# Variability and Accuracy of Target Displacement from Nonlinear Static Procedures

Authors: Rakesh K. Goel
Journal: ISRN Civil Engineering
 (2011)

---

## Abstract

This paper compares the target displacement estimate from four current nonlinear static procedures—FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM—with the value derived from recorded motions of five strongly shaken reinforced concrete buildings.This comparison provides useful insight into two important questions: (1) how much does the target displacement vary among the four nonlinear static procedures? and (2) can the engineering profession “accurately” predict the response of a real building during an earthquake event using currently available modeling techniques and pushover analysis procedures? It is shown that these procedures may lead to significantly different estimates of the target displacement, particularly for short-period buildings responding in the nonlinear range. Furthermore, various nonlinear static procedures applied to nonlinear models developed using generally accepted engineering practice provide either significant over estimation or under estimation of the target roof displacement when compared to the value derived from recorded motions.


---

## Body

## 1. Introduction

Nonlinear static procedure (NSP) or pushover analysis is widely used for seismic design/evaluation of buildings. The NSP requires nonlinear static pushover analysis of the structure subjected to monotonically increasing lateral forces with specified height-wise distribution until a target displacement is reached. The building design is deemed to be acceptable if seismic demands (e.g., plastic hinge rotations, drifts, etc.) at the target displacement are within acceptable values.The two widely used procedures to estimate the target displacement in the NSP are: (1) the Coefficient Method (CM) defined in the FEMA-356 document [1], and (2) the Capacity Spectrum Method (CSM) specified in the ATC-40 document [2]. The CM utilizes a displacement modification procedure in which the target displacement is computed by modifying displacement of a linearly-elastic, single-degree-of-freedom (SDF) system by several empirical coefficients. The SDF system has the same period and damping as the fundamental mode of the original building. The CSM is a form of equivalent linearization in which the target displacement is estimated by multiplying elastic displacement of an SDF system by the fundamental mode participation factor. The SDF system has larger (effective) period and damping than the original building. The CSM uses empirical relationships for the effective period and damping as a function of ductility to estimate displacement of an equivalent linear SDF system.Most previous investigations on development and evaluation of the CM and/or CSM to compute the target displacement used computer models of buildings; an exhaustive list of references is available in the FEMA-440 report [3]. These investigations primarily focused on the “accuracy” of various nonlinear static procedures in predicting target displacement of computer models; the “exact” value of the target roof displacement was taken as the peak roof displacement computed by nonlinear response history analysis of the computer model subjected to selected earthquake motion at its base. Because the “exact” target displacement and the value from various nonlinear static procedures used the same computer model, these investigations eliminated the discrepancy due to modeling assumptions; errors examined were only due to nonlinear static procedures. Recent investigations on this topic found significant variability in the target displacements from various procedures [4, 5].Recorded motions of strongly shaken buildings, especially those deformed into the nonlinear range, provide a unique opportunity to gain insight into two important questions: (1) how much does the target displacement varies among various nonlinear static procedures? and (2) can the engineering profession “accurately” predict the response of a real building during an earthquake event using currently available modeling techniques and pushover analysis procedures? While past studies that used either generic or well-calibrated computer models have provided significant insight into the first question, the additional data generated in this investigation using validated computer models of real buildings is useful in either confirming or contradicting the previous findings. The insight into the second question can only be gained by comparing the roof displacement estimated from various nonlinear static procedures applied to a computer model, developed using generally accepted engineering practice, of the building with the value observed during an actual earthquake event. This investigation is specifically aimed at filling this need.The procedures considered in this investigation are: (1) CM defined in the FEMA-356 document [1], (2) improved CM proposed in the FEMA-440 report [3] and adopted in the ASCE-41 standard [6], (3) CSM defined in the ATC-40 document [2], and (4) improved CSM proposed by Guyader and Iwan [7] and adopted in the FEMA-440 report [3].


## 2. Selected Buildings

Recorded motions of buildings that were strongly shaken and potentially deformed beyond the yield limit during the earthquake are required for this investigation. For this purpose, five concrete buildings, ranging from low-rise to high-rise, have been selected (Table1). The strong-motion data used in this investigation are identified in Table 1 for each building. The data selected in this investigation are the processed data available from the Center for Engineering Strong Motion Data (CESMD) (http://www.strongmotioncenter.org). The data processing procedure involves low-pass and high-pass filtering using Ormsby filters. Further details of the data processing are available in a paper by Shakal et al. [8].Table 1
Five reinforced concrete buildings selected.
Buildings nameCSMIP StationStories/basementEarthquakeEpic. Dist. (km)Imperial County Services Building012606/01979 Imperial Valley28.4Sherman Oaks Commercial Bldg2432213/21994 Northridge9North Hollywood Hotel2446420/11994 Northridge19Watsonville Commercial Bldg474594/01989 Loma Prieta18Santa Barbara Office Bldg252133/01978 Santa Barbara13The distance from building to epicenter of the earthquake (Table1) indicates that the selected buildings were most likely subjected to near-fault motions. Although results are not presented here for brevity’s sake, response spectra for motions recorded at the base of several of these buildings indicated characteristics compatible with those expected for near-fault motions; a more comprehensive discussion on how to identify near-fault effects from response spectra is available in Chopra [9].


## 3. Procedures to Compute Target Displacement

### 3.1. FEMA-356 Coefficient Method

The target displacement in the FEMA-356 CM [1] is computed from(1)δt=C0C1C2C3SaTe24π2g,
where Sa = response spectrum acceleration at the effective fundamental vibration period and damping ratio of the building under consideration, g = acceleration due to gravity; Te = effective fundamental period of the building in the direction under consideration computed by modifying the fundamental vibration period from elastic dynamic analysis, for example, eigen-value analysis, Ti, by(2)Te=TiKiKe
in which Ki is the elastic stiffness of the building and Ke is the effective stiffness of the building obtained by idealizing the pushover curve as a bilinear relationship; C0 = coefficient to relate the elastic response of an SDF system to the elastic displacement of the multi-degree-of-freedom (MDF) building at the control node taken as the first mode participation factor or selected from tabulated values in the FEMA-356 document C1 = coefficient to relate the maximum inelastic and elastic displacement of the SDF system computed from(3)C1={1.0;Te≥Ts,1.0+(R-1)Ts/TeR;Te<Ts,1.5;Te<0.1s
in which R is the ratio of elastic and yield strengths and Ts is the corner period where the response spectrum transitions  from constant pseudoacceleration to constant pseudovelocity. C2 = coefficient to represent the effects of pinched hysteretic shape, stiffness degradation, and strength deterioration selected either from tabulated values depending on the framing system (see FEMA-356 for details of various framing systems) and the performance level or taken as one for nonlinear analysis, and C3 = coefficient to represent increased displacement due to P-Δ effects computed from(4)C3={1.0;α≥0,1.0+|α|(R-1)3/2Te;α<0
in which α is the ratio of the postyield stiffness to effective elastic stiffness. In (3) and (4), R is defined as(5)R=SaVy/WCm,
where Vy is the yield strength of the building estimated from pushover curve of the building, W is the effective seismic weight, and Cm is the effective modal mass factor for the fundamental mode of the building.If the FEMA-356 CM were implemented using the seismic hazard defined according to the FEMA-356 provisions, the periodTs needed for computation of C1 is easily determined from the design response spectrum compatible with the selected seismic hazard. In this investigation, however, the FEMA-356 CM is implemented with seismic hazard defined by the linearly-elastic response spectrum of the motions recorded at the base of the building. Therefore, the period Ts was estimated from the linearly-elastic response spectrum of the motion recorded at the base of the building. For this purpose, a smooth spectrum was fitted to the combined D-V-A response spectrum and the period at the intersection of the acceleration-sensitive and velocity-sensitive regions was selected to be the period Ts. Further details of this procedure may be found in Chopra [9].


### 3.2. ASCE-41 Coefficient Method

The target displacement in the ASCE-41 CM [6] is computed from(6)δt=C0C1C2SaTe24π2g,
where coefficient C0 relates the elastic response of an SDF system to the elastic displacement of the MDF building at the control node taken as the first mode participation factor. The coefficient C1 is given by(7)C1={1.0;Te>1.0s,1.0+R-1aTe2;0.2s<Te≤1.0s,1.0+R-10.04a;Te≤0.2s
in which a is equal to 130 for soil site class A and B, 90 for soil site class C, and 60 for soil site classes D, E, and F (see ASCE-41 for details of various site classes), respectively. The coefficient C2 is given by
(8)C2={1.0;Te>0.7s,1+1800(R-1Te)2;Te≤0.7s.Finally, the ASCE-41CM imposes limitation onR to avoid dynamic instability as(9)R≤Rmax⁡=ΔdΔy+|αe|-h4;h=1.0+0.15ln⁡(Te)
in which Δd is the deformation corresponding to peak strength, Δy is the yield deformation, and αe is the effective negative postyield slope given by(10)αe=αP-Δ+λ(α2-αP-Δ),
where α2 is the negative postyield slope ratio defined in Figure 1, αP-Δ is the negative slope ratio caused by P-Δ effects, and λ is the near-field effect factor given as 0.8 for S1≥0.6 and 0.2 for S1<0.6 (S1 is defined as the 1-second spectral acceleration for the Maximum Considered Earthquake). The α2 slope includes P-Δ effects, in-cycle degradation, and cyclic degradation.Figure 1
Idealized force-deformation curve in ASCE-41 CM.


### 3.3. ATC-40 Capacity Spectrum Method

The target displacement in the ATC-40 CSM [2] is computed from(11)δt=C0Sd(Teq,ζeq),
where coefficient C0 is the fundamental mode participation factor, and Sd(Teq,ζeq) is the maximum displacement of a linearly-elastic SDF system with equivalent period, Teq, and equivalent damping ratio, ζeq given by(12)Teq=Toμ1+αμ-α;ζeq=ζo+κ1π(μ-1)(1-α)μ(1+αμ-α)
in which To is the initial period of vibration of the system, α is the postyield stiffness ratio, μ is the maximum displacement ductility ratio, and κ is the adjustment factor to approximately account for changes in hysteretic behavior of reinforced concrete structure. The ATC-40 document defines three types of hysteretic behaviors—Type A with stable, reasonably full hysteretic loops; Type C with severely pinched and/or degraded loops;  and Type B between Types A and C—and provides equations for computing κ for each of the three types of hysteretic behavior.Since the equivalent linearization procedure requires prior knowledge of the displacement ductility ratio (12), ATC-40 document describes three iterative procedures: Procedures A, B, and C. Procedures A and B are the most transparent and convenient for programming, whereas Procedure C is purely a graphical method. Details of these procedures are available in the ATC-40 document and are not presented here for brevity’s sake.


### 3.4. FEMA-440 Capacity Spectrum Method

The target displacement in the FEMA-440 CSM [3] is computed from(13)δt=C0Sd(Teff,ζeff),
where coefficient C0 is the fundamental mode participation factor, and Sd(Teff,ζeff) is the maximum displacement of a linearly-elastic SDF system with effective period, Teff, and effective damping ratio, ζeff. The FEMA-440 CSM includes improved expressions, compared to the ATC-40 CSM, to determine the effective period and effective damping developed by Guyader and Iwan [7]. Consistent with the original ATC-40 procedure, three iterative procedures for estimating the target displacement are also outlined. Finally, a limitation on the strength is imposed to avoid dynamic instability (9).The improved formulas for effective period and damping ratio in the FEMA-440 document are(14)Teff={[0.2(μ-1)2-0.038(μ-1)3+1]To;μ<4.0,[0.28+0.13(μ-1)+1]To;4.0≤μ≤6.5,[0.89((μ-1)1+0.05(μ-2)-1)+1]To;μ>6.5,ζeff={4.9(μ-1)2-1.1(μ-1)3+ζo;μ<4.0,14.0+0.32(μ-1)+ζo;4.0≤μ≤6.5,19[0.64(μ-1)-10.64(μ-1)2](TeqTo)2+ζo;μ>6.5.These formulas apply for periods in the range of 0.2 and 2.0 s. The FEMA-440 document also provides formulas with constantsA to L that are specified depending on the force-deformation relationships (bilinear, stiffness-degrading, and strength-degrading) and the postyield stiffness ratio, α; these formulas are not included here for brevity’s sake.


## 3.1. FEMA-356 Coefficient Method

The target displacement in the FEMA-356 CM [1] is computed from(1)δt=C0C1C2C3SaTe24π2g,
where Sa = response spectrum acceleration at the effective fundamental vibration period and damping ratio of the building under consideration, g = acceleration due to gravity; Te = effective fundamental period of the building in the direction under consideration computed by modifying the fundamental vibration period from elastic dynamic analysis, for example, eigen-value analysis, Ti, by(2)Te=TiKiKe
in which Ki is the elastic stiffness of the building and Ke is the effective stiffness of the building obtained by idealizing the pushover curve as a bilinear relationship; C0 = coefficient to relate the elastic response of an SDF system to the elastic displacement of the multi-degree-of-freedom (MDF) building at the control node taken as the first mode participation factor or selected from tabulated values in the FEMA-356 document C1 = coefficient to relate the maximum inelastic and elastic displacement of the SDF system computed from(3)C1={1.0;Te≥Ts,1.0+(R-1)Ts/TeR;Te<Ts,1.5;Te<0.1s
in which R is the ratio of elastic and yield strengths and Ts is the corner period where the response spectrum transitions  from constant pseudoacceleration to constant pseudovelocity. C2 = coefficient to represent the effects of pinched hysteretic shape, stiffness degradation, and strength deterioration selected either from tabulated values depending on the framing system (see FEMA-356 for details of various framing systems) and the performance level or taken as one for nonlinear analysis, and C3 = coefficient to represent increased displacement due to P-Δ effects computed from(4)C3={1.0;α≥0,1.0+|α|(R-1)3/2Te;α<0
in which α is the ratio of the postyield stiffness to effective elastic stiffness. In (3) and (4), R is defined as(5)R=SaVy/WCm,
where Vy is the yield strength of the building estimated from pushover curve of the building, W is the effective seismic weight, and Cm is the effective modal mass factor for the fundamental mode of the building.If the FEMA-356 CM were implemented using the seismic hazard defined according to the FEMA-356 provisions, the periodTs needed for computation of C1 is easily determined from the design response spectrum compatible with the selected seismic hazard. In this investigation, however, the FEMA-356 CM is implemented with seismic hazard defined by the linearly-elastic response spectrum of the motions recorded at the base of the building. Therefore, the period Ts was estimated from the linearly-elastic response spectrum of the motion recorded at the base of the building. For this purpose, a smooth spectrum was fitted to the combined D-V-A response spectrum and the period at the intersection of the acceleration-sensitive and velocity-sensitive regions was selected to be the period Ts. Further details of this procedure may be found in Chopra [9].


## 3.2. ASCE-41 Coefficient Method

The target displacement in the ASCE-41 CM [6] is computed from(6)δt=C0C1C2SaTe24π2g,
where coefficient C0 relates the elastic response of an SDF system to the elastic displacement of the MDF building at the control node taken as the first mode participation factor. The coefficient C1 is given by(7)C1={1.0;Te>1.0s,1.0+R-1aTe2;0.2s<Te≤1.0s,1.0+R-10.04a;Te≤0.2s
in which a is equal to 130 for soil site class A and B, 90 for soil site class C, and 60 for soil site classes D, E, and F (see ASCE-41 for details of various site classes), respectively. The coefficient C2 is given by
(8)C2={1.0;Te>0.7s,1+1800(R-1Te)2;Te≤0.7s.Finally, the ASCE-41CM imposes limitation onR to avoid dynamic instability as(9)R≤Rmax⁡=ΔdΔy+|αe|-h4;h=1.0+0.15ln⁡(Te)
in which Δd is the deformation corresponding to peak strength, Δy is the yield deformation, and αe is the effective negative postyield slope given by(10)αe=αP-Δ+λ(α2-αP-Δ),
where α2 is the negative postyield slope ratio defined in Figure 1, αP-Δ is the negative slope ratio caused by P-Δ effects, and λ is the near-field effect factor given as 0.8 for S1≥0.6 and 0.2 for S1<0.6 (S1 is defined as the 1-second spectral acceleration for the Maximum Considered Earthquake). The α2 slope includes P-Δ effects, in-cycle degradation, and cyclic degradation.Figure 1
Idealized force-deformation curve in ASCE-41 CM.


## 3.3. ATC-40 Capacity Spectrum Method

The target displacement in the ATC-40 CSM [2] is computed from(11)δt=C0Sd(Teq,ζeq),
where coefficient C0 is the fundamental mode participation factor, and Sd(Teq,ζeq) is the maximum displacement of a linearly-elastic SDF system with equivalent period, Teq, and equivalent damping ratio, ζeq given by(12)Teq=Toμ1+αμ-α;ζeq=ζo+κ1π(μ-1)(1-α)μ(1+αμ-α)
in which To is the initial period of vibration of the system, α is the postyield stiffness ratio, μ is the maximum displacement ductility ratio, and κ is the adjustment factor to approximately account for changes in hysteretic behavior of reinforced concrete structure. The ATC-40 document defines three types of hysteretic behaviors—Type A with stable, reasonably full hysteretic loops; Type C with severely pinched and/or degraded loops;  and Type B between Types A and C—and provides equations for computing κ for each of the three types of hysteretic behavior.Since the equivalent linearization procedure requires prior knowledge of the displacement ductility ratio (12), ATC-40 document describes three iterative procedures: Procedures A, B, and C. Procedures A and B are the most transparent and convenient for programming, whereas Procedure C is purely a graphical method. Details of these procedures are available in the ATC-40 document and are not presented here for brevity’s sake.


## 3.4. FEMA-440 Capacity Spectrum Method

The target displacement in the FEMA-440 CSM [3] is computed from(13)δt=C0Sd(Teff,ζeff),
where coefficient C0 is the fundamental mode participation factor, and Sd(Teff,ζeff) is the maximum displacement of a linearly-elastic SDF system with effective period, Teff, and effective damping ratio, ζeff. The FEMA-440 CSM includes improved expressions, compared to the ATC-40 CSM, to determine the effective period and effective damping developed by Guyader and Iwan [7]. Consistent with the original ATC-40 procedure, three iterative procedures for estimating the target displacement are also outlined. Finally, a limitation on the strength is imposed to avoid dynamic instability (9).The improved formulas for effective period and damping ratio in the FEMA-440 document are(14)Teff={[0.2(μ-1)2-0.038(μ-1)3+1]To;μ<4.0,[0.28+0.13(μ-1)+1]To;4.0≤μ≤6.5,[0.89((μ-1)1+0.05(μ-2)-1)+1]To;μ>6.5,ζeff={4.9(μ-1)2-1.1(μ-1)3+ζo;μ<4.0,14.0+0.32(μ-1)+ζo;4.0≤μ≤6.5,19[0.64(μ-1)-10.64(μ-1)2](TeqTo)2+ζo;μ>6.5.These formulas apply for periods in the range of 0.2 and 2.0 s. The FEMA-440 document also provides formulas with constantsA to L that are specified depending on the force-deformation relationships (bilinear, stiffness-degrading, and strength-degrading) and the postyield stiffness ratio, α; these formulas are not included here for brevity’s sake.


## 4. Analytical Models

### 4.1. Modeling Procedure

Needed for estimating the target displacement is the pushover curve of the building. For this purpose, three-dimensional models of the selected buildings were developed using the structural analysis software Open System for Earthquakes Engineering Simulation (OpenSees) [10]. Two models were developed for each building: linearly-elastic model for computing the mode shapes and frequencies (or vibration periods), and a nonlinear model for pushover analysis. Gravity loads were included in both models and were applied prior to eigen analysis to compute mode shapes and frequencies or the pushover analysis. Furthermore, P-Delta effects were included in both models. The beams, columns, and shear walls in the linear model were modeled using elasticBeamColumn element in OpenSees with effective (or cracked) section properties as per the FEMA-356 recommendations [1]. The beams, columns, and shear walls in the nonlinear model were modeled with nonlinearBeamColumn element with fiber section in OpenSees. Contributions to stiffness due to flexural as well as shear effects were included in both models.The nonlinear element used fiber sections containing confined concrete, unconfined concrete, and steel reinforcing bars to model the axial-flexural behavior, whereas linear-elastic behavior was assumed for the shear and torsional behavior. The compressive stress-strain behavior of concrete, both confined and confined, was modeled withConcrete04 material in OpenSees (Figure 2(a)) and tensile strength was ignored. Furthermore, concrete was assumed to completely lose strength immediately after the crushing strain. The crushing strain of the unconfined concrete was selected to be equal to 0.004 and that for confined concrete was selected to be that corresponding to the rupture of confining steel using the well-established Mander model [11]. The stress-strain behavior of steel was modeled with ReinforcingSteel material in OpenSees (Figure 2(b)). Further details of the material models are available in McKenna and Fenves [10]. The nominal strengths of concrete and steel were selected based on the values specified in the structural drawings.Material models used for nonlinear analysis.
(a)
Concrete Model(b)
Steel ModelFor two of the five selected buildings—Watsonville Commercial Building and Santa Barbara Office Building—the foundation flexibility was expected to significantly influence the response during strong ground shaking because both of these low-rise buildings contained longitudinal and transverse shear walls. The foundation flexibility was included in analytical models of these buildings by attaching six linear springs—three along thex-, y-, and z-translation, two about the x- and y- rocking, and one about the z-torsion—at the base as per the FEMA-356 recommendations for foundation flexibility modeling [1].


### 4.2. Validation of Analytical Models

The models developed in this investigation are based on generally accepted engineering practice. Therefore, the difference between the target displacement from various nonlinear static procedures and the value derived from recorded motions of a building would be due to errors due to inaccuracies in modeling as well as nonlinear static procedures. In this investigation, which utilizes data from actual buildings during an earthquake event, it may not be completely possible to isolate the errors from these two sources. However, it is important that the analytical model be as “accurate” as possible to minimize the errors due to modeling. For this purpose, models of selected buildings used in this investigation were validated by comparing their vibration properties and displacement responses (due to recorded base motions during actual earthquake events) with those observed during actual earthquake events. The following is a description of the procedure used to validate the model of the North Hollywood Hotel. A similar procedure was used to validate models for other buildings.First, fundamental vibration periods of the building in the longitudinal and transverse directions were identified from recorded motions of the building by using a well-known transfer function approach (Figure3). Next, these periods were computed from eigen-analysis of the linearly-elastic model (Figure 4). Finally, the linearly-elastic model was validated by comparing the vibration periods identified from recorded motions and computed from eigen-analysis. Although not identical to the periods identified from recorded motions, the vibration periods from eigen-analysis are close enough for most practical applications: period from eigen-analysis in the longitudinal direction is 2.57 sec compared to the identified value of 2.64 sec. It is useful to emphasize again that the linear-elastic model considered in this investigation is based on generally accepted engineering practice and is not intentionally calibrated to match the periods indentified from the recorded motions.Fundamental vibration period of North Hollywood Hotel identified from recorded motions. (a) Longitudinal direction, and (b) Transverse direction.
(a)(b)Vibration periods and mode shapes of the North Hollywood hotel computed from eigen-analysis of the linear-elastic model. (a) Longitudinal direction, and (b) Transverse direction.
(a)
1st Long. Mode:T=2.572 s(b)
1st Trans. Mode:T=2.980 sThe nonlinear model used in this investigation was first validated by comparing the fundamental vibration period estimated from the pushover curves against the value from eigen-analysis and value identified from recorded motions. For this purpose, the pushover curve was converted to the capacity curve of the equivalent inelastic SDF system by scaling the roof displacement by1/(Γ1ϕr1) and base shear by 1/M1* where Γ1 is the first-mode participation factor, ϕr1 is the first-mode component at the roof (or target node), and M1* is the first-mode effective mass. The fundamental vibration period is estimated by recognizing that initial elastic slope of the capacity curve of the equivalent inelastic SDF system is equal to ω12 which gives T1=2π/ω1 [12].The results presented in Figure5 indicate that the pushover curve also provides estimates of fundamental vibration periods that are close to the values identified from recorded motions and computed from eigen-analysis of linearly-elastic model. For example, the longitudinal vibration period of 2.78 sec (Figure 5(a)) from pushover curve compares quite well with the value of 2.64 sec identified from recorded motions (Figure 3(a)) and 2.57 sec computed from eigen-analysis of the linear elastic model (Figure 4(a)).Computation of the fundamental vibration period from capacity curve of the equivalent inelastic SDF systems of the North Hollywood Hotel. (a) Longitudinal direction and (b) Transverse direction.
(a)(b)The nonlinear model was further validated by comparing the displacement responses of the model subjected to motions recorded at the base of the building with the displacements derived from recorded motions. The results shown in Figure6 for the North Hollywood Hotel indicate that the model provides displacement response histories that match quite well with the displacement histories derived from recorded motions.Comparison of computed and recorded displacements of the North Hollywood Hotel. (a) Longitudinal direction, and (b) Transverse direction.
(a)(b)The vibration periods of selected buildings from the three sources—system identification using recorded motions, eigen-analysis of the linearly-elastic model, and pushover analysis of the nonlinear model—are summarized in Table2. The presented results indicate that vibration periods from system identification and eigen-analysis of the linear-elastic model match quite well for all buildings. The vibration periods estimated from pushover analysis of the nonlinear model also match quite well with results from the two other sources for three of the five buildings—Imperial County, Sherman Oaks, and North Hollywood. However, the pushover analysis provides longer periods compared to the two other sources for two shear-wall buildings—Watsonville and Santa Barbara.Table 2
Comparison of fundamental vibration periods (sec) from system identification, linear-elastic model, and pushover analysis of nonlinear model.
BuildingLongitudinal directionTransverse directionSystem IDLinear modelNonlinear modelSystem IDLinear modelNonlinear modelImperial CountyN/AN/AN/A0.410.410.48Sherman Oaks2.932.672.512.932.942.62North Hollywood2.642.572.782.822.982.91Watsonville0.240.270.460.300.310.41Santa Barbara0.160.150.230.200.180.28The longer vibration period from the pushover analysis of the two shear-wall buildings is due to lower initial elastic stiffness of the system during the pushover analysis compared to that in the model used for eigen-analysis. The lower stiffness of the system during pushover analysis is apparently due to lower effective moment of inertia of the shear walls compared to the value of 0.5 times the gross moment of inertia assumed in the model for eigen-analysis of the building. This observation is consistent with that in a recent study [13] which concluded that the factor to convert the gross moment of inertia to the effective moment of inertia is significantly lower than the value of 0.5 specified in the ASCE-41 and FEMA-356 documents. The discrepancy can be particularly large for low values of axial force; experimental data presented in Elwood et al. [13] indicated that the factor can be as low as 0.1 for zero axial force level. Clearly, the vibration period computed based on the effective moment of inertia factor of 0.5, the value specified in FEMA-356 document, would be much shorter compared to the value computed from the initial elastic slope of the pushover curve which used a fiber-section model with very low axial force for nonlinear beam-column element.


## 4.1. Modeling Procedure

Needed for estimating the target displacement is the pushover curve of the building. For this purpose, three-dimensional models of the selected buildings were developed using the structural analysis software Open System for Earthquakes Engineering Simulation (OpenSees) [10]. Two models were developed for each building: linearly-elastic model for computing the mode shapes and frequencies (or vibration periods), and a nonlinear model for pushover analysis. Gravity loads were included in both models and were applied prior to eigen analysis to compute mode shapes and frequencies or the pushover analysis. Furthermore, P-Delta effects were included in both models. The beams, columns, and shear walls in the linear model were modeled using elasticBeamColumn element in OpenSees with effective (or cracked) section properties as per the FEMA-356 recommendations [1]. The beams, columns, and shear walls in the nonlinear model were modeled with nonlinearBeamColumn element with fiber section in OpenSees. Contributions to stiffness due to flexural as well as shear effects were included in both models.The nonlinear element used fiber sections containing confined concrete, unconfined concrete, and steel reinforcing bars to model the axial-flexural behavior, whereas linear-elastic behavior was assumed for the shear and torsional behavior. The compressive stress-strain behavior of concrete, both confined and confined, was modeled withConcrete04 material in OpenSees (Figure 2(a)) and tensile strength was ignored. Furthermore, concrete was assumed to completely lose strength immediately after the crushing strain. The crushing strain of the unconfined concrete was selected to be equal to 0.004 and that for confined concrete was selected to be that corresponding to the rupture of confining steel using the well-established Mander model [11]. The stress-strain behavior of steel was modeled with ReinforcingSteel material in OpenSees (Figure 2(b)). Further details of the material models are available in McKenna and Fenves [10]. The nominal strengths of concrete and steel were selected based on the values specified in the structural drawings.Material models used for nonlinear analysis.
(a)
Concrete Model(b)
Steel ModelFor two of the five selected buildings—Watsonville Commercial Building and Santa Barbara Office Building—the foundation flexibility was expected to significantly influence the response during strong ground shaking because both of these low-rise buildings contained longitudinal and transverse shear walls. The foundation flexibility was included in analytical models of these buildings by attaching six linear springs—three along thex-, y-, and z-translation, two about the x- and y- rocking, and one about the z-torsion—at the base as per the FEMA-356 recommendations for foundation flexibility modeling [1].


## 4.2. Validation of Analytical Models

The models developed in this investigation are based on generally accepted engineering practice. Therefore, the difference between the target displacement from various nonlinear static procedures and the value derived from recorded motions of a building would be due to errors due to inaccuracies in modeling as well as nonlinear static procedures. In this investigation, which utilizes data from actual buildings during an earthquake event, it may not be completely possible to isolate the errors from these two sources. However, it is important that the analytical model be as “accurate” as possible to minimize the errors due to modeling. For this purpose, models of selected buildings used in this investigation were validated by comparing their vibration properties and displacement responses (due to recorded base motions during actual earthquake events) with those observed during actual earthquake events. The following is a description of the procedure used to validate the model of the North Hollywood Hotel. A similar procedure was used to validate models for other buildings.First, fundamental vibration periods of the building in the longitudinal and transverse directions were identified from recorded motions of the building by using a well-known transfer function approach (Figure3). Next, these periods were computed from eigen-analysis of the linearly-elastic model (Figure 4). Finally, the linearly-elastic model was validated by comparing the vibration periods identified from recorded motions and computed from eigen-analysis. Although not identical to the periods identified from recorded motions, the vibration periods from eigen-analysis are close enough for most practical applications: period from eigen-analysis in the longitudinal direction is 2.57 sec compared to the identified value of 2.64 sec. It is useful to emphasize again that the linear-elastic model considered in this investigation is based on generally accepted engineering practice and is not intentionally calibrated to match the periods indentified from the recorded motions.Fundamental vibration period of North Hollywood Hotel identified from recorded motions. (a) Longitudinal direction, and (b) Transverse direction.
(a)(b)Vibration periods and mode shapes of the North Hollywood hotel computed from eigen-analysis of the linear-elastic model. (a) Longitudinal direction, and (b) Transverse direction.
(a)
1st Long. Mode:T=2.572 s(b)
1st Trans. Mode:T=2.980 sThe nonlinear model used in this investigation was first validated by comparing the fundamental vibration period estimated from the pushover curves against the value from eigen-analysis and value identified from recorded motions. For this purpose, the pushover curve was converted to the capacity curve of the equivalent inelastic SDF system by scaling the roof displacement by1/(Γ1ϕr1) and base shear by 1/M1* where Γ1 is the first-mode participation factor, ϕr1 is the first-mode component at the roof (or target node), and M1* is the first-mode effective mass. The fundamental vibration period is estimated by recognizing that initial elastic slope of the capacity curve of the equivalent inelastic SDF system is equal to ω12 which gives T1=2π/ω1 [12].The results presented in Figure5 indicate that the pushover curve also provides estimates of fundamental vibration periods that are close to the values identified from recorded motions and computed from eigen-analysis of linearly-elastic model. For example, the longitudinal vibration period of 2.78 sec (Figure 5(a)) from pushover curve compares quite well with the value of 2.64 sec identified from recorded motions (Figure 3(a)) and 2.57 sec computed from eigen-analysis of the linear elastic model (Figure 4(a)).Computation of the fundamental vibration period from capacity curve of the equivalent inelastic SDF systems of the North Hollywood Hotel. (a) Longitudinal direction and (b) Transverse direction.
(a)(b)The nonlinear model was further validated by comparing the displacement responses of the model subjected to motions recorded at the base of the building with the displacements derived from recorded motions. The results shown in Figure6 for the North Hollywood Hotel indicate that the model provides displacement response histories that match quite well with the displacement histories derived from recorded motions.Comparison of computed and recorded displacements of the North Hollywood Hotel. (a) Longitudinal direction, and (b) Transverse direction.
(a)(b)The vibration periods of selected buildings from the three sources—system identification using recorded motions, eigen-analysis of the linearly-elastic model, and pushover analysis of the nonlinear model—are summarized in Table2. The presented results indicate that vibration periods from system identification and eigen-analysis of the linear-elastic model match quite well for all buildings. The vibration periods estimated from pushover analysis of the nonlinear model also match quite well with results from the two other sources for three of the five buildings—Imperial County, Sherman Oaks, and North Hollywood. However, the pushover analysis provides longer periods compared to the two other sources for two shear-wall buildings—Watsonville and Santa Barbara.Table 2
Comparison of fundamental vibration periods (sec) from system identification, linear-elastic model, and pushover analysis of nonlinear model.
BuildingLongitudinal directionTransverse directionSystem IDLinear modelNonlinear modelSystem IDLinear modelNonlinear modelImperial CountyN/AN/AN/A0.410.410.48Sherman Oaks2.932.672.512.932.942.62North Hollywood2.642.572.782.822.982.91Watsonville0.240.270.460.300.310.41Santa Barbara0.160.150.230.200.180.28The longer vibration period from the pushover analysis of the two shear-wall buildings is due to lower initial elastic stiffness of the system during the pushover analysis compared to that in the model used for eigen-analysis. The lower stiffness of the system during pushover analysis is apparently due to lower effective moment of inertia of the shear walls compared to the value of 0.5 times the gross moment of inertia assumed in the model for eigen-analysis of the building. This observation is consistent with that in a recent study [13] which concluded that the factor to convert the gross moment of inertia to the effective moment of inertia is significantly lower than the value of 0.5 specified in the ASCE-41 and FEMA-356 documents. The discrepancy can be particularly large for low values of axial force; experimental data presented in Elwood et al. [13] indicated that the factor can be as low as 0.1 for zero axial force level. Clearly, the vibration period computed based on the effective moment of inertia factor of 0.5, the value specified in FEMA-356 document, would be much shorter compared to the value computed from the initial elastic slope of the pushover curve which used a fiber-section model with very low axial force for nonlinear beam-column element.


## 5. Computation of Target Displacements

This section presents computation of the target displacement, selected as displacement at the center of the roof, from the four nonlinear static procedures—FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM—for each of the selected buildings. Furthermore, reasons for differences in target displacements from various procedures, if any, are discussed. The presented results also include the peak displacement at the center of the roof derived from recorded motions of the building.The peak roof displacement in the FEMA-356 CM was computed from (1) to (5) with the coefficient C0 assumed to be equal to the first-mode participation factor and C2 assumed to be 1.0 for framing type 2 defined in the FEMA-356 document. The Sa needed in (1) and (5) was computed from the elastic response spectrum of the acceleration recorded at the base of the building in the appropriate direction at vibration period Te. The peak roof displacement in the ASCE-41 CM was similarly computed from (6) to (8).The peak roof displacement in the ATC-40 CSM is computed from (11) with C0 assumed to be equal to the first-mode participation factor and Sd computed from damped elastic response spectrum of the acceleration recorded at the base of the building in the appropriate direction. Because computation of Teq and ζeq in (12) needs displacement ductility factor, μ, of the equivalent SDF system, the estimation of the target displacement in the ATC-40 CSM requires an iterative procedure. Although the ATC-40 document specified three different procedures, the graphical ATC-40 Procedure is used in this investigation to compute Sd. For this purpose, a curve of locus of performance points is developed. Each point on this curve is the pair of displacement and pseudoacceleration of an equivalent SDF system with Teq and ζeq computed for a selected value of μ. The value of Sd to be used in (11) is selected as the displacement at the intersection of the curve of locus of performance points and the capacity curve of the equivalent inelastic SDF system of the building. The capacity curve of the of the equivalent inelastic SDF system is obtained from the pushover curve of the building by the previously described procedure.The peak roof displacement in the FEMA-440 CSM is computed from (13) with Sd estimated from a procedure similar to that described for the ATC-40 CSM with two differences. First, values of ζeff  and  Teff in the FEMA-440 CSM are computed from (14). Second, the pseudoacceleration of an equivalent SDF system is modified by a factor to account for the differences between the effective period being used in the FEMA-440 CSM and the secant period used in the ATC-40 CSM. Further details of this procedure, denoted as the modified ADRS procedure, are available in the FEMA-440 document [3].Typically, the locus of performance points in the ATC-40 and FEMA-440 CSM is plotted on the capacity curve for the equivalent inelastic SDF system to estimate the displacementSd. In this investigation, the displacement Sd (or Sa=Sd/(2π/Te)2) is used to compute peak roof displacement using (1), (6), (11), and (13) for FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM, respectively, which is then plotted on the pushover curve of the building. Such a plot permits direct comparison of target displacement from the CSM procedure and the recorded displacement.The pushover curves needed in implementing the selected procedures were developed for fundamental-mode height-wise distribution of lateral loads defined bys=ηmϕ1in which m is the mass matrix, ϕ1 is the vector of fundamental mode shape, and η is the load multiplier during pushover analysis. The fundamental mode distribution is the only distribution specified in the ATC-40, FEMA-440, and ASCE-41 pushover procedures whereas it is one of the distributions specified in the FEMA-356 pushover procedure.


### 5.1. Imperial County Services Building

The Imperial County Services Building is unique among the five selected building in this investigation because it collapsed during the selected earthquake. The strength and stiffness of this building was provided primarily by moment-resisting frames in the longitudinal direction and shear walls in the transverse direction. The postearthquake investigation [15] as well the pushover analysis [14] indicated that this building collapsed in the longitudinal direction due to concrete crushing at bases of columns in the moment-resisting frames. Obviously, the four procedures could not be applied to estimate peak displacement of this building in the longitudinal direction. The collapse of the building in the longitudinal direction, however, did not significantly influence its stiffness and strength in the transverse direction because shear walls, which provide most of the stiffness and strength in this direction, did not exhibit significant damage. Therefore, these procedures could be applied to estimate the peak roof displacement in the transverse direction. However, the results for this building should be viewed with care as these results include errors associated with the modeling and analytical procedure, mentioned previously, as well as due to effects of failure in the longitudinal direction on response in the transverse direction.The results presented in Figure7 for the Imperial County Services Building due to the 1979 Imperial Valley earthquake show that the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM lead to target roof displacement of 6.98 cm, 7.60 cm, 5.64 cm, and 5.46 cm, respectively; the peak roof displacement derived from recorded motions during this earthquake is 5.78 cm. The differences between the peak roof displacements from the FEMA-356 CM and the ASCE-41 CM are clearly due to different values of the coefficient that converts the peak displacement of a linear-elastic SDF system to that of an inelastic SDF system between the two CM procedures. Recall that the factor to convert the peak displacement of a linear-elastic SDF system to that of an inelastic SDF system is equal to C1C2C3 for the FEMA-356 CM (1) and C1C2 for the ASCE-41 CM (6). Furthermore, values of the individual coefficients between the two procedures differ for the same value of R and Te (see (3) and (4) for the FEMA-356 CM, and (7) and (8) for the ASCE-41 CM). Although quite different in implementation details, the two CSM procedures—ATC-40 and FEMA-440—led to very similar estimates of target displacement for this building.Computation of the roof displacement from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM in the transverse direction of the Imperial County Services Building.
(a)
FEMA-356 CM(b)
ASCE-41 CM(c)
ATC-40 CSM(d)
FEMA-440 CSM


### 5.2. Sherman Oaks Commercial Building

The presented results indicate that the two CM procedures—FEMA-356 and ASCE-41—provide identical estimate of the peak roof displacements of the Sherman Oaks building: the roof displacement is 27.98 cm (Figures8(a) and 8(b)). Such is the case because the coefficient C1 in the FEMA-356 CM (3) and C1 and C2 in the ASCE-41 CM ((7) and (8)) are all equal to unity because fundamental longitudinal vibration period of this building is the longer than the threshold period value, and C3 in the FEMA-356 CM (4) is equal to unity due to positive postyield stiffness. The ATC-40 CSM and FEMA-440 CSM provide peak roof displacement of 24.26 cm and 27.09 cm, respectively (Figures 8(c) and 8(d)). Unlike the two CM procedures, the two CSM procedures lead to slightly different values of the roof displacement. This difference is due to different values of effective period and damping ratio used in these CSM procedures (see (12) and (14)). The peak roof displacement derived from recorded motions of this building during the selected earthquake is 33.6 cm.Computation of the roof displacement from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM in the longitudinal direction of the Sherman Oaks Commercial Building.
(a)
FEMA-356 CM(b)
ASCE-41 CM(c)
ATC-40 CSM(d)
FEMA-440 CSMAll four procedures lead to identical peak roof displacement in the transverse direction: the peak roof displacement is equal to 17.98 cm (Figure9). Such is the case because the building in the transverse direction remains in the linear elastic range during the 1994 Northridge earthquake. Recall that the coefficients C1, C2, and C3 in the FEMA-356 NSP ((3) and (4)) as well as the coefficients C1 and C2 in the ASCE-41 NSP ((7) and (8)) are equal to one for a linearly-elastic system. Furthermore, the vibration period and damping ratio in the ATC-40 CSM and FEMA-440 CSM remain equal to that of a linear-elastic system for μ=1 (see (12) and (14)). The peak roof displacement derived from the recorded motions of this building in the transverse direction is 22.71 cm.Computation of the roof displacement from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM in the transverse direction of the Sherman Oaks Commercial Building.
(a)
FEMA-356 CM(b)
ASCE-41 CM(c)
ATC-40 CSM(d)
FEMA-440 CSMThe presented results also indicate that the peak roof displacements from the four procedures for the Sherman Oaks building are less than those from recorded motions. Such is the case because these procedures attempt to capture the response only due to the fundamental mode. Such procedures, obviously, cannot capture the response due to higher modes; several higher modes contribute to the response of the Sherman Oaks Commercial Building [14].


### 5.3. North Hollywood Hotel

Although strongly shaken, the North Hollywood Hotel remained within the linear-elastic range in both the longitudinal and transverse directions during the 1994 Northridge earthquake. The results for this building are presented only for the transverse direction—the direction with the larger roof displacement. As noted previously for the Sherman Oaks building in the transverse direction, all four procedures provide estimates of peak roof displacement that is identical and equal to 14.33 cm (Figure10). The peak roof displacement derived from recorded motions of this building is 17.46 cm. For reasons similar to those identified previously for the Sherman Oaks Commercial Building, the lower estimate from the four procedures is due to the inability of these procedures to capture higher mode effects that contribute significantly to the transverse response of this building [14].Computation of the roof displacement from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM in the transverse direction of the North Hollywood Hotel.
(a)
FEMA-356 CM(b)
ASCE-41 CM(c)
ATC-40 CSM(d)
FEMA-440 CSM


### 5.4. Watsonville Commercial Building

The results presented in Figure11 for the Watsonville Commercial Building indicate that the estimate of the peak roof displacements in the longitudinal direction from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM is 3.13 cm, 3.01 cm, 3.12 cm, and 2.98 cm, respectively. The peak roof displacement derived from recorded motions of this building is 3.33 cm. As noted previously for the Imperial County Services Building, the two CM procedures provide different estimates of peak roof displacement because various coefficients in these procedures differ for shorter vibration periods; the fundamental longitudinal vibration period of this building is 0.27 sec (Table 2).Computation of the roof displacement from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM in the longitudinal direction of the Watsonville Commercial Building.
(a)
FEMA-356 CM(b)
ASCE-41 CM(c)
ATC-40 CSM(d)
FEMA-440 CSMThe building remained essentially in the linear elastic range in the transverse direction (Figure12). The two CM procedures provide estimates of the peak roof displacements that are essentially identical: the FEMA-356 CM provides a value of 2.75 cm and ASCE-41 CM gives a value of 2.68 cm (Figures 12(a) and 12(b)). The ATC-40 CSM provides an estimate of the peak roof displacement of 2.42 cm (Figure 12(c)) whereas the value from the FEMA-440 CSM is 2.76 cm (Figure 12(d)). The peak roof displacement of this building derived from its recorded motion is 1.93 cm.Computation of the roof displacement from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM in the transverse direction of the Watsonville Commercial Building.
(a)
FEMA-356 CM(b)
ASCE-41 CM(c)
ATC-40 CSM(d)
FEMA-440 CSMUnlike the peak roof displacements of the Sherman Oaks Commercial Building and the North Hollywood Hotel, the two CM or the two CSM procedures do not provide an identical estimate of the peak roof displacement of the Watsonville Commercial Building in the transverse direction even though the building remains within the linear-elastic range (Figure12). This occurs due to the discrepancy between the effective fundamental vibration period estimated from (2) and the vibration period estimated from the pushover curve (Table 2), and the actual damping ratio and the damping ratio of the linear-elastic system used in this investigation.


### 5.5. Santa Barbara Office Building

Although strongly shaken during the 1978 Santa Barbara earthquake, the Santa Barbara Office Building remained essentially within the linear-elastic range in both directions. For reasons of brevity, the computation of the target displacement from the four procedures is presented only in the longitudinal direction. The presented results indicate that estimate of the roof displacement in the longitudinal direction from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM is 0.36 cm, 0.35 cm, 0.57 cm, and 0.56 cm, respectively, (Figure13). The peak value of the roof displacement derived from recorded motion is 0.68 cm. The four procedures do not provide identical estimates of the peak roof displacements, even though the building remained within linear elastic range because of reasons noted previously for the Watsonville Commercial Building.Computation of the roof displacement from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM in the longitudinal direction of the Santa Barbara Office Building.
(a)
FEMA-356 CM(b)
ASCE-41 CM(c)
ATC-40 CSM(d)
FEMA-440 CSM


## 5.1. Imperial County Services Building

The Imperial County Services Building is unique among the five selected building in this investigation because it collapsed during the selected earthquake. The strength and stiffness of this building was provided primarily by moment-resisting frames in the longitudinal direction and shear walls in the transverse direction. The postearthquake investigation [15] as well the pushover analysis [14] indicated that this building collapsed in the longitudinal direction due to concrete crushing at bases of columns in the moment-resisting frames. Obviously, the four procedures could not be applied to estimate peak displacement of this building in the longitudinal direction. The collapse of the building in the longitudinal direction, however, did not significantly influence its stiffness and strength in the transverse direction because shear walls, which provide most of the stiffness and strength in this direction, did not exhibit significant damage. Therefore, these procedures could be applied to estimate the peak roof displacement in the transverse direction. However, the results for this building should be viewed with care as these results include errors associated with the modeling and analytical procedure, mentioned previously, as well as due to effects of failure in the longitudinal direction on response in the transverse direction.The results presented in Figure7 for the Imperial County Services Building due to the 1979 Imperial Valley earthquake show that the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM lead to target roof displacement of 6.98 cm, 7.60 cm, 5.64 cm, and 5.46 cm, respectively; the peak roof displacement derived from recorded motions during this earthquake is 5.78 cm. The differences between the peak roof displacements from the FEMA-356 CM and the ASCE-41 CM are clearly due to different values of the coefficient that converts the peak displacement of a linear-elastic SDF system to that of an inelastic SDF system between the two CM procedures. Recall that the factor to convert the peak displacement of a linear-elastic SDF system to that of an inelastic SDF system is equal to C1C2C3 for the FEMA-356 CM (1) and C1C2 for the ASCE-41 CM (6). Furthermore, values of the individual coefficients between the two procedures differ for the same value of R and Te (see (3) and (4) for the FEMA-356 CM, and (7) and (8) for the ASCE-41 CM). Although quite different in implementation details, the two CSM procedures—ATC-40 and FEMA-440—led to very similar estimates of target displacement for this building.Computation of the roof displacement from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM in the transverse direction of the Imperial County Services Building.
(a)
FEMA-356 CM(b)
ASCE-41 CM(c)
ATC-40 CSM(d)
FEMA-440 CSM


## 5.2. Sherman Oaks Commercial Building

The presented results indicate that the two CM procedures—FEMA-356 and ASCE-41—provide identical estimate of the peak roof displacements of the Sherman Oaks building: the roof displacement is 27.98 cm (Figures8(a) and 8(b)). Such is the case because the coefficient C1 in the FEMA-356 CM (3) and C1 and C2 in the ASCE-41 CM ((7) and (8)) are all equal to unity because fundamental longitudinal vibration period of this building is the longer than the threshold period value, and C3 in the FEMA-356 CM (4) is equal to unity due to positive postyield stiffness. The ATC-40 CSM and FEMA-440 CSM provide peak roof displacement of 24.26 cm and 27.09 cm, respectively (Figures 8(c) and 8(d)). Unlike the two CM procedures, the two CSM procedures lead to slightly different values of the roof displacement. This difference is due to different values of effective period and damping ratio used in these CSM procedures (see (12) and (14)). The peak roof displacement derived from recorded motions of this building during the selected earthquake is 33.6 cm.Computation of the roof displacement from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM in the longitudinal direction of the Sherman Oaks Commercial Building.
(a)
FEMA-356 CM(b)
ASCE-41 CM(c)
ATC-40 CSM(d)
FEMA-440 CSMAll four procedures lead to identical peak roof displacement in the transverse direction: the peak roof displacement is equal to 17.98 cm (Figure9). Such is the case because the building in the transverse direction remains in the linear elastic range during the 1994 Northridge earthquake. Recall that the coefficients C1, C2, and C3 in the FEMA-356 NSP ((3) and (4)) as well as the coefficients C1 and C2 in the ASCE-41 NSP ((7) and (8)) are equal to one for a linearly-elastic system. Furthermore, the vibration period and damping ratio in the ATC-40 CSM and FEMA-440 CSM remain equal to that of a linear-elastic system for μ=1 (see (12) and (14)). The peak roof displacement derived from the recorded motions of this building in the transverse direction is 22.71 cm.Computation of the roof displacement from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM in the transverse direction of the Sherman Oaks Commercial Building.
(a)
FEMA-356 CM(b)
ASCE-41 CM(c)
ATC-40 CSM(d)
FEMA-440 CSMThe presented results also indicate that the peak roof displacements from the four procedures for the Sherman Oaks building are less than those from recorded motions. Such is the case because these procedures attempt to capture the response only due to the fundamental mode. Such procedures, obviously, cannot capture the response due to higher modes; several higher modes contribute to the response of the Sherman Oaks Commercial Building [14].


## 5.3. North Hollywood Hotel

Although strongly shaken, the North Hollywood Hotel remained within the linear-elastic range in both the longitudinal and transverse directions during the 1994 Northridge earthquake. The results for this building are presented only for the transverse direction—the direction with the larger roof displacement. As noted previously for the Sherman Oaks building in the transverse direction, all four procedures provide estimates of peak roof displacement that is identical and equal to 14.33 cm (Figure10). The peak roof displacement derived from recorded motions of this building is 17.46 cm. For reasons similar to those identified previously for the Sherman Oaks Commercial Building, the lower estimate from the four procedures is due to the inability of these procedures to capture higher mode effects that contribute significantly to the transverse response of this building [14].Computation of the roof displacement from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM in the transverse direction of the North Hollywood Hotel.
(a)
FEMA-356 CM(b)
ASCE-41 CM(c)
ATC-40 CSM(d)
FEMA-440 CSM


## 5.4. Watsonville Commercial Building

The results presented in Figure11 for the Watsonville Commercial Building indicate that the estimate of the peak roof displacements in the longitudinal direction from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM is 3.13 cm, 3.01 cm, 3.12 cm, and 2.98 cm, respectively. The peak roof displacement derived from recorded motions of this building is 3.33 cm. As noted previously for the Imperial County Services Building, the two CM procedures provide different estimates of peak roof displacement because various coefficients in these procedures differ for shorter vibration periods; the fundamental longitudinal vibration period of this building is 0.27 sec (Table 2).Computation of the roof displacement from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM in the longitudinal direction of the Watsonville Commercial Building.
(a)
FEMA-356 CM(b)
ASCE-41 CM(c)
ATC-40 CSM(d)
FEMA-440 CSMThe building remained essentially in the linear elastic range in the transverse direction (Figure12). The two CM procedures provide estimates of the peak roof displacements that are essentially identical: the FEMA-356 CM provides a value of 2.75 cm and ASCE-41 CM gives a value of 2.68 cm (Figures 12(a) and 12(b)). The ATC-40 CSM provides an estimate of the peak roof displacement of 2.42 cm (Figure 12(c)) whereas the value from the FEMA-440 CSM is 2.76 cm (Figure 12(d)). The peak roof displacement of this building derived from its recorded motion is 1.93 cm.Computation of the roof displacement from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM in the transverse direction of the Watsonville Commercial Building.
(a)
FEMA-356 CM(b)
ASCE-41 CM(c)
ATC-40 CSM(d)
FEMA-440 CSMUnlike the peak roof displacements of the Sherman Oaks Commercial Building and the North Hollywood Hotel, the two CM or the two CSM procedures do not provide an identical estimate of the peak roof displacement of the Watsonville Commercial Building in the transverse direction even though the building remains within the linear-elastic range (Figure12). This occurs due to the discrepancy between the effective fundamental vibration period estimated from (2) and the vibration period estimated from the pushover curve (Table 2), and the actual damping ratio and the damping ratio of the linear-elastic system used in this investigation.


## 5.5. Santa Barbara Office Building

Although strongly shaken during the 1978 Santa Barbara earthquake, the Santa Barbara Office Building remained essentially within the linear-elastic range in both directions. For reasons of brevity, the computation of the target displacement from the four procedures is presented only in the longitudinal direction. The presented results indicate that estimate of the roof displacement in the longitudinal direction from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM is 0.36 cm, 0.35 cm, 0.57 cm, and 0.56 cm, respectively, (Figure13). The peak value of the roof displacement derived from recorded motion is 0.68 cm. The four procedures do not provide identical estimates of the peak roof displacements, even though the building remained within linear elastic range because of reasons noted previously for the Watsonville Commercial Building.Computation of the roof displacement from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM in the longitudinal direction of the Santa Barbara Office Building.
(a)
FEMA-356 CM(b)
ASCE-41 CM(c)
ATC-40 CSM(d)
FEMA-440 CSM


## 6. Variability in Target Displacement

The estimates of the target displacement from the four nonlinear static procedures—FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM—along with the peak roof displacement derived from recorded motions of the selected buildings are summarized in Table3 in the longitudinal direction and Table 4 in the transverse direction. These results permit the following important observations about variability of target displacement estimates from various nonlinear static procedures.Table 3
Peak roof displacement estimated from four nonlinear static procedures and derived from recorded motions in longitudinal direction; all values of displacements are in cm.
BuildingNonlinear static procedureFEMA-356 CMASCE-41 CMATC-40 CSMFEMA-440 CSMRecordedImperial CountyN/AN/AN/AN/AN/ASherman Oaks27.9827.9824.2627.0933.60North Hollywood10.1710.1710.1710.179.75Watsonville3.133.013.122.983.33Santa Barbara0.360.350.570.560.68Table 4
Peak roof displacement estimated from four nonlinear static procedures and derived from recorded motions in transverse direction; all values of displacements are in cm.
BuildingNonlinear static procedureFEMA-356 CMASCE-41 CMATC-40 CSMFEMA-440 CSMRecordedImperial County6.987.605.645.465.78Sherman Oaks17.9817.9817.9817.9822.71North Hollywood14.3314.3314.3314.3317.46Watsonville2.752.682.412.761.93Santa Barbara1.060.921.061.191.28First, various nonlinear static procedures provide identical estimates of target displacement of long-period buildings that remain within the linear elastic range (see North Hollywood Hotel in the longitudinal direction in Table3, and Sherman Oaks Commercial Building and North Hollywood Hotel in the transverse direction in Table 4). This is consistent with the expectation that nonlinear static procedures should provide identical estimates for buildings responding in the linear elastic range.Second, various nonlinear static procedures may provide different estimates of target displacement of short-period shear-wall buildings that remain within the linear elastic range (see Santa Barbara building in the longitudinal direction in Table3 and Watsonville and Santa Barbara buildings in the transverse direction in Table 4). This occurs because of the sensitivity of the peak displacement of the equivalent SDF system to period and damping in the short-period range. Recall that there may be a slight discrepancy in the effective fundamental vibration period estimated from (2) and the vibration period estimated from the pushover curve for these buildings (Table 2), and the actual damping ratio and the damping ratio of the linear-elastic system used in this investigation. It is useful to point out that the large variability noted here is due to use of response spectrum for individual ground motion, which can be very jagged in the short-period range; this variability would be much less if a smooth design spectrum is used.Finally, the variability in the target displacement of long-period building responding in the nonlinear range is much smaller compared to short-period buildings responding in the nonlinear range. For example, the target displacement of the long-period Sherman oaks building in the longitudinal direction from the four nonlinear static procedures varies from 27.98 cm to 24.26 cm (Table3), a variation of about 13%, whereas that for the short-period Imperial County Services building in the transverse direction varies from 7.60 cm to 5.46 cm (Table 4), a variation of about 28%. This is the case because of sensitivity of various coefficients in the CM procedure and the equivalent period and damping in the CSM procedures to degree of nonlinearity, that is, value of R.


## 7. Accuracy of Target Displacement Prediction

Figure14 shows the percent error in the target (or roof) displacement from the four procedures. The percentage errors is defined as the difference between the target roof displacement estimated from a nonlinear static procedure and the peak roof displacement derived from recorded motions during a selected earthquake. The results are presented for Imperial County Services Building in the transverse direction (IC-NS), Sherman Oaks Commercial Building in the longitudinal and transverse directions (SO-EW and SO-NS), North Hollywood Hotel in the longitudinal and transverse directions (NH-EW and NH-NS), Watsonville Commercial Building in the longitudinal and transverse directions (WT-EW and WT-NS), and Santa Barbara Office Building in the longitudinal and transverse directions (SB-EW and SB-NS). These results permit an improved understanding of the following question: can the engineering profession “accurately” predict the response of a real building during an earthquake event using currently available modeling techniques and pushover analysis procedures?Figure 14
Percent error in peak roof displacements from the FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM.The presented results indicate that the current nonlinear static procedure lead to target displacement prediction which may differ significantly from the value observed during an earthquake: the errors range from about 50% under-estimation, for example, as is the case for FEMA-356 CM and ASCE-41 CM for the Santa Barbara Office Building in the longitudinal direction (see SB-EW in Figure14), to about 40% over-estimation, for example, ATC-40 CSM and FEMA-440 CSM for the Watsonville Commercial Building in the transverse direction (see WT-NS in Figure 14).Among the two CM procedures, the ASCE-41 CM, which is based on the improvements suggested recently in the FEMA-440 document, does not necessarily provide a better prediction. For example, the ASCE-41 CM leads to larger overestimation for the Imperial County Services Building (see IC-NS in Figure14) and larger underestimation for the Santa Barbara Office Building (see SB-EW and SB-NS in Figure 14) when compared to the results from the FEMA-356 CM.Similarly, the FEMA-440 CSM, which is intended to be an improvement over the ATC-40 CSM, may not necessarily lead to better prediction of peak roof displacement. This becomes apparent from Figure14, where the FEMA-440 CSM either provides a prediction that is slightly worse (see WT-EW and SB-EW in Figure 14) or much worse (see WT-NS in Figure 14) prediction compared to the ATC-40.Finally, there is no clear evidence of whether the CM procedure (FEMA-356 or ASCE-41) or the CSM procedure (ATC-40 or FEMA-440) provides a better prediction of peak roof displacement when compared with the value derived from recorded motions. The CSM procedure leads to better prediction for some buildings (see IC-NS and SB-EW in Figure14) but worse for others (see SO-EW in Figure 14) compared to the CM procedure. For other buildings, the two procedures lead to essentially similar levels of accuracy (see SO-NS, NH-EW, and NH-NS in Figure 14).


## 8. Conclusions

This investigation compared the target roof displacement computed from the four currently used procedures—FEMA-356 CM, ASCE-41 CM, ATC-40 CSM, and FEMA-440 CSM—with the peak roof displacement derived from recorded motions of five reinforced-concrete buildings with the aim of developing an improved understanding of the following two questions: (1) how much does the target displacement varies among the four nonlinear static procedures? and (2) can the engineering profession “accurately” predict the response of a real building during an earthquake event using currently available modeling techniques and pushover analysis procedures? The models of selected buildings utilized in this investigation are developed using generally accepted engineering practice. These models were validated but not intentionally calibrated against the recorded data. This comparison has led to the following conclusions.The nonlinear static procedures may lead to significantly different estimates of target displacement, particularly for short-period buildings responding in the nonlinear range; the largest variation noted in this investigation approached 28% for the Imperial County Services building. The variation was much smaller for long-period buildings responding in the nonlinear range. These observations are unlikely to be affected by the inaccuracies associated with modeling errors because the same model was used during implementation of these procedures.The current nonlinear static procedures, when applied to nonlinear model of the building developed using generally accepted engineering practice may lead to either significant over-estimation or under-estimation of the targetroof displacement when compared with the peak roof displacement observed during a selected earthquake. The error ranged between 50% underestimation to 40% overestimation.It is useful to note that poor estimates of target displacement for a few of the buildings from the various pushover analysis procedures may be due to severe near-fault effects as noted previously by Akkar and Metin [5]. Additional errors may occur due to loss of accuracy in recorded roof displacement resulting from data processing techniques described previously. Furthermore, nonlinear static procedures are designed to provide “accurate” estimate of the median response. Therefore, it is not surprising that large errors are noted when these procedures are applied to predict target displacement of buildings during individual ground motions. The large errors noted here are also because of a combination of errors due to nonlinear static procedures and inaccuracies associated with nonlinear modeling.The data presented in this investigation also provides a comparative prediction capability of various nonlinear static procedures. Although limited in size, this data indicates that (1) the ASCE-41 CM, which is based on recent improvements to the FEMA-356 CM suggested in FEMA-440 document, does not necessarily provide better prediction of roof displacement, (2) the improved FEMA-440 CSM also may not provide better prediction of peak roof displacements compared to the ATC-40 CSM, and (3) there is no conclusive evidence that the CM procedures (FEMA-356 or ASCE-41) provide better predictions of the peak roof displacement compared to the CSM procedure (ATC-40 or FEMA-440) or vice-versa.



---

*Source: 582426-2011-03-29.xml*