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REVIEWED BLD-BLD2022-0691+Structural_Calculations+3.26.2022_1.05.19_AM+2763129sliderule engineering works, llc Guzman Garage 22408 95th Place West Edmonds, Washington 98020 Project Engineer: Andrew L. Herrick, P.E. Sliderule Engineering Works, LLC 227 'E' Street Southeast Auburn, Washington 98002 (206) 380-0732 Design Criteria: 2018 International Building Code Roof Dead Load: 12 psf Live Load: 25 psf (snow) Wind Speed: 110 mph, Exposure B Seismic Criteria: 50 year MRI 85 mph Kzt =1.0 Allowable Soil Pressure: 1500 psf (assumed) RECEIVED May 26 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT ................................................ REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT D-2 R = 6 (wood shear walls) Ss = 1.28, S1 = 0.449 Concrete and Reinforcing Bar: 28 day strength for walls, slabs, and footings = 2500 psi (5-1/2 sack mix) for engineering purposes, 3000 psi for weathering purposes, 40 ksi reinforcing bar for #4 and smaller, 60 ksi for #5 and larger. Use: Simpson Strong -Tie Connectors per plans and details. Install per manufacturer's specification unless noted otherwise. All metal connectors exposed to weather shall be galvanized. All nails and/or bolts exposed to weather shall be galvanized. A-307 bolts and lag bolts at connections and embedded anchor bolts, unless noted otherwise. 2x Lumber DF#2 KID Fb=1155 psi (min), E=1,300,000 psi (min). 4x and 6x Lumber DF#2 KID Fb=1200 psi (min), E=1,600,000 psi (min). 227'e' street southeast, auburn, washington 98002-5518 t = 206 + 380 + 0732, e-mail = alhpe_sliderule@q.com I a e�AVA� - S, \S,,JA 4f )�2c Y U Z 7 2 I---------- 0 t-rlfiF---1 ll� q.rr7 i am 7 L9 bm—r 44Y aim— 7, i 0 1 Ur) -7 \j.--t V�j 77 i2�- ��s dip C9 lip oil l VDM- C-2 4e r &? EF 4 Z oe-AIxl l0 :'.' / McHazards by Location Search Information Address: 22408 95th PI W, Edmonds, WA 98020, USA Coordinates: 47.7954883,-122.360057 Elevation: 377 ft Ti mestam p: 2022-03-26T05:32:53.188Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters PINE PARK NEIGHBORHOOD 220tn Si SW Boa o 377 ft 0 a m PCC Community Markets - Edmonds 228th st SW o` c Go gle Name Value Description SS 1.28 MCER ground motion (period=0.2s) St 0.449 MCER ground motion (period=1.0s) SMS 1.536 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SIDS 1.024 Numeric seismic design value at 0.2s SA SDt * 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 F * null Site amplification factor at 1.0s CRS 0.911 Coefficient of risk (0.2s) CRt 0.896 Coefficient of risk (1.0s) PGA 0.543 MCEG 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 (s) SsRT 1.28 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.404 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.078 Factored deterministic acceleration value (0.2s) S1 RT 0.449 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.502 Factored uniform -hazard spectral acceleration (2% probability of Esperance Map data ©2022 Google --... — ui w Y-oI S1 D 0.834 Factored deterministic acceleration value (1.0s) PGAd 0.731 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. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design 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. 2018 International Building Code (Section 1613.5) Section 12.8 of ASCE 7-16 Site Class = D Ss = 1.28 figure 1613.5 (1) S1 = 0.45 figure 1613.5 (2) R = 6.0 ASCE 7-10 table 12.2-1 1 = 1.00 ASCE 7-10 table 11.5-1 hn = 9.00 building height (ft) Ct = 0.02 ASCE 7-10 table 12.8-2 Fa = 1.0 table 1615.1.2(1) FV = 1.6 table 1615.1.2(2) SMS = 1.28 equation 16-37 SM1 = 0.72 equation 16-38 SIDS = 0.85 equation 16-39 SD1 = 0.48 equation 16-40 Cu = 1.4 ASCE 7-10 table 12.8-1 T = 0.15 ASCE 7-10 12.8.2 Calculated Seismic Response Coefficient (ASCE 7-10) Cs = 0.14 equation 12.8-2 governs Cs max = 0.55 equation 12.8-3 Cs min = 0.04 equation 12.8-4 Approximate Fundamental Period (ASCE 7-10 9.5.5.3.2) Ta = 0.10 equation 12.8-7 X = 0.75 ASCE 7-10 table 12.8-2 Seismic Base Shear (ASCE 7-10 9.5.5.2) V = Cs W equation 12.8-1 V = 0.14 W ATCHazards by Location Search Information Address: 22408 95th PI W, Edmonds, WA 98020, USA Coordinates: 47.7954883,-122.360057 Elevation: 377 ft Ti mestamp: 2022-03-26T05:27:05.523Z Hazard Type: Wind LINE PARK GHBORHOOD 220th St SW 0 377 ft 3 G PCC Community s Markets - Edmonds 19 228th St SW Go gle n m Esperance ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed MRI25-Year 73 mph MRI25-Year 79 mph MRI50-Year 78 mph MRI50-Year 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category 1 92 mph Risk Category 1 100 mph Risk Category II 97 mph Risk Category II 110 mph Risk Category III 104 mph Risk Category III -IV 115 mph Risk Category IV 108 mph WinCo F Map data ©2022 Google 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. 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. 2018 International Building Code (Section 1609) ASCE 7-16 (Chapters 26-31) Simplified Wind Load Method (2609.6) Shall not apply to buildings sited on the upper half of an isolated hill or escarpment with the following conditions: Hill or escarpment is equal or greater than 60' in Exposure B, 30' in Exposure C Maximum average slope of the hill exceeds 10% Hill or escarpment is unobstructed upwind by other topographhic features for a distance 50x the height of the hill or 1 mile, whichever is less. Shall apply to buildings with the following conditions: Simple diaphragm: Wind loads are transmitted through horizontal floor and roof diaphragms to vertical lateral -force -resisting systems. Building has a fundamental natural frequency less than 1 hertz Response charateristics do not include: Across wind loading, vortex shedding, instability caused by gallopoing or flutter. Site characteristics do not create wind channeling or buffeting caused by upwind obstructions No expansion joints or seperations Regular shape with approximate symmentrical cross section and roof slopes not exceeding 45 degrees. Enclosed Building (see 2609.2 egns 26-31 and 26-32) Basic Wind Speed (ASCE 6.5.4, figure 6-1) 90 Ps = /'� Kzt1w ps30 (eqn 16-34) Importance Factor (ASCE 7-05 table 6-1) Iw 1.00 Height and Exposure Adjustment coefficient = Exposure (ASCE 6.5.6.3) B Roof Slope (x / 12) 4 Topographic Effects Kzt (ASCE 7-05 6.5.7) 1.00 Simplified Design Wind Pressure (load case 1) horizontal vertical overhangs level A B C D E F G H Eoh Goh ps15 = 17.8 -4.7 11.9 -2.6 -15.4 -10.7 -10.7 -8.1 -21.6 -16.9 ps20 = 17.8 -4.7 11.9 -2.6 -15.4 -10.7 -10.7 -8.1 -21.6 -16.9 Ps25 = 17.8 -4.7 11.9 -2.6 -15.4 -10.7 -10.7 -8.1 -21.6 -16.9 ps30 = ps35 = 17.8 -4.7 11.9 -2.6 12.5 -2.7 -15.4 -10.7 -10.7 -8.1 -16.2 -11.2 -11.2 -8.5 -21.6 -22.7 -16.9 -17.7 18.7 -4.9 ps40 = 19.4 -5.1 13.0 -2.8 -16.8 -11.7 -11.7 -8.8 -23.5 -18.4 ps45 = 19.9 -5.3 13.3 -2.9 -17.2 -12.0 -12.0 -9.1 -24.2 -18.9 ps50 = 20.6 -5.5 13.8 -3.0 -17.9 -12.4 -12.4 -9.4 -25.1 -19.6 ps55 = 21.2 -5.6 14.2 -3.1 -18.3 -12.7 -12.7 -9.6 -25.7 -20.1 ps60 = 21.7 -5.7 14.5 -3.2 -18.8 -13.1 -13.1 -9.9 -26.4 -20.6 1609.6.2.1.1 Minimum loading in zones A, B, C, D shall not be less than 10psf. Minimum loading in zones E, F, G, H shall not be greater than or equal to ZERO psf.