Manual utilizator Slope - GeoStru Software
Manual utilizator Slope - GeoStru Software Manual utilizator Slope - GeoStru Software
41 Slope 0 T TB : Sve T avg 1 T TB 3, 0 1 3. 8 TB T TC : Sve T avg 3, 0 3. 9 TC T TD : Sve T avg 3, 0 TC T 3. 10 TD T 4 s : Sve T ag 3, 0 TC TD 2 T 3. 11 Spectrum a vg /a g T B (s) T C (s) T D (s) Type 1 0,90 0,05 0,15 1,0 Type 2 0,45 0,05 0,15 1,0 Ta ble 3.4 - Re c om m e nde d v alue s of param e t e rs de sc ribing t he v e rt ic al e last ic re sponse spe c t ra 2 . To avoid explicit inelastic structural analysis in design, the capacity of the structure to dissipate energy, through mainly ductile behaviour of its elements and/or other mechanisms, is taken into account by performing an elastic analysis based on a response spectrum reduced with respect to the elastic one, henceforth called a ''design spectrum''. This reduction is accomplished by introducing the behaviour factor q. 3.The behaviour factor q 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 the design, with a conventional elastic analysis model, still ensuring a satisfactory response of the structure. The values of the behaviour factor q, which also account for the influence of the viscous damping being different from 5%, are given for various materials and structural systems according to the relevant ductility classes in the various Parts of EN 1998. The value of the behaviour factor q may be different in different horizontal directions of the structure, although the ductility classification shall be the same in all directions. © GeoStru Software-Slope 8.0.1
NORMATIVE 42 4.For the horizontal components of the seismic action the design spectrum, S d ( T ), shall be defined by the following expressions: 0 T TB : Sve T ag S 2 3 T TB 2, 5 q 2 3 3. 13 TB T TC : Sd T avg S 2, 5 q 3. 14 TC T TD : Sd T ag S 2, 5 q ag TC T 3. 15 TD T : Sd T ag S 2, 5 TC TD q 2 T 3. 16 ag where: a g , S, T C e T D are as defined in 3.2.2.2; S d (T ) q β spectrum. is the design spectrum; is the behaviour factor; is the lower bound factor for the horizontal design Note: The value to be ascribed to ß for use in a country can be found in its National Annex. The recommended value for β is 0,2. 5.For the vertical component of the seismic action the design spectrum is given by expressions (3.13) to (3.16), with the design ground acceleration in the vertical direction, a vg replacing a g , S taken as being equal to 1,0 and the other parameters as defined in 3.2.2.3. 6.For the vertical component of the seismic action a behaviour factor q up to to 1,5 should generally be adopted for all materials and structural systems. 7.The adoption of values for q greater than 1,5 in the vertical direction should be © GeoStru Software-Slope 8.0.1
- Page 1 and 2: I Slope Slope Parte I GEOSTRU SOFTW
- Page 3 and 4: III Slope 7 Materiale .............
- Page 5 and 6: GEOSTRU SOFTWARE 2 Pentru mai multe
- Page 7 and 8: GEOSTRU SOFTWARE 4 Activarea autom
- Page 9 and 10: GEOSTRU SOFTWARE 6 Activare cu chei
- Page 11 and 12: GEOSTRU SOFTWARE 8 1.3 Autoupdate P
- Page 13 and 14: UTILITY 10 3 1.7184 28 15.6422 4 2.
- Page 15 and 16: UTILITY 12 Teren Valoare minimã Va
- Page 17 and 18: UTILITY 14 V alori indic at iv e al
- Page 19 and 20: UTILITY 16 Alt + S Alt + M Alt + C
- Page 21 and 22: NORMATIVE 18 different combinations
- Page 23 and 24: NORMATIVE 20 Structure Partial fact
- Page 25 and 26: NORMATIVE 22 strips and rafts. 2. S
- Page 27 and 28: NORMATIVE 24 state, a settlement ca
- Page 29 and 30: NORMATIVE 26 experience. 6.5.3 Slid
- Page 31 and 32: NORMATIVE 28 2.A presumed bearing p
- Page 33 and 34: NORMATIVE 30 distribution of loads
- Page 35 and 36: NORMATIVE 32 Ground type A B C D E
- Page 37 and 38: NORMATIVE 34 3. The reference peak
- Page 39 and 40: NORMATIVE 36 T B is the lower limit
- Page 41 and 42: NORMATIVE 38 Figure 3.2 - Re c om m
- Page 43: NORMATIVE 40 5. The elastic displac
- Page 47 and 48: NORMATIVE 44 than the value of a g
- Page 49 and 50: NORMATIVE 46 5.The design seismic i
- Page 51 and 52: SLOPE 48 sustinere din pãmânt arm
- Page 53 and 54: SLOPE 50 Exe m plu de fisie r ge ne
- Page 55 and 56: SLOPE 52 Adâncime BedRock: Adânci
- Page 57 and 58: SLOPE 54 numãrului de lovituri si
- Page 59 and 60: SLOPE 56 4.9 Caracteristici geotehn
- Page 61 and 62: SLOPE 58 Densitatea relativã: pent
- Page 63 and 64: SLOPE 60 3. Deplasati-vã cu mouse-
- Page 65 and 66: SLOPE 62 4.12.2 Siruri de piloti Se
- Page 67 and 68: SLOPE 64 Note despre lucrãri Pentr
- Page 69 and 70: SLOPE 66 medie a armãturii/ranfors
- Page 71 and 72: SLOPE 68 Le= lungimea efectivã a b
- Page 73 and 74: SLOPE 70 4.12.5 Pãmânt armat Se p
- Page 75 and 76: SLOPE 72 iesi din comandã apãsati
- Page 77 and 78: SLOPE 74 Pentru a calibra imaginea
- Page 79 and 80: SLOPE 76 valoare parametrului ales
- Page 81 and 82: SLOPE 78 forfecare ( ) si comparate
- Page 83 and 84: SLOPE 80 raportul de calcul. Slope
- Page 85 and 86: SLOPE 82 alegerea acestei comenzi d
- Page 87 and 88: SLOPE 84 în care tubul este imers
- Page 89 and 90: SLOPE 86 4.17 Suprapresiuni interst
- Page 91 and 92: SLOPE 88 obtinutã din încercãri
- Page 93 and 94: SLOPE 90 functie de indicele de pla
41<br />
<strong>Slope</strong><br />
0<br />
T<br />
TB<br />
: Sve<br />
T<br />
avg<br />
1<br />
T<br />
TB<br />
3,<br />
0<br />
1<br />
3.<br />
8<br />
TB<br />
T<br />
TC<br />
: Sve<br />
T<br />
avg<br />
3,<br />
0<br />
3.<br />
9<br />
TC<br />
T<br />
TD<br />
: Sve<br />
T<br />
avg<br />
3,<br />
0<br />
TC<br />
T<br />
3.<br />
10<br />
TD<br />
T<br />
4 s<br />
: Sve<br />
T<br />
ag<br />
3,<br />
0<br />
TC<br />
TD<br />
2<br />
T<br />
3.<br />
11<br />
Spectrum a vg<br />
/a g<br />
T B<br />
(s) T C<br />
(s) T D<br />
(s)<br />
Type 1 0,90 0,05 0,15 1,0<br />
Type 2 0,45 0,05 0,15 1,0<br />
Ta ble 3.4 - Re c om m e nde d v alue s of param e t e rs de sc ribing t he v e rt ic al e last ic re sponse<br />
spe c t ra<br />
2 . To avoid explicit inelastic structural analysis in design, the capacity of the<br />
structure to dissipate energy, through mainly ductile behaviour of its elements<br />
and/or other mechanisms, is taken into account by performing an elastic<br />
analysis based on a response spectrum reduced with respect to the elastic<br />
one, henceforth called a ''design spectrum''. This reduction is accomplished by<br />
introducing the behaviour factor q.<br />
3.The behaviour factor q is an approximation of the ratio of the seismic forces<br />
that the structure would experience if its response was completely elastic with<br />
5% viscous damping, to the seismic forces that may be used in the design,<br />
with a conventional elastic analysis model, still ensuring a satisfactory<br />
response of the structure. The values of the behaviour factor q, which also<br />
account for the influence of the viscous damping being different from 5%, are<br />
given for various materials and structural systems according to the relevant<br />
ductility classes in the various Parts of EN 1998. The value of the behaviour<br />
factor q may be different in different horizontal directions of the structure,<br />
although the ductility classification shall be the same in all directions.<br />
© <strong>GeoStru</strong> <strong>Software</strong>-<strong>Slope</strong> 8.0.1
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