ZPA Method in Response Spectrum Analysis

Technical Article

In a multi-modal response spectrum analysis, it is important to determine a sufficient number of eigenvalues of the structure and to consider their dynamic responses. Regulations such as EN 1998-1 [1] and other international standards require to activate 90 % of the structural mass. This means: to determine as many eigenvalues that the sum of the effective modal mass factor is greater 0.9.

For very large structures with many degrees of freedom or structures that have fundamental eigenvalues in the high-frequency range (piping systems, for example), these requirements may be difficult to meet. In such cases, ZPA (Zero Period Acceleration) is gaining in importance. This method is also able to consider masses in the supports themselves, which has a decisive influence on the support forces.

A distinction is made between three frequency ranges, which are used to categorize the system responses in different ways (see Figure 01):1) low-frequency range, (2) mid-frequency range and (3) high-frequency range.

Figure 01 - Spectral Acceleration Sa [m/s²] Versus Natural Frequency f [Hz] of Narrow-Band Response Spectrum According to EN 1998-1 [1]

The low-frequency and mid-frequency range (f < fZPA) is the range usually considered in structural dynamics. Buildings have dominant natural frequencies in this area and in many cases more than 90 % of the structural mass are activated with these eigenvalues. The system responses in the low-frequency range are periodic and results of various eigenvalues are phase-shifted. The superposition of the responses from individual eigenvalues is done quadratically either with the SRSS or better with the CQC rule.

In the high-frequency range (f > fZPA), the system responses are pseudo-static, the responses from individual eigenvalues have the same phase. The modal superposition can thus be executed as an algebraic sum. Instead of dynamically considering these high frequencies, it is common practice to determine the missing activated masses and add the responses of the entire high-frequency range pseudo-static by means of the ZPA value. The ZPA value corresponds to the value from the response spectrum for the period T = 0 sec; ZPA = Sa(T=0). However, a user-defined value for the ZPA value is also conceivable. This method is referred to as the ZPA method, as missing-mass method or as static correction [2, 3, 4].

Midrange frequencies (fSP < f < fZPA) provide system responses that are partly periodic and partly pseudo-static. These frequencies can be combined with special superposition rules such as the Gupta method [2] to account for the algebraic summation of pseudo-static contributions. However, superposition using standard quadratic rules such as the CQC rule is also common.

The frequency fSP (sp = spectral peak) corresponds to the maximum value of the spectral acceleration. The ZPA frequency fZPA (ZPA = Zero-Period Acceleration) is the minimum frequency with which the acceleration approximately reaches the ZPA value.

Calculation of ZPA Components

The components of the activated masses at each individual node in the structure can be determined as follows:
${\mathbf m}_\mathrm j\boldsymbol\;=\;\sum_{\mathrm i=1}^\mathrm p\;{\mathrm\Gamma}_\mathrm{ij}\;{\mathbf u}_\mathrm i$
i = 1...p = number of eigenvalues considered in the response spectrum analysis
j = direction of earthquake excitation
mj = (mX,j, mY,j, mZ,j) = amount of the activated masses at each node in the excitation direction j
Γij = ratio factors for the eigenvalue i and the direction of excitation j
ui = (uX, uY, uZ)T = eigenform of the eigenvalue i at a single node, mass-normalized with Mi = uiTMui = 1 kg

The fraction of missing, non-activated masses at each individual node is the difference to the total structural mass and is determined as follows:
mj,missing = 1 - mj

The equivalent loads at each node and following this deformations and internal forces for the ratio of non-activated masses are determined as follows:
Fj = mj,missing ∙ ZPAjM
Fj = (FX,j, FY,j, FZ,j) = equivalent loads at each node for the ratio of non-activated masses resulting from the excitation direction j
ZPAj = spectral acceleration Sa,j(T=0) in direction of the excitation j
M = (MX, MY, MZ) = mass at the individual nodes in the structure

The results of the ZPA components thus determined are considered as another eigenvalue in the modal superposition. The superposition with the results of dynamically considered eigenvalues can be done by means of the SRSS rule or as an absolute sum. The absolute sum provides conservative results.

Realization in DYNAM Pro - Forced Vibrations

In DYNAM Pro - Forced Vibrations, the ZPA analysis is applied when the "Apply Static Correction" check box is selected. The setting is shown in Figure 02.

Figure 02 - Activation of ZPA Analysis in DYNAM Pro - Forced Vibrations

In DYNAM Pro, the determination of the non-activated masses and the resulting equivalent loads is carried out internally. The ZPA value is defined with the value from the response spectrum to the period T = 0 sec; ZPA = Sa(T=0). The results of the ZPA component are superimposed as an absolute sum with the results of dynamically considered eigenvalues.

Rt = |RSRSS/CQC| + |Rmissing|
Rt =results after modal and directional superposition including the ZPA component
RSRSS/CQC =results of the dynamically considered eigenvalues modally superpositioned with the SRSS or CQC rule
Rmissing =results of the ZPA component

The results after superimposition are exported as result combination to the main program RSTAB.


A cantilever with five degrees of freedom shows how the ZPA analysis is implemented in DYNAM Pro - Forced Vibrations. A very simple system is considered to allow the traceability of the results. A rigid cross-section RO 508.0x10.0 with Iy = 48.520 cm4 made of steel S 235 is chosen in order to achieve frequencies above the value fZPA with relevant mass participation. The weight of the carrier of 612.3 kg is evenly distributed over the six nodes (including support nodes). In addition, a mass of 1 t is defined at node 5.The masses and also the excitation of the system act in X-direction. The structure with mass distribution, resulting natural frequencies and effective modal masses is shown together with the user-defined response spectrum in Figure 03.

Figure 03 - Cantilever with Five Degrees of Freedom: Mass Distribution, Resulting Frequencies and Effective Modal Masses

In this example, the ZPA value is Sa = 2.00 m/s².This is the acceleration value for the period T = 0 sec. If the response spectrum is compared with the frequencies, the frequency fZPA results in 100 Hz when using the marginal value analysis. The first two frequencies f1 = 19.8 Hz and f2 = 92.8 Hz are therefore in the mid-frequency range (see Figure 01) and are considered dynamically. The remaining three natural frequencies are high-frequency and can be taken into account with the ZPA method.

By default, the eigenvalue calculation in DYNAM Pro does not consider the masses of fixed supports. These masses have no influence on the determined natural frequencies and only then is it possible to achieve effective modal mass factors of 100 %.

However, if the influence of the masses in the supports should be explicitly considered with the ZPA method, it is necessary to activate them in DYNAM Pro with the setting shown in Figure 04. In this example, the masses are taken into account in the supports.

Figure 04 - Detail Setting in DYNAM Pro

Enabling "Neglect masses" will change the default setting of the considered masses. If the "node storage" table is empty, masses are also taken into account on supports.

The following table shows the participation factors ΓX, the proportions of the activated masses mX, the proportions of the inactivated masses mX,missing, and the resulting equivalent loads at the six nodes in the system. The calculation bases of the ZPA method were discussed in the previous section.

Node Mass
Participation Factor
Mode Shape
Components of
Components of
Equivalent Loads
FX [N]
Shape 1 Shape 2 Shape 1 Shape 2
1 61.23     0.078350 -0.056290 0.3220 0.6780 83.03
2 122.46     0.056790 -0.008520 1.1325 -0.1325 -32.44
3 122.46 24.12 27.85 0.036140 0.027190 1.6290 -0.6290 -154.05
4 122.46     0.018110 0.038290 1.5033 -0.5033 -123.26
5 1,122.46     0.005100 0.021670 0.7266 0.2734 613.82
6 61.23     0.000000 0.000000 0.0000 1.0000 122.46

The shear force, moments and support forces resulting from these equivalent loads are shown in Figure 05.

Figure 05 - Results of ZPA Method

The final results of the multi-modal response spectrum analysis, taking into account the ZPA method, result from the results of the first two eigenvalues (here modally superimposed with the SRSS rule) and the results of the ZPA component (see Figure 05).

Figure 06 compares the results of the response spectrum analysis, taking into account the first two eigenvalues (DLC and LC2 in the model), and the final results including the ZPA component (DLC3 and LC3 in the model). When looking at Figure 05 and Figure 06, the absolute summation used in DYNAM Pro can be clearly seen.

Figure 06 - Results of Multi-Modal Response Spectrum Analysis Taking into Account (a) Two Eigenvalues and (b) Two Eigenvalues and ZPA Components

Figure 07 shows the results of the response spectrum analysis, taking into account all five eigenvalues for comparison. The ZPA method considers the masses in the supports. This results in a larger bearing force PX = 2.57 kN. The internal forces are on the safe side due to the superimposition as an absolute sum (compare Figure 07 with Figure 06).

Figure 07 - Results of Multi-Modal Response Spectrum Analysis Considering Five Eigenvalues


This example showed how the ZPA method is implemented in DYNAM Pro and that the results are verifiably traceable. This method is useful and recommended when high-frequency frequencies of the structure activate relevant mass components and when larger support masses are present in the structure.


[1]  Eurocode 8: Design of structures for earthquake resistance - Part 1: General rules, seismic actions and rules for buildings; EN 1998-1:2004/A1:2013
[2]  Gupta, A. K.: Response Spectrum Method in Seismic Analysis and Design of Structures (New Directions in Civil Engineering). Boca Raton: CRC Press, 1992
[3]  Morante, R.; Wang, Y.; Chokshi, N.; Kenneally, R.; Norris, W.: Evaluation of Modal Combination Methods for Seismic Response Spectrum Analysis. Raleigh: IASMiRT, 1999
[4]  U.S. Nuclear Regulatory Commission: Revision 3 to Regulatory Guide (RG) 1.92 - Combining Modal Responses and Spatial Components in Seismic Response Analysis. Washington: NRC, 2012
[5]  Manual RF-DYNAM Pro. Tiefenbach: Dlubal Software, December 2016. Download: https://www.dlubal.com/en/downloads-and-information/documents/manuals?category=add-on-module-dynamic-analysis



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