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HomeMy WebLinkAboutPermit File BLD-2024-0789 5308 Doon WayFor inspections, please call (360) 293-1901 PARCEL: P59641 LEGAL DESCRIPTION: APPLICANT: Rudolph, Daniel 4174 Pacific Hwy Bellingham, WA 98226 3602289464 OWNER: OYLER NYLA LEE UNKNOWN SIMI VALLEY, CA 93063 VALUATIONS: Estimated construction cost 91600.00 $91,600.00 $91,600.00Total: FEES:Paid Due Plan Review Fee $609.54 $0.00 State Building Code Council fee $6.50 $0.00 Plan Application Fee $200.00 $0.00 Building Permit Fee $937.75 $0.00 $0.00Totals : REQUIRED INSPECTIONS Framing Building Final Consultation CONSTRUCTION CONTRACTOR:CREDO CONSTRUCTION INC 4174 PACIFIC HIGHWAY BELLINGHAM, WA 98226 3606761904 License: CREDOCI966OH Expires: 09/16/2026 $1,753.79 BLD-2024-0789 RESIDENTIAL INTERIOR ONLY REMODEL ISSUED: EXPIRES: 11/05/2024 05/05/2026 PROJECT NAME: OYLER RESIDENCE WATER DAMAGE REPAIR SITE ADDRESS: 5308 DOON WAY ANACORTES Page 1 of 1Printed by : Cheri Gleichmann on: 01/31/2025 02:13 PM City of Anacortes, WA 904 6th Street Anacortes, WA 98221 (360) 293-1901 http://cityofanacortes.org/ JOIST REPAIR OPTION 2: PARTIAL REPLACEMENT W/ ADDITIONAL SUPPORT RIM JOIST STEM WALL 6" MIN. FLOOR FRAMING @ FOUNDATION PRESSURE TRATED SILL PLATE SLOPE FINISH GRADE 2% AWAY FROM FOUNDATION FOR 5'-0" ALL AROUND FOUNDATION FLOOR JOISTS ENGINEERED I-JOISTS JOIST REPAIR OPTION 3: SPLICE SILL PLATE REPLACEMENT JOIST REPAIR OPTION 1: REPLACEMENTRIM JOIST REPLACEMENT REPLACEMENT P.T. SILL PLATE UP TO 1" WIDE NOTCH AT EXISTING ANCHOR BOLTS 3" HEAVY PLATE WASHER NEW TREATED RIM JOIST TO MATCH EXISTING LTP4 @ 36" O.C. (2) MINIMUM PER REPAIR LTP5@ 36" O.C. (2) MINIMUM PER REPAIR SECTION PLAN SECTION FRONT 2X WEB STIFFENER A34 EACH JOIST FULL CATALOG NAILING TO PLATES JOIST REPLACEMENT: ADD NEW JOIST ADJACENT TO EXISING JOIST. REMOVE THE DAMAGED PORTION OF THE EXISTING JOIST (E) FLOOR SHEATHING (E) SHEATHING FASTENERS (E) JOIST (N) JOIST (N) A34 FRAMING ANGLE @ 24" O.C. W/ #10 SCREWS NOT TO EXCEED SHEATHING THICKNESS SECTION 2X WEB STIFFENER A34 EACH JOIST PORTION OF JOIST TO BE REMOVED REPLACEMENT JOIST SECTION ONE 8d NAIL EACH SIDE DRIVE NAILS AT AN ANGLE AT LEAST 11⁄2" FROM END. 4X6 PT HF#2 4X4 SUPPORT POSTS @ 5'-0" O.C. ON 14" SQ OR 16"Ø FOOTING PADS SIMPSON 4X AC GALV. POST CAP A34 @ 24" O.C. [(2) MINIMUM] USING SHORT SCREWS INTO FLOOR SHEATHING PLAN 2X WEB STIFFENER A34 EACH JOIST A34 @ 24" O.C. [(2) MINIMUM] USING SHORT SCREWS INTO FLOOR SHEATHING 2X RIPPED TO FIT BETWEEN FLANGES 18" EACH SIDE OF SPLICE REMAINING PORTION OF EXISTING JOIST NEW JOIST SECTION ST6236 TOP & BOTTOM (8) 12d NAILS EACH SIDE AS SHOWN 1 1/2" 3"3"3"2" NOTE: THIS OPTION IS NOT RECOMMENDED OR APPROVED BY THE JOIST MANUFACTURER. ANY WARRANTEES THAT STILL EXIST WILL BE VOID. USE ONLY WITH THE PERMISSION OF THE HOMEOWNER. Scale: 1/4" = 1'-0" C SX B SX A SX Floor Framing Plan 09JULY24PERMIT S1 FLOOR FRAMING PLAN PROJECT NO.: 24-005 DRAWN BY:LJM CHECKED BY:LJM ISSUED FOR:DATE: © 2024 Evergreen Engineering & Design, LLC SCALE:As Noted Engineer's Seal OYLER FLOOR REPAIR ANACORTES, WA, Lila J. McGrew, P.E. 17272 Indian Road, La Conner, WA P: (360) 966-4995 http://evergreeneng.net H SX STUCTURAL NOTES: BUILDING CODE CRITERIA: 2021 IBC MATERIAL NOTES: 1 2 3 4 SOIL BEARING CAPACITY:1500 PSF FRAMING LUMBER: POSTS AND BEAMS:P.T. HEM-FIR #2 SILLS AND PLATES:P.T. HEM-FIR #2 BLOCKING AND BRIDGING:HEM-FIR CONSTRUCTION GRADE COMMERCIAL CONNECTORS:SIMPSON STRONG-TIE OR OTHER UPON APPROVAL USE PRESSURE TREATED MATERIALS AS FOLLOWS AND WHERE INDICATED ON PLAN: LUMBER EXPOSED TO WEATHER LUMBER EXPOSED TO OR WITHIN 8" OF SOIL LUMBER AGAINST CONCRETE OR MASONRY WALLS & SLABS EXPOSED TO WEATHER OR SOIL SHEATHING PANELS:15/32" MIN. APA RATED EXPOSURE 1 CONTRACTOR TO VERIFY EXISTING FRAMING AND NOTIFY THE ENGINEER OF ANY DISCREPANCY BETWEN THE STRUCTURAL DRAWINGS AND EXISTING CONDITIONS SYMBOLS LEGEND: DETAIL :X/SX DRAWING NOTES: THIS DRAWING IS COPYRIGHTED BY EVERGREEN ENGINEERING & DESIGN, LLC AND MAY NOT BE USED WITHOUT PERMISSION. READ THE STRUCTURAL NOTES - THEY CONTAIN IMPORTANT INFORMATION ABOUT CONSTRUCTION MATERIALS. THE DESIGN SHOWN ON THESE DRAWINGS IS INTENDED TO BE STABLE AND PERFORM PROPERLY WHEN COMPLETE. SITE SAFETY, SAFETY PROGRAMS AND PROVISIONS, MEANS AND METHODS OF CONSTRUCTION, SHORING, BRACING DURING ERECTION, PROTECTION OF WORK, ETC. DURING CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. MATERIALS LEGEND: SHEATHING:JOISTS & BEAMS:BLOCKING: EARTH: BEARING WALLS BELOW: COLUMN BELOW FRAMING PLAN SHOWN: I-JOISTS: CONCRETE PORCH GARAGE JOIST/RIM JOIST WATER DAMAGE AROUND PERIMETER OF HOUSE AREAS OF GREATER CONCERN HAVE DARKER SHADING CONCRETE PORCH REPLACE ALL ROTTEN/STRUCTURALLY COMPROMISED FRAMING WITH LIKE, OR AS INDICATED. ITEMS TO INCLUDE, BUT NOT LIMITED TO, RIM JOISTS, SILL PLATES, AND FLOOR JOISTS STRUCTURALLY STABLE, BUT MILDEWED FRAMING SHOULD BE TREATED WITH CONCROBIUM OR SIMILAR MOLD ABATEMENT SPRAY P.O. Box 129, Everson WA 98247 Phone: (360) 966-4995 Fax: (360) 966-4993 http:// evergreeneng.com Calculation Cover Sheet PROJECT NAME: Oyler Floor Repair PROJECT NO.: 24-005 PROJECT LOCATION: 5308 Doon Way DATE: 09JULY24 Anacortes, WA CLIENT: Nyla Oyler CLIENT PHONE: 805-494-3255 CLIENT ADDRESS: 3252 Darby Street, Unit 134 CLIENT FAX: Simi Valley, CA 93063 The design covered by these calculations is for work within an existing structure or for a portion of a structure. Only that part of the structure immediately affected by this work and shown or considered within this calculation set has been reviewed. No other part has been considered or reviewed. Evergreen Engineering & Design, LLC is not responsible for any other part of the structure or any work designed or performed by others, which may impinge upon this work. LOADS: WIND SPEED: 110 MPH EXPOSURE: IMPORTANCE FACTOR: 1.0 SEISMIC DC: D1 SITE CLASS D IMPORTANCE FACTOR: 1.0 ROOF LIVE: 25 PSF FLOOR LIVE LOAD: 40 PSF FOUNDATION BEARING PRESSURE: 1500 PSF GOVERNING CODE FOR DESIGN: 2021 International Building Code / International Residential Code STRUCTURAL CALCULATION INDEX PAGE REV ITEM 1 - Cover Sheet 2-6 Code Analysis 7 Lateral Loads & Framing Engineer’s Seal Evergreen Engineering & Design, LLC JOB TITLE Oyler residence 17272 Indian Rd La Conner, WA 98257 JOB NO.24-005 SHEET NO.2 360-966-4995 CALCULATED BY LJM DATE Lila J. McGrew, P.E.CHECKED BY LJM DATE www.struware.com Code Search Code: Occupancy: Occupancy Group =R Risk Category & Importance Factors: Risk Category =II Wind factor =1.00 Snow factor =1.00 Seismic factor =1.00 Type of Construction: Fire Rating: Roof =0.0 hr Floor =0.0 hr Building Geometry: Roof angle (θ)4.00 / 12 18.4 deg Building length 60.0 ft Least width 60.0 ft Mean Roof Ht (h)15.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 0 psf Partitions N/A Stairs and exit ways 100 psf International Building Code 2021 Residential Evergreen Engineering & Design, LLC JOB TITLE Oyler residence 17272 Indian Rd La Conner, WA 98257 JOB NO.24-005 SHEET NO.3 360-966-4995 CALCULATED BY LJM DATE Lila J. McGrew, P.E.CHECKED BY LJM DATE Wind Loads :ASCE 7- 16 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category II Exposure Category D Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd)0.85 Kh case 1 1.030 Kh case 2 1.030 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H)80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh =0.80 Use H/Lh =0.50 Modified Lh = 160.0 ft From top of crest: x =50.0 ft Bldg up/down wind?downwind H/Lh=0.50 K1 =0.000 x/Lh =0.31 K2 =0.792 z/Lh =0.09 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h =15.0 ft If building h/B>4 then may be flexible and should be investigated. B =60.0 ft h/B =0.25 Rigid structure (low rise bldg) /z (0.6h) =9.0 ft G =0.85 Using rigid structure formula Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.13 Natural Frequency (η1) =0.0 Hz ℓ =650 ft Damping ratio (β) =0zmin =7 ft /b =0.80 c =0.15 /α =0.11 gQ, gv =3.4 Vz =111.7 Lz =552.6 ft N1 =0.00 Q =0.92 Rn =0.000 Iz =0.19 Rh =28.282 η =0.000 h =15.0 ft G =0.89 use G = 0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R =0.000 Gf =0.000 Evergreen Engineering & Design, LLC JOB TITLE Oyler residence 17272 Indian Rd La Conner, WA 98257 JOB NO.24-005 SHEET NO.4 360-966-4995 CALCULATED BY LJM DATE Lila J. McGrew, P.E.CHECKED BY LJM DATE Wind Loads - MWFRS all h (Except for Open Buildings) Kh (case 2) =1.03 GCpi =+/-0.18 Base pressure (qh) =27.1 psf Bldg dim parallel to ridge =60.0 ft G = 0.85 Roof Angle (θ) =18.4 deg Bldg dim normal to ridge =60.0 ft qi = qh Roof tributary area: h =15.0 ft Wind normal to ridge =(h/2)*L:450 sf ridge ht =20.0 ft Wind parallel to ridge =(h/2)*L:450 sf Ultimate Wind Surface Pressures (psf) Wind Normal to Ridge Wind Parallel to Ridge L/B =1.00 h/L =0.25 L/B =1.00 h/L =0.25 Surface Cp qhGCp w/+qiGCpi w/-qhGCpi Dist.*Cp qhGCp w/ +qiGCpi w/ -qhGCpi Windward Wall (WW) 0.80 18.4 see table below 0.80 18.4 see table below Leeward Wall (LW) -0.50 -11.5 -16.4 -6.6 -0.50 -11.5 -16.4 -6.6 Side Wall (SW) -0.70 -16.1 -21.0 -11.3 -0.70 -16.1 -21.0 -11.3 Leeward Roof (LR) -0.57 -13.1 -18.0 -8.2 Included in windward roof Neg Windward Roof pressure -0.36 -8.4 -13.2 -3.5 0 to h/2*-0.90 -20.8 -25.6 -15.9 Pos/min Windward Roof press. 0.14 3.2 -1.7 8.1 h/2 to h*-0.90 -20.8 -25.6 -15.9 h to 2h*-0.50 -11.5 -16.4 -6.6 > 2h*-0.30 -6.9 -11.8 -2.0 Min press.-0.18 -4.2 -9.0 0.7 *Horizontal distance from windward edge For monoslope roofs, entire roof surface is either windward or leeward surface. Parapet z Kz Kzt qp (psf) 0.0 ft 1.03 1.00 0.0 Windward parapet:0.0 psf (GCpn = +1.5) Leeward parapet:0.0 psf (GCpn = -1.0) Windward roof overhangs :18.4 psf (upward - add to windward roof pressure) Windward Wall Pressures at "z" (psf)Combined WW + LW Windward Wall Wind Normal Wind Parallel z Kz Kzt qzGCp w/+qiGCpi w/-qhGCpi to Ridge to Ridge h=0 to 15'1.03 1.00 18.4 13.6 23.3 30.0 30.0 ridge =20.0 ft 1.08 1.00 19.4 14.5 24.3 30.9 30.9 Evergreen Engineering & Design, LLC JOB TITLE Oyler residence 17272 Indian Rd La Conner, WA 98257 JOB NO.24-005 SHEET NO.5 360-966-4995 CALCULATED BY LJM DATE Lila J. McGrew, P.E.CHECKED BY LJM DATE Seismic Loads:IBC 2021 Strength Level Forces Risk Category : II Importance Factor (Ie) : 1.00 Site Class :D Ss (0.2 sec) =115.90 %g A site specific ground motion analysis is required for seismically S1 (1.0 sec) =41.20 %g isolated structures or with damping systems, see ASCE7 11.4.8 Site specific ground motion analysis performed: Fa =1.036 Sms =1.201 SDS =0.801 Design Category =D Fv =1.888 Sm1 =0.778 SD1 =0.519 Design Category =D Seismic Design Category =D Redundancy Coefficient ρ =1.30 Number of Stories:1 Structure Type:Light Frame Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Building Frame Systems Seismic resisting system: Light frame (wood) walls with structural wood shear panels System Structural Height Limit: 65 ft Actual Structural Height (hn) =15.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) =7 Over-Strength Factor (Ωo) =2 Deflection Amplification Factor (Cd) =4.5 SDS =0.801 SD1 =0.519 Seismic Load Effect (E) = Eh +/-Ev = ρ QE +/- 0.2SDS D = 1.3Qe +/-0.160D QE = horizontal seismic force Special Seismic Load Effect (Em) =Emh +/- Ev = Ωo QE +/- 0.2SDS D = 2Qe +/-0.160D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (CT) =0.020 Cu = 1.40 Approx fundamental period (Ta) =CThnx = 0.152 Tmax = CuTa = 0.213 sec User calculated fundamental period = T = 0.152 sec Long Period Transition Period (TL) =ASCE7 map =6 sec Seismic response coef. (Cs) =SdsI/R =0.114 ASCE7 11.4.8 exception 2 equations used but not less than Cs =0.044SdsI =0.035 USE Cs =0.114 Design Base Shear V =0.114W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type:All other structures Allowable story drift Δa =0.020hsx where hsx is the story height below level x sec x= 0.75 USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. Oyler Residence 5308 Doon Way, Anacortes, WA 98221, USA Latitude, Longitude: 48.4952078, -122.6776288 Date 7/2/2024, 2:53:21 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.159 MCER ground motion. (for 0.2 second period) S1 0.412 MCER ground motion. (for 1.0s period) SMS 1.391 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 0.928 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.493 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.592 Site modified peak ground acceleration TL 16 Long-period transition period in seconds SsRT 1.159 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.276 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1RT 0.412 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.463 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.493 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.909 Mapped value of the risk coefficient at short periods CR1 0.891 Mapped value of the risk coefficient at a period of 1 s CV 1.332 Vertical coefficient 17272 Indian Rd. La Conner, WA 98247 Phone: 360-966-4995 www.evergreeneng.net PROJECT PROJECT # SUBJECT PAGE BY SEISMIC: ROOF:3275 SF ROOF WEIGHT:20 PSF SEISMIC SHEAR = 0.114W 0.114(3275)(20PSF) 7.47K WIND: 30 PSF(60')(9.5') = 17.1K 17.1K/2 = 8.55K 8.55K/60 = 142.5 PLF SILL PLATE CONNECTIONS: LTP5 = 485# 485#/142.5 PLF = 3.4' COVEREDCONCRETEPORCH GARAGE 60'-0" 60'-0" CONCRETE PORCH 6'-0"20'-0"10'-0"18'-0"6'-0" 24'-0" 9'-0"10'-0" OYLER RESIDENCE 24-005 7 LJM LATERAL LOADS & FOUNDATION CONNECTIONS FLOOR FRAMING: 40 PSF LL + 15 PSF DL NEW BEAMS: 7' MAX TRIB. 415 PLF 5' MAX SPAN 4x6 HF#2 FOOTING:2.1K MAX @ 5' O.C 1500 PSF SOIL BEARING @ 5' O.C. = 1.4 SF FOOTING OPTIONS: 14" SQ FOOTING PAD 16" Ø FOOTING PAD