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REVIEWED RESUB1 BLD2022-0292+STRUC CALCS+4.6.2022_4.38.14_PM+2786920RESUB Apr 07 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT INC BLD2022-0292 #22026 Structural Calculations For: MYERS RESIDENCE REVIEWED BY CITY OF EDMONDS Design Criteria: IBC 2018 SHED AT 809 Walnut Street Edmonds, WA 04/06/2022 180 Nickerson St. Suite 302 Seattle, WA 98109 (206)285-4512(V) (206)285-0618(F) MNagamatsu@ctengineering. com Live Loads: Roof Snow = 25 psf Seismic: Ss = 145%, S1 = 52%, Site Soil Class = D, R = 6.5 Wind: Wind Speed = 110 mph (USD) 85 mph (ASD), KZt = 1.00 Exposure B Google Maps 809 WALNUT STREET EDMONDS, WA • �. -tea• ♦:i9_- s� `7 r; \44; I To exisnrvsl I I PI2mP05E I 6A EN SHEDS HEED o 1 L �55z sF I yy I „7� I I NEw • 5 TBA K O � ego• n I EXISTING ° DEGK " \ O \ I O \I \ EXISTINGCL \ x J „ HIb2OUSE 2B EXISTING DRIVEGHAY \ QN Oz \ PL 75.00' \ \ SIDEWALK �2 I GRB AFR2oPLH J- VE V V V _V�vMMV�V WALNUTvSTREEs V� s — — L —:s — - CT INC 180 Nickerson St. Suite 302 Seattle, WA 98109 (206)285-4512(V) (206) 285-0618(F) Design Summary Myers Residence - Shed Backvard Wood Structure DESIGN SUMMARY: The proposed project is a detached backyard shed approximately 350 square feet. The structure will be single story wood framed with wood 2x wood rafters for the roof and wood framed walls. Foundations are conventional footings with a slab -on -grade. All structural design is based on the requirements of the 2015 IBC and ASCE 7-10. Lateral Design: The lateral design is based on a "three sided box" where the west side of the structure has a continuous clerestory window the full length of the structure. Additional shear to the east -west walls were added due to this effect. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current IBC code. 2of21 SHEET TITLE: LOAD SUMMARY CT PROJECT # : 22026 Myers Shed ROOF Roofing - membrane 2.5 psf 1/2" Plywood Sheathing 1.5 psf 2x12 Rafters @ 24" oc 2.3 psf Insulation 2.0 psf 1/2" Gypsum Ceiling 2.2 psf Elect/Mech 1.0 psf Miscellaneous 0.5 psf ROOF DEAD LOAD 12.0 PSF ROOF LIVE LOAD (SNOW) 25.0 PSF 3of21 I N 0, Prolect:MYERS RESIDENCE -SHED Client Date: Page Number: 180 Nickerson St. Suite 302 Seattle, WA 98109 (206)285-4512 FAX: (206)285-0618 FASCIA CV LL CV fn LL f- -1 U) RAFTER i m i i i CV N U BM-2 LL U) FASCIA ROOF FRAMING MAP Structural Engineers Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 28 FEB 2022, 5:47AM File: 22026Myers Shed.ec6Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06002997 C.T. ENGINEERING uescrlptlon : Wood Beam Design: Rafter Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2x12, Sawn, Fully Braced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: Hem -Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0120, S = 0.0250 k/ft, Trib= 2.0 ft Design Summary Max fb/Fb Ratio = 0.781 : 1 fb : Actual : 877.74 psi at 8.000 ft in Span # 2 Fb: Allowable: 1,124.13 psi Load Comb: +D+S+H Max fv/FvRatio = 0.284 : 1 fv : Actual : 49.01 psi at 15.147 ft in Span # 2 Fv: Allowable: 172.50 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W E Left Support 0.27 0.50 Right Support 0.27 0.50 Wood Beam Design: BM-1 2x12- 2x12 '42x12 2.0 ft y 16.0 ft 2.0 ft Max Deflections T H Transient Downward 0.298 in Total Downward 0.460 in Ratio 644 Ratio 417 LC: S Only LC: +D+S+H Transient Upward -0.115 in Total Upward -0.177 in Ratio 418 Ratio 270 LC: S Only LC: +D+S+H Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2-2x12, Sawn, Fully Braced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: Hem -Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0120, S = 0.0250 k/ft, Trib=10.0 ft Design Summary D(0.120) S(0 250) Max fb/Fb Ratio = 0.989 : 1 fb : Actual : 966.93 psi at 5.250 ft in Span # 1 Fb: Allowable: 977.50 psi Load Comb: +D+S+H L 2-2x12 Max fv/FvRatio = 0.414 : 1 10.50 ft fv : Actual : 71.37 psi at 9.590 ft in Span # 1 - Fv: Allowable: 172.50 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W E H Left Support 0.63 1.31 Right Support 0.63 1.31 Transient Downward 0.149 in Ratio 848 LC: S Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.220 in Ratio 573 LC: +D+S+H Total Upward 0.000 in Ratio 9999 LC: 5of21 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 28 FEB 2022, 5:47AM File: 22026Myers Shed.ec6Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, ` Build:12.20.8.24Lic. #: KW-06002997 C.T. ENGINEERING Wood Beam Design: BM-2 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2-2x8, Sawn Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: Hem -Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0120, S = 0.0250 k/ft, Trib= 3.0 ft Design Summary Max fb/Fb Ratio = 0.228 : 1 fb : Actual : 267.67 psi at 3.250 ft in Span # 1 Fb: Allowable: 1,173.00 psi Load Comb: +D+S+H Max fv/FvRatio = 0.118 : 1 fv : Actual : 20.40 psi at 0.000 ft in Span # 1 Fv: Allowable: 172.50 psi Load Comb: +D+S+H Max Reactions (k) D L Lr s W E Left Support 0.12 0.24 Right Support 0.12 0.24 Wood Beam Design: Fascia D(0.0360) S(0.0750) e 2-2x8 6.50 ft H Transient Downward 0.024 in Total Downward 0.036 in Ratio 3189 Ratio 2155 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2x12, Sawn, Fully Braced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: Hem -Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Unif Load: D = 0.0120, S = 0.0250 k/ft, Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.718. 1 fb : Actual : 701.63 psf at 10.000 ft in Span # 1 Fb: Allowable: 977.50 psi Load Comb: +D+S+H Max fv/FvRatio = 0.173 : 1 fv : Actual : 29.82 psi at 19.067 ft in Span # 1 Fv: Allowable: 172.50 psi Load Comb: +D+S+H Max Reactions (k) D L Lr s W E Left Support 0.12 0.25 Right Support 0.12 0.25 D(0.0120) S(0.0250) ® 2x12 20.0 ft H Transient Downward 0.391 in Total Downward 0.579 in Ratio 613 Ratio 414 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 6of21 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 28 FEB 2022, 5:47AM File: 22026Myers Shed.ec6Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Wood Beam Design : Fascia 2 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: W2, Sawn, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species: Hem -Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0120, S = 0.0250 k/ft, TO=1.0 ft Point: D = 0.120, S = 0.250 k @ 8.0 fi Design Summary Max fb/Fb Ratio = 0.494 : 1 fb : Actual : 311.09 psi at 6.000 ft in Span # 1 Fb: Allowable: 629.98 psi Load Comb: +D+S+H Max fv/FvRatio = 0.266 : 1 fv : Actual : 36.71 psi at 6.000 ft in Span # 1 Fv : Allowable: 138.00 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W E H Transient Downward 0.018 in Total Downward 0.027 in Left Support 0.00 -0.02 Ratio 2608 Ratio 1774 Right Support 0.24 0.47 LC: S Only LC: +D+S+H Transient Upward -0.007 in Total Upward -0.009 in Ratio 9999 Ratio 7686 LC: S Only LC: +D+S+H 7of21 G T I N 0. ProjecC MYERS RESIDENCE - SHED Client: FOUNDATION MAP 180 Nickerson St. Sulte 302 Seattle, WA 98109 Date: (2116) 285•4512 PAX: Page Number: _ (206) 285-0618 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Wall Footing KW-06002997 DESCRIPTION: Typ Thickened Edge Footing Code References Software Printed: 28 FEB 2022, 8:33AM File: 22026 Myers Shed.ec6 INC. 1983-2020. Build:12.20.8.24 Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface ft Min Steel % Bending Reinf. = Allow. Pressure Increase per foot of depth - ksf Min Allow % Temp Reinf. = 0.00180 when base footing is below = ft Min. Overturning Safety Factor = 1.0 : 1 Increases based on footing Width Min. Sliding Safety Factor = 1.0 : 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 1.50 ksf Dimensions Reinforcing Footing Width = 0.830 ft Footing Thickness = 12.0 in Bars along X-X Axis Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete... # of Bars in 12" Width = 2 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4 from center of footing = 0 in 6. �B x N 5• -#9 Ba , X-X Z Applied Loads D Lr L S W E H P : Column Load = 0.240 0.250 k OB : Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing 9of21 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 28 FEB 2022, 8:33AM Wall Footing File: 22026 Myers Shed.e KW-06002997 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: Typ Thickened Edge Footing DESIGN SUMMARY - • • Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.4902 Soil Bearing 0.7354 ksf 1.50 ksf +D+S+H PASS 0.000595 Z Flexure (+X) 0.009142 k-ft 15.353 k-ft +1.20D+1.60L+0.50S+1 PASS 0.000595 Z Flexure (-X) 0.009142 k-ft 15.353 k-ft +1.20D+1.60L+0.50S+1 PASS n/a 1-way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc -X +X Ratio +D+H 1.50 ksf 0.0 in 0.4342 ksf 0.4342 ksf 0.289 +D+L+H 1.50 ksf 0.0 in 0.4342 ksf 0.4342 ksf 0.289 +D+Lr+H 1.50 ksf 0.0 in 0.4342 ksf 0.4342 ksf 0.289 +D+S+H 1.50 ksf 0.0 in 0.7354 ksf 0.7354 ksf 0.490 +D+0.750Lr+0.750L+H 1.50 ksf 0.0 in 0.4342 ksf 0.4342 ksf 0.289 +D+0.750L+0.750S+H 1.50 ksf 0.0 in 0.6601 ksf 0.6601 ksf 0.440 +D+0.60W+H 1.50 ksf 0.0 in 0.4342 ksf 0.4342 ksf 0.289 +D+0.70E+H 1.50 ksf 0.0 in 0.4342 ksf 0.4342 ksf 0.289 +D+0.750Lr+0.750L+0.450W+H 1.50 ksf 0.0 in 0.4342 ksf 0.4342 ksf 0.289 +D+0.750L+0.750S+0.450W+H 1.50 ksf 0.0 in 0.6601 ksf 0.6601 ksf 0.440 +D+0.750L+0.750S+0.5250E+H 1.50 ksf 0.0 in 0.6601 ksf 0.6601 ksf 0.440 +0.60D+0.60W+0.60H 1.50 ksf 0.0 in 0.2605 ksf 0.2605 ksf 0.174 +0.60D+0.70E+0.60H 1.50 ksf 0.0 in 0.2605 ksf 0.2605 ksf 0.174 Overturning Stability Units: k-ft Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis &Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi*Mn k-ft Side ? or Top ? inA2 inA2 inA2 k-ft Status +1.20D+1.60L+0.50S+1.60H 0.009142 -X Bottom 0.2592 Min Temp % 0.4 15.353 OK +1.20D+1.60L+0.50S+1.60H 0.009142 +X Bottom 0.2592 Min Temp % 0.4 15.353 OK One Way Shear Units : k Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Vu / Phi*Vn Status +1.20D+1.60L+0.50S+1.60H 0 psi 0 psi 0 psi 75 psi 0 OK 10 of 21 Client: I N 0. MYERS RESIDENCE - SHED Date: A I L A � ( A. - 2- Page Number: 180 Nickerson St. Suite 302 Seattle, WA 98109 (206) 285-4512 PAX: (206) 285-0618 w SCE AMERICAN SOCIETY OF CIVIL ENGINEERS Address: 809 Walnut St Edmonds, Washington 98020 ASCE 7 Hazards Report Standard: ASCE/SEI 7-22 Elevation: 221.19 ft (NAVD 88) Risk Category: 11 Latitude: 47.807477 Soil Class: D - Stiff Soil Longitude:-122.368943 fi�r� i 4 Cwc '`> c.�.r Spiayua sl = rrlrrn rds 5'• Q Be II Si L Edmonds m W,n tiE F. 5 �� C`ee•y rrn� o�y'tdn st c.�L.r a N # Maple Way a A•Uple St c w Yvr•1 F."' v Alrter $1 Hr-% rr CACcdor SL �, } spruce St �0n a 44r � L.i.11 •_ �! C+ fg5tin Si s Pi- S1 r". t 21G 1h st S 51 L c F. is y9, Lri FYatiled i 2171h C, SVJ Y Eni Wind Results: Wind Speed 10-year MRI 25-year MRI 50-year MRI 100-year MRI 10,000-year MRI 100,000-year MRI 1,000,000-year MRI Data Source: Date Accessed: 98 Vmph 67 Vmph 73 Vmph 78 Vmph 83 Vmph 118 Vmph 136 Vmph 154 Vmph U. I Hoop Club litlnmq war kra��..n Srqunm 5n ;JS �I L Yn nv.'f:OA C:r rt: ,M V. •� ei.�ii.e ✓,-r�'�� L anm 511 ch�r°Ilnc Lk 1,.vkl kiiue ,di �I Lz Kirklmd ASCE/SEI 7-22, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Fri Feb 18 2022 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. https://asce7hazardtool.online/ Pa e 1 of 4 Fri Feb 18 2022 11 of 21 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: Results: PGA M : SMS SM, SDS SD1 0.53 TL 6 1.57 SS 1.45 1.1 S, 0.52 1.05 SDC 0.73 VS30 260 NAidti-Parind M(.Fo Snartnirn Sa(g)vs T(s) $ 10 1 6 Two -Period MICE RSpectrum 1.2 t4 6 r 1-0 % 1.2 • 0_S 1.0 0_9 0.6 0_B 0.4 10 0.4 0.2 0.2 0 — 0 0 - 7 0 Se, (g)vs T(s) Multi -Period Design Spectrum Sa(g) vs T(s) Two -Period Design Spectrum Sa(g) vs T(s) MCER Vertical Response Spectrum Design Vertical Response Spectrum Vertical ground motion data has not yet been made Vertical ground motion data has not yet been made available by USGS. available by USGS. https://asce7hazardtool.online/ Pa 2 o 4 Fri Feb 18 2022 I N 0, Project:MYERS RESIDENCE - SHED Date: Client SW1A Page Number: SW1 B Cn 180 Nickerson St. Suite 302 Seattle, WA 98109 (206)285-4512 FAX: (206)285-0618 Structural Engineers 2018 IBC SEISMIC OVERVIEW SHEET TITLE: 2018 IBC SEISMIC OVERVIEW CT PROJECT # : 22026 Myers Shed Step # 2018 IBC ASCE 7-16 1. OCCUPANCY CATEGORY TYPE = II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 -> ASCE Table 1.5-2 3. Site Class - Per Geo. Engr. S.C. = D Section 1613.2.2 Section 11.4.3 / Ch. 20 Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 1.450 Figure 1613.2.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 0.520 Figure 1613.2.1(2) Figure 22-2 Latitude = 47.807 N Longitude=122.368 W U.S. Seismic Design Maps (seismicmaps.org) 6. Site Coefficient (short period) Fa= 1.500 Figure 1613.2.3(1) Table 11.4-1 7. Site Coefficient (1.0 second) Fv = 1.500 Figure 1613.2.3(2) Table 11.4-2 SMs= Fa * Ss SMs= 2.175 EQ 16-36 EQ 11.4-1 SM1= Fv' S1 SM1= 0.780 EQ 16-37 EQ 11.4-2 SDs = 2/3 ' SMs SDs = 1.450 EQ 16-38 EQ 11.4-3 SD1 = 2/3' SM1 SD1 = 0.520 EQ 16-39 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs = D Table 1613.2.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.2.5(2) Table 11.6-2 10. Seismic Design Category SDC = D Max. Max. 11.(N&S) Wood structural panels --- --- N/A Table 12.2-1 12.(N&S) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(N&S) Overstrength Factor �?o - 2.5 N/A Table 12.2-1 14.(N&S) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 11.(E&W) Wood structural panels --- --- N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor �?o - 2.5 N/A Table 12.2-1 14.(E&W) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 15 of 21 2018 IBC EQUIV.LAT.FORCE N&S SHEET TITLE: N&S: 2018 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 CT PROJECT # : 22026 Myers Shed SDS = 1.450 h = 12.00 (ft) Sp, = 0.520 x = 0.75 ASCE 7-16 (Table 12.8-2) R = 6.500 Ct = 0.020 ASCE 7-16 (Table 12.8-2) IE = 1.000 T = 0.129 ASCE 7-16 (EQ 12.8-7) S, = 0.520 k = 1 ASCE 7-16 (Section 12.8.3) TL = 6 ASCE 7-16 (Section 11.4.6: Figure 22-14) CS = SDS / (R/IE) 0.223 W ASCE 7-16 (EQ 12.8-2) CS = Sp, / (T*(R/IE)) (for T<TO 0.620 W ASCE 7-16 (EQ 12.8-3) (MAX.) CS = (SD, * TL)/ (T2*(R/IE)) (for T> TO 0.000 W ASCE 7-16 (EQ 12.8-4) (MAX.) Cs = 0.044 * SDS . IE > 0.01 0.010 W ASCE 7-16 (EQ 12.8-5) (MIN.) Cs = (0.5 S,)/(R/IE) 0.040 W ASCE 7-16 (EQ 12.8-6) (MIN.if S,> 0.6g) CONTROLLING DESIGN BASE SHEAR = 0.223 W DIAPHR. Story Elevation Height AREA DL LEVEL Height (ft) h; (ft) (sgft) (ksf) Roof --- 12.00 12.00 520 0.022 Slab 12.00 0.00 0.00 0 0.000 0.00 0.00 0.00 0 0.000 0.00 SUM = E=V= E/1.4 = (EQ 12.8-11) (EQ 12.8-12) COX = w; w; * h;" wX * h, DESIGN (kips) (kips) Ewi * h;" Vi 11.44 137.3 1.00 1.82 0 0.0 0.00 0.00 0 0.0 0.00 0.00 11.4 137.3 1.00 1.82 2.55 (LRFD) 1.82 (ASD) DIAPHRAGM FORCES PER ASCE 7-16 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. F; >' F; w; w; FPX = `'F; * wPX 0.4 * SDS* IE * WP LEVEL (kips) (kips) (kips) (kips) (kips) >'w; FPX Max. Roof 1.82 1.82 11.4 11.4 3.32 1.82 6.64 Slab 0.00 1.82 0.0 11.4 0.00 0.00 0.00 0.00 1.82 0.0 11.4 0.00 0.00 0.00 SUM DESIGN Vi 0.2 * SDS* IE * WP FPX Min. 3.32 0.00 0.00 1.82 1.82 1.82 16 of 21 ASCE 7-16 WIND PART 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-16, CHAPTER 28, PART 2, SECTION 28.5 CT PROJECT # : 22026 Myers Shed N-S E-W F-B S-S 2018IBC ASCE 7-16 Parapet Elevation (ft) = 12.00 12.00 Roof Plate Ht. = 12.00 12.00 Roof Mean Ht. = 12.00 12.00 ft. --- --- Building Width = 22.00 16.00 ft. V ult. Wind Speed 3S-GW= 110 110 mph Figures 1609.3 (1 to 4) Fig. 26.5-1 Athru C V asd. Wind Speed 3s_Guat= 85 85 mph (EQ 16-33) ATC Hazards by Location (atcouncil.org) Exposure= B B section 1609.4 Section 26.7.3 Roof Type = Ps30 A = PS30 B = P830 C = PS30 D = % _ Kr = windward/lee = X * Kn * windward/lee Ps=X*Kzt*pa30= PSA = Ps B Ps c = PSD= Mono Mono 21.6 21.6 psf (LRFD) 9.0 9.0 psf (LRFD) 14.4 14.4 psf (LRFD) 5.2 5.2 psf (LRFD) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 21.60 21.60 psf (LRFD) 9.00 9.00 psf (LRFD) 14.40 14.40 psf (LRFD) 5.20 5.20 psf (LRFD) Ps Aand caverage- 18.0 18.0 psf (LRFD) PS Band D average = 7.1 7.1 psf (LRFD) a= 3 3 2a= 6 6 width - 2*2a = 10 4 Building, enclosed per 26.2 definitions Figure 28.5-1 Figure 28.5-1 Figure 28.5-1 Figure 28.5-1 Figure 28.5-1 Section 26.8 (Eq. 28.5-1) (Eq. 28.5-1) (Eq. 28.5-1) (Eq. 28.5-1) (Eq. 28.5-1) Figure 28.5-1 (End Unit) (End Unit) windward/lee= 1.00 1.00 MAIN WIND FORCE RESISTING SYSTEM PER ASCE 7-16 Areas (N-S) Areas (E-W) (N-S) (E-W) Wind (N-S) (LRFD) Wind (E-W) (LRFD) 1.00 1.00 1.00 1.00 16 psf min. 16 psf min. DIAPHR. Story Elevation Height AA Ac AD As AA AB Ac AD wind(LRFD) wind(LRFD) WIND SUM WIND SUM LEVEL Height (ft) hi (ft) h (ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) (sq. ft) per 28.5.4 per 28.5.4 Vi (N-S) V (N-S) Vi (E-W) V (E-W) 12.00 0.0 0 0 0 0 0 0 0 0 Roof --- 12.00 12.00 6.0 72 0 60 0 72 0 24 0 2.1 1.5 2.42 2.42 1.90 1.90 Slab 12.00 0.00 0.00 6.0 72 0 60 0 72 0 24 0 2.1 1.5 2.42 4.84 1.90 3.80 0.00 0.00 0.00 0.0 0 0 0 0 0 0 0 0 0.0 0.0 0.00 4.84 0.00 3.80 0.00 0.00 0.00 AF= 264 AF= 192 4.2 3.1 V (n-s)= 4.84 V (e-w)= 3.80 kips(LRFD) kips(LRFD) kips kips 00 O h IV ASCE 7-16 WIND SUMMARY SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM - LOADS FROM ASCE 7-16 CHAPTER 28, PART 2 CT PROJECT # : 22026 Myers Shed MAIN WIND Min Design(Max.Load) Min.Design(Max.Load) Wind (N-S) (LRFD) Wind (E-W) (LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LEVEL Height (ft) hi (ft) Vi (N-S) V (N-S) Vi (E-W) V (E-W) Roof --- 12.00 12.00 2.42 2.42 1.90 1.90 Slab 10.25 0.00 0.00 2.42 4.84 1.90 3.80 0.00 0.00 0.00 0.00 4.84 0.00 3.80 0.00 0.00 0.00 0.00 4.84 0.00 3.80 V (n-s)= 4.84 V (e-w)= 3.80 kips(LRFD) kips(LRFD) DESIGN WIND Wind (N-S) (LRFD) Wind (E-W) (LRFD) Wind (N-S) (ASD) Wind (E-W) (ASD) 0.6*W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi (ft) Vi (N-S) V (N-S) Vi (E-W) V (E-W) Vi (N-S) V (N-S) Vi (E-W) V (E-W) Roof --- 12.00 12.00 2.42 2.42 1.90 1.90 1.45 1.45 1.14 1.14 Slab 12.00 0.00 0.00 2.42 4.84 1.90 3.80 1.45 2.90 1.14 2.28 0.00 0.00 0.00 0.00 4.84 0.00 3.80 0.00 2.90 0.00 2.28 0.00 0.00 0.00 0.00 4.84 0.00 3.80 0.00 2.90 0.00 2.28 V (n-s)= 4.84 V (e-w)= 3.80 V (n-s)= 2.90 V (e-w)= 2.28 kips(LRFD) kips(LRFD) kips ASD ki s ASD SHEET TITLE: 2018 IBC SHEARWALLS: PER ANSI/AF&PA SDPWS-2015 Table 4.3A CT PROJECT # : 22026 Myers Shed SHEATHING THICKNESS tsheathing = 7/16" wall studs 16" O.C. max NAIL SIZE nail size = 0.131 8d common STUD SPECIES SPECIES = HF #2 SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 5/8" ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16" w/ 8d common V seismic V s allowable V wind V w allowable (SDPWS-2015) modify per S. G. (SDPWS-2015) modify per S. G. (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) --- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 19 of 21 SHEET TITLE: LATERAL - N & S (F TO B) CT PROJECT # : 22026 Myers Shed Diaph. Level: Roof Panel Height = 12 ft. Seismic V i = 1.82 kips Design Wind N-S V i = 1.45 kips Max. aspect = 3.5 SDPWS Table 4.3.4 Sum Seismic V i = 1.82 kips Sum Wind N-S V i = 1.45 kips Min. Lwall = 3.43 ft. (0.6 - 0.14Sds) D + 0.7 p Qe 0.61D+W per SDPWS-2015 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall % Dist T.A. Lwall LDLeff. L resist Co w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Umt U... OTM ROTM Umt US.. U... (sqft) (ft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) HD SW1A 0.50 260 16.0 16.0 16.0 1.00 0.16 0.73 0.53 0.91 0.66 1.00 1.00 128 P6TN P6TN 78 24.5 7.9 1.08 1.08 15.07 11.98 0.20 0.20 1.08 - SW1B 0.50 260 9.5 12.0 12.0 1.00 0.16 0.73 0.53 0.91 0.66 1.30 1.00 215 P6 P6TN 132 24.5 4.5 1.77 1.77 15.07 6.74 0.73 0.73 1.77 - 1.00 520 25.5 25.5 = L eff. 1.45 1.06 1.82 1.32 E V wind 2.51 E V,, 3.14 N O O N 3 SHEET TITLE: LATERAL - E & W (S TO S) CT PROJECT # : 22026 Myers Shed Diaph. Level: Roof Panel Height = 12 ft. Seismic V i = 1.82 kips Design Wind N-S V i = 1.14 kips Max. aspect = 3.5 SDPWS Table 4.3.4 Sum Seismic V i = 1.82 kips Sum Wind N-S V i = 1.14 kips Min. Lwall = 3.43 ft. per SDPWS-2015 (0.6 - 0.14Sds) D + 0.7 p Qe 0.6D + W Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall % Dist T.A. Lwall LDL eff. L resist Co w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usnm OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) HD SW2 1.00 520 22.0 22.0 22.0 1.00 0.22 1.14 0.00 1.82 0.00 1.00 1.00 83 P6TN P6TN 52 21.9 21.1 0.03 0.03 13.69 31.94 -0.86 -0.86 0.03 - 1.00 520 22.0 22.0 = L eff. 1.14 0.00 1.82 0.00 EVwind 1.14 EVE, 1.82