TR.32.10.1.5 Response Spectrum Specification per Eurocode 8 2004
This command may be used to specify and apply the RESPONSE SPECTRUM loading as per the 2004 edition of Eurocode 8, "General Rules, seismic actions and rules for buildings", BS EN 19981:2004. The graph of frequency – acceleration pairs are calculated based on the input requirements of the command and as defined in the code.
General Format
SPECTRUM combmethod EURO 2004 {ELASTIC  DESIGN} {RS1  RS2} *{ X f1 Y f2 Z f3} ACCELERATION
{DAMP f5 CDAMP  MDAMP } ( {LINEAR  LOGARITHMIC} ) (MISSING f6) (ZPA f7) ({ DOMINANT f10  SIGN }) (SAVE) (IMR f11) (STARTCASE f12)
Starting on the next line, the response spectra is input using following standard input parameters:
SOIL TYPE { A  B  C  D  E } ALPHA f8 Q f9
Unlike the custom defined response spectra the EC 8 response spectra is not input using frequencyacceleration pairs. Based on the type of Response Spectra(Elastic/Design), Soil Type, Alpha and Q the software generates the applicable response spectra curve using the guidelines of section 3.2.2.2 or 3.2.2.3 or 3.2.2.5 of Eurocode 8: 2004 as applicable.
Where:
Parameter  Default Value  Description 

X f1, Y f2, Z f3  0.0  Factors for the input spectrum to be applied in X, Y, & Z directions. Any one or all directions can be input. Directions not provided will default to zero. 
DAMP f5  0.05 
The damping ratio.
Specify a value of exactly 0.0000011 to ignore damping.

MISSING f6 
Optional parameter to use "Missing Mass" method. The static effect of the masses not represented in the modes is included. The spectral acceleration for this missing mass mode is the f6value entered in length/sec^{2} (this value is not multiplied by SCALE). If f6is zero, then the spectral acceleration at the ZPA f7frequency is used. If f7is zero or not entered, the spectral acceleration at 33Hz (Zero Period Acceleration, ZPA) is used. The results of this calculation are SRSSed with the modal combination results. 

ZPA f7  33 [Hz]  The zero period acceleration value for use with MISSING option only. Defaults to 33 Hz if not entered. The value is printed but not used if MISSING f6 is entered. 
DOMINANT f10  1 (1st Mode)  The dominant mode method. All results will have the same sign as mode number f10 alone would have if it were excited then the scaled results were used as a static displacements result. Defaults to mode 1 if no value entered. If a 0 value entered, then the mode with the greatest % participation in the excitation direction will be used (only one direction factor may be nonzero). 
IMR f11  1  The number of individual modal responses (scaled modes) to be copied into load cases. Defaults to one. If greater than the actual number of modes extracted (NM), then it will be reset to NM. Modes one through f11 will be used. Missing Mass modes are not output. 
STARTCASE f12  Highest Load Case No. + 1  The primary load case number of mode 1 in the IMR parameter. Defaults to the highest load case number used so far plus one. If f12 is not higher than all prior load case numbers, then the default will be used. For modes 2 through NM, the load case number is the prior case number plus one. 
ALPHA f10 
Alpha is the "Ground Acceleration On Type A Ground" and defined in Eurocode 8 as a_{g}, as used in equations 3.2 – 3.5. Refer to the Eurocode for further information. Note: The
specified alpha factor in
STAAD.Pro is given as the
ratio of the ground acceleration (a_{g}) to
acceleration due to gravity. That is, the value for f10should be a factor of
G, not an actual acceleration (e.g., if the value of
a_{g} = 1.5
m/s^{2}, then enter the
ALPHA value of
1.5 m/s^{2} / 9.81
m/s^{2} = 0.15).


Q f11  Q is the 'Behaviour Factor' and is an approximation of the ratio of the seismic forces that the structure would experience if its response was completely elastic with 5% viscous damping, to the seismic forces that may be used in design, with a conventional elastic analysis model, still ensuring a satisfactory response of the structure. 
combmethod = { SRSS  ABS  CQC  ASCE  TEN  CSM  GRP } are methods of combining the responses from each mode into a total response.
The CQC and ASCE498 methods require damping. ABS, SRSS, CRM, GRP, and TEN methods do not use damping unless spectraperiod curves are made a function of damping (see File option below). CQC, ASCE, CRM, GRP, and TEN include the effect of response magnification due to closely spaced modal frequencies. ASCE includes more algebraic summation of higher modes. ASCE and CQC are more sophisticated and realistic methods and are recommended.
 SRSS
 Square Root of Summation of Squares method.
 ABS
 Absolute sum. This method is very conservative and represents a worst case combination.
 CQC
 Complete Quadratic Combination method (Default). This method is recommended for closely spaced modes instead of SRSS.
 ASCE
 NRC Regulatory Guide Rev. 2 (2006) Gupta method for modal combinations and Rigid/Periodic parts of modes are used. The ASCE498 definitions are used where there is no conflict. ASCE498 Eq. 3.221 (modified Rosenblueth) is used for close mode interaction of the damped periodic portion of the modes.
 TEN
 Ten Percent Method of combining closely spaced modes. NRC Reg. Guide 1.92 (Rev. 1.2.2, 1976).
 CSM
 Closely Spaced Method as per IS:1893 (Part 1)2002 procedures.
 GRP
 Closely Spaced Modes Grouping Method. NRC Reg. Guide 1.92 (Rev. 1.2.1, 1976).
See G.17.3 Dynamic Analysis, TR.30 Miscellaneous Settings for Dynamic Analysis, and TR.34 Frequency Calculation
The keywords EURO 2004 is mandatory to denote that the applied loading is as per the guidelines of Eurocode 8.
 ELASTIC or DESIGN
 The response spectrum loading can be based on either Elastic or Design response spectra. Refer to Eurocode 8.
The capacity of structural systems to resist seismic actions in the nonlinear range generally permits their design for forces smaller than those corresponding to a linear elastic response. To avoid explicit nonlinear structural analysis in design, the energy dissipation capacity of the structure through mainly ductile behavior of its elements and/or other mechanisms, is taken into account by performing a linear analysis based on a response spectrum which is a reduced form of the corresponding elastic response spectrum. This reduction is accomplished by introducing the behavior factor Q and the reduced response spectrum is termed as "Design Response Spectrum." STAAD.Pro generates the Elastic Response Spectra using the guidelines of section 4.2.4 and Table 4.2 of Eurocode 8.
So, if the structure is supposed to resist seismic actions in the nonlinear range the Design Response Spectra is to be used.
 RS1 or RS2

Two types of response spectra curve can be generated based on either response spectra type 1 curve (RS1) or response spectra type 2 curve (RS2).
 ACCELERATOIN
 indicates that the Acceleration spectra will be entered.
 DAMP, MDAMP, and CDAMP
 select source of damping input:
 DAMP indicates to use the f2 value for all modes
 MDAMP indicates to use the damping entered or computed with the DEFINE DAMP command if entered, otherwise default value of 0.05 will be used
 CDAMP indicates to use the composite damping of the structure calculated for each mode. You must specify damping for different materials under the CONSTANT specification
 LINEAR or LOGARITHMIC
 Select Linear or Logarithmic interpolation of the
input Spectra versus Period curves for determining the spectra value for a mode
given its period. Linear is the default. Since Spectra versus Period curves are often
linear only on LogLog scales, the logarithmic interpolation is recommended in
such cases; especially if only a few points are entered in the spectra curve.
When FILE filename is entered, the interpolation along the damping axis will be linear.
 SIGN
 This option results in the creation of signed values for all results. The sum of squares of positive values from the modes are compared to sum of squares of negative values from the modes. If the negative values are larger, the result is given a negative sign. This command is ignored for ABS option.
 SAVE
 This option results in the creation of a acceleration data file (with the model file name and an .acc file extension) containing the joint accelerations in g’s and radians/sec^{2}. These files are plain text and may be opened and viewed with any text editor (e.g., Notepad).
 SOIL TYPE
 This parameter is used to define
the subsoil conditions based on which the response spectra will be generated as
defined in Table 3.1 Ground Types. Based on the subsoil conditions the soil
types may be of five kinds:
 Type A: rock or other rocklike geographical formation.
 Type B: very dense sand, gravel or very stiff clay.
 Type C: Deep deposits of dense or medium dense sand, gravel or stiff clay.
 Type D: Deposits of loosetomedium cohesionless soil or of predominantly soft to firm cohesive soil.
 Type E: Surface alluvium layer
Please refer section 3.2 of Eurocode 8 for detailed guidelines regarding the choice of soil type.
Individual Modal Response Case Generation
Individual modal response (IMR) cases are simply the mode shape scaled to the magnitude that the mode has in this spectrum analysis case before it is combined with other modes. If the IMR parameter is entered, then STAAD.Pro will create load cases for the first specified number of modes for this response spectrum case (i.e., if five is specified then five load cases are generated, one for each of the first five modes). Each case will be created in a form like any other primary load case.
The results from an IMR case can be viewed graphically or through the print facilities. Each mode can therefore be assessed as to its significance to the results in various portions of the structure. Perhaps one or two modes could be used to design one area/floor and others elsewhere.
You can use subsequent load cases with TR.32.11 Repeat Load Specification combinations of these scaled modes and the static live and dead loads to form results that are all with internally consistent signs (unlike the usual response spectrum solutions). The modal applied loads vector will be omega squared times mass times the scaled mode shape. Reactions will be applied loads minus stiffness matrix times the scaled mode shape.
With the Repeat Load capability, you can combine the modal applied loads vector with the static loadings and solve statically with PDelta or tension only.
See TR.32.10.1.1 Response Spectrum Specification  Custom for additional details on IMR load case generation.
Description
This command should appear as part of a loading specification. If it is the first occurrence, it should be accompanied by the load data to be used for frequency and mode shape calculations. Additional occurrences need no additional information.
Results of frequency and mode shape calculations may vary significantly depending upon the mass modeling. All masses that are capable of moving should be modeled as loads, applied in all possible directions of movement. For dynamic mass modeling, see TR.32 Loading Specifications and G.17.3 Dynamic Analysis.
Multiple Response Spectra
For special conditions more than one spectrum may be needed to adequately represent the seismic hazard over an area. This happens when the earthquake affecting the area is generated by sources varying widely in location and other parameters. In such cases different values of ALPHA as well as Q may be required to indicate the different shapes of response spectrum for each type of earthquake.
Example
LOAD 2 SPECTRUMIN XDIRECTION SELFWEIGHT X 1.0 SELFWEIGHT Y 1.0 SELFWEIGHT Z 1.0 JOINT LOAD 10 FX 17.5 10 FY 17.5 10 FZ 17.5 MEMBER LOADS 5 CON GX 5.0 6.0 5 CON GY 5.0 6.0 5 CON GX 7.5 10.0 5 CON GY 7.5 10.0 5 CON GX 5.0 14.0 5 CON GY 5.0 14.0 SPECTRUM SRSS EURO ELASTIC X 1 ACC DAMP 0.05 – LIN MIS 0 ZPA 40 SOIL TYPE A ALPHA 2 Q 1.5