1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E - Plan

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Lateral Calcs. (1)IBC 2021 Lateral Seismic Calculations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number :2021.01.20 Latest Revision Date :1/20/2021 Frame Description / Location: Project No.: Building Data Input Echo:Building A Description: Engineer : Occupancy Category II Date : Seismic Force Resisting System Fixed Base Cantilevered Column Systems Conforming to OMF Gable/Single Slope Single Slope Width 22.50 feet Length 211.15 feet Distance to Ridge 00.00 feet Roof Slope, s:12 -1.57 : 12 Low Eave Height 12.60 feet High Eave Height 15.54 feet Mean Roof Height 14.07 feet Bay Width 34.00 feet Frame Located at Bay: Left Endwall Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):34.00 feet Wall Length Exterior Wall #4 (Back SW):34.00 feet Roof concentrated loads: Mezzanine Information:Crane Information: Is Mez #1 or #2 Considered a Story? Loading Area - Mezzanine #1:Quantity of Cranes / Bay - Aisle #1:* Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1:** Loading Area - Mezzanine #2:Quantity of Cranes / Bay - Aisle #2:* Concentrated Loads - Mezzanine #2:Length of Runway - Aisle #2:** Seismic Data Input Echo:Quantity of Cranes / Bay - Aisle #3:* Length of Runway - Aisle #3:** Short period response acceleration, Ss Ss = 1.329 1-second period response acceleration, S1 S1 = 0.473 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa:Fa = 1.20 Site Coefficient Fv:Fv = 1.83 ***Note: Max spectral response for short periods (Eq 11.4-1):Sms = 1.595 Max spectral response for 1-second period (Eq 11.4-2):Sm1 = 0.864 Design spectral response for short periods (Eq 11.4-3):Sds = 1.063 Design spectral response for 1-second periods (Eq 11.4-4):Sd1 = 0.576 Seismic Design Category:D Response Modification Coefficient, R:1.25 *** System Overstrength Factor, WO:1.25 *** Deflection Modification Factor, Cd:1.25 *** Building Period Coefficient, Ct:0.02 Approximate Fundamental Period, Ta (Eq 12.8-7):0.145 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1)5.25 kips Redundancy Factor, ρ 1.30 Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6)0.851 Distribution Exponent, k 0.00 Alt. Roof Weight:Alt. Panel Load: Multistory Distribution 8.07 psf 0.233 kips/ft Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist.Seismic Force Seismic Base Moment Frame Uniform Loads Wx hx Factor, Cvx Fx M Roof Weight:Panel Load: Roof Loads 6172 lbs 14.07 feet 6172 5.25 kips 73.86 ft-kips 8.07 psf 0.233 kips/ft 0 lbs --------Frame Concentrated Loads Load Elevation 0 lbs 6.30 feet ------ 0 lbs 7.77 feet ------ Crane Aisle #1 0 lbs ------------ Crane Aisle #2 0 lbs ------------ Crane Aisle #3 0 lbs ------------ Mezzanine #1 0 lbs ------------ Mezzanine #2 0 lbs ------------ Totals 6172 lbs --6172 5.25 kips 73.86 ft-kips Frame Base Shear:5.250 kips 0.000 kips 11.27 feet 0.000 kips 14.21 feet Exterior Wall #2 (Front SW) Loads Exterior Wall #4 (Back SW) Loads ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force- resisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that direction. The deflection amplification factor, Cd, and the over-strength factor, Ωo, shall be consistent with R required in that direction; excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to be designed for the least value of R for each independent line of reference. Please refer to ASCE 7 12.8.2 and table 12.8-1 for Fundamental Periods for strength design, for seismic story drift checks ONLY there is no upper limit stated Interior Wall #5 (Partition) Loads C23F6009A Samueli Academy - BP-CP1 AA 5/24/2023 Page 1 of 1 5/24/2023 14 1901 N Fairview St & Bldg A, B, C, F & 1919 N Fairview St Bldg E 4/11/2024