ci Cmisc CL(neg)0.72 Cfu 1.15 Mode Value Control:pt:2 Check Max Fb 850 0.80 1.00 Dimension Adj: Mmajor 0.8 1.0 0.79 TRUE 0.79 Fv 150 0.80 1.00 b: 0.0 Vmajor 0.0 0.9 0.00 TRUE 0.37 E 1300 0.95 1.00 ∆Llmaj 784 360 0.46 TRUE *Members are not connected for composite action in minor axis bending ∆Tlmaj 490 240 0.49 TRUE 6/1/2026 C_SAWN v2.00 11/13/17 TRUE 2 of 2 3 6 0 2 9 8 6 3 9 1 B R O O K S M I D D L E T O N , A R C H I T E C T 24 1 5 T A v e n u e S u i t e 2 0 2 A n a c o r t e s W A 9 8 2 2 1 PERMIT A2.1 Exstg/Demo Lower Floor Plan Sheet Contents: 3 June 2026 Drawn: Revised: 0 Owner's Address: Project Address: Owner: 12803 NE 242nd Court Brush Prairie, WA 98606 Joe and Michelle Kennedy 3406 W 2nd Street Anacortes, WA 98221 Skagit: P109006 2601 Architect's Project Number: Project Name: 3406 W 2nd Remodel EXISTING / DEMOLITION LOWER FLOOR PLAN SCALE IN FEET 1 105 N O R T H CRAWLSPACE CRAWLSPACE EXTENT OF FOUNDATION WALL FOR GARAGE, ABOVE UP SH E A R W A L L SH E A R W A L L DEMOLISH EXISTING WINDOW. DEMOLISH FRAMING FOR NEW WINDOW KEYED DEMOLITION NOTES THIS SHEET 01 DEMOLISH EXISTING FRAMING AS NEEDED TO INSTALL NEW HEADER AND02 DEMOLISH EXISTING NON-STRUCTURAL INTERIOR WALL03 EXISTING WALL / ITEM TO REMAIN WALL / ITEM TO BE DEMOLISHED WALL LEGEND 01 02 POSTS FOR FUTURE SLIDING DOOR. RETAIN WDWS, SHEATHING AND SIDING 03 03 03 03 03 03 03 EXTENT OF WALL, ABOVE EXTENT OF DECK, ABOVE 03 FURNACE DN 3 6 0 2 9 8 6 3 9 1 B R O O K S M I D D L E T O N , A R C H I T E C T 24 1 5 T A v e n u e S u i t e 2 0 2 A n a c o r t e s W A 9 8 2 2 1 PERMIT A2.2 New Lower Floor Plan Sheet Contents: 3 June 2026 Drawn: Revised: 0 Owner's Address: Project Address: Owner: 12803 NE 242nd Court Brush Prairie, WA 98606 Joe and Michelle Kennedy 3406 W 2nd Street Anacortes, WA 98221 Skagit: P109006 2601 Architect's Project Number: Project Name: 3406 W 2nd Remodel NEW LOWER FLOOR PLAN SCALE IN FEET 1 105 N O R T H CRAWLSPACE CRAWLSPACE EXTENT OF FOUNDATION WALL FOR GARAGE, ABOVE 8'- 0 " P O O L T A B L E MUSIC FURNACE 10'-0" 10 ' - 0 " 4'-6" 4'-0" 2'- 3 " 85" TVTALL CABINET LOW CABINET TALL CABINET1'- 2 " TA L L C A B I N E T LOW CABINET LOW CABINET LO W C A B I N E T TA L L C A B I N E T BU I L T I N B E N C H UP P E R C A B I N E T S TOILETHIGHLINEK-5481 BATH GAMES UNIT SAUNA LINEN FUTURE 9'-0" SLIDING DOOR ST A I N E D G L A S S 5'- 1 0 " x 2 ' - 1 0 " COFFEETABLE EN D TA B L E DISPLAY TABLE AR T W A L L ART WALLART WALL AR T W A L L AR T W A L L 1'-9" 2' - 8 " 2'- 4 " UP 4'- 1 1 / 2 " 3'- 4 1 / 4 " FO STUD SCOPE OF WORK OWNER: JOE AND MICHELLE KENNEDY OWNER'S ADDRESS: 12803 NE 242ND COURT, BRUSH PRAIRIE, WA 98606 PROPERTY I.D. NUMBER: 3809-903-005-0000 PROJECT ADDRESS: 3406 W 2ND STREET, ANACORTES, WA 98221 SKAGIT PARCEL ID: P109006 REMODEL UNFINISHED LOWER FLOOR ZONE: SKAGIT COUNTY RURAL INTERMEDIATE PROJECT: SINGLE FAMILY RESIDENCE INTERIOR REMODEL DESIGN STANDARD 2021 INTERNATIONAL RESIDENTIAL CODE 2021 WASHINGTON STATE RESIDENTIAL ENERGY CODE LIST OF DRAWINGS NEW LOWER FLOOR PLANA2.2 EXISTING / DEMOLITION LOWER FLOOR PLANA2.1 LOWER FLOOR: 829 SF EXSTG (NO CHANGE) AREAS MAIN FLOOR: (NO CHANGE) ATTACHED GARAGE: (NO CHANGE) ALTERATIONS: SHALL NOT INCREASE ENERGY CONSUMPTION R503.1 ENERGY NOTES WALLS: WHERE EXPOSED, 2x6 WALLS TO BE FILLED WITH R-21 (R503.1.1 EXC 2) FENESTRATION: WHERE REPLACED SHALL BE U 0.30 (R503.1.1.1) NEW DUCTS: INSULATED TO R-8 (R403.1.1) NEW WORK LOWER FLOOR: 829 SF NEW WORK MAIN FLOOR: (NO CHANGE) TOTAL REMODEL AREA: 829 SF VALUATION CALCULATIONS IBC BUILDING VALUATION GROUP R-3 TYPE VB = $169.09 / SF % FACTOR FOR MAJOR ALTERATION = 50% TOTAL PROJECT VALUE PER SF =$169.09 / SF @ 50% = $84.55 / SF TOTAL PROJECT VALUE = 829 SF x $84.55 / SF = $70,091.95 AL I G N 2'- 4 " G L A S S VERIFY VERIFY MFR CLEARANCE REQUIREMENTS, POWER REQUIREMENTS 1 1 NOTES THIS SHEET AND INSTALLATION REQUIREMENTS OF UNIT SAUNA FOIC MATCH WINDOW TYPE OF EXISTING WINDOWS. VERIFY WDW SIZE2 2 WIDTH x 1'-4" TALL. HEADER PER STRUCTURAL MATCH EXISTING DOOR TYPE, HEIGHT, AND HARDWARE TYPE3 3 3 PROVIDE HEADER FOR FUTURE SLIDING DOOR PER STRUCTURAL4RETAIN EXSTG WINDOWS FOR NOW 4 1/21/2 DR C L EXTENT OF WALL, ABOVE EXTENT OF DECK, ABOVE +/- 5'-5" x 1'-4" EXTEND NEW SUPPLY AIR DUCTING FROM EXSTG FURNACE TO5 5 3'- 0 " TK FL R LOCATIONS SHOWN HEATING LEGEND FLOOR REGISTER TO MATCH EXSTG CABINET TOE KICK REGISTER TK TK TK TKTK FLR CO R K EX S T G TI L E CO R K FLR FLOORS: R30 INSULATION (TABLE R402.1.3) RECESSED SHOWER FLOOR JOISTS AT RECESSED SHOWERSIDE OF NOTCHED EXSTG BCISISTER LVL FLOOR JOISTS TO PER STRUCTURAL DN 1'- 6 " 1'-0" LIGHTING: LIGHTING IN NEW SPACES SHALL BE HIGH-EFFICACY (404.1) SD SMOKE/CARBON MONOXIDE DETECTOR AND ALARM SD RAIN HEAD 100 CFM ! 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