CONSULTING Engineering Calculation Sheet

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Αλκιππη Μανιάκης
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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.

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.

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.

1 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 s NOT OK Note for the employment of the equivalent lateral static force method, T 1,X/Y 4T C and 2.0s (cl ); 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) g m/s / T.3. Note ground refers to bedrock; PGA level {negligible 0.040g, low 0.080g, high 0.400g}; cl Inclusion of vertical action? 0.063g <= 0.250g Not Included cl Spectrum type cl 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 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 T.3.2, T.3.3, cl.3. Spectral amplification factor for 5% damping, β cl 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 s.2, T.3.3, T. Constant displacement region lower limit, T D s.2, T.3.3, T. X/Y-Dir Z-Dir X-Dir Y-Dir Z-Dir Behaviour factor, q = q 0,r k w % 100% cl , cl.3.2 Reduced q 0, q 0,r N/A cl , cl , Basic q in X, q 0,X cl , cl N/A Basic q in Y, q 0,Y cl , cl.4. Ductility class DCM N/A cl (α u /α 1 ) X cl , cl N/A (α u /α 1 ) Y cl , cl.4. Wall failure, k w N/A cl , cl.4. Wall aspect ratio, α 0 = Σh wi / Σl wi N/A cl

2 E N G I N E E R S Consulting Engineers jxxx 2 Structure Design - EQ Load Definition and EQ Effects v Design (Inelastic) Response Spectra s.4 S d (g) (g) 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 ) g m/s 2 Inelastic (design) spectral acceleration, S d (g)(t 1 ) g 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 W kn cl Inelastic base shear force, F bd (W) = W.S d (g)(t 1 ).λ W kn cl Correction factor, λ 1.00 cl cl

3 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 ); Building dimension in X, w m Building dimension in Y, L m Floor area, A F = w.l 1500m 2 X-Dir Y-Dir Z-Dir Elastic base shear force, F be (W) W kn cl Inelastic base shear force, F bd (W) W kn cl P-delta factor, m N/A cl Coefficients, ϕ and ψ 2i 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) St St St St St St St St St St St St St St St St St St St St St St St St St St St St St St St St St St St St St St St St St St St St St

4 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 ); Building dimension in X, w m Building dimension in Y, L m Floor area, A F = w.l 1500m 2 X-Dir Y-Dir Z-Dir Elastic base shear force, F be (W) W kn cl Inelastic base shear force, F bd (W) W kn cl P-delta factor, m N/A cl Coefficients, ϕ and ψ 2i 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) (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

5 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 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 kN Elastic base moment, M be = Σ[z i.f ie ] N/AMNm Inelastic base shear force, F bd = F bd (W).W kN Inelastic base moment, M bd = Σ[z i.f id ] N/AMNm Base shear force (foundations), F b,f = F be or γ Rd.Ω.F bd kN cl Base moment (foundations), M b,f = F be or γ Rd.Ω.M bd N/AMNm cl Overstrength factor, γ Rd and multiplicative factor, Ω cl 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) (%) (%) % 0.1% % 0.1% % 0.2% % 0.2% % 0.3% % 0.4% % 0.4% % 0.5% % 0.5% % 0.6% % 0.7% % 0.8% % 0.8% % 0.9% % 1.0% % 1.0% % 1.1% % 1.1% % 1.2% % 1.3% % 1.3% % 1.4% % 1.5% % 1.5% % 1.6% % 1.6% % 1.7% % 1.8% % 1.8% % 1.9% % 1.9% % 2.0% % 2.1% % 2.1% % 2.2% % 2.2% % 2.3% % 2.4% % 2.4% % 2.5% % 2.5% % 2.6% % 2.7% % 2.7% % 2.8%

6 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 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 kN Elastic base moment, M be = Σ[z i.f ie ] N/AMNm Inelastic base shear force, F bd = F bd (W).W kN Inelastic base moment, M bd = Σ[z i.f id ] N/AMNm Base shear force (foundations), F b,f = F be or γ Rd.Ω.F bd kN cl Base moment (foundations), M b,f = F be or γ Rd.Ω.M bd N/AMNm cl Overstrength factor, γ Rd and multiplicative factor, Ω cl 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) (%) (%) % 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

7 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) (%) (%) % 0.1% % 0.1% % 0.2% % 0.2% % 0.3% % 0.4% % 0.4% % 0.5% % 0.5% % 0.6% % 0.7% % 0.8% % 0.8% % 0.9% % 1.0% % 1.0% % 1.1% % 1.1% % 1.2% % 1.3% % 1.3% % 1.4% % 1.5% % 1.5% % 1.6% % 1.6% % 1.7% % 1.8% % 1.8% % 1.9% % 1.9% % 2.0% % 2.1% % 2.1% % 2.2% % 2.2% % 2.3% % 2.4% % 2.4% % 2.5% % 2.5% % 2.6% % 2.7% % 2.7% % 2.8%

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) (%) (%) % 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 );

9 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 = Criteria for δ X / h s 1 : 250 = cl 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 St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK

10 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 = Criteria for δ X / h s 1 : 250 = cl 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 St OK OK St OK OK St OK OK St OK OK St OK OK

11 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 = Criteria for δ Y / h s 1 : 250 = cl 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 St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK St OK OK

12 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 = Criteria for δ Y / h s 1 : 250 = cl 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 St OK OK St OK OK St OK OK St OK OK St OK OK

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APPENDIX 1: Gravity Load Calculations. SELF WEIGHT: Slab: 150psf * 8 thick slab / 12 per foot = 100psf ROOF LIVE LOAD:

APPENDIX 1: Gravity Load Calculations SELF WEIGHT: Slab: 150psf * 8 thick slab / 12 per foot = 100psf ROOF LIVE LOAD: A t = 16.2 * 13 = 208 ft^2 R 1 = 1.2 -.001* A t = 1.2 -.001*208 =.992 F = 0 for a flat