E N G I N E E R S Consulting Engineers jxxx 1 Structure Design - EQ Load Definition and EQ Effects v20 EQ Response Spectra in Direction X, Y, Z X-Dir Y-Dir Z-Dir Fundamental period of building, T 1 5.00 5.00 0.10s NOT OK Note for the employment of the equivalent lateral static force method, T 1,X/Y 4T C and 2.0s (cl.4.3.3.2.1); Importance factor, γ Ι 1.00 T.4.3 Reference peak ground acceleration, a gr (g) 0.070g m/s 2 Hazard Maps X/Y-Dir Z-Dir Design peak ground acceleration, a g (g)=γ I.a gr (g), a vg (g) 0.070 0.063g m/s 2.3.2.1/ T.3. Note ground refers to bedrock; PGA level {negligible 0.040g, low 0.080g, high 0.400g}; cl.3.2.1 Inclusion of vertical action? 0.063g <= 0.250g Not Included cl.4.3.3.5.2 Spectrum type cl.3.2.2.2 Subsoil class T.3.1 S DR (1.25) (R),(SS) and (FS) 16.0mm Initial (small-strain) site natural period, T S = 4H S /V S (FS) Only 0.50s S DR (1.5T S ) = S DR @ 0.75s = S DR (1.25).T D /1.25 = (FS) Only 16.0mm m R (R) and (SS) Only 6.7 m F (FS) Only 0.0 X/Y-Dir Z-Dir Soil response parameter, S 1.50 1.00 T.3.2, T.3.3, cl.3. Spectral amplification factor for 5% damping, β 0 2.5 2.5 cl.3.2.2.5 S D (T D ) 16.0 N/Amm m 6.7 N/A Constant acceleration region lower limit, T B N/A 0.05s.2, T.3.3, T. Constant acceleration region upper limit, T C 0.30 0.15s.2, T.3.3, T. Constant displacement region lower limit, T D 1.25 1.00s.2, T.3.3, T. X/Y-Dir Z-Dir X-Dir Y-Dir Z-Dir Behaviour factor, q = q 0,r k w 1.5 52% 100% 1.5 1.5 1.5 cl.5.2.2.2, cl.3.2 Reduced q 0, q 0,r 2.9 2.9 N/A cl.5.2.2.2, cl.4.2.3.1, Basic q in X, q 0,X cl.5.2.2.2, cl.4. 3.6 3.6 N/A Basic q in Y, q 0,Y cl.5.2.2.2, cl.4. Ductility class DCM N/A cl.5.2.2.2 (α u /α 1 ) X cl.5.2.2.2, cl.4. 1.2 1.2 N/A (α u /α 1 ) Y cl.5.2.2.2, cl.4. Wall failure, k w 1.00 1.00 N/A cl.5.2.2.2, cl.4. Wall aspect ratio, α 0 = Σh wi / Σl wi 10.0 10.0 N/A cl.5.2.2.2
E N G I N E E R S Consulting Engineers jxxx 2 Structure Design - EQ Load Definition and EQ Effects v20 0.250 Design (Inelastic) Response Spectra s.4 S d (g) (g) 0.200 0.150 0.100 0.050 0.000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 Period, T (s) Sd,X Sd,Y Sd,Z T1,X T1,Y T1,Z X-Dir Y-Dir Z-Dir Elastic (q=1.0) spectral acceleration, S e (g)(t 1 ) 0.014 0.014 0.158g m/s 2 Inelastic (design) spectral acceleration, S d (g)(t 1 ) 0.014 0.014 0.105g m/s 2 Note spectra level {low inelastic 0.050g 0.070g, high inelastic 0.150g 0.200g, high elastic 0.250g 0.300g}; Elastic base shear force, F be (W) = W.S e (g)(t 1 ).λ 0.014 0.014 0.158W kn cl.4.3.3.2.2 Inelastic base shear force, F bd (W) = W.S d (g)(t 1 ).λ 0.014 0.014 0.105W kn cl.4.3.3.2.2.3.4 Correction factor, λ 1.00 cl.4.3.3.2.2.3.4 2.2.5 cl.4.2.3.3.2.2.2.2.2.2.2.2.2.2
E N G I N E E R S Consulting Engineers jxxx 1 Structure Design - EQ Load Definition and EQ Effects v EQ Load in Direction X, Y, Z Note certain cells within this section where indicated are intrinsically linked to the SD - EQ Spectra {X, Y, Z} Note for the employment of the equivalent lateral static force method, T 1,X/Y 4T C and 2.0s (cl.4.3.3.2.1); Building dimension in X, w 50.000 m Building dimension in Y, L 30.000 m Floor area, A F = w.l 1500m 2 X-Dir Y-Dir Z-Dir Elastic base shear force, F be (W) 0.014 0.014 0.158W kn cl.4.3.3.2.2 Inelastic base shear force, F bd (W) 0.014 0.014 0.105W kn cl.4.3.3.2.2 P-delta factor, m 1.33 1.00 N/A cl.4.4.2.2 Coefficients, ϕ and ψ 2i 0.5 0.3 T.4.2, T.A1.1 Storey Storey Height [DL +SDL] i LL i z i ϕψ 2i LL i X Y z i. (m) (kpa) (kpa) (m) (kpa) (m) (m) (kn) (knm) St01 3.000 17.0 5.5 3.000 0.8 50.000 30.000 26738 80213 St02 4.500 11.0 2.5 7.500 0.4 50.000 30.000 17063 127969 St03 3.000 11.0 2.5 10.500 0.4 50.000 30.000 17063 179156 St04 3.000 11.0 2.5 13.500 0.4 50.000 30.000 17063 230344 St05 3.000 11.0 2.5 16.500 0.4 50.000 30.000 17063 281531 St06 3.000 11.0 2.5 19.500 0.4 50.000 30.000 17063 332719 St07 3.000 11.0 2.5 22.500 0.4 50.000 30.000 17063 383906 St08 3.000 11.0 2.5 25.500 0.4 50.000 30.000 17063 435094 St09 3.000 18.5 5.0 28.500 0.8 50.000 30.000 28875 822938 St10 4.500 18.5 5.0 33.000 0.8 50.000 30.000 28875 952875 St11 4.500 18.5 5.0 37.500 0.8 50.000 30.000 28875 1082813 St12 6.000 58.5 2.5 43.500 0.4 50.000 30.000 88313 3841594 St13 3.300 14.0 2.0 46.800 0.3 50.000 30.000 21450 1003860 St14 3.300 14.0 2.0 50.100 0.3 50.000 30.000 21450 1074645 St15 3.300 14.0 2.0 53.400 0.3 50.000 30.000 21450 1145430 St16 3.300 14.0 2.0 56.700 0.3 50.000 30.000 21450 1216215 St17 3.300 14.0 2.0 60.000 0.3 50.000 30.000 21450 1287000 St18 3.300 14.0 2.0 63.300 0.3 50.000 30.000 21450 1357785 St19 3.300 14.0 2.0 66.600 0.3 50.000 30.000 21450 1428570 St20 3.300 14.0 2.0 69.900 0.3 50.000 30.000 21450 1499355 St21 3.300 14.0 2.0 73.200 0.3 50.000 30.000 21450 1570140 St22 3.300 14.0 2.0 76.500 0.3 50.000 30.000 21450 1640925 St23 4.500 14.0 2.0 81.000 0.3 50.000 30.000 21450 1737450 St24 3.300 14.0 2.0 84.300 0.3 50.000 30.000 21450 1808235 St25 3.300 14.0 2.0 87.600 0.3 50.000 30.000 21450 1879020 St26 3.300 14.0 2.0 90.900 0.3 50.000 30.000 21450 1949805 St27 3.300 14.0 2.0 94.200 0.3 50.000 30.000 21450 2020590 St28 3.300 14.0 2.0 97.500 0.3 50.000 30.000 21450 2091375 St29 3.300 14.0 2.0 100.800 0.3 50.000 30.000 21450 2162160 St30 3.300 14.0 2.0 104.100 0.3 50.000 30.000 21450 2232945 St31 3.300 14.0 2.0 107.400 0.3 50.000 30.000 21450 2303730 St32 3.300 14.0 2.0 110.700 0.3 50.000 30.000 21450 2374515 St33 3.300 14.0 2.0 114.000 0.3 50.000 30.000 21450 2445300 St34 3.300 14.0 2.0 117.300 0.3 50.000 30.000 21450 2516085 St35 3.300 14.0 2.0 120.600 0.3 50.000 30.000 21450 2586870 St36 3.300 14.0 2.0 123.900 0.3 50.000 30.000 21450 2657655 St37 3.300 14.0 2.0 127.200 0.3 50.000 30.000 21450 2728440 St38 3.300 14.0 2.0 130.500 0.3 50.000 30.000 21450 2799225 St39 3.300 14.0 2.0 133.800 0.3 50.000 30.000 21450 2870010 St40 3.300 14.0 2.0 137.100 0.3 50.000 30.000 21450 2940795 St41 3.300 14.0 2.0 140.400 0.3 50.000 30.000 21450 3011580 St42 3.300 14.0 2.0 143.700 0.3 50.000 30.000 21450 3082365 St43 3.300 14.0 2.0 147.000 0.3 50.000 30.000 21450 3153150 St44 3.300 14.0 1.5 150.300 0.2 50.000 30.000 21338 3207026 St45 6.000 14.0 1.5 156.300 0.2 50.000 30.000 21338 3335051
E N G I N E E R S Consulting Engineers jxxx 1 Structure Design - EQ Load Definition and EQ Effects v EQ Load in Direction X, Y, Z Note certain cells within this section where indicated are intrinsically linked to the SD - EQ Spectra {X, Y, Z} Note for the employment of the equivalent lateral static force method, T 1,X/Y 4T C and 2.0s (cl.4.3.3.2.1); Building dimension in X, w 50.000 m Building dimension in Y, L 30.000 m Floor area, A F = w.l 1500m 2 X-Dir Y-Dir Z-Dir Elastic base shear force, F be (W) 0.014 0.014 0.158W kn cl.4.3.3.2.2 Inelastic base shear force, F bd (W) 0.014 0.014 0.105W kn cl.4.3.3.2.2 P-delta factor, m 1.33 1.00 N/A cl.4.4.2.2 Coefficients, ϕ and ψ 2i 0.5 0.3 T.4.2, T.A1.1 Storey Storey Height [DL +SDL] i LL i z i ϕψ 2i LL i X Y z i. (m) (kpa) (kpa) (m) (kpa) (m) (m) (kn) (knm) 45 156.3 670.0 105.5 15.8 50.0 30.0 1029 79868 (m) (kpa) (kpa) (kpa) (m) (m) (MN) (MNm) Note that dynamic weight, = ([DL+SDL] i + ϕψ 2i LL i ).A; cl.3.2.4, cl.4.2 cl.4.3.3.2.3
E N G I N E E R S Consulting Engineers jxxx 2 Structure Design - EQ Load Definition and EQ Effects v Structure Design - EQ Load Definition and EQ Effects XX 05/06/2016 } sheet; X-Dir Y-Dir Z-Dir Total dynamic weight of building, W = Σ 1029MN Base floor inclusion in W cl.4.3.3.2.2 Total weight of building, ΣW DL+SDL+LL = Σ([DL+SDL] i +LL i ).A F 1163MN Elastic base shear force, F be = F be (W).W 14402 14402 162026kN Elastic base moment, M be = Σ[z i.f ie ] 1960 1474 N/AMNm Inelastic base shear force, F bd = F bd (W).W 14402 14402 108017kN Inelastic base moment, M bd = Σ[z i.f id ] 1960 1474 N/AMNm Base shear force (foundations), F b,f = F be or γ Rd.Ω.F bd 14402 14402 162026kN cl.4.4.2.6 Base moment (foundations), M b,f = F be or γ Rd.Ω.M bd 1960 1474 N/AMNm cl.4.4.2.6 1 Overstrength factor, γ Rd and multiplicative factor, Ω 1.0 1.4 cl.4.4.2.6 F ie,x F ie,y m X.F ie,x m Y.F ie,y z i.m X.F ie,x z i.m Y.F ie,y m X.F ie,x / m Y.F ie,y / (kn) (kn) (kn) (kn) (knm) (knm) (%) (%) 14 14 19 14 58 43 0.1% 0.1% 23 23 31 23 230 173 0.2% 0.1% 32 32 43 32 451 339 0.3% 0.2% 42 42 55 42 746 561 0.3% 0.2% 51 51 68 51 1114 838 0.4% 0.3% 60 60 80 60 1556 1170 0.5% 0.4% 69 69 92 69 2072 1558 0.5% 0.4% 78 78 104 78 2661 2001 0.6% 0.5% 148 148 197 148 5625 4229 0.7% 0.5% 172 172 229 172 7542 5670 0.8% 0.6% 195 195 260 195 9739 7322 0.9% 0.7% 693 693 921 693 40078 30134 1.0% 0.8% 181 181 241 181 11268 8472 1.1% 0.8% 194 194 258 194 12913 9709 1.2% 0.9% 207 207 275 207 14670 11030 1.3% 1.0% 219 219 292 219 16539 12435 1.4% 1.0% 232 232 309 232 18520 13925 1.4% 1.1% 245 245 326 245 20613 15499 1.5% 1.1% 258 258 343 258 22818 17157 1.6% 1.2% 270 270 360 270 25136 18899 1.7% 1.3% 283 283 377 283 27565 20726 1.8% 1.3% 296 296 394 296 30106 22636 1.8% 1.4% 313 313 417 313 33753 25378 1.9% 1.5% 326 326 434 326 36559 27488 2.0% 1.5% 339 339 451 339 39477 29682 2.1% 1.6% 352 352 468 352 42507 31960 2.2% 1.6% 364 364 485 364 45650 34323 2.3% 1.7% 377 377 502 377 48904 36770 2.3% 1.8% 390 390 519 390 52271 39301 2.4% 1.8% 403 403 536 403 55749 41917 2.5% 1.9% 415 415 553 415 59340 44616 2.6% 1.9% 428 428 569 428 63042 47400 2.7% 2.0% 441 441 586 441 66857 50268 2.7% 2.1% 454 454 603 454 70784 53221 2.8% 2.1% 466 466 620 466 74822 56257 2.9% 2.2% 479 479 637 479 78973 59378 3.0% 2.2% 492 492 654 492 83236 62583 3.1% 2.3% 505 505 671 505 87611 65873 3.1% 2.4% 518 518 688 518 92098 69246 3.2% 2.4% 530 530 705 530 96697 72704 3.3% 2.5% 543 543 722 543 101408 76246 3.4% 2.5% 556 556 739 556 106231 79873 3.4% 2.6% 569 569 756 569 111166 83583 3.5% 2.7% 578 578 769 578 115603 86920 3.6% 2.7% 601 601 800 601 125017 93998 3.7% 2.8%
E N G I N E E R S Consulting Engineers jxxx 2 Structure Design - EQ Load Definition and EQ Effects v Structure Design - EQ Load Definition and EQ Effects XX 05/06/2016 } sheet; X-Dir Y-Dir Z-Dir Total dynamic weight of building, W = Σ 1029MN Base floor inclusion in W cl.4.3.3.2.2 Total weight of building, ΣW DL+SDL+LL = Σ([DL+SDL] i +LL i ).A F 1163MN Elastic base shear force, F be = F be (W).W 14402 14402 162026kN Elastic base moment, M be = Σ[z i.f ie ] 1960 1474 N/AMNm Inelastic base shear force, F bd = F bd (W).W 14402 14402 108017kN Inelastic base moment, M bd = Σ[z i.f id ] 1960 1474 N/AMNm Base shear force (foundations), F b,f = F be or γ Rd.Ω.F bd 14402 14402 162026kN cl.4.4.2.6 Base moment (foundations), M b,f = F be or γ Rd.Ω.M bd 1960 1474 N/AMNm cl.4.4.2.6 1 Overstrength factor, γ Rd and multiplicative factor, Ω 1.0 1.4 cl.4.4.2.6 F ie,x F ie,y m X.F ie,x m Y.F ie,y z i.m X.F ie,x z i.m Y.F ie,y m X.F ie,x / m Y.F ie,y / (kn) (kn) (kn) (kn) (knm) (knm) (%) (%) 14402 14402 19155 14402 1960 1474 1.4% 1.4% Σ (kn) (kn) (kn) (kn) (MNm) (MNm) (%) (%) 2.4 Note that elastic seismic force, F ie = F be.(z i.m i )/ Σ(z j.m j ); 3
E N G I N E E R S Consulting Engineers jxxx 3 Structure Design - EQ Load Definition and EQ Effects v Made by Date Chd. 2 F id,x F id,y m X.F id,x m Y.F id,y z i.m X.F id,x z i.m Y m X.F id,x / m Y.F id,y /.F id,y (kn) (kn) (kn) (kn) (knm) (knm) (%) (%) 14 14 19 14 58 43 0.1% 0.1% 23 23 31 23 230 173 0.2% 0.1% 32 32 43 32 451 339 0.3% 0.2% 42 42 55 42 746 561 0.3% 0.2% 51 51 68 51 1114 838 0.4% 0.3% 60 60 80 60 1556 1170 0.5% 0.4% 69 69 92 69 2072 1558 0.5% 0.4% 78 78 104 78 2661 2001 0.6% 0.5% 148 148 197 148 5625 4229 0.7% 0.5% 172 172 229 172 7542 5670 0.8% 0.6% 195 195 260 195 9739 7322 0.9% 0.7% 693 693 921 693 40078 30134 1.0% 0.8% 181 181 241 181 11268 8472 1.1% 0.8% 194 194 258 194 12913 9709 1.2% 0.9% 207 207 275 207 14670 11030 1.3% 1.0% 219 219 292 219 16539 12435 1.4% 1.0% 232 232 309 232 18520 13925 1.4% 1.1% 245 245 326 245 20613 15499 1.5% 1.1% 258 258 343 258 22818 17157 1.6% 1.2% 270 270 360 270 25136 18899 1.7% 1.3% 283 283 377 283 27565 20726 1.8% 1.3% 296 296 394 296 30106 22636 1.8% 1.4% 313 313 417 313 33753 25378 1.9% 1.5% 326 326 434 326 36559 27488 2.0% 1.5% 339 339 451 339 39477 29682 2.1% 1.6% 352 352 468 352 42507 31960 2.2% 1.6% 364 364 485 364 45650 34323 2.3% 1.7% 377 377 502 377 48904 36770 2.3% 1.8% 390 390 519 390 52271 39301 2.4% 1.8% 403 403 536 403 55749 41917 2.5% 1.9% 415 415 553 415 59340 44616 2.6% 1.9% 428 428 569 428 63042 47400 2.7% 2.0% 441 441 586 441 66857 50268 2.7% 2.1% 454 454 603 454 70784 53221 2.8% 2.1% 466 466 620 466 74822 56257 2.9% 2.2% 479 479 637 479 78973 59378 3.0% 2.2% 492 492 654 492 83236 62583 3.1% 2.3% 505 505 671 505 87611 65873 3.1% 2.4% 518 518 688 518 92098 69246 3.2% 2.4% 530 530 705 530 96697 72704 3.3% 2.5% 543 543 722 543 101408 76246 3.4% 2.5% 556 556 739 556 106231 79873 3.4% 2.6% 569 569 756 569 111166 83583 3.5% 2.7% 578 578 769 578 115603 86920 3.6% 2.7% 601 601 800 601 125017 93998 3.7% 2.8%
E N G I N E E R S Consulting Engineers jxxx 3 Structure Design - EQ Load Definition and EQ Effects v Made by Date Chd. 2 F id,x F id,y m X.F id,x m Y.F id,y z i.m X.F id,x z i.m Y m X.F id,x / m Y.F id,y /.F id,y (kn) (kn) (kn) (kn) (knm) (knm) (%) (%) 14402 14402 19155 14402 1960 1474 1.4% 1.4% Σ (kn) (kn) (kn) (kn) (MNm) (MNm) (%) (%) Note that inelastic seismic force, F id = F bd. (z i.m i ) / Σ(z j.m j );
E N G I N E E R S Consulting Engineers jxxx 1 Structure Design - EQ Load Definition and EQ Effects v2 EQ Load Displacements in Direction X Note storey references and cumulative building heights within this section are intrinsically linked to the SD - EQ Criteria for δ X / h 1 : 250 = 0.00400 Criteria for δ X / h s 1 : 250 = 0.00400 cl.4.4.3.2 Total Total Total Total Relative Inter Relative Relative Storey Disp Building Disp Disp Disp Storey Disp Disp in X, δ X Height, h Ratio Ratio in X, q. δ X Height, h s Ratio Ratio mm m δ X / h Check mm m δ X / h s Check St01 0.00 3.000 0.00000 OK 3.000 0.00000 OK St02 0.00 7.500 0.00000 OK 4.500 0.00000 OK St03 0.00 10.500 0.00000 OK 3.000 0.00000 OK St04 0.00 13.500 0.00000 OK 3.000 0.00000 OK St05 0.00 16.500 0.00000 OK 3.000 0.00000 OK St06 0.00 19.500 0.00000 OK 3.000 0.00000 OK St07 0.00 22.500 0.00000 OK 3.000 0.00000 OK St08 0.00 25.500 0.00000 OK 3.000 0.00000 OK St09 0.00 28.500 0.00000 OK 3.000 0.00000 OK St10 0.00 33.000 0.00000 OK 4.500 0.00000 OK St11 0.00 37.500 0.00000 OK 4.500 0.00000 OK St12 0.00 43.500 0.00000 OK 6.000 0.00000 OK St13 0.00 46.800 0.00000 OK 3.300 0.00000 OK St14 0.00 50.100 0.00000 OK 3.300 0.00000 OK St15 0.00 53.400 0.00000 OK 3.300 0.00000 OK St16 0.00 56.700 0.00000 OK 3.300 0.00000 OK St17 0.00 60.000 0.00000 OK 3.300 0.00000 OK St18 0.00 63.300 0.00000 OK 3.300 0.00000 OK St19 0.00 66.600 0.00000 OK 3.300 0.00000 OK St20 0.00 69.900 0.00000 OK 3.300 0.00000 OK St21 0.00 73.200 0.00000 OK 3.300 0.00000 OK St22 0.00 76.500 0.00000 OK 3.300 0.00000 OK St23 0.00 81.000 0.00000 OK 4.500 0.00000 OK St24 0.00 84.300 0.00000 OK 3.300 0.00000 OK St25 0.00 87.600 0.00000 OK 3.300 0.00000 OK St26 0.00 90.900 0.00000 OK 3.300 0.00000 OK St27 0.00 94.200 0.00000 OK 3.300 0.00000 OK St28 0.00 97.500 0.00000 OK 3.300 0.00000 OK St29 0.00 100.800 0.00000 OK 3.300 0.00000 OK St30 0.00 104.100 0.00000 OK 3.300 0.00000 OK St31 0.00 107.400 0.00000 OK 3.300 0.00000 OK St32 0.00 110.700 0.00000 OK 3.300 0.00000 OK St33 0.00 114.000 0.00000 OK 3.300 0.00000 OK St34 0.00 117.300 0.00000 OK 3.300 0.00000 OK St35 0.00 120.600 0.00000 OK 3.300 0.00000 OK St36 0.00 123.900 0.00000 OK 3.300 0.00000 OK St37 0.00 127.200 0.00000 OK 3.300 0.00000 OK St38 0.00 130.500 0.00000 OK 3.300 0.00000 OK St39 0.00 133.800 0.00000 OK 3.300 0.00000 OK St40 0.00 137.100 0.00000 OK 3.300 0.00000 OK
E N G I N E E R S Consulting Engineers jxxx 1 Structure Design - EQ Load Definition and EQ Effects v2 EQ Load Displacements in Direction X Note storey references and cumulative building heights within this section are intrinsically linked to the SD - EQ Criteria for δ X / h 1 : 250 = 0.00400 Criteria for δ X / h s 1 : 250 = 0.00400 cl.4.4.3.2 Total Total Total Total Relative Inter Relative Relative Storey Disp Building Disp Disp Disp Storey Disp Disp in X, δ X Height, h Ratio Ratio in X, q. δ X Height, h s Ratio Ratio mm m δ X / h Check mm m δ X / h s Check St41 0.00 140.400 0.00000 OK 3.300 0.00000 OK St42 0.00 143.700 0.00000 OK 3.300 0.00000 OK St43 0.00 147.000 0.00000 OK 3.300 0.00000 OK St44 0.00 150.300 0.00000 OK 3.300 0.00000 OK St45 0.00 156.300 0.00000 OK 6.000 0.00000 OK
E N G I N E E R S Consulting Engineers jxxx 2 Structure Design - EQ Load Definition and EQ Effects v2 EQ Load Displacements in Direction Y Q Load {X, Y, Z} sheet; Criteria for δ Y / h 1 : 250 = 0.00400 Criteria for δ Y / h s 1 : 250 = 0.00400 cl.4.4.3.2 Total Total Total Total Relative Inter Relative Relative Storey Disp Building Disp Disp Disp Storey Disp Disp in Y, δ Y Height, h Ratio Ratio in Y, q. δ Y Height, h s Ratio Ratio mm m δ Y / h Check mm m δ Y / h s Check St01 0.00 3.000 0.00000 OK 3.000 0.00000 OK St02 0.00 7.500 0.00000 OK 4.500 0.00000 OK St03 0.00 10.500 0.00000 OK 3.000 0.00000 OK St04 0.00 13.500 0.00000 OK 3.000 0.00000 OK St05 0.00 16.500 0.00000 OK 3.000 0.00000 OK St06 0.00 19.500 0.00000 OK 3.000 0.00000 OK St07 0.00 22.500 0.00000 OK 3.000 0.00000 OK St08 0.00 25.500 0.00000 OK 3.000 0.00000 OK St09 0.00 28.500 0.00000 OK 3.000 0.00000 OK St10 0.00 33.000 0.00000 OK 4.500 0.00000 OK St11 0.00 37.500 0.00000 OK 4.500 0.00000 OK St12 0.00 43.500 0.00000 OK 6.000 0.00000 OK St13 0.00 46.800 0.00000 OK 3.300 0.00000 OK St14 0.00 50.100 0.00000 OK 3.300 0.00000 OK St15 0.00 53.400 0.00000 OK 3.300 0.00000 OK St16 0.00 56.700 0.00000 OK 3.300 0.00000 OK St17 0.00 60.000 0.00000 OK 3.300 0.00000 OK St18 0.00 63.300 0.00000 OK 3.300 0.00000 OK St19 0.00 66.600 0.00000 OK 3.300 0.00000 OK St20 0.00 69.900 0.00000 OK 3.300 0.00000 OK St21 0.00 73.200 0.00000 OK 3.300 0.00000 OK St22 0.00 76.500 0.00000 OK 3.300 0.00000 OK St23 0.00 81.000 0.00000 OK 4.500 0.00000 OK St24 0.00 84.300 0.00000 OK 3.300 0.00000 OK St25 0.00 87.600 0.00000 OK 3.300 0.00000 OK St26 0.00 90.900 0.00000 OK 3.300 0.00000 OK St27 0.00 94.200 0.00000 OK 3.300 0.00000 OK St28 0.00 97.500 0.00000 OK 3.300 0.00000 OK St29 0.00 100.800 0.00000 OK 3.300 0.00000 OK St30 0.00 104.100 0.00000 OK 3.300 0.00000 OK St31 0.00 107.400 0.00000 OK 3.300 0.00000 OK St32 0.00 110.700 0.00000 OK 3.300 0.00000 OK St33 0.00 114.000 0.00000 OK 3.300 0.00000 OK St34 0.00 117.300 0.00000 OK 3.300 0.00000 OK St35 0.00 120.600 0.00000 OK 3.300 0.00000 OK St36 0.00 123.900 0.00000 OK 3.300 0.00000 OK St37 0.00 127.200 0.00000 OK 3.300 0.00000 OK St38 0.00 130.500 0.00000 OK 3.300 0.00000 OK St39 0.00 133.800 0.00000 OK 3.300 0.00000 OK St40 0.00 137.100 0.00000 OK 3.300 0.00000 OK
E N G I N E E R S Consulting Engineers jxxx 2 Structure Design - EQ Load Definition and EQ Effects v2 EQ Load Displacements in Direction Y Q Load {X, Y, Z} sheet; Criteria for δ Y / h 1 : 250 = 0.00400 Criteria for δ Y / h s 1 : 250 = 0.00400 cl.4.4.3.2 Total Total Total Total Relative Inter Relative Relative Storey Disp Building Disp Disp Disp Storey Disp Disp in Y, δ Y Height, h Ratio Ratio in Y, q. δ Y Height, h s Ratio Ratio mm m δ Y / h Check mm m δ Y / h s Check St41 0.00 140.400 0.00000 OK 3.300 0.00000 OK St42 0.00 143.700 0.00000 OK 3.300 0.00000 OK St43 0.00 147.000 0.00000 OK 3.300 0.00000 OK St44 0.00 150.300 0.00000 OK 3.300 0.00000 OK St45 0.00 156.300 0.00000 OK 6.000 0.00000 OK