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Longitudinal Calcs.IBC 2021 Longitudinal Seismic Calculations: <br />Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8)Spreadsheet Revision Number :2021.01.20 <br />Latest Revision Date :1/20/2021 <br />Building Data Input Echo:Building A Project No.: <br />Description: <br />Occupancy Category II Engineer : <br />Low SW Force Resisting System Fixed Base Cantilevered Column Systems Conforming to OMF Date : <br />High SW Force Resisting System Fixed Base <br />Gable/Single Slope Single Slope <br />Width 22.50 feet <br />Length 211.15 feet <br />Distance to Ridge 00.00 feet <br />Roof Slope, s:12 -1.57 : 12 <br />Low Eave Height 12.60 feet <br />High Eave Height 15.54 feet <br />Mean Roof Height 14.07 feet <br />Hardwall Information: <br />Roof Concentrated Load Information:Wall Length Exterior Wall #2 (Front SW):211.15 feet <br />Wall Length Exterior Wall #4 (Back SW):211.15 feet <br />Roof concentrated loads:Wall Length Interior Wall #5 (Partition):22.50 feet <br />Quantity of Partition Walls (Wall #5): <br />Mezzanine Information: <br />Crane Information: <br />Is Mez #1 or #2 Considered a Story? <br />Loading Area - Mezzanine #1:Quantity of Cranes - Aisle #1:* <br />Concentrated Loads - Mezzanine #1:Length of Runway - Aisle #1: <br />Quantity of Ind. Crane Columns - Aisle #1: <br />Loading Area - Mezzanine #2: <br />Concentrated Loads - Mezzanine #2:Quantity of Cranes - Aisle #2:* <br />Length of Runway - Aisle #2: <br />Seismic Data Input Echo:Quantity of Ind. Crane Columns - Aisle #2: <br />Short period response acceleration, Ss Ss = 1.329 Quantity of Cranes - Aisle #3:* <br />1-second period response acceleration, S1 S1 = 0.473 Length of Runway - Aisle #3: <br />Quantity of Ind. Crane Columns - Aisle #3: <br />Seismic Data Output: <br />*Note: Enter quantity of cranes for one aisle only, DO NOT increase the <br />Occupancy Importance Factor, Ie 1.00 crane quantities when crane information is used for more than one aisle. <br />Site Coefficient Fa:Fa = 1.20 <br />Site Coefficient Fv:Fv = 1.83 <br />Max spectral response for short periods (Eq 11.4-1):Sms = 1.595 **Note: <br />Max spectral response for 1-second period (Eq 11.4-2):Sm1 = 0.864 <br />Design spectral response for short periods (Eq 11.4-3):Sds = 1.063 <br />Design spectral response for 1-second periods (Eq 11.4-4):Sd1 = 0.576 <br />Seismic Design Category:D <br />Response Modification Coefficient, R:1.25 ** <br />System Overstrength Factor, WO:1.25 ** <br />Deflection Modification Factor, Cd:1.25 ** <br />Building Period Coefficient, Ct:0.02 <br />Approximate Fundamental Period, Ta (Eq 12.8-7):0.145 <br />Seismic Load Output: <br />Seismic Base Shear, V (Eq 12.8-1)32.60 kips Redundancy Factor, ρ 1.30 <br />Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6)0.851 Distribution Exponent, k 0.00 <br />Multistory Distribution <br />Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist.Seismic Force Seismic Base Moment <br />Wx hx Factor, Cvx Fx M <br />Roof Loads 38329 lbs 14.07 feet 38329 32.60 kips 458.68 ft-kips Bracing Uniform Loads <br />0 lbs 7.06 feet ------Roof Snow:-- <br />Seismic Dead W:8.07 psf <br />0 lbs 7.06 feet ------Total Seismic W:8.07 psf <br />Seismic Factor:0.851 <br />0 lbs 7.06 feet ------Bracing Concentrated Loads <br />Load Elevation <br />0 lbs 6.30 feet ------ <br />0 lbs 7.77 feet ------ <br />Crane Aisle #1 0 lbs ------------ <br />Crane Aisle #2 0 lbs ------------ <br />Crane Aisle #3 0 lbs ------------ <br />Mezzanine #1 0 lbs ------------ <br />Mezzanine #2 0 lbs ------------ <br />Totals 38329 lbs --38329 32.60 kips 458.68 ft-kips Bracing Base Shear:32.601 kips <br />C23F6009A <br />Samueli Academy - BP-CP1 <br />AA <br />5/24/2023 <br />ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force- <br />resisting systems are used in combination to resist seismic forces in the same direction of <br />structural response, other than those combinations considered as dual systems, the more stringent <br />system limitation contained in Table 12.2-1 shall apply." The value of the response modification <br />coefficient, R, used for design in the direction under consideration shall not be greater than the <br />least value of R for any of the systems utilized in that direction. The deflection amplification <br />factor, Cd, and the over-strength factor, Ωo, shall be consistent with R required in that direction; <br />excluding buildings with a risk category of I or II, and flexible diaphragms. In which case, <br />resisting elements are permitted to be designed for the least value of R for each independent line <br />of reference.Please refer to ASCE 7 12.8.2 and table 12.8-1 for Fundamental Periods for strength design, for <br />seismic story drift checks ONLY there is no upper limit stated <br />Exterior Wall #2 (Front SW) Loads <br />Exterior Wall #4 (Back SW) Loads <br />Exterior Wall #1 (Left EW) Loads <br />---- <br />---- <br />Exterior Wall #3 (Right EW) Loads <br />Interior Wall #5 (Partition) Loads <br />Page 1 of 1 5/24/2023 <br />15 1901 N Fairview St & Bldg A, B, <br />C, F & 1919 N Fairview St Bldg E <br />4/11/2024