Performance and Comparison of Normal Strength and High Strength Materials in R C Slabs Subjected to Blast Loads

Seismic Design of Structures Project

BY

Anirudha Vasudevan

Gunjan Shetye

Harsh Shah

Presented to Dr.Ganesh Thiagarajan for CIV-ENGR 5501B Seismic Design of StructuresDate: April 25,2011Jury : Mr. Shivaji Jagtap P.E. Mr. Shakeel1The ProblemEarthquakes dont kill people but bad buildings do!!!! -- The Infrastructurist

Courtesy: Melissa Lafsky , http://www.infrastructurist.com/2010/01/20/earthquakes-dont-kill-peoplebad-buildings-do-more-on-haitis-building-codes/

2To analyze a 12 story steel frame building in Stockton, California using three methods of analysis in SAP 2000 :

Equivalent lateral force (ELF) procedure.

Three-dimensional, modal-response-spectrum analysis.

Three-dimensional, modal time-history analysis.

To report the results obtained from the above three methods and compare them with the FEMA 451 design example.

OBJECTIVES3 Highly irregular structure both in plan and elevation.

Numerous Modeling challenges .

Plenty of scope to learn the capabilities of SAP 2000.

Courtesy: Robot Structural Analysis PackageWhy This Building??4Description of The Structure

Special Moment Frame of Structural Steel as Lateral Load Resisting System30 ft. wide bays in X-direction25 ft. wide bays in Y-directionOne-story basement 18ft below gradeColumns range from W24X146 at roof to W24X229 at Level GGirders range from W30X108 at roof to W30X132 at Level G5Provisions Maps 3.3.1 and 3.3.2 NEHRP- (FEMA-450)

Spectral Response Accelerations:Ss = 1.25 S1 = 0.40

Site Class: C (Assumption )

Site co-efficients: Fa = 1.0 Fv = 1.4

Adjusted Spectral response SMS = 1.25 SM1 = 0.56Accelerations:

Design spectral acceleration SDS = 0.833 SD1 = 0.373parameters:

Ts=SD1/SDS = 0.373/0.833 = 0.45sec

Ground Motion Parameters for Stockton ,CA

Maximum Considered Earthquake Ground Motion for the conterminous of United States of 0.2 sec Spectral Response Acceleration (5% of Critical Damping) NEHRP2003 Fig. 3.3.1 6Dynamic PropertiesPeriod of Vibration

Ta =1.59 secCu = 1.4 Cu * Ta = 2.23 seconds

Damping

For steel structures damping ratio of 0.05 is appropriate.

Courtesy: comp.uark.edu

Courtesy: edes.bris.ac.uk7Mass Distribution

Diagram for computation of floor mass (FEMA-451 Example)Area masses on floor diaphragms (FEMA-451 Example 3.1)Line masses on floor diaphragms (FEMA-451 Example 3.1)Area Mass Applied as Gravity Dead Load using Uniform to Frame option in SAP.

Line MassApplied as Uniformly Distributed Loads in the gravity direction.Equivalent Lateral Force Analysis For preliminary design purposes.

To asses the three dimensional response characteristics of the structure.

Most commonly used design procedure since the 1960s.

WHY ELF??9ELF ParametersSeismic base shearV = CsW (NEHRP Provisions Eq 5.2.1)

Maximum spectral accelerationCsmax = SDS/(R/I) = 0.833/(8/1) = 0.104 (NEHRP Provisions Eq 5.2.2)R = 8 and I = 1

Cs = SD1/T(R/I) = 0.373/2.23 (8/1) = 0.021. (NEHRP Provisions Eq 5.2.3)

And Cs shall not exceed 0.01.

Also, Csmin = 0.044ISDS = 0.037 (NEHRP Provisions Eq 5.4.1.1-2)10Equivalent Lateral Forces

Fx = Cvx V

ELF 11Accidental Torsion

Floor Diaphragms were modeled as infinitely rigid in-plane.

4 ksi concrete shell elements were used to represent diaphragm mass.ELF5 % eccentricity12Torsional Irregularity in X direction

Computation for Torsional Irregularity with ELF Loads Acting in X Direction (SAP 2000 Analysis Output)Level1 (in.)2 (in.)avg (in.)max (in.)max/avgIrregularityR6.036.196.116.191.01none125.836.015.926.011.02none115.55.725.615.721.02none105.045.335.1855.331.03none94.544.84.674.81.03none84.114.344.2254.341.03none73.613.813.713.811.03none63.073.243.1553.241.03none52.552.72.6252.71.03none42.142.252.1952.251.03none31.711.791.751.791.02none21.251.31.2751.31.02noneTabulated displacements are not amplified by Cd. Analysis includes accidental torsion. 1 in. = 25.4mm.

maxmin13Torsional Irregularity in Y directionComputation for Torsional Irregularity with ELF Loads Acting in Y Direction (SAP 2000 Analysis Output) Level1 (in.)2 (in.)avg (in.)max (in.)max/avgIrregularityR5.735.925.8255.921.02none125.65.795.6955.791.02none115.375.565.4655.561.02none105.065.245.155.241.02none94.34.744.524.741.05none83.964.274.1154.271.04none73.573.753.663.751.02none63.143.183.163.181.01none52.232.62.4152.61.08none41.782.091.9352.091.08none31.331.561.4451.561.08none20.861.020.941.021.09noneTabulated displacements are not amplified by Cd. Analysis includes accidental torsion. 1 in. =25.4mm.

maxminNo Torsional Amplification Required14ELF Drifts in X Direction ELF Drift for Building Responding in X Direction (FEMA-451 Design Examples Table3.1-7)Level12345Total DriftStory DriftInelastic StoryInealastic DriftAllowablefrom SAP 2000from SAP 2000DriftTimes 0.568Drift(in.)(in.)(in.)(in.)(in.)R6.710.321.730.9823126.40.452.481.413115.950.563.081.753105.395.393.381.92394.770.593.221.83384.190.643.522373.550.653.582.03362.90.633.441.95352.270.5531.7341.730.5531.7331.180.542.941.67320.650.653.552.024.32 ELF Drift for Building Responding in X Direction from SAP 2000Level12345Total DriftStory DriftInelastic StoryInealastic DriftAllowablefrom SAP 2000from SAP 2000DriftTimes 0.568Drift(in.)(in.)(in.)(in.)(in.)R6.110.191.0450.593125.920.311.7050.973115.610.432.3651.343105.1850.522.861.62394.670.452.4751.41384.2250.522.861.62373.710.563.081.75363.1550.532.9151.66352.6250.432.3651.34342.1950.452.4751.41331.750.482.641.50321.2751.2757.01253.984.3215ELF Drifts in Y DirectionELF Drift for Building Responding in X Direction (FEMA-451 Design Examples Table3.1-7)Level12345Total DriftStory DriftInelastic StoryInealastic DriftAllowablefrom SAP 2000from SAP 2000DriftTimes 0.568Drift(in.)(in.)(in.)(in.)(in.)R6.010.221.210.6873125.790.361.981.123115.430.452.481.413104.980.673.662.08394.320.492.71.53383.830.573.111.77373.260.583.191.81362.680.643.491.98352.050.462.531.43341.590.492.671.52331.10.492.71.53320.610.613.361.914.32ELF Drift for Building Responding in Y Direction from SAP 2000Level12345Total DriftStory DriftInelastic StoryInealastic DriftAllowablefrom SAP 2000from SAP 2000DriftTimes 0.568Drift(in.)(in.)(in.)(in.)(in.)R5.8250.130.7150.413125.6950.231.2650.723115.4650.321.761.003105.150.633.4651.97394.520.412.2551.28384.1150.462.531.44373.660.52.751.56363.160.754.1252.34352.4150.482.641.50341.9350.492.6951.53331.4450.512.8051.59320.940.945.172.944.3216Accurate period using Rayleigh AnalysisRayleigh analysis for X-direction Period of Vibration LevelDrift, Force, FWeight, WF 2W/g(in.)(kips)(kips)(in.-kips)(in.-kips-sec2)R6.11186.916561141.959159.99125.921541598911.68144.94115.61129.91598728.739130.16105.185107.61598557.906111.1894.67186.33403870.021192.0784.225100.82330425.88107.6473.71772330285.6783.0063.15556.22330177.31160.0252.62571.44323187.42577.0942.19531.5306669.142538.2331.7516.6306629.0524.3021.2756.330978.032513.035392.8161141.65=(5392/1141)^0.5=2.17rad/sec. T=2/=2.89sec 1.0in.=25.4mm , 1.0kip=4.45kN =

Rayleigh analysis for Y-direction Period of Vibration LevelDrift, Force, FWeight, WF 2W/g(in.)(kips)(kips)(in.-kips)(in.-kips-sec2)R5.825186.916561088.7145.42125.6951541598877.0134.13115.465129.91598709.9123.52105.15107.61598554.1109.6994.52186.33403842.1179.9384.115100.82330414.8102.1173.66772330281.880.7863.1656.22330177.660.2152.41571.44323172.465.2541.93531.5306661.029.7131.44516.6306624.016.5720.946.330975.97.085209.341054.39=(5209/1054)^0.5=2.22rad/sec. T=2/=2.83 sec 1.0in.=25.4mm , 1.0kip=4.45kN17P-Delta Effects

Computation of P-Delta Effects for X-Direction Response FEMA 451 Design ExampleLevelhsx PDPLPTPXVXX(in.)(in.)(kips)(kips)(kips)(kips)(kips)R1501.731656.53151971.51971.5186.90.022121502.481595.83151910.83882.3340.90.034111503.081595.83151910.85793.1470.80.046101503.381595.83151910.87703.9578.40.05591503.223403465386811571.9764.70.05981503.522330.84652795.814367.7865.80.07171503.582330.84652795.817163.5942.50.07961503.442330.84652795.819959.3998.80.083515034323.86154938.824898.11070.20.085415033066.16153681.128579.21101.70.09431502.943066.16153681.132260.31118.20.10322163.553097615371235972.31124.50.096Computation of P-Delta Effects for X-Direction Response from SAP 2000Levelhsx PDPLPTPXVXX(in.)(in.)(kips)(kips)(kips)(kips)(kips)R1501.0451656.53151971.51971.5186.90.013121501.7051595.83151910.83882.3340.90.024111502.3651595.83151910.85793.1470.80.035101502.861595.83151910.87703.9578.40.04691502.4753403465386811571.9764.70.04581502.862330.84652795.814367.7865.80.05871503.082330.84652795.817163.5942.50.06861502.9152330.84652795.819959.3998.80.07151502.3654323.86154938.824898.11070.20.06741502.4753066.16153681.128579.21101.70.07831502.643066.16153681.132260.31118.20.09222167.01253097615371235972.31124.50.18918ASCE 7 ELF Load CombinationsFinal Design Load Combinations 1.37D + 0.5L + E0.73D+E

Four directions of seismic forces (+X,-X,+Y,-Y) were considered .

Total 8 possible combinations of direct force plus accidental torsion were applied.

X direction forces + 30% Y direction forces are applied.

X direction 5% accidental eccentricity

Y direction forces were applied without eccentricity.

19ELF Member forces

Earthquake shears were obtained from SAP 2000 from gridline 1 Comparison of maximum Seismic Girder ShearsGirder LocationSAP 2000FEMA 451 Design ExampleR-126.839.5412-1112.7717.611-1019.7326.910-924.8632.99-824.3432.78-728.28367-628.7539.26-530.2340.45-428.3934.34-329.5533.63-228.66332-G30.663320Modal-Response-Spectrum AnalysisModal Analysis in SAP 2000Mode ShapesPeriod of vibration

ModeFEMA-451 Example PeriodSAP2000 Analysis Period(sec)(sec)12.8672.9622.7452.8631.5651.7941.1491.1551.0741.0860.7240.7870.6970.6780.6310.6490.4340.47100.4270.43

MODESHAPESFEMA-451EXAMPLE21Mode Shapes from Modal Analysis in SAP2000

Mode 1Mode 2Mode 3Mode 4Mode 5T=2.96 secT=2.86 secT=1.79 secT=1.15 secT=1.08 sec

Mode 6Mode 7Mode 8Mode 9Mode 10T=0.78 secT=0.67 secT=0.64 secT=0.47 secT=0.43 sec22Response Spectrum Co-ordinates

SDS = 0.833 SD1 = 0.373To = 0.089sec Ts = 0.447sec _I__ = _1_ R 8Modification

Analysis using Response Spectrum Co-ordinates in SAP 2000.

Combination of Seismic motion in X and Y direction is used.23Dynamic Base ShearStory Shears from Modal-Response-Spectrum AnalysisFrom FEMA-451 ExampleStoryX DirectnY Directn(SF =2.18)(SF = 2.1)UnscaledScaled UnscaledScaled ShearShearShearShear(kips)(kips)(kips)(kips)R-1282.518079.216712 to 11131286127.626811 to 10163.7358163.534410 to 9191.14171954109 t0 8239.6523247.65218 to 7268.4586277.25837 to 6292.5638302.16356 to 5315.26883266865 to 4358.6783371.87824 to 3383.9838400.58433 to 2409.4894426.28972 to G437.7956454.6956Story Shears from Modal-Response-Spectrum AnalysisFrom SAP 2000 analysisStoryX DirectnY Directn(SF =2.14)(SF = 2.1)UnscaledScaled UnscaledScaled ShearShearShearShear(kips)(kips)(kips)(kips)R-1272.11154.315464.86136.20612 to 11125.5268.57119.6251.1611 to 10160.5343.47162.45341.14510 to 9113.64243.1896173.97365.3379 t0 8185.78397.5692212.65446.5658 to 791.72196.2808181.65381.4657 to 6300.03642.0642308.2647.226 to 5323.375692.0225333.97701.3375 to 4372.93798.0702368.53773.9134 to 3403.291863.0427401.18842.4783 to 2425.94911.5116436.82917.3222 to G446.67955.8738458.12962.052Response spectrum analysis in SAP 2000 for Time Period 2.87 sec gives following shears:ELF Base shear = 1124 kips for fundamental period of T=2.23 secFactors for scaling Response Spectrum base shear to 85% base shear computed in ELF24Response Spectrum Drifts in X-DirectionResponse Spectrum Drift for Building Responding in X Direction From FEMA-451 ExampleLevelTotal Drift from Scaled Total Scaled DriftScaled StoryAllowable R.S. AnalysisDrift (in.)Drift X CdStory Drift(in.)[Col-1 X 2.18](in.)(in.)(in.)R1.964.280.180.993121.884.10.261.433111.763.840.31.653101.623.540.331.82391.473.210.341.87381.322.870.361.98371.152.510.42.2360.9682.110.392.14350.7891.720.382.09340.6151.340.382.09330.4390.9580.422.31320.2450.5340.532.914.321 in. = 25.4 mmResponse Spectrum Drift for Building Responding in X Direction from SAP 2000LevelTotal Drift from Scaled Total Scaled DriftScaled StoryAllowable R.S. AnalysisDrift (in.)Drift X CdStory Drift(in.)[Col-1 X 2.14](in.)(in.)(in.)R1.934.13020.110.6053121.884.02320.170.9353111.83.8520.221.213101.73.6380.231.265391.593.40260.291.595381.453.1030.281.54371.322.82480.321.76361.172.50380.361.983512.140.31.65340.861.84040.341.87330.71.4980.412.255320.511.09141.095.9954.3225Response Spectrum Drifts in Y-DirectionResponse Spectrum Drift for Building Responding in Y Direction From FEMA-451 ExampleLevelTotal Drift from Scaled Total Scaled DriftScaled StoryAllowable R.S. AnalysisDrift (in.)Drift X CdStory Drift(in.)[Col-1 X 2.18](in.)(in.)(in.)R1.843.870.120.663121.793.750.21.13111.693.550.241.323101.583.310.372.04391.42.940.291.6381.262.650.331.82371.12.320.351.93360.9381.970.382.09350.7571.590.321.76340.6051.270.362330.4320.9080.392.14320.2470.5180.522.864.321 in. = 25.4 mmResponse Spectrum Drift for Building Responding in Y Direction From SAP 2000LevelTotal Drift from Scaled Total Scaled DriftScaled StoryAllowable R.S. AnalysisDrift (in.)Drift X CdStory Drift(in.)[Col-1 X 2.1](in.)(in.)(in.)R1.823.8220.060.333121.793.7590.130.7153111.733.6330.150.8253101.663.4860.321.76391.513.1710.231.265381.42.940.271.485371.272.6670.291.595361.132.3730.492.695350.91.890.321.76340.751.5750.382.09330.571.1970.42.2320.380.7980.794.3454.3226P-Delta Effects Computation of P-Delta Effects for X-Direction Response from FEMA-451 ExampleLevelhsx PDPLPTPXVXX(in.)(in.)(kips)(kips)(kips)(kips)(kips)R1500.991656.53151971.51971.51800.013121501.431595.83151910.83882.32860.024111501.651595.83151910.85793.13580.032101501.821595.83151910.87703.94170.04191501.873403465386811571.95230.0581501.982330.84652795.814367.75860.05971502.22330.84652795.817163.56380.07261502.142330.84652795.819959.36880.07551502.094323.86154938.824898.17830.08141502.093066.16153681.128579.28380.08631502.313066.16153681.132260.38940.10122162.913097615371235972.39560.092 Computation of P-Delta Effects for X-Direction Response ffrom SAP 2000Levelhsx PDPLPTPXVXX(in.)(in.)(kips)(kips)(kips)(kips)(kips)R1500.6051656.53151971.51971.5154.31540.01121500.9351595.83151910.83882.3268.570.02111501.211595.83151910.85793.1343.470.02101501.2651595.83151910.87703.9243.18960.0591501.5953403465386811571.9397.56920.0681501.542330.84652795.814367.7196.28080.1471501.762330.84652795.817163.5642.06420.0661501.982330.84652795.819959.3692.02250.0751501.654323.86154938.824898.1798.07020.0641501.873066.16153681.128579.2863.04270.0831502.2553066.16153681.132260.3911.51160.1022165.9953097615371235972.3955.87380.1927Torsion, Orthogonal Loading and Load CombinationsResponse Spectrum Analysis including accidental torsion and orthogonal loading Effects in SAP 2000 for determining member design forces

100 percent of scaled X spectrum acting in one direction, concurrent with 30 percent of scaled Y spectrum in orthogonal direction.Similar analysis performed for larger loads in Y direction.

28Member Design Forces Design forces include 100 percent of the scaled X-direction spectrum added to 30 percent of scaled Y-direction spectrum and accidental torsion is added to combined spectral loading.

SAP 2000 output for Shear forcesFEMA-451 ExampleStory levelShear Forces from Response Spectrum CombinatonScaled Earth quake shear forcesAccidental Torsion Shear ForceScaled Accidental torsion Shear force Total earthquake shear force Member forces (kips)R-122.034.3440.430.374.719.912 to 112.234.7720.880.755.5217.811 to 107.5816.2211.351.1517.372610 to 97.2215.4511.871.5917.0429.89 to 88.0317.1841.831.5618.7426.68 to 78.9319.1101.361.1620.27287 to 69.6820.7151.511.2822.0030.96 to58.6918.5971.781.5120.1132.35 to 49.4620.2441.431.2221.4627.94 to 310.121.6141.10.9422.5528.83 to 212.0225.7231.140.9726.6929.72 to G12.2326.1721.31.1127.2831.529Modal Time History AnalysisStructure analyzed for three different pairs of ground motion time-historiesThe emphasis here was to implement and understand Time-History approach

Record Name Orientation Source MotionRecordA00N-SLucern (Landers)RecordA90E-WLucern (Landers)RecordB00N-SCorrolitos (Loma Prieta)RecordB90E-WCorrolitos (Loma Prieta)RecordC00N-SDayhook (Tabas,Iran)RecordC90E-WDayhook (Tabas,Iran)

Time History for Loma Prieta used in SAP 2000 analysisGround Motions Used for Analysis30Modal Time History AnalysisResult Maxima from Time-History Analysis (Unscaled) from SAP 2000AnalysisMaximum Base Time of Max.Max. RoofTime of Max.shearShearDisplacementDisplacement(S.F. = 0.115)(S.F. = 0.115)(kips)(sec)(in.)(sec.)A 00-X372.7711.41.9412.75A 00-Y354.8711.41.6112.64A 90-X819.312.85.0211.4A 90-Y714.9512.784.3411.34B 00-X269.74.961.35.96B 00-Y350.78.4517.37B 90-X307.48.641.017.4B 90-Y350.638.50.987.3C 00-X87513.324.1621.3C 00-Y816.313.43.4711.92C 90-X817.5312.854.814.2C 90-Y823.6313.024.114.1Twelve individual time-history analysis performed in SAP 20005% Damping consideredMaximum scaled base shears computedResult Maxima from Time-History Analysis (Scaled)AnalysisMaximum Base RequiredAdjustedAdjustedshearAdditionalMax. RoofMax. Roof(S.F. = 0.115)Scale FactorDisplacementDisplacementfor V=1124(S.F. = 0.115)X Cd(kips)kips(in.)(in.)A 00-X372.773.025.8532.17A 00-Y354.873.175.1028.05A 90-X819.31.376.8937.88A 90-Y714.951.576.8237.53B 00-X269.74.175.4229.80B 00-Y350.73.213.2117.63B 90-X307.43.663.6920.31B 90-Y350.633.213.1417.28C 00-X8751.285.3429.39C 00-Y816.31.384.7826.28C 90-X817.531.376.6036.30C 90-Y823.631.365.6030.77ELF Base shear = 1124 kips for fundamental period of T=2.23 secFactors for scaling Modal Time History base shear to 100 % base shear computed in ELF31DriftDrift and P-delta checked only for Motion A00 acting in X-directionTime-History Drift for building responding in X Direction to Motion A 00XLevel1234Elastic TotalElastic Story Inelastic StoryAllowable DriftDriftDriftDrift(in.)(in.)(in.)(in.)R5.8496123620.221.213125.6385438740.271.4853115.3671701050.382.093104.9751857710.392.145394.5228961560.512.805384.0103012580.73.85373.3167905140.31.65363.0152641040.392.145352.623279770.331.815342.2916007190.422.31331.8694637440.482.64321.3870214881.397.6454.32Scaled Inertial Force and story shear envelopes from Analysis A00X At Time of Max. Roof At Time of Max. BaseLevel Displacement Shear (T = 12.75 sec) (T = 11.4 sec)StoryInertial forceStoryInertial force Shear (k)(kips)Shear (k)(kips)R49.208549.2135.5706535.571292.0885542.8866.918534.3511132.286840.268.4021.48210102.8882-29.489.223920.829175.09972.12146.62557.41883.6165-91.3974.3475-72.287256.3868172.77214.1381139.796272.768516.38178.4478-35.695290.58217.81220.085941.564317.8627.28234.9565212.953336.570518.71324.181689.222352.762516.19349.758725.5832Torsion and Orthogonal Loading Accidental Torsion applied without using 0.85 as the factor.

Orthogonal loading accounted by concurrently running one ground motion in one principle direction with 30 percent of companion motion in orthogonal direction.33Member Forcesstory levelMaximum Member Forces for each story (kips)R to 1218.6112 to 1137.6511 to 1054.8810 to 971.769 to 816.258 to 782.577 to 687.526 to 587.745 to 473.144 to 372.233 to 275.572 to G73.34

34Comparison of Methods for Various Methods of AnalysisELFResponse-spectrum AnalysisModal-time-history-analysis35Base Shears and Story shearsSummary of results from various Methods of Analysis: Story Shear From FEMA-451 Example Story Shear(kips)LevelELFRSTH at Time ofTH at time ofMax.Max. DisplacementBase ShearR18718030740.21234128653044.31147135866445.71057841773195.69765523788319886658681846879436388445596999688856596510707838296634110283877978631118894718972211249566691124Summary of results from various Methods of Analysis: Story Shear from SAP 2000 Story Shear(kips)LevelELFRSTH at Time ofTH at time ofMax.Max. DisplacementBase ShearR186.9154.349.2135.5712340.9268.642.8834.3511470.8343.540.21.48210578.4243.2-29.420.829764.7397.672.1257.418865.8196.3-91.39-72.287942.5642.02172.77139.796998.8692.0216.38-35.6951070.2798.0717.8141.5641102.7863.0427.28212.9531118.2911.518.7189.2221124.5955.916.1925.5836DriftSummary of Results from Various Methods of Analysis: Story Drift from FEMA-451 Example X- Direction Drift (in.)LevelELFRSTHR0.9820.992.57121.411.433.63111.751.654.14101.921.824.1291.831.873.4821.983.3472.032.23.261.952.142.9551.72.092.3241.72.092.1231.672.311.8922.022.912.13Summary of Results from Various Methods of Analysis: Story Drift from SAP 2000 X- Direction Drift (in.)LevelELFRSTHR0.593560.6051.21120.968440.9351.485111.343321.212.09101.624481.2652.14591.40581.5952.80581.624481.543.8571.749441.761.6561.655721.982.14551.343321.651.81541.40581.872.3131.499522.2552.6423.98315.9957.64537Member ForcesSummary of Results from Various Methods of Analysis: Beam Shear from FEMA-451 Example X- Direction Drift (in.)LevelELFRSTHR9.549.717.51217.617.732.31126.324.945.6103127.749.3932.726.544.5834.126.743.5738.128.845.4638.430.442.9534.327.736.44312735.3331.728.836.1231.830.637.3Summary of Results from Various Methods of Analysis: Beam Shear from SAP 2000 X- Direction Drift (in.)LevelELFRSTHR4.56217.05129.754.0835.91114.945.852.191017.966.6360.48922.097.6371.52827.29.588.9730.2210.4696.63631.311.0995.1539.510.8482.87427.710.6975.28329.511.9377.4223414.488.6638ConclusionELFModal-Response-spectrum AnalysisModal-time-history-analysisUseful for Preliminary Design

ELF Analysis results are necessary for application of accidental torsionModal analysis essential for Final Design

Beneficial in-Nonlinear dynamic time history analysis

Non-proportionally damped Linear systems39Questions

40Thank you!

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