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REVIEWED BLD2023-1601+Calculations+11.21.2023_4.49.33_PM+3914259C 14a�lhl ENGINEERING 250 4'1' Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning RECEIVED Dec 14 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT .,.,.,.,.,.REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT: BLD2023-1601 STRUCTURAL CALCULATIONS Jezierski Residence 748 15t" Way SW Edmonds, WA 98148 G ' �L aF WA G 05 O�L SSIONAL 3' CIS Project No.: 23266.10 Project Description This project involves an addition to an existing single family residence. The existing building is 1- story and is wood framed. The proposed addition is a new entry including a double front door and a new roof overhang. The gravity system will include rafters bearing on wood beams and columns. The lateral system will involve embedded pole footings. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Design Roof Dead 10 psf Live 0 psf (snow) Wind Parameters Wind Speed, 3-Sec Gust 110 MPH Exposure Category B Importance Factor, IW 1 (Non -Essential Facility) Mean Height 15 (FT Above Grade Elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(1.5/1) = Cs*Wp Sds 1.024 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date SPM 10/3/2023 Project Summary Checked Date ENGINEERING Seale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Jezierski Residence 23266.10 Edmonds, WA 98020 Gravity Design Loads Roof DL Roofing Material 2.5 psf 3/4 Sheathing 2.3 psf 2x8 @ 16" OC 2.2 psf Misc 1.5 psf 8.5 psf USE 10.0 psf Roof ILL (Snow) 25.0 psf Description Gravity Design Loads By SPM Date 09/29/23 ^ Checked Date �r ENGINEERING Scale Sheet No. 250 4th Ave. South Project Job No. Suite 200 Jezierski Residence Edmonds, WA 98020 23266.10 (N RJ1 ►A DL + SL .11 6' 2" Ilk 2' 2" DL + SL �1' 6' 81 1' 6"� DL = 10 PSF SL = 25 PSF 2x8 HF #2 @ 16" OC ADEQUATE PER WOODWORKS DL = (10 PSF)(5' 3")'= 53 PLF SL = (25 PSF)(5' 3") = 131 PLF 4x8 HF #2 ADEQUATE PER WOODWORKS *BM1 SIMILAR W/ SMALLER SPAN & LOAD, ADEQUATE BY INSPECTION Description GRAVITY CALCULATIONS By SPM Date 09.28.23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA98020 3 project JEZIERSKI RESIDENCE Job No. 425.778.8500 23266.10 www.cgengineering.com COMPANY PROJECT Wo0dW,,..,o.,,rks`�' r5 Sep. 28, 2023 16:40 RJ1 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area No 10.00(16.0") psf SL Snow Full Area Yes 25,00 (16.0") sf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 9.083' 6.417' 8.813' Unfactored• Dead Snow 40 109 81 202 Factored: Total 149 282 Bearing: Capacity Joist 2126 2354 Support 4101 4101 Des ratio Joist 0.07 0.12 Support 0.04 0.07 Load comb #3 #2 Length 3.50 3.50 Min req'd 0.50* 0.5V Cb 1.00 1.11 Cb min 1.00 1.75 Cb support 1.25 1.25 Fop sup 625 625 *Minimum bearing length setting used: 1/2" for interior supports RJ1 Lumber -soft, Hem -Fir, No.2, 2x8 (1-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 16.0" c/c; Total length: 9.06'; Clear span: 6.25', 2.25'; Volume = 0.7 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 19 Fv' = 172 psi fv/Fv' = 0.11 Bending(+) fb = 182 Fb' = 1349 psi fb/Fb' = 0.13 Bending(-) fb = 122 Fb' = 1090 psi fb/Fb' = 0.11 Deflection: Interior Live 0.02 = < L/999 0.32 = L/240 in 0.05 Total 0.02 = < L/999 0.43 = L/180 in 0.05 Cantil. Live -0.02 = < L/999 0.24 = L/120 in 0.07 Total -0.02 = < L/999 0.32 = L/90 in 0.06 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.200 - 1.15 1.00 1.00 3 Fb'- 850 1.15 1.00 1.00 0.808 1.200 - 1.15 1.00 1.00 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - E. 1.3 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D + S Bending(+): LC #3 = D + S (pattern: Ss) Bending(-): LC #2 = D + S Deflection: LC #3 = (live) LC #3 = (total) Bearing : Support 1 - LC #3 = D + S (pattern: Ss) Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 171, V design = 136 (NDS 3.4.3.1(a)) lbs; M(+) = 199 lbs-ft; M(-) = 134 lbs-ft EI = 61.92e06 lb -in A2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Lateral stability(-): Lu = 6.44' Le = 11.06' RB = 20.7; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers an dother spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. L� COMPANY PROJECT WoodWorks`�' r wAR(fow r5 Sep. 28, 2023 16:39 BM2 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL No 53.0 plf SL Snow Full UDL Yes 131.0 plf Self -weight Dead Full UDL No 5.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 11.583' 1.646' 9.938' 11.583' Unfactored• Dead Snow 337 769 337 769 Factored: Total 1107 1107 Bearing: Capacity Beam 5493 5493 Support 8476 8476 Des ratio Beam 0.20 0.20 Support 0.13 0.13 Load comb #5 #8 Length 3.50 3.50 Min req'd 0.46** 0.46** Cb 1.11 1.11 Cb min 1.75 1.75 Cb support 1.11 1.11 Fop sup 1 625 625 '*Minimum bearing length governed by the required width of the supporting member. BM2 Lumber -soft, Hem -Fir, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 11.56'; Clear span: 1.5% 8.0', 1.5'; Volume = 2.0 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 39 Fv' = 172 psi fv/Fv' = 0.22 Bending(+) fb = 571 Fb' = 1271 psi fb/Fb' = 0.45 Bending(-) fb = 100 Fb' = 1267 psi fb/Fb' = 0.08 Deflection: Interior Live 0.09 = < L/999 0.28 = L/360 in 0.32 Total 0.14 = L/713 0.41 = L/240 in 0.34 Cantil. Live -0.05 = L/370 0.11 = L/180 in 0.49 Total -0.08 = L/236 0.16 = L/120 in 0.51 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 5 Fb'+ 850 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 4 Fb'- 850 1.15 1.00 1.00 0.997 1.300 - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Shear LC #5 = D + S (pattern: SSs) Bending (+): LC #4 = D + S (pattern: sSs) Bending(-): LC #2 = D + S Deflection: LC #4 = (live) LC #4 = (total) Bearing : Support 1 - LC #5 = D + S (pattern: SSs) Support 2 - LC #8 = D + S (pattern: sSS) D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 795, V design = 653 (NDS 3.4.3.1(a)) lbs; M(+) = 1459 lbs-ft; M(-) = 256 lbs-ft EI = 144.49e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Lateral stability(-): Lu = 1.63' Le = 3.06' RB = 4.7; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers ar�tLother spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. IJ 9/28/23, 3:15 PM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. L1TCHazards by Location Search Information Address: 748 15th Way SW, Edmonds, WA 98020, USA Coordinates: 47.7933366,-122.3697074 Elevation: 301 ft i� Ti mesta m p: 2023-09-28T22:14:53.434Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.28 MCER ground motion (period=0.2s) S1 0.45 MCER ground motion (period=1.0s) SMS 1.537 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.024 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.912 Coefficient of risk (0.2s) CR1 0.896 Coefficient of risk (1.0s) PGA 0.543 MCER peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.652 Site modified peak ground acceleration TL 6 Long -period transition period (a) SsRT 1.28 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.405 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) SsD 2.004 Factored deterministic acceleration value (0.2s) S1RT 0.45 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.502 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) S1 D 0.801 Factored deterministic acceleration value (1.0s) PGAd 0.707 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out whX. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Desion Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. �I https://hazards.atcouncii.org/#/seismic?lat=47.7933366&ing=-l22.3697074&address=748 15th Way SW%2C Edmonds%2C WA 98020%2C USA 1/1 Seismic Analysis Design Per 2018 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class Occupancy Category Seismic Design Category D (assumed / default) II (non -essential facility) D SS = 1.280 Lat. = 47.793 St = 0.450 Long. _ -122.370 SMS = FaSs = 1.536 Fa = 1.200 SM1 = FvS1 = 0.833 Fv = 1.850 SDS = (2/3)SMs = SDt = (2/3)SMt = Ta = Cthnx R Factor = IE Factor = 1.024 0.555 0.10 Ct = 0.02 hn = 8 x = 0.75 1.5 (Cantilevered Column - Timber Frame) 1.0 Seismic Base Shear V = 0.044SDS1 = 0.045 W V = (SDSIW)/R = 0.683 W V = (SD1 IW)/RTa = 3.889 W (Minimum Force) (Governing Force) (Maximum Force) From Computer Program: Short & 1-Sec Period Mapped Acceleration Parameters (MCE) ASCE 7-16 (Eq. 11.4-1) ASCE 7-16 (Eq. 11.4-2) ASCE 7-16 (Eq. 11.4-3) ASCE 7-16 (Eq. 11.4-4) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.2-1) ASCE 7-16 (Table 1.5-2) ASCE 7-16 (Eq. 12.8-5) ASCE 7-16 (Eq. 12.8-2) ASCE 7-16 (Eq. 12.8-3) Seismic Base Shear Ly S P M 09/28/23 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Jezierski Residence Edmonds, WA 98020 23266.10 8 9/28/23, 3:14 PM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. LNTC Hazards by Location Search Information Address: 748 15th Way SW, Edmonds, WA 98020, USA Coordinates: Elevation: Timestamp: Hazard Type: ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category II Risk Category III Risk Category IV 47.7933366,-122.3697074 301 ft 2023-09-28T22:14:20.040Z Wind ASCE 7-10 67 mph MRI 10-Year 73 mph MRI 25-Year 78 mph MRI 50-Year 83 mph MRI 100-Year 92 mph Risk Category I Angeies >Sequim Marysville Whidbev Fverett i 301 ft v Ed ds Mt: Baker-Snoqualrr National Fodes ;Seattle °Redmond O n - F r'rn ;eaMap data ©2023 Google Report a map error ASCE 7-05 72 mph ASCE 7-05 Wind Speed 79 mph 85 mph 91 mph 100 mph 97 mph Risk Category II 110 mph 104 mph Risk Category III -IV 115 mph 108 mph 110 MPH PER LOCAL JURISDICTION 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 6 https:Hhazards.atcouncil.org/#/wind?lat=47.7933366&ing=-l22.3697074&address=748 15th Way SW%2C Edmonds%2C WA 98020%2C USA 1/1 Topo North America TM 10 -173RD P -Sw, i 0 u, w =L IT180TH ST SW 99 0I Perrinville m S rk rr avcFTo R Lu L I y11nwood 624 x CASPE IST I > < i ra m M / n Cedar Valley v _ I Puger_-' -; �qlN' 1o4sT Edmon_ s5zz-o MAIN'SST Ij a Seattle Heights m _.%rind v Vw'PL4, + I .w2 W ST SW n �� 212 H ST-SW r Edwards Point �I u+ _ ?V4 99 a% L 1 j 179 w > I Q ST SW 1t '220TH ST SW `F wood\ N47147.600' v `t W122122.1811 Esi erance ti 1 ; w I P 179�' Q T ' eer m o 2315T - I r WACHUSE77 I _w TI L a ' _ F 11 in - x mFird ?__W205TH �F '!:," e C i t---+--------_-_------__ - -- -- _ i N - 9��z44THSTSyy } 99 1 `� 9 \ R o d Be hi m 'Echo Lake — ?%F - , Z i l + T N1MISTi 04 w rr+', Richmond -Highlands It ? I. w =a 1?6 24'H AVE NE � '' - N 175TH ST North City � n ~; 176 Shoreline: dg ecrest a SITE LOCATION 465.6 ft 400 ft 345'- 1 /2" 300 ft x/Lh = 4777/345 > 4; 200 ft Kzt = 1 246'-5 1 /4" 100 ft 123 -0 Oft ' " -100 ft 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -326.7 ft Avg Grade: 3 Climb Elev: 237.7 ft Desc Elev: 564.4 ft Max. Elev: 465.6 ft Min. Elev: -2.1 ft Climb Dist: 1.2 mi Desc Dist: 1.8 mi Data use subject to license. © DeLorme. Topo North America- 10. www.delorme.com MN (14.5-E) 4 Scale 1 : 62,500 km o 1. 1 ih z 1" = 5,208.3 It Data Zoom 11-6 Topo North America TM 10 �Sol FA ��C 'il 111 `� 11 II wC�Y■ � ►� II11Y - M.�� r IRS ,>►llllallllrl WWAN � �:.I� -IIIIIJi. IZIIII� ■ r�i��� — �► m r-.IIIIrl� �-` INEEM ro w ll 1t MOEN; IBM 1 _ &i ■� ■file■■■■ 270 : 6;. 1 ,�I� .:4 294.3 ft.. Climb Elev: 600.3 ft . 0. .. .- Data use subject to license. © DeLorme. 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WF r82NQ_AV� R rn Q z _m3RD'AVE W RD-PL W m _ p z '^ - J �►' 0 841 A�/ W; ?13 rv. 3 �L __yyy 1_LI�— a I _co _ _ r -N> ITMAN-�W N ti' ' 1 PL a ��.� �1r M 3^a H1b8 .v 3^dWLIHM- w SSnI Q H M 3^a HiS8, i> ," N 86TH AVE W r86TH PL L i� 4:2- V) v~iL BTfFI W- Y N 3Aa 34N M i m _ 71 M.3^a-H1L8-88TH PL W 5 ='� rF+� '+ g m+ 3' 89T11 PbW -, WD D DR yr�3Q,' N1N ry �� N>�- DAYTON AVE N O`Ow M•3 a H106 E 00 v _r= 106 N ld'NOlAaO `�� -. - oin n AVE 92ND AVE,yy1 -PARK P.L M �s _ 210.. I a r ONZ6 J' W ST AVE NW �� z '� W 094TH. ol�-�,i QNa.7HJjH `p N .� w 0 �, -zi LL_ MN 3^a ONZ . ` L2ND'AVE NW Oi p -j (t > 9t5TH'PL I1 10, \N MN 3Aa ONZ� -� �w 3^a JIdWAID �i �T'97TH AVE' o y �j MN 1 MN.3^a 021£ V �' I lOTH PL S n ri 7TH PL W `u I �/1 b I C7 > w X f6 Q� O, a pCN r I r 98TFI'PL * �i 99 L W \ Ir Py�, r 1(b ' 9TH`A_V,E S S� ZI01 Y ' V W -- H N 3^a H16 jN 3A7 FIl$ ' / % I 8TH AVE S 'sTH AVE s a �3 H10S l -+ g ��� 11 N ^r- IDa 3 = 14TH AVE NW%' ~00 3� 3^a H1L = ' IJ c 6TH AVE S 1 6TH E W o �N iNNIdIU£It�1- �"fT N 3Aa Hl9 a w 1' �i T Mald H OT M l -N-3 MOd H?LbT _.�15TH AVE NW Ny� < 4TH AVE S w�a..h ;'M 3A H180T d k0j�ry z, (� P^v N 3RD AVE_S�?.L�' -f —1 11 1 ^ `<'_._ �✓ of �n E w rn `n v m - I a w ; 31 2 °, ', lOTr H PLOW `'r1. IIH VE N W p MN.3^a H1L? ' O o '-S 3 BER-LN L 1L20TH-AVE NW / p AaM SONG��y)i OO RK RD NTN38WI1 ; O o w C� N 0 Q✓ ` o O PA , �rV� t OOTKA•RD/� 000 W AY =� HlbT j" 0 i /J``� zip nnv 7nV H1bZ a V Q LLU N o 0 02! 1lOONIHJ gK**a�+ = Y v) 1N lnV HL9Z i1 C — 0 - 1 a a a � 3 w _ O � w N E E O N C > w T 0 1 Q 0 0 0 0 0 0 0 0 0 coV co N 0 0 1 N N Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2018 1BC ASCE 7-16 Building Exposure Exp.= B Section 1609.4 Section 26.7.3 Basic Wind Speed V= 110 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height (feet) h= 11 Mean Roof Height (feet) hmean= 10 Building Length (feet) L= 48 Building Width (feet) W= 65 End Zone Width, a (feet) a= 4 Figure 28.6-1 Roof Angle Angle= 7.0 Design Wind Pressure, psi PS30A= 20.2 Figure 28.6-1 Design Wind Pressure, psi PS30B= -9.6 Figure 28.6-1 Design Wind Pressure, psi ps30c= 13.4 Figure 28.6-1 Design Wind Pressure, psi P530D= -5.6 Figure 28.6-1 Height/Exposure Adjustm, Amaz 1.00 Topo. Effect Coeff., Kit K,t 1.00 Vasd = V,lt*V0.6 Section 1609.3.1 ULT ASD ps=A* Kzt * PS3o ps=A* Kzt* ps30* 0.6 20.2 12.1 PS30A= PS30B= -9.6 -5.8 PS30c= 13.4 8.0 PS30D= -5.6 1 -3.4 Description By SPM Date 10 3 2023 Wind Summary Checked Date / / ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Jezierski Residence 23266.10 Edmonds, WA 98020 c w c� w (N N G i CM, o Description WIND AREAS By S PM Date 10.03.23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA98020 JEZIERSKI RESIDENCE 11 425.778.8500 23266.10 www.cgengineering.com EXISTING LATERAL CHECK Aexist = (10' 1.5")(65' 5") + (5' 8")(17' 10")= 764 SF' Wexist = (764 SF)(15 PSF) = 11457 LB Aprop = (11')(12' 8") = 139 SF Wprop = (139 SF)(10 PSF)/2 = 695 LB => 6% INCREASE < 10% ... UPDGRADES TO EXIST LATERAL SYSTEM NOT REQUIRED PER IEBC 502.5 C1 �DL + SL EQ = 0.683(1390 LB)/2/(2 POSTS) = 237 LB EQ WL = (4.8 PSF)(20 SF)/(2 POSTS) = 48 LB *MINIMUM DESIGN SPEED GOVERNS* ao DL = 337 LB SL = 769 LB 6x6 HF #2 ADEQUATE PER WOODWORKS Description LATERAL CALCULATIONS By SPM Date09.28.23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA98020 9 project JEZIERSKI RESIDENCE Job No. 425.778.8500 23266.10 www.cgengineering.com COMPANY PROJECT WoodWo- ,rksIWARE FOR t5 Oct. 3, 2023 10:34 C1 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Location [ft] Start End Magnitude Start End Unit EQ Earthquake Point 8.00 237 lbs DL Dead Axial (E cc. = 0.92") 337 lbs SL Snow Axial (Ecc. = 0.9211) 769 lbs WL Wind Point 8.00 98 lbs Self -weight Dead Axial 50 lbs Reactions (lbs): 0 v Unfactored• Lateral: 0. $ Dead Snow Wind 98 Earthquake 237 Axial: Dead 387 387 Snow 769 769 Factored: L->R 166 Load comb #7 #1 C1 Timbersoft, Hem -Fir, No.2, 6x6 (5-1/2"x5-1/2") Support: Non -wood Total length: 8.0'; Volume = 1.7 cu.ft.; Post or timber Fixed base; Free top; Load face = width(b); Ke x Lb: 2.1 x 8.0 = 16.8 ft; Ke x Ld: 2.1 x 8.0 = 16.8 ft; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection u5inq Nos 2018 : Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 8 Fv' = 224 psi fv/Fv' = 0.04 Bending(+) fb = 37 Fb' = 661 psi fb/Fb' = 0.06 Bending(-) fb = 568 Fb' = 920 psi fb/Fb' = 0.62 Axial fc = 38 Fc' = 222 psi fc/Fc' = 0.17 Combined (axial + eccentr c + side load be ding) Eq.15.9-1 = 0.65 Axial Bearing fc = 38 Fc* = 661 psi fc/Fc* = 0.06 Live Defl'n 0.58 = L/169 0.80 = L/120 in 0.73 Total Defl'n 0.58 = L/169 0.80 = L/120 in 0.73 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 140 1.60 1.00 1.00 - - - - 1.00 1.00 7 Fb'+ 575 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fb'- 575 1.60 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 8 Fc' 575 1.15 1.00 1.00 0.336 1.000 - - 1.00 1.00 2 Fc'comb 575 1.60 - - 0.249 - - - - - 7 E' 1.1 million 1.00 1.00 - - - - 1.00 1.00 7 Emin' 0.40 million 1.00 1.00 - - - - 1.00 1.00 7 Eminy' 0.40 million 1.00 1.00 - - - - 1.00 1.00 7 Fc* 575 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #7 = D + 0.7E Bending(+): LC #2 = D + S Bending(-): LC #8 = 0.6D + 0.7E Deflection: LC #7 = D + 0.7E (live) LC #7 = D + 0.7E (total) Axial LC #2 = D + S Combined LC #7 = D + 0.7E D=dead S=snow W=wind E=earthquake All LC's are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: V = 166 lbs; M(+) = 89 lbs-ft; M(-) = 1312 lbs-ft; P = 1156 lbs EI = 83.88e06 lb-in^2 Combined: Fb' = 920 psi; fb = 574 psi; The = (P x e)/S = fc(6e/d) = 11 psi; FcE = 245 psi "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Axial b used, 1/b = 36.7, 1/d = 36.7 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. FOOTING CHECK EQ EQ = 0.683(1390 LB)(0.7)(1.5)/4 = 249 LB *INCLUDING Q* 00 2' o x 4' DEEP 7— MI FOOTING ADEQUATE ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Description LATERAL CALCULATIONS Project JEZIERSKI RESIDENCE By SPM Date 09.28.23 Checked Date Scale Sheet No. Job No. 23266.10 BC Pole Founda Input Data: Chapter 5 DESIGN TOOLS - Spreadsheets/Tables Section 5.2: General Analysis b = 2 ft diameter of pole d = 4.00 ft depth of embedment but not over 12 feet h = 8 ft distance from ground surface to point of application of P P = 249 Ibs applied lateral force S = 1200 Ibs/ft'/ft lateral bearing of depth from Table 1806.2 or soils report Ssub1 = 266.66667 allowable lateral soil -bearing pressure at a depth of one third the depth of embed Ssub3 = 800 allowable lateral soil -bearing pressure at the depth of embedment Non -constrained pole: to be used where no constraint is provided at the ground surface. A = 2.34P/(S1*b) = 1.09 d = A/2(1+sgrt(1+4.36h/A) = 3.68 Feet Iterated above until estimated depth equals calculated depth. Use Goal Seek. *BRICK WALKWAY NOT CONSIDERED CONSTRAINED* Description Pole Foundation De fl ENGINEERING 250 4th Ave. South Project Suite200 Jezierski Residence Edmonds, WA98020 By SPM Date Checked Date Scale Sheet No. Job No. 23266.10 CG Engineering Design Manual IBC Pole Foundation