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Calculul spectrului seismic de proiectare

Acceleratia terenului : ag 0.3g:=

Factorul de comportare: q 6.75:=

Perioadele de control (de colt): TC 1.6s:= TB 0.32s:= TD 2s:=

CT 0.075:= pt cladiri in cadre de beton armat

H 3.5 9 31.5=:=

T1 CT H

3

4 s 0.997s=:=

Factorul de amplificare dinamica maxima a acceleratiei orizontale: 0 2.5:=

Spectrul normalizat de raspuns elastic pentru componentele orizontale ale acceleratiei terenului:

Spectrul de raspuns elastic: T( ) 1

0 1

TB

T+

0 T< TBif

0 TB T< TCif

0TC

T TC T< TDif

0TC T D

T2 TD T< 5sif

:=

Sd T( ) ag T( ):=

T 0.01s:= T( ) 1.047= Sd T( ) 3.08m

s2=

T 0.05s:= T( ) 1.234= Sd T( ) 3.632m

s2=

T 0.1s:= T( ) 1.469= Sd T( ) 4.321m

s2=

T 0.15s:= T( ) 1.703=Sd T( ) 5.011

m

s2=

T 0.2s:= T( ) 1.938= Sd T( ) 5.7m

s2=

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T 0.25s:= T( ) 2.172= Sd T( ) 6.39 m

s2=

T 0.3s:= T( ) 2.406= Sd T( ) 7.079 m

s2=

T T B 0.32s=:= T( ) 2.5= Sd

T( ) 7.355 m

s2=

Sd T( ) 7.355 m

s2=

T T 1:= T( ) 2.5= Sd T( ) 7.355 m

s2=

T T C 1.6s=:= T( ) 2.5= Sd T( ) 7.355 m

s2=

T 1.75s:= T( ) 2.286= Sd T( ) 6.725 ms2

=

T T D 2 s=:= T( ) 2= Sd T( ) 5.884 m

s2=

T 2.25s:= T( ) 1.58= Sd T( ) 4.649 m

s2=

T 2.5s:= T( ) 1.28= Sd T( ) 3.766 m

s2=

T 2.75s:= T( ) 1.058= Sd T( ) 3.112 m

s2=

T 3s:= T( ) 0.889= Sd T( ) 2.615 m

s2=

T 3.25s:= T( ) 0.757= Sd T( ) 2.228 m

s2=

T 3.5s:= T( ) 0.653= Sd T( ) 1.921 m

s2=

T 3.75s:= T( ) 0.569= Sd T( ) 1.674 m

s2=

T 4s:= T( ) 0.5= Sd T( ) 1.471 m

s2=

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T 4.25s:= T( ) 0.443=Sd T( ) 1.303

m

s2=

T 4.5s:= T( ) 0.395= Sd T( ) 1.162m

s2=

T 4.75s:= T( ) 0.355=Sd T( ) 1.043

m

s2=

T 5s:= T( ) 0.32= Sd T( ) 0.941m

s2=