marco cd en kani

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Analisis por el metodo de Kani, y sus diagramas del siguiente Marco K= 4 EI L I K= 1 3m K= 1.333 K= 1.333 K= 1.333

1.076 Tn/m G K= 0.800 H

0.86 Tn/m

1.764 Tn/m D K= 0.800 E

1.41 Tn/m F K= 1

K= 1.333

K= 1.333

K= 1.333

3m

A

B

C

5m

4m

2.242

-0.188

2.242

-2.242

-0.128

-1.095

-0.128 G -0.313 -0.471 -0.544 -0.544 -0.543 -0.543 -0.543 MGD= -1.72 -0.283 -0.327 -0.326 -0.326 -0.326 -0.326 MGH= 1.72 0.147 0.131 0.129 0.128 0.128 0.128 MHG= -2.31 MEH= 0.74 -0.213 H

MDG= -1.81 -0.633 -0.633

0.263 0.263 0.263 0.263 0.266 0.230 -0.149 -1.795 -0.149

-0.632 -0.632 -0.647 -0.733 D -0.192 3.675 -0.192 -0.733 -0.647 -0.632 -0.632 -0.633 -0.633 MDA= -1.27

-0.115

3.675 -0.440 -0.388 -0.379 -0.379 -0.380 -0.380 MDE= 3.07

-3.675 -0.090 0.138 0.160 0.158 0.158 0.158 0.158 MED= -3.74

MAD= -0.63 A

MBE= 0.26 B

Calculo de momentos en la losa de azotea CV+CM 1.72 -2.31 1.62 -0.68

VI VH

2.69 -0.12 2.57

2.69 0.12 2.81

1.72 0.24 1.96

1.72 -0.24 1.48

2.57 ton VX 3.07 ton-m 2.39 m

1.96 ton 2.61 m 3.67 ton-m 2.81 ton 2.22 ton-m 2.27 m 1.73 m 1.28 1.48

1.72 Mx -1.35

2.31

1.62

-0.60

Analisis del Marco con CM+CV+CA 1.076 Tn/m 5 Ton G K= 0.800 H K= 1 3m K= 1.333 K= 1.333 K= 1.333 I 0.86 Tn/m K= 4 EI L

1.764 Tn/m 3 Ton D K= 0.800 E

1.41 Tn/m F K= 1

K= 1.333

K= 1.333

K= 1.333

3m

A

B

C

5m

4m

-5 2.61 4.78 6.09 6.78 7.14 7.32 7.42

2.242 G MDG= -0.45 -2.984 -2.984 -2.984 -0.313 -0.471 -0.988 -1.425 -1.686 -1.833 -1.911

-0.188

2.242 -0.283 -0.593 -0.855 -1.012 -1.100 -1.147 -1.171

-2.242 0.147 -0.041 -0.226 -0.311 -0.350 -0.369 -0.378

-0.128 H MEH= 4.19

-1.095 -0.213

-1.337 -1.337 -1.337

7.46 7.49 7.50 7.50 7.51 7.51 7.51 7.51 7.51 7.51

-2.984 -2.983 -2.983 -2.983 -2.982 -2.979 -2.975 -2.967 -2.950 -2.916 -2.847 -2.706

-1.952 -1.973 -1.983 -1.988 -1.991 -1.992 -1.993 -1.994 -1.994 -1.994 -1.994 -1.994 MGD= 0.54

-1.184 -1.190 -1.193 -1.195 -1.195 -1.196 -1.196 -1.196 -1.196 -1.196 -1.196 MGH= -0.54

-0.383 -0.385 -0.386 -0.387 -0.387 -0.387 -0.388 -0.388 -0.388 -0.388 -0.388 MHG= -4.21

-1.337 -1.336 -1.336 -1.336 -1.335 -1.333 -1.330 -1.323 -1.309 -1.283 -1.231 -1.135 -0.956 -0.596 0.230 -0.149 -1.795 -0.149

-8 4.08 5.68 6.41 6.77 6.95 7.04 7.08 7.10 7.11 7.12 7.12 7.12 7.13 7.13 7.13 7.13

-2.418 -1.833 -0.733 D -0.192 3.675 -0.192 -0.733 -1.833 -2.418 -2.706 -2.847 -2.916 -2.950 -2.967 -2.975 -2.979 -2.982 -2.983 -2.983 -2.983 -2.984

-0.115

3.675 -0.440 -1.100 -1.451 -1.623 -1.708 -1.749 -1.770 -1.780 -1.785 -1.788 -1.789 -1.790 -1.790 -1.790 -1.790 -1.790

-3.675 0.138 -0.358 -0.574 -0.681 -0.739 -0.770 -0.786 -0.794 -0.798 -0.800 -0.801 -0.801 -0.802 -0.802 -0.802 -0.802

-0.090

7.13

-2.984 -2.984 -2.984 MDA= 1.16 MAD= 4.14 A

-1.790 -1.790 MDE= -0.71

-0.802 -0.802 MED= -7.07 MBE= 5.79 B

Diagramas de momentos en la losa de azotea CV+CM+CA -0.54 VI VH 2.69 -0.95 1.74 -4.21 2.69 0.95 3.64 -0.67 1.72 -1.00 0.72 -3.32 1.72 1.00 2.72

1.74 ton VX 1.41 ton-m 1.62 m

0.72 ton 3.38 m 6.16 ton-m 3.64 ton 0.30 ton-m 0.84 m 3.16 m 4.29 2.72

4.21 -0.54 Mx -0.67

-1.94

-0.97

Diagrama de Momentos en la losa de azotea en combinacion CV+CM+CA 1.72 VI VH 2.69 -0.50 2.19 -4.21 2.69 0.50 3.19 1.62 1.72 -0.43 1.29 -3.32 1.72 0.43 2.15

2.19 ton VX 2.23 ton-m 2.04 m

1.29 ton 2.96 m 4.73 ton-m 3.19 ton 0.97 ton-m 1.51 m 2.49 m 2.68 2.15

4.21 1.72 Mx -0.51 0.65 1.62

-1.095

-0.160

1.147

-1.147

-0.214

-1.147

-0.160 -0.213 0.244 0.218 0.214 0.214 0.214 0.214 MHE= 0.69 0.183 0.163 0.161 0.160 0.160 0.160 MHI= 1.62 0.133 0.151 0.154 0.154 0.154

-0.214 I -0.286 0.178 0.202 0.205 0.205 0.205 0.269 0.269 MFI= 0.74 0.205 MIF= 0.68

0.154 MIH= -0.68

E -0.149 -1.795 -0.149 0.230 0.266 0.263 0.263 0.263

-0.112

0.263 MEB= 0.53

1.880 0.172 0.199 0.197 0.197 0.197 0.197 MEF= 2.48

-1.880 -0.136 0.256 0.209 0.202 0.202 0.202 0.202 MFE= -1.28

0.269 0.269 0.278 0.342 F -0.182 -1.880 -0.182 0.342 0.278 0.269 0.269 0.269 0.269 MFC= 0.54

MCF= 0.27 C

Calculo de momentos en la losa de entrepiso CV+CM 3.07 -3.74 2.48

VI VH

4.41 -0.13 4.28

4.41 0.13 4.54

2.82 0.30 3.12

4.28 ton VX ton-m ton 5.18 ton-m 2.42 m

3.12 ton 2.58 m 5.85 ton-m 4.54 ton 3.45 2.21

3.07 0.68 Mx

3.74

2.48

-2.11

Factor de piso= -1.5 k, FP= -0.5 -1.095 -0.213 0.244 -0.069 -0.377 -0.519 -0.584 -0.615 -1.147 -0.286 I 0.178 -0.134 MFI= 2.52 -1.932 -1.932 -1.932 -0.541 -0.814 -0.965 -1.044

-0.160

1.147 0.183 -0.051 -0.283 -0.389 -0.438 -0.461 -0.473

-1.147 0.133 -0.101 -0.406 -0.610 -0.724 -0.783 -0.814

-0.214

-0.631 -0.638 -0.642 -0.644 -0.645 -0.646 -0.646 -0.646 -0.646 -0.646 -0.646 -0.646 MHE= 4.88 E -0.149 -1.795 -0.149 0.230 -0.596 -0.956 -1.135 -1.231 -1.283 -1.309 -1.323 -1.330 -1.333 -1.335 -1.336 -1.336 -1.336 -1.337

-0.479 -0.482 -0.483 -0.484 -0.484 -0.484 -0.484 -0.484 -0.484 -0.484 -0.484 MHI= -0.67

-0.830 -0.838 -0.842 -0.844 -0.845 -0.845 -0.845 -0.846 -0.846 -0.846 -0.846 MIH= -3.32

-1.932 -1.932 -1.932 -1.931 -1.930 -1.929 -1.925 -1.918 -1.904 -1.876 -1.820 -1.702

-1.085 -1.106 -1.117 -1.122 -1.125 -1.126 -1.127 -1.127 -1.127 -1.128 -1.128 -1.128 MIF= 3.32

-0.112

1.880 0.172 -0.447 -0.717 -0.851 -0.924 -0.962 -0.982 -0.992 -0.997 -1.000 -1.001 -1.002 -1.002 -1.002 -1.002 -1.002

-1.880 0.256 -0.703 -1.091 -1.277 -1.365 -1.407 -1.428 -1.439 -1.444 -1.446 -1.448 -1.448 -1.449 -1.449 -1.449 -1.449

-0.136

-1.455 -0.938 0.342 F -0.182 -1.880 -0.182 0.342 -0.938 -1.455 -1.702 -1.820 -1.876 -1.904 -1.918 -1.925 -1.929 -1.930 -1.931 -1.932 -1.932 -1.932

-1.337 -1.337 -1.337 MEB= 4.45

-1.003 -1.003 MEF= -1.57

-1.449 -1.449 MFE= -5.78 MCF= 5.19 C

-1.932 -1.932 -1.932 MFC= 3.26

Calculo de momentos en la losa de entrepiso CV+CM+CA -0.71 VI VH 4.41 -1.56 2.85 -7.07 4.41 1.56 5.97 -1.57 2.82 -1.84 0.98

2.85 ton ton-m ton VX 2.31 ton-m 1.62 m

0.98 ton 3.38 m 10.09 ton-m 5.97 7.07 ton 0.34 0.70

3.32

Mx

-0.71 -3.02

-1.57

Calculo de momentos en la losa de entrepiso en combinacion CV+CM 3.07 VI VH 4.41 -0.80 3.61 -7.07 4.41 0.80 5.21 2.48 2.82 -0.83 1.99

3.61 ton ton-m ton VX 3.70 ton-m 2.05 m

1.99 ton 2.95 m 7.69 ton-m 5.21 ton 1.41 1.41

3.32

7.07

3.07 Mx

2.48

-0.62

CV+CM -1.28

2.82 -0.30 2.52

ton-m m

1.79 m 2.25 ton-m 2.52 ton

1.28

-0.97

CV+CM+CA -5.78 2.82 1.84 4.66

ton-m m

3.30 m 7.70 ton-m 4.66 ton

5.78

-1.92

en combinacion CV+CM+CA -5.78 2.82 0.83 3.65

ton-m m

2.59 m 4.71 ton-m 3.65 ton

5.78

1.07