Seismic LoadsSheet No.namedateDesignProjectCheckBuldingApproveEarthquake Lateral Forces calculations according to ASEC7-10INPUT:2Calculations of straight-line interpolation for intermediate values of SsBuilding Occupancy CategoryITable 1-1111.40.41.4Importance FactorI1.00TABLE 11.5-12Calculations of straight-line interpolation for intermediate values of S1Response mod. coefficientR= 3.00TABLE 12.2-111212Mapped Acceleration Param. at short PeriodSs= 0.051gClause 11.4.1Mapped Acceleration Param. at Period 1sec.S1= 0.021gClause 11.4.1Period sec/ SaSoil Profile DescriptionStiff SoilTABLE 20.3-10.0000.0136Site ClassD0TABLE 20.3-1To0.0820.03400.0820Seismic Design CategorySDCBTABLE 11.6-1Ts0.4120.03400.0821Structure TypeAll other structural systemsTABLE 12.8-20.6910.02030.4120Ct= 0.0488TABLE 12.8-20.9710.01440.4121x= 0.75TABLE 12.8-21.2500.01120.13802724370Story Countn= 11.5290.00920.13802724371Live Load portion to be considered in base shear calc.= 0.251.8090.00772.0880.0067StoryDead Loads[KN]Live Loads [KN]Total [KN]Story Height [m]2.3680.00591372450.00484.542.6470.0053Structure TypeCtxCt [ft]21337178.001381.542.9260.0048Steel moment-resisting frames0.07240.80.0283167.62588.44314.732.83.2060.0044Concrete moment-resisting frames0.04660.90.0164167.62588.44314.732.83.4850.0040Eccentrically braced steel frames0.07310.750.035228286.13299.531253.43.7650.0037All other structural systems0.04880.750.02604.0440.0035704.3240.0032804.6030.0030TABLE 20.3-1 SlTE CLASSIFICATION904.8820.0029Soil Profile DescriptionSoil Profile Type1005.1620.0027Hard RockAtotal372.00450.00484.504.005.4410.0026RockB5.7210.0024Very Dense soilCBuilding Total Weight.W= 484.5 KN6.0000.0023Soft rockCTotal height of Structurehn= 4.00 m6.8000.0018Stiff SoilDDesign Parameters and Period Determination7.6000.0015Soft Clay soilEShort-period site coeffi cientFa= 1.0000TABLE 11.4-18.4000.0012Soils requiring site response analysisFLong-period site coeffi cientFv= 1.0000TABLE 11.4-29.2000.0010Design Spectral Acceleration Parameters:10.0000.0008Accele. param. at short periodsSMS = Fa Ss= 0.0510gEq. (11.4-1)Accele. param. at period 1secSM1 = Fv S1= 0.0210gEq. (11.4-2)Design Accele. at short periodsSDS =(2/3) SMS= 0.0340gEq. (1 1.4-3)Design Accele. at period 1sec.SD1 =(2/3) SM1= 0.0140gEq. (1 1.4-4)Period DeterminationApproximate fundamental periodTa = Ct ( hn)x= 0.138sec.Eq. (12.8-7)Upper limit CoefficientCu= 1.700sec.TABLE 12.8-1Long-period transition periodTL= 6.000sec.Maximum Fundamental Period.Tu = Ta . Cu= 0.235sec.Period calculated using programsTprog.sec.PeriodUsed in next calculationsTused= 0.138sec.Calculation of Equivalent Lateral Force according Clause 12.8:a- Calculation of Seismic Response Coefficient Cs according 12.8.1.1:Response coeffi cientCS = SDS/(R/I)= 0.0113Eq. (12.8-2)Max. acc. Eq. (12.8.4)CS = SD1/(T.R/I) for TTL= 0.0338Eq. (12.8-3)Max. acc. Eq. (12.8.3)CS = SD1/(T2.R/I) for T>TL= 0.0000Eq. (12.8-4)Cs minimumCS = 0.044SDSI 0.01= 0.0100Eq. (12.8-5)Cs min. for S1 >= 0.6gCS = 0.5S1/(R/I)= 0.0000Eq. (12.8-6)Used Seismic Response Coefficient CsCs == 0.0113Eq. (12.8-2)b- Calculation of Seismic Base Shear V according Clause 12.8.1:Seismic Base ShearV = CS W= 5.491KNEq. (12.8-1)Design Response Spectrum acceleration Sa according Clause 11.4.5:T0 = 0.2 SD1/SDS= 0.0824Clause 11.4.5-2:Ts = SD1/SDS= 0.4118Clause 11.4.5-2:c- Vertical Distribution of Seismic Forces Fx according Clause 12.8.3:Distribution exponentk= 1.000Clause 12.8.3The lateral seismic forceFx = CvxVEq. (12.8-11)Vertical distribution factorCvx =Wx(hx)k /Wx.(hx)kEq. (12.8-12)StoryWeight Wx (KN)height hx (m)Wx.(hx)kCvxFx (KN)1484.504.001938.001.005.4920.000.000.000.000.0030.000.000.000.000.0040.000.000.000.000.0040.000.000.000.000.0060.000.000.000.000.0070.000.000.000.000.0070.000.000.000.000.0090.000.000.000.000.00100.000.000.000.000.00Wx.(hx)k1938.00V =5.49KN

Page &P of &N

Seismic Loads

S(T)ToTsTT Sec.Sa(g)

TablesTABLE 20.3-1 SlTE CLASSIFICATIONSoil Profile DescriptionSoil Profile TypeHard RockARockBVery Dense soilCSoft rockCStiff SoilDSoft Clay soilESoils requiring site response analysisFTABLE 11.4-1 SlTE COEFFICIENT, FaSite ClassSs=1.25A0.80.80.80.80.8B1.01.01.01.01.0C1.21.21.11.01.0D1.61.41.21.11.0E2.51.71.20.90.9FN/AN/AN/AN/AN/AEnter the Value according Soil investigation reportTABLE 11.4-2 SlTE COEFFICIENT, FvSite ClassS1=0.5A0.80.80.80.80.8B1.01.01.01.01.0C1.71.61.51.41.3D2.42.01.81.61.5E3.53.22.82.42.4FN/AN/AN/AN/AN/AEnter the Value according Soil investigation reportTABLE 12.8-2 VALUES OF APPROXIMATE PERIODTABLE 12.2-1PARAMETERS Ct AND xRStructure TypeCtxCt [ft]1.25Steel moment-resisting frames0.07240.80.0281.50Concrete moment-resisting frames0.04660.90.0162.00Eccentrically braced steel frames0.07310.750.032.50All other structural systems0.04880.750.023.003.253.504.004.505.005.506.006.507.007.508.00TABLE 11.5-1 IMPORTANCE FACTORSOccupancy CategoryImportance FactorI1.00II1.00III1.25IV1.50TABLE 12.8-1 COEFFICIENT FOR UPPER LIMITON CALCULATED PERIODSD1Coefficient Cu0.41.40.31.40.21.50.151.60.11.7Table 11.6-1 Seismic Design CategoryI or IIIIIIVSDS