Structural Dynamics and Earthquake DesignCTR11502/11102 2020/21CourseworkEarthquake Design according toEurocode 82As illustrated in Figure 1, the building under consideration is a 4 storey steel structure(neglecting the presence of the roof), which can be considered regular in plan and elevation. Thestructure can be classified as a moment resisting frame in which the horizontal forces are mainlyresisted by members acting in a flexural manner.For your calculations, use the lateral force method prescribed in section 4.3.3.2 of EN1998-1 and assume behaviour factor q=1.5; ξ=5% viscous damping and Category A (domestic andresidential areas).Figure 1: Moment resisting frame10.0 m5.0 m5.0 m5.0 m5.0 m300 mmCross sectional areacolumn50 mm (thickness)Cross sectional areabeam(thickness)300 mm20 mmXZlevel 2level 1level 3level 4300 mm300 mm3Requirements of the coursework:1. Estimate the seismic mass of the building, neglecting the weight of frame elements (beamsand columns). The mass considered when calculating the earthquake loads according toSection 4.2.4 (EC8-Part 1), should comprise the permanent dead load Gk [kN] and the imposedvariable load Qk [kN] given in the Appendix 1. (10)2. Plot the Horizontal elastic response spectrum and design spectrum, as specified in sections3.2.2.2 and 3.2.2.5 of EC8 Part 1. (30)3. Calculate the seismic base shear in “x direction” according to section 4.3.3.2.1 of EC8 Part 1.{The fundamental period of vibration of the structure can be computed through the modalanalysis available in SAP2000 only for comparison purposes if Option A is followed forquestion 5 below}. (10)4. Determine the individual horizontal forces acting on each single level (i.e. storey) accordingto section 4.3.3.2.3 of EC8 Part 1. The floors can be assumed rigid in their plane and thefundamental mode shape can be approximated by horizontal displacement. (20)5. Option A: Determine the bending moment and shear forces distribution by means ofnumerical analysis in SAP2000.Plot the bending moment and shear force envelopes and indicate the maximum absolutevalue in each member (both beams and columns) for the seismic design combinationprescribed in section 6.4.3.4 (EN 1990:2002+A1:2005)Edji k jjEd = Gk j + Q + A 12, ,1,Option B: Study and critically reflect upon the design example presented in the Document1, as uploaded in the folder Essential Reading. Present in your report the effects fromdifferent framing options on structural performance and analysis options.(30)4General guidelines:• This coursework aims to assess the use of EC8 in practical seismic building design. It doesnot require the complete design of the structural elements of the building such as beamsand columns.• All calculations should be discussed and you might use Tables or extra figures tosummarize the main findings.• All Eurocodes required in this coursework are available online (Library).• Design examples and relevant lecture notes can be found on Moodle.• For question 5, there are two options and you are free to choose the one you prefer.Option A requires the use of the software SAP. Option B does not require the use ofsoftware. Document 1 contains a chapter on ‘Structural Analysis’ by M.S. Williams andyou can find the design example on pg.27 of the .pdf file.• The coursework must be submitted on Moodle by Friday, 14th May 2021, 4pm.5APPENDIX 1: Input parameters MatriculationNo.gk[kN/m]qk[kN/m]SpectrumTypeGroundtypeagR[g]ImportanceClass402793628,002,802C0.15II402729347,502,501E0.25III404101036,003,001B0.30II402776018,503,002D0.20II402129727,802,201C0.35III402867057,402,601E0.30III402784867,702,401D0.25III402115778,202,302C0.15II405070468,402,202E0.10II404887368,601,802B0.15II405131008,102,002C0.20II403307729,001,202D0.15II405130958,901,902B0.15II405126537,602,901B0.25III405056947,802,502C0.35III405008398,702,401C0.25III gk – dead (permanent) load; qk – imposed (variable) load, agR – reference peak groundacceleration on type A ground.

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