Plantilla Mod

ESTRUCTURACION Y PREDIMENSIONAMIENTO

25.133.9 3.15 3.15 4.39

10.86

3.89

4.00

2.97

I PREDIMENSIONAMIENTO DE ELEMENTOS ESTRUCTURALES

PRIMERA SECCION

1.- VIGAS

* PRIMERA SECCION DIRECCION PRINCIPAL Y-Y

A B C D

1

2

3

4

LUZ MAS CRITICA EN LA DIRRECION Y-Y 4.00

PERALTE

L/10 0.4L/11 0.364L/12 0.333 V-1

PERALTE 0.36I=

ANCHO 0.35

A = 0.5 @ 0.3 L

ANCHO = 0.20 0.20

* PRIMERA SECCION DIRECCION SECUNDARIA X-X

LUZ MAS CRITICA EN LA DIRRECION X-X 3.90

PERALTE

L/10 0.39L/11 0.355L/12 0.325 V-2

PERALTE 0.30

ANCHO 0.30

A = 0.5 @ 0.3 L

ANCHO = 0.20 0.20

2.- COLUMNAS

TIPOS DE COLUMNAS

C1 COLUMNA CENTRALC2 COLUMNA EXTREMA DE UN PORTICO PRINCIPAL INTERIORC3 COLUMNA EXTREMA DE UN PORTICO SECUNDARIO INTERIORC4 COLUMNA EN ESQUINA

bD = Pn*f´c

D= Dimension de la seccion en la direccion del analisisb= La otra dimension de la seccion de la columnaP= Carga total que soporta la columnan= Valor que depende del tipo de columna

f´c= resistencia del concreto a la compresion simple

TIPO C2,C3

TIPO C4 COLUMNA DE ESQUINA

PG= DEBIDO A LA CARGA DE GRAVEDADP= DEBIDO A LA CARGA DE SISMO

ASIGNANDO EL TIPO DE COLUMNA SEGÚN LOS TIPOS DADOS

C2 C1

C4 C3

METRADO DE CARGAS Y AREA TRIBUTARIA DE CADA TIPO DE COLUMNA

COLUMNA TIPO 1

PISO DESCRIPCION

1

ALIGERADO 20 cm 300ACABADOS 100PESO PROPIO DE LA VIGA 89.72TABIQUERIA MOVIL 100SOBRECARGA 200

2


3ALIGERADO 20 cm 300PESO PROPIO DE LA VIGA 89.82SOBRECARGA 100TOTAL 2,069.26

TIPO C1 (PARA LOS PRIMEROS PISOS)

COLUMNA INTERIOR N<3 PISOS

P=1.10 PG n=0.30

TIPO C2 (PARA LOS 4 ULTIMOS PISOS SUPERIORES)

COLUMNA INTERIOR N>4 PISOS

P=1.10 PG n=0.25

COLUMNAS EXTREMAS DE PORTICOS INTERIORES

P=1.25 PG n=0.25

P=1.5 PG n=0.20

PESO Kg/m2

PESO TOTAL 2,069.26 Kg/m2AREA TRIBUTARIA 13.91 m2

PG = 28,775.39 KgC-1

bD = Pn*f´c

0.4I=

bD = 502.43 cm2

D= 22.41489270.4

ancho 0.25largo 0.25

COLUMNA TIPO 2

PISO DESCRIPCION

1


2




PG = 16,818.97 Kg

bD = Pn*f´c

C-2bD = 400.451596

D= 20.01128670.20


0.20COLUMNA TIPO 3

PESO Kg/m2

PISO DESCRIPCION

1


2




PG = 15,498.09 Kg

bD = Pn*f´c

C-3bD = 369.002036

D= 19.20942570.20


0.20COLUMNA TIPO 4

PISO DESCRIPCION ANCHO TRIBPESO/ML

1

ALIGERADO 20 cm 0.3 3.5 1.05ACABADOS 0.1 3.5 0.35PESO PROPIO DE LA VIGA PRINCIPAL 0.27 0.27PESO PROPIO DE LA VIGA SECUNDARIA 0.18 0.18SOBRECARGA 0.25 3.5 0.875

2

ALIGERADO 20 cm 0.3 3.5 1.05ACABADOS 0.1 3.5 0.35PESO PROPIO DE LA VIGA PRINCIPAL 0.27 0.27PESO PROPIO DE LA VIGA SECUNDARIA 0.18 0.18SOBRECARGA 0.25 3.5 0.875

3

ALIGERADO 20 cm 0.3 3.5 1.05PESO PROPIO DE LA VIGA PRINCIPAL 0.27 0.27PESO PROPIO DE LA VIGA SECUNDARIA 0.18 0.18

PESO Kg/m2

PESO tON/m2

3

SOBRECARGA 0.1 3.5 0.35TOTAL 3.05

PESO TOTAL 3.05 Kg/m2AREA TRIBUTARIA 3.90 m2

PG = 30,620.00 Kg

bD = Pn*f´c

C-4bD = 534.63

D= 23.12217380.20


0.20

SEGUNDA SECCION

1.- VIGAS

* SEGUNDA SECCION DIRECCION PRINCIPAL X-X


PERALTE

L/10 0.545L/11 0.495L/12 0.454 V-1

PERALTE 0.50

ANCHO 0.50

A = 0.5 @ 0.3 L

ANCHO = 0.25 0.25

* SEGUNDA SECCION DIRECCION SECUNDARIA Y-Y


PERALTE

L/10 0.313L/11 0.285L/12 0.261 V-2

PERALTE 0.30

ANCHO 0.30

A = 0.5 @ 0.3 L

ANCHO = 0.15 0.20

2.- COLUMNAS

ASIGNANDO EL TIPO DE COLUMNA SEGÚN LOS TIPOS DADOS

C1

C2

POR TAL CASO TENDREMOS LO SIGUIENTE

C-1 C-2

0.4 0.20

0.4 0.20

C-3 C-4

0.20 0.20

DEBIDO A PERTENECER A LA MISMA ESTRUCTURA CON LA SECCION O AMBIENTE 1 ES QUE LOS TIPOS DE CULUMNAS VIENEN HA SER LOS MISMOS, POR LAS CONDICIONES DE CARGAS Y LUCES CASI SEMEJANTES , CON LO CUAL SE PUEDE ESTIMAR LAS MISMAS MAGNITUDES DE LAS COLUMNAS ANTERIORES SEGUN SU TIPO, TENIENDO EN CONSIDERACION QUE SOLO ES UN PREDIMENSIONAMIENTO YA QUE SI ESTOS NO CUMPLEN CON LOS PARAMETROS ESTABLECIDOS SE DEBERA CAMBIAR DICHAS MEDIDAS.

0.20 0.20

ESTRUCTURACION Y PREDIMENSIONAMIENTO

25.135.1 5.45

2.67

8.652.85

3.13

E F G

1

2´

2´´

3´

0.00071458333333

80% * H DEBE DE CONTENER UN LADO DE LA COLUMNA

→

0.00213333333333

0.28

1.05

4.25 4.46254.25 1.48754.25 1.1475

3.5 0.634.25 3.718754.25 4.46254.25 1.48754.25 1.1475

3.5 0.634.25 3.718754.25 4.46254.25 1.1475

3.5 0.63

4.25 1.487530.62

25 45 189,843.75 35 35 125,052.08

UU

C3

C4

PLOSAPVIGA PRINCIPAL

DEBIDO A PERTENECER A LA MISMA ESTRUCTURA CON LA SECCION O AMBIENTE 1 ES QUE LOS TIPOS DE CULUMNAS VIENEN HA SER LOS MISMOS, POR LAS CONDICIONES DE CARGAS Y LUCES CASI SEMEJANTES , CON LO CUAL SE PUEDE ESTIMAR LAS MISMAS MAGNITUDES DE LAS COLUMNAS ANTERIORES SEGUN SU TIPO, TENIENDO EN CONSIDERACION QUE SOLO ES UN PREDIMENSIONAMIENTO YA QUE SI ESTOS NO CUMPLEN CON LOS PARAMETROS ESTABLECIDOS SE DEBERA CAMBIAR DICHAS MEDIDAS.

PVIGA SECUNDARIAPACABADOS

ANALISIS ESTATICO DE LA ESTRUCTURA

DENOMINACION DE PORTICOS Y SUS ELEMENTOS ESTRUCTURALES

A B C D E F G

1

2

3

4

1

2´

2´´

3´

DISTANCIA xx 10.2 ALTURAS PISO 1 2.5DISTANCIA yy 7.89 PISO 2 2.5

PISO 3 2.5

I METRADO DE CARGAS

METRADO DE CARGA MUERTA

1 PISO

ELEMENTO H T L P.E PESO X Y P*X P*Y

C1 2.5 0.2 0.2 2.4 0.24 0 7.89 0.00 1.89C2 2.5 0.2 0.2 2.4 0.24 3.9 7.41 0.94 1.78C3 2.5 0.2 0.2 2.4 0.24 7.05 7.02 1.69 1.68C4 2.5 0.2 0.2 2.4 0.24 10.2 6.63 2.45 1.59C5 2.5 0.2 0.2 2.4 0.24 0 4 0.00 0.96C6 2.5 0.25 0.25 2.4 0.375 3.9 4 1.46 1.50C7 2.5 0.25 0.25 2.4 0.375 7.05 4 2.64 1.50C8 2.5 0.2 0.2 2.4 0.24 10.2 4 2.45 0.96

A B C D 21

C1C2

C3C4

C5 C6 C7 C8

C9 C10 C11 C12

V1V2

V3

V4 V5 V6

V7 V8 V9

V10 V11V11

V12V13

V14 V15 V16 V17

A

B

C

12

34

C9 2.5 0.2 0.2 2.4 0.24 0 0 0.00 0.00C10 2.5 0.2 0.2 2.4 0.24 3.9 0 0.94 0.00C11 2.5 0.2 0.2 2.4 0.24 7.05 0 1.69 0.00C12 2.5 0.2 0.2 2.4 0.24 10.2 0 2.45 0.00V1 3.93 0.2 0.3 2.4 0.56592 1.95 7.65 1.10 4.33V2 3.17 0.2 0.3 2.4 0.45648 5.475 7.21 2.50 3.29V3 3.17 0.2 0.3 2.4 0.45648 8.63 6.83 3.94 3.12V4 3.9 0.2 0.3 2.4 0.5616 1.95 4 1.10 2.25V5 3.15 0.2 0.3 2.4 0.4536 5.475 4 2.48 1.81V6 3.15 0.2 0.3 2.4 0.4536 8.63 4 3.91 1.81V7 3.9 0.2 0.3 2.4 0.5616 1.95 0 1.10 0.00V8 3.15 0.2 0.3 2.4 0.4536 5.475 0 2.48 0.00V9 3.15 0.2 0.3 2.4 0.4536 8.63 0 3.91 0.00V10 3.89 0.2 0.35 2.4 0.65352 0 5.945 0.00 3.89V11 3.41 0.2 0.35 2.4 0.57288 3.9 5.7 2.23 3.27V12 3.02 0.2 0.35 2.4 0.50736 7.05 5.51 3.58 2.80V13 2.63 0.2 0.35 2.4 0.44184 10.2 5.32 4.51 2.35V14 4 0.2 0.35 2.4 0.672 0 2 0.00 1.34V15 4 0.2 0.35 2.4 0.672 3.9 2 2.62 1.34V16 4 0.2 0.35 2.4 0.672 7.05 2 4.74 1.34V17 4 0.2 0.35 2.4 0.672 10.2 2 6.85 1.34M1 4 0.15 2.5 1.8 2.7 0 2 0.00 5.40M2 3.89 0.15 2.5 1.8 2.62575 0 5.945 0.00 15.61M3 3.93 0.15 2.5 1.8 2.65275 1.95 7.65 5.17 20.29M4 3.17 0.15 2.5 1.8 2.13975 5.475 7.21 11.72 15.43M5 3.17 0.15 2.5 1.8 2.13975 8.63 6.83 18.47 14.61LOSA ALIGERADA 70.51 0.3 21.153 5.159 3.484 109.13 73.70TABIQUERIA MOVIL 70.51 0.1 7.051 5.159 3.484 36.376109 24.565684ACABADOS 70.51 0.1 7.051 5.159 3.484 36.38 24.57TOTAL 59.94 TON 281.00 240.33AREA DE DIAFRAGMA 70.51 M2

1-2 3CARGA VIVA 0.20 0.1FACTOR DE CARGA VIVA 0.25

1 PISO 2 PISO 3 PISO

CM = 59.94 TON CM = 59.94 TON CM CV = 3.53 TON CV = 3.53 TON CV TOTAL = 63.47 TON TOTAL = 63.47 TON TOTAL

PESO POR PISO 0.90 TON/m2 PESO POR PISO 0.90 TON/m2 PESO POR PISO

CALCULO DE CENTRO DE MASAXcm = 4.427 Xcm = 4.427 XcmYcm = 3.787 Ycm = 3.787 Ycm

II CALCULO DEL CORTANTE VASALDIRECCION X DIRECCION Y

= 29.20 TON = 29.20 TONR R

Z = 0.4 Z = 0.4U = 1 U = 1C = 2.5 C = 2.5S = 1.4 S = 1.4P = 166.84 P = 166.84R = 8 R = 8

NIVEL PESO H P*H FIX FIY MTX MTY exey

3 39.90 7.5 299.25 11.27 11.27 4.45 5.752 63.47 5 317.34 11.95 11.95 4.71 6.101 63.47 2.5 158.67 5.98 5.98 2.36 3.05

775.26

III VECTOR DE FUERZAS INERCIALES

5.98 FX111.95 FX211.27 FX35.98 FY1

VX = ZUCS (P) VY= ZUCS (P)

FI = 11.95 FY211.27 FY33.05 M16.10 M25.75 M3

IV VECTORES DE POSICION1 PISO 2 PISO

PORTICO RDK PORTICO RDKA 3.53 173 83 A 3.53 173 83B 0.21 0 90 B 0.21 0 90C 3.79 0 270 C 3.79 0 2701 4.43 90 180 1 4.43 90 1802 0.53 90 180 2 0.53 90 1803 2.62 90 360 3 2.62 90 3604 5.77 90 360 4 5.77 90 360

kxx kxy kxθK k = kyx kyy kyθ F =

kθx kθy kθθ

kxx= ( cos B )* * ( kpk ) * (cos B )kxy= (cos B )* * ( kpk ) * (sen B )kxo= (cos B )* * ( kpk ) * ( rdk ) sem (β-α)kyx= (sen B )* * ( kpk ) * (cos B )kyy= (sen B )* * ( kpk ) * (sen B )kyo= (sen B )* * ( kpk ) * ( rdk ) sem (β-α)kox= ( rdk )* seno ( B-α )* * ( kpk ) * *(cos B )koy= ( rdk )* seno ( B-α )* * ( kpk ) * *(sen B )koo= ( rdk )* seno ( B-α )* * ( kpk ) * *( rdk ) * seno ( B - α )

PORTICO A

MATRIZ DE FLEXIBILIDAD MATRIZ DE RIGIDEZ LATERAL (KpK) COS β

0.00130 0.00150 0.00150 1760.89 -974.03 114.59 -0.992546151641 0

BETA β ALFA α BETA β ALFA α

δ11 δ12δ21 δ22δ31 δ32

0.00150 0.00310 0.00330 -974.03 1623.38 -779.22 0 -0.99254615160.00150 0.00330 0.00500 114.59 -779.22 679.91 0 0

MATRIZ DE RIGIDEZ TRIDIMENCIONAL

1734.73325022 -959.559606952596 112.889365524 -212.99846041 117.819105 -13.861071176 -6169.59560332 3412.68303438 -403.7668645905-959.55960695 1599.26601158766 -767.64768556 117.819105 -196.365175 94.2552839999 3412.68303438 -5687.8050573 2745.614679216112.889365524 -767.647685562077 669.810235441 -13.861071176 94.2552839999 -82.242355647 -401.492121691 2730.1464275 -2395.68339657-212.99846041 117.819104999838 -13.861071176 26.1529224346 -14.4663670734 1.70192553804 757.531087103 -419.02478788 49.57633717589

117.819105 -196.36517499973 94.2552839999 -14.466367073 24.110611789 -11.573093659 -419.024787877 698.374646461 -337.1190927961-13.861071176 94.2552839998706 -82.242355647 1.70192553804 -11.5730936587 10.0980915257 49.2970338679 -335.2198303 294.1529339103-6169.5956033 3412.68303437714 -401.49212169 757.531087103 -419.024787877 49.2970338679 21942.2265088 -12137.24026 1436.0007639423412.68303438 -5687.80505729524 2730.1464275 -419.02478788 698.374646461 -335.2198303 -12137.2402597 20228.7337662 -9764.805194805-403.76686459 2745.61467921561 -2395.6833966 49.5763371759 -337.119092796 294.15293391 1436.00076394 -9764.8051948 8568.544690604

PORTICO B


0.00080 0.00090 0.00100 2431.29 -909.09 -126.85 1 00.00090 0.00210 0.00220 -909.09 1818.18 -909.09 0 10.00100 0.00220 0.00340 -126.85 -909.09 919.66 0 0


2431.28964059 -909.090909090909 -126.84989429 0 0 0 -510.570824524 190.909090909 31.71247357294-909.09090909 1818.18181818182 -909.09090909 0 0 0 190.909090909 -381.81818182 227.2727272727-126.84989429 -909.09090909091 919.661733615 0 0 0 26.6384778013 190.909090909 -229.9154334038

0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0

-510.57082452 190.909090909091 26.6384778013 0 0 0 107.21987315 -40.090909091 -6.659619450317190.909090909 -381.818181818182 190.909090909 0 0 0 -40.0909090909 80.1818181818 -47.7272727272731.7124735729 227.272727272727 -229.9154334 0 0 0 -6.65961945032 -47.727272727 57.47885835095

PORTICO C


0.00130 0.00150 0.00150 1,760.89 -974.03 114.59 1 00.00150 0.00310 0.00330 -974.03 1,623.38 -779.22 0 1

0.00150 0.00330 0.00500 114.59 -779.22 679.91 0 0


1760.88617265 -974.025974025974 114.591291062 0 0 0 6673.75859435 -3691.5584416 429.717341482-974.02597403 1623.37662337662 -779.22077922 0 0 0 -3691.55844156 6152.5974026 -2922.077922078114.591291062 -779.22077922078 679.908326967 0 0 0 434.300993125 -2953.2467532 2549.656226127

0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0

6673.75859435 -3691.55844155844 434.300993125 0 0 0 25293.5450726 -13991.006494 1628.628724217-3691.5584416 6152.5974025974 -2953.2467532 0 0 0 -13991.0064935 23318.3441558 -11074.67532468429.717341482 -2922.07792207792 2549.65622613 0 0 0 1628.62872422 -11074.675325 9561.210847976

PORTICO 1


0.00170 0.00190 0.00190 1,261.09 -662.23 60.20 6.125742275E-17 00.00190 0.00400 0.00420 -662.23 1,151.77 -559.25 0 6.125742E-170.00190 0.00420 0.00640 60.20 -559.25 505.39 0 0


4.7322047E-30 -2.4850019482104E-30 2.2590927E-31 7.7251122E-14 -4.0566544E-14 3.6878677E-15 -3.4222247E-13 1.7970979E-13 -1.68535552E-14-2.485002E-30 4.32200099605014E-30 -2.098578E-30 -4.056654E-14 7.0554731E-14 -3.425835E-14 1.79709791E-13 -3.125575E-13 1.565606574E-132.2590927E-31 -2.0985782002829E-30 1.8964489E-30 3.6878677E-15 -3.425835E-14 3.0958678E-14 -1.6337254E-14 1.5176449E-13 -1.41481161E-137.7251122E-14 -4.0566544213546E-14 3.6878677E-15 1261.08998733 -662.230671736 60.2027883397 -5586.62864385 2933.68187579 -275.1267427123-4.056654E-14 7.05547312039422E-14 -3.425835E-14 -662.23067174 1151.77439797 -559.252218 2933.68187579 -5102.360583 2555.7826362483.6878677E-15 -3.4258349539191E-14 3.0958678E-14 60.2027883397 -559.252217997 505.386565272 -266.698352345 2477.48732573 -2309.616603295-3.422225E-13 1.79709790866008E-13 -1.633725E-14 -5586.6286439 2933.68187579 -266.69835234 24748.7648923 -12996.21071 1218.8114702151.7970979E-13 -3.1255745923346E-13 1.5176449E-13 2933.68187579 -5102.36058302 2477.48732573 -12996.2107098 22603.4573828 -11322.11707858-1.685356E-14 1.56560657394101E-13 -1.414812E-13 -275.12674271 2555.78263625 -2309.6166033 1218.81147022 -11322.117079 10554.94787706

PORTICO 2


0.0012 0.0013 0.0013 1,694.32 -908.30 113.54 6.125742275E-17 00.0013 0.0028 0.003 -908.30 1,672.49 -834.06 0 6.125742E-170.0013 0.003 0.0046 113.54 -834.06 729.26 0 0


6.3578999E-30 -3.408358703117E-30 4.2604484E-31 1.0378987E-13 -5.563993E-14 6.9549912E-15 -5.5008631E-14 2.9489163E-14 -4.65984412E-15-3.408359E-30 6.27596818891252E-30 -3.129791E-30 -5.563993E-14 1.0245237E-13 -5.109244E-14 2.94891628E-14 -5.429976E-14 3.423193183E-144.2604484E-31 -3.1297909244968E-30 2.7365188E-30 6.9549912E-15 -5.1092436E-14 4.4672444E-14 -3.6861454E-15 2.7078991E-14 -2.99305373E-141.0378987E-13 -5.5639929829911E-14 6.9549912E-15 1694.3231441 -908.296943231 113.537117904 -897.991266376 481.397379913 -76.06986899563-5.563993E-14 1.02452370792577E-13 -5.109244E-14 -908.29694323 1672.48908297 -834.06113537 481.397379913 -886.41921397 558.82096069876.9549912E-15 -5.1092435564966E-14 4.4672444E-14 113.537117904 -834.061135371 729.257641921 -60.1746724891 442.052401747 -488.6026200873-5.500863E-14 2.94891628098529E-14 -3.686145E-15 -897.99126638 481.397379913 -60.174672489 475.935371179 -255.14061135 40.317030567692.9489163E-14 -5.4299756520066E-14 2.7078991E-14 481.397379913 -886.419213974 442.052401747 -255.140611354 469.802183406 -296.1751091703-4.659844E-15 3.42319318285275E-14 -2.993054E-14 -76.069868996 558.820960699 -488.60262009 40.3170305677 -296.17510917 327.3637554585

PORTICO 3


0.0012 0.0013 0.0013 1,695.71 -918.51 122.47 6.125742275E-17 00.0013 0.0028 0.003 -918.51 1,747.53 -899.67 0 6.125742E-170.0013 0.003 0.0045 122.47 -899.67 786.62 0 0


6.3631176E-30 -3.4466886908876E-30 4.5955849E-31 1.0387505E-13 -5.626565E-14 7.5020866E-15 2.7215262E-13 -1.47416E-13 1.860517484E-14-3.446689E-30 6.55754617599632E-30 -3.375987E-30 -5.626565E-14 1.0704901E-13 -5.511148E-14 -1.47416E-13 2.8046839E-13 -1.36676477E-134.5955849E-31 -3.3759873844078E-30 2.9517795E-30 7.5020866E-15 -5.5111483E-14 4.818648E-14 1.9655467E-14 -1.443921E-13 1.195024692E-131.0387505E-13 -5.6265649719072E-14 7.5020866E-15 1695.71361281 -918.511540273 122.46820537 4442.76966557 -2406.5002355 303.721149317-5.626565E-14 1.07049005362953E-13 -5.511148E-14 -918.51154027 1747.52708431 -899.67027791 -2406.50023552 4578.5209609 -2231.1822892137.5020866E-15 -5.5111482545348E-14 4.818648E-14 122.46820537 -899.670277909 786.622703721 320.866698069 -2357.1361281 1950.8243052282.7215262E-13 -1.4741600226397E-13 1.9655467E-14 4442.76966557 -2406.50023552 320.866698069 11640.0565238 -6305.0306171 795.7494112106

-1.47416E-13 2.80468394050937E-13 -1.443921E-13 -2406.5002355 4578.5209609 -2357.1361281 -6305.03061705 11995.7249176 -5845.6975977391.8605175E-14 -1.3667647671246E-13 1.1950247E-13 303.721149317 -2231.18228921 1950.82430523 795.749411211 -5845.6975977 4838.044276967

PORTICO 4


0.0017 0.0019 0.0019 1,300.30 -707.90 70.79 6.125742275E-17 00.0019 0.0039 0.0041 -707.90 1,259.31 -625.93 0 6.125742E-170.0019 0.0041 0.0061 70.79 -625.93 562.59 0 0


4.8793319E-30 -2.6563697834142E-30 2.6563698E-31 7.9652908E-14 -4.3364047E-14 4.3364047E-15 4.5959728E-13 -2.502106E-13 2.441395869E-14-2.65637E-30 4.72554203575785E-30 -2.34879E-30 -4.336405E-14 7.7142358E-14 -3.834295E-14 -2.5021055E-13 4.4511141E-13 -2.15870793E-13

2.6563698E-31 -2.348790124282E-30 2.1111149E-30 4.3364047E-15 -3.8342947E-14 3.4463006E-14 2.50210553E-14 -2.212388E-13 1.940267243E-137.9652908E-14 -4.3364047398032E-14 4.3364047E-15 1300.29806259 -707.898658718 70.7898658718 7502.71982116 -4084.5752608 398.5469448584-4.336405E-14 7.71423580028155E-14 -3.834295E-14 -707.89865872 1259.31445604 -625.9314456 -4084.5752608 7266.24441133 -3523.9940387484.3364047E-15 -3.8342947172997E-14 3.4463006E-14 70.7898658718 -625.931445604 562.59314456 408.45752608 -3611.6244411 3167.3994038754.5959728E-13 -2.5021055348665E-13 2.5021055E-14 7502.71982116 -4084.5752608 408.45752608 43290.6933681 -23567.999255 2299.615871833-2.502106E-13 4.45111405676245E-13 -2.212388E-13 -4084.5752608 7266.24441133 -3611.6244411 -23567.9992548 41926.2302534 -20333.445603582.4413959E-14 -2.1587079258397E-13 1.9402672E-13 398.546944858 -3523.99403875 3167.39940387 2299.61587183 -20333.445604 17832.45864382

V MATRIZ TRIDIMENSIONAL DE LA ESTRUCTURA

5926.90906346 -2842.67649006948 100.630762294 -212.99846041 117.819105 -13.861071176 -6.40783350244 -87.966316272 57.66295046446-2842.6764901 5040.8244531461 -2455.9593739 117.819105 -196.365175 94.2552839999 -87.9663162722 82.974163484 50.80948441041100.630762294 -2455.95937387377 2269.38029602 -13.861071176 94.2552839999 -82.242355647 59.4473492344 -32.191234836 -75.94260384747-212.99846041 117.819104999838 -13.861071176 5977.57772927 -3211.40418103 368.699903023 6218.4006636 -3495.0210285 400.6478196434

K = 117.819105 -196.36517499973 94.2552839999 -3211.404181 5855.21563308 -2930.4881705 -3495.02102849 6554.3602217 -2977.69182381-13.861071176 94.2552839998704 -82.242355647 368.699903023 -2930.48817054 2593.958147 451.748233183 -3384.4406721 2614.157419631-6.4078335024 -87.9663162722083 59.4473492344 6218.4006636 -3495.02102849 451.748233183 127498.44161 -69292.718855 7412.463652535-87.966316272 82.9741634839833 -32.191234836 -3495.0210285 6554.3602217 -3384.4406721 -69292.7188553 120622.474477 -58684.6431812757.6629504645 50.8094844104101 -75.942603847 400.647819643 -2977.69182381 2614.15741963 7412.46365254 -58684.643181 51740.04895023

0.00035931251 0.00041217691840164 0.00043014817 1.2041748E-05 1.3102672E-05 1.3842289E-05 -3.2314105E-07 -3.298108E-07 -5.40185133E-070.00041217692 0.00089305821623955 0.00094813272 1.3032778E-05 2.9719922E-05 3.1264332E-05 -3.2183528E-07 -1.20886E-06 -1.23985387E-060.00043014817 0.00094813272353217 0.00144817538 1.307814E-05 2.9567482E-05 4.5361212E-05 2.69865576E-07 5.3714203E-07 5.941984341E-071.2041748E-05 1.30327781446839E-05 1.307814E-05 0.00036891853 0.00040559638 0.000402886 -1.8259639E-05 -2.052548E-05 -2.05414905E-05

K -1 = 1.3102672E-05 2.97199221294663E-05 2.9567482E-05 0.00040559638 0.00086159661 0.00090862198 -2.0556396E-05 -4.393028E-05 -4.63450018E-051.3842289E-05 3.12643321212142E-05 4.5361212E-05 0.000402886 0.00090862198 0.00136933173 -1.7680541E-05 -4.000231E-05 -6.28309146E-05-3.231411E-07 -3.218352843919E-07 2.6986558E-07 -1.825964E-05 -2.0556396E-05 -1.768054E-05 1.82057218E-05 2.0549029E-05 2.055165138E-05-3.298108E-07 -1.2088601157787E-06 5.3714203E-07 -2.052548E-05 -4.3930284E-05 -4.000231E-05 2.05490289E-05 4.27616E-05 4.521133187E-05-5.401851E-07 -1.239853870131E-06 5.9419843E-07 -2.054149E-05 -4.6345002E-05 -6.283091E-05 2.05516514E-05 4.5211332E-05 6.833179565E-05

VI COMPROBACION DE RESULTADOS

Vx = 29.20 OK! BUEN CALCULO

Vy = 30.17 VUELVE HA CALCULAR VARIACION DE DECIMALES

VII CALCULO DEL CENTRO DE RIGIDEZ CON RESPECTO AL CENTRO DE MASA

1.01-0.07-0.04

0.010.020.00

VI CALCULO DE DESPLAZAMIENTOS LATERALESVECTOR DE DES. ( Centro Masa) VECTOR DE DES. ( Centro Masa) VECTOR DE DES. ( maximos)

plantilla sap 2000 sap 2000

F1x 0.01229919575 F1x 0.01103 F1x 0.01209F2x 0.02459121205 F2x 0.02215 F2x 0.0242F3x 0.03117245587 F3x 0.02799 F3x 0.03053F1y 0.01166855231 F1y 0.01049 F1y 0.02683F2y 0.02313060443 F2y 0.02067 F2y 0.02142F3y 0.02900731179 F3y 0.02591 F3y 0.02683θ1 -0.0002579227 θ1 θ1θ2 -0.0005257345 θ2 θ2θ3 -0.00066512 θ3 θ3

Xr = ∑ ((Kyy))-1 (Kyθ)

Yr = ∑ ((Kxx))-1 (Kxθ)

DIRECCION XX DIRECCION XX

PÌSO Ar he Ar/he Ar*0.75*R/he RESPUESTA PÌSO Ar

3 0.00658124382 2.5 0.00263249753 0.01579498518 REFORZAR LA ESTRUCTURA 3 0.005842 0.0122920163 2.5 0.00491680652 0.02950083912 REFORZAR LA ESTRUCTURA 2 0.011121 0.01229919575 2.5 0.0049196783 0.02951806979 REFORZAR LA ESTRUCTURA 1 0.01103

DIRECCION YY DIRECCION YY

PÌSO Ar he Ar/he Ar*0.75*R/he RESPUESTA PÌSO Ar

3 0.00587670736 2.5 0.00235068294 0.01410409766 REFORZAR LA ESTRUCTURA 3 0.005242 0.0122920163 2.5 0.00491680652 0.02950083912 REFORZAR LA ESTRUCTURA 2 0.010181 0.01229919575 2.5 0.0049196783 0.02951806979 REFORZAR LA ESTRUCTURA 1 0.01049

VII VERIFICACION DE RESULTADOS CON EL SOFWARE SAP 2OOOTABLA EXTRAIDA DEL SAP 2000

DIRECCION X-X

TIPO

PORTICO A 7.894 6.9554PORTICO B 13.593 12.079PORTICO C 7.709 8.3599TOTAL 29.20 27.3943

29.2943

DIRECCION Y-Y TABLA EXTRAIDA DEL SAP 2000

TIPO

PORTICO 1 6.872 5.8629PORTICO 2 9.241 8.0665PORTICO 3 8.611 7.9409PORTICO 4 5.44 5.495TOTAL 30.166 27.3653

FUERZA (TON) PLANTILLA

FUERZA (TON) SAP 2000

FUERZA (TON) PLANTILLA

FUERZA (TON) SAP 2000

OBSERVACIONES :

EN LOS CUADROS COMPARATIVOS PRESENTADOS DE FUERZAS DISTRIBUIDAS EN CADA PORTICO DEL ANALISIS MATRICIAL VS EL SOFWARE SAP 2000, SE PUEDE APRECIAR QUE EXISTE UN MINIMO DESFASE ENTRE SUS RESULTADOS , LOS CUALES DEBEN SER SIMILARES POR TRATARSE DEL MISMO ANALISIS, DICHA DISTORSION ES PRODUCIDA DEBIDO A LA EXISTENCIA DE ELEMENTOS NO ESTRUCTURALES QUE SE ENCUENTRAN EN LA ESTRUCTURA Y QUE EN EL SAP 2000 LO INCLUYE AL MOMENTO DE DISTRIBUIR LAS FUERZAS SISMICAS SEGUN LA DIRECCION ANALIZADA.

CULUMNAS QUE NO FORMAN PORTICOS, PERO CUMPLEN LA FUNCION DE ARRIOSTRAMINETO

VIGAS QUE NO FORMAN PORTICOS , PERO CUMPLEN LA FUNCION DE VIGAS DE BORDE DEBIDO A LAS CONDICIONES ARQUITECTONICAS DE LA ESTRUCTURA

2 PISO 3 PISO

ELEMENTO H T L P.E PESO X Y P*X P*Y ELEMENTO H

C1 2.5 0.2 0.2 2.4 0.24 0 7.89 0.00 1.89 C1 1.25C2 2.5 0.2 0.2 2.4 0.24 3.9 7.41 0.94 1.78 C2 1.25C3 2.5 0.2 0.2 2.4 0.24 7.05 7.02 1.69 1.68 C3 1.25C4 2.5 0.2 0.2 2.4 0.24 10.2 6.63 2.45 1.59 C4 1.25C5 2.5 0.2 0.2 2.4 0.24 0 4 0.00 0.96 C5 1.25C6 2.5 0.25 0.25 2.4 0.375 3.9 4 1.46 1.50 C6 1.25C7 2.5 0.25 0.25 2.4 0.375 7.05 4 2.64 1.50 C7 1.25C8 2.5 0.2 0.2 2.4 0.24 10.2 4 2.45 0.96 C8 1.25

C9 2.5 0.2 0.2 2.4 0.24 0 0 0.00 0.00 C9 1.25C10 2.5 0.2 0.2 2.4 0.24 3.9 0 0.94 0.00 C10 1.25C11 2.5 0.2 0.2 2.4 0.24 7.05 0 1.69 0.00 C11 1.25C12 2.5 0.2 0.2 2.4 0.24 10.2 0 2.45 0.00 C12 1.25V1 3.93 0.2 0.3 2.4 0.56592 1.95 7.65 1.10 4.33 V1 3.93V2 3.17 0.2 0.3 2.4 0.45648 5.475 7.21 2.50 3.29 V2 3.17V3 3.17 0.2 0.3 2.4 0.45648 8.63 6.83 3.94 3.12 V3 3.17V4 3.9 0.2 0.3 2.4 0.5616 1.95 4 1.10 2.25 V4 3.9V5 3.15 0.2 0.3 2.4 0.4536 5.475 4 2.48 1.81 V5 3.15V6 3.15 0.2 0.3 2.4 0.4536 8.63 4 3.91 1.81 V6 3.15V7 3.9 0.2 0.3 2.4 0.5616 1.95 0 1.10 0.00 V7 3.9V8 3.15 0.2 0.3 2.4 0.4536 5.475 0 2.48 0.00 V8 3.15V9 3.15 0.2 0.3 2.4 0.4536 8.63 0 3.91 0.00 V9 3.15V10 3.89 0.2 0.35 2.4 0.65352 0 5.945 0.00 3.89 V10 3.89V11 3.41 0.2 0.35 2.4 0.57288 3.9 5.7 2.23 3.27 V11 3.41V12 3.02 0.2 0.35 2.4 0.50736 7.05 5.51 3.58 2.80 V12 3.02V13 2.63 0.2 0.35 2.4 0.44184 10.2 5.32 4.51 2.35 V13 2.63V14 4 0.2 0.35 2.4 0.672 0 2 0.00 1.34 V14 4V15 4 0.2 0.35 2.4 0.672 3.9 2 2.62 1.34 V15 4V16 4 0.2 0.35 2.4 0.672 7.05 2 4.74 1.34 V16 4V17 4 0.2 0.35 2.4 0.672 10.2 2 6.85 1.34 V17 4M1 4 0.15 2.5 1.8 2.7 0 2 0.00 5.40 M1 4M2 3.89 0.15 2.5 1.8 2.62575 0 5.945 0.00 15.61 M2 3.89M3 3.93 0.15 2.5 1.8 2.65275 1.95 7.65 5.17 20.29 M3 3.93M4 3.17 0.15 2.5 1.8 2.13975 5.475 7.21 11.72 15.43 M4 3.17M5 3.17 0.15 2.5 1.8 2.13975 8.63 6.83 18.47 14.61 M5 3.17LOSA ALIGERADA 70.51 0.3 21.153 5.159 3.484 109.13 73.70 LOSA ALIGERADATABIQUERIA MOVIL 70.51 0.1 7.051 5.159 3.484 36.376109 24.565684ACABADOS 70.51 0.1 7.051 5.159 3.484 36.38 24.57TOTAL 59.94 TON 281.00 240.33 TOTALAREA DE DIAFRAGMA 70.51 M2 AREA DE DIAFRAGMA

3 PISO TODA LA ESTRUCTURA

= 38.14 TON CM = 158.02 TON= 1.76 TON CV = 8.81 TON= 39.90 TON TOTAL = 166.84 TON

PESO POR PISO 0.57 TON/m2

= 4.567= 3.749

0.39450.51

3 PISO

PORTICO RDKA 3.55 173 83B 0.25 0 90C 3.75 0 2701 4.57 90 1802 0.67 90 1803 2.48 90 3604 5.63 90 360

SEN β SEN β-α RDK

0 0.1218693434 0 0 1 0 0 3.53 0 0

BETA β ALFA α

δ13δ23δ33

0 0 0.12186934 0 0 1 0 0 3.53 0-0.992546151641 0 0 0.12186934 0 0 1 0 0 3.55

VECTOR DE DES. ( Centro Masa) DESPLAZAMIENTO DE C / PORTICO FUERZA INERCIAL EN C / PORTICO

F1x 0.0122991957466 D pk = cos β Dx + sen β Dy + r dk sen (β - α) Dθ F i = K pk D pkF2x 0.0245912120483F3x 0.0311724558723F1y 0.0116685523069 -0.0116959478 -1.1702901319456F2y 0.0231306044254 -0.0234448441 -3.4732327913141

F3y 0.0290073117858 -0.029766175 -3.3098143137515θ1 -0.000257922728θ2 -0.000525734498θ3 -0.000665119974


0 0 0 0 -1 0 0 0.21 0 00 0 0 0 0 -1 0 0 0.21 01 0 0 0 0 0 -1 0 0 0.25


F1x 0.0122991957466 D pk = cos β Dx + sen β Dy + r dk sen (β - α) Dθ F i = K pk D pkF2x 0.0245912120483F3x 0.0311724558723F1y 0.0116685523069 0.01235335952 3.60326488291584F2y 0.0231306044254 0.02470161629 5.1919429095452

F3y 0.0290073117858 0.03133873587 4.7979989946381θ1 -0.000257922728θ2 -0.000525734498θ3 -0.000665119974


0 0 0 0 1 0 0 3.79 0 00 0 0 0 0 1 0 0 3.79 0

1 0 0 0 0 0 1 0 0 3.75



F3y 0.0290073117858 0.02867825597 3.1865899452238θ1 -0.000257922728θ2 -0.000525734498θ3 -0.000665119974


0 1 0 0 -1 0 0 4.43 0 00 0 1 0 0 -1 0 0 4.43 0

6.12574227E-17 0 0 1 0 0 -1 0 0 4.57



F3y 0.0290073117858 0.03204691006 2.72900237294246θ1 -0.000257922728θ2 -0.000525734498θ3 -0.000665119974


0 1 0 0 -1 0 0 0.53 0 00 0 1 0 0 -1 0 0 0.53 0

6.12574227E-17 0 0 1 0 0 -1 0 0 0.67



F3y 0.0290073117858 0.02945294217 3.29437698150063θ1 -0.000257922728θ2 -0.000525734498θ3 -0.000665119974


0 1 0 0 1 0 0 2.62 0 00 0 1 0 0 1 0 0 2.62 0

6.12574227E-17 0 0 1 0 0 1 0 0 2.48


F1x 0.0122991957466 D pk = cos β Dx + sen β Dy + r dk sen (β - α) Dθ F i = K pk D pkF2x 0.0245912120483F4x 0.0311724558723F1y 0.0116685523069 0.01099279476 2.01054722444247F2y 0.0231306044254 0.02175318004 3.30425009512484F3y 0.0290073117858 0.02735781425 3.29585612762149θ1 -0.000257922728θ2 -0.000525734498θ3 -0.000665119974


0 1 0 0 1 0 0 5.77 0 00 0 1 0 0 1 0 0 5.77 0

6.12574227E-17 0 0 1 0 0 1 0 0 5.63



F3y 0.0290073117858 0.02526268633 2.3538618147686θ1 -0.000257922728θ2 -0.000525734498θ3 -0.000665119974

y 29.20x 30.17

F1Y #REF!F2Y #REF!F3Y #REF!

Vy #REF!

he Ar/he Ar*0.75*R/he RESPUESTA

2.5 0.002336 0.014016REFORZAR LA ESTRUCTURA2.5 0.004448 0.026688REFORZAR LA ESTRUCTURA2.5 0.004412 0.026472REFORZAR LA ESTRUCTURA

he Ar/he Ar*0.75*R/he RESPUESTA

2.5 0.002096 0.012576REFORZAR LA ESTRUCTURA2.5 0.004072 0.024432REFORZAR LA ESTRUCTURA2.5 0.004196 0.025176REFORZAR LA ESTRUCTURA

EN LOS CUADROS COMPARATIVOS PRESENTADOS DE FUERZAS DISTRIBUIDAS EN CADA PORTICO DEL ANALISIS MATRICIAL VS EL SOFWARE SAP 2000, SE PUEDE APRECIAR QUE EXISTE UN MINIMO DESFASE ENTRE SUS RESULTADOS , LOS CUALES DEBEN SER SIMILARES POR TRATARSE DEL MISMO ANALISIS, DICHA DISTORSION ES PRODUCIDA DEBIDO A LA EXISTENCIA DE ELEMENTOS NO ESTRUCTURALES QUE SE ENCUENTRAN EN LA ESTRUCTURA Y QUE EN EL SAP 2000 LO INCLUYE AL MOMENTO DE DISTRIBUIR LAS FUERZAS SISMICAS SEGUN LA

T L P.E PESO X Y P*X P*Y

0.2 0.2 2.4 0.12 0 7.89 0.00 0.950.2 0.2 2.4 0.12 3.9 7.41 0.47 0.890.2 0.2 2.4 0.12 7.05 7.02 0.85 0.840.2 0.2 2.4 0.12 10.2 6.63 1.22 0.800.2 0.2 2.4 0.12 0 4 0.00 0.48

0.25 0.25 2.4 0.1875 3.9 4 0.73 0.750.25 0.25 2.4 0.1875 7.05 4 1.32 0.750.2 0.2 2.4 0.12 10.2 4 1.22 0.48

0.2 0.2 2.4 0.12 0 0 0.00 0.000.2 0.2 2.4 0.12 3.9 0 0.47 0.000.2 0.2 2.4 0.12 7.05 0 0.85 0.000.2 0.2 2.4 0.12 10.2 0 1.22 0.000.2 0.3 2.4 0.56592 1.95 7.65 1.10 4.330.2 0.3 2.4 0.45648 5.475 7.21 2.50 3.290.2 0.3 2.4 0.45648 8.63 6.83 3.94 3.120.2 0.3 2.4 0.5616 1.95 4 1.10 2.250.2 0.3 2.4 0.4536 5.475 4 2.48 1.810.2 0.3 2.4 0.4536 8.63 4 3.91 1.810.2 0.3 2.4 0.5616 1.95 0 1.10 0.000.2 0.3 2.4 0.4536 5.475 0 2.48 0.000.2 0.3 2.4 0.4536 8.63 0 3.91 0.000.2 0.35 2.4 0.65352 0 5.945 0.00 3.890.2 0.35 2.4 0.57288 3.9 5.7 2.23 3.270.2 0.35 2.4 0.50736 7.05 5.51 3.58 2.800.2 0.35 2.4 0.44184 10.2 5.32 4.51 2.350.2 0.35 2.4 0.672 0 2 0.00 1.340.2 0.35 2.4 0.672 3.9 2 2.62 1.340.2 0.35 2.4 0.672 7.05 2 4.74 1.340.2 0.35 2.4 0.672 10.2 2 6.85 1.34

0.15 1.25 1.8 1.35 0 2 0.00 2.700.15 1.25 1.8 1.312875 0 5.945 0.00 7.810.15 1.25 1.8 1.326375 1.95 7.65 2.59 10.150.15 1.25 1.8 1.069875 5.475 7.21 5.86 7.710.15 1.25 1.8 1.069875 8.63 6.83 9.23 7.3170.51 0.3 21.153 5.159 3.484 109.13 73.70

TOTAL 38.14 TON 182.22 149.59AREA DE DIAFRAGMA 70.51 M2

F i = K pk D pk

7.89405427

F i = K pk D pk

13.5932068

F i = K pk D pk

7.7092122

F i = K pk D pk

6.87167819

F i = K pk D pk

9.24122168

F i = K pk D pk

8.61065345

F i = K pk D pk

5.44218792

METRADO DE CARGA VIVA

ENTREPISOS

AREA 18 7 126 TONPESO 0.25 31.5AREA 18 2 36 TONPESO 0.4 14.4PESO TOTAL 45.9 TON

TECHO

AREA 18 9 162PESO 0.15 24.3 TONPESO TOTAL 24.3 TON

CALCULO DE CENTRO DE MASA

1 PISO 2 PISO

Xcm 4.68778064 Xcm #VALUE!Ycm 4.01 Ycm #VALUE!

3 PISO

Xcm 4.2428061Ycm 3.54

ANALISIS ESTATICO DE LA ESTRUCTURA

A B C D E F G

1

2

3

4

1

2´

2´´

3´

DENOMINACION DE PORTICOS Y SUS ELEMENTOS ESTRUCTURALES

DISTANCIA xx 10.2 ALTURAS PISO 1DISTANCIA yy 7.89 PISO 2

PISO 3

I METRADO DE CARGAS

METRADO DE CARGA MUERTA

1 PISO

ELEMENTO H T L P.E PESO X Y P*X P*Y

C1 2.5 0.2 0.2 2.4 0.24 0 9.2 0.00 2.21C2 2.5 0.2 0.2 2.4 0.24 5.1 8.93 1.22 2.14C3 2.5 0.2 0.2 2.4 0.24 10.55 8.65 2.53 2.08C4 2.5 0.2 0.2 2.4 0.24 0 5.98 0.00 1.44

A B C D 21

C4 C5

C1C2

C3

C6

C7 C8 C9

C10 C11 C12

V1V2

V3 V4

V5 V6

V7 V8

V9 V10V11

V12 V13 V14

V15 V16 V17

12

3

A

B

C

D

C5 2.5 0.25 0.25 2.4 0.375 5.1 5.98 1.91 2.24C6 2.5 0.2 0.2 2.4 0.24 10.55 5.98 2.53 1.44C7 2.5 0.2 0.2 2.4 0.24 0 3.13 0.00 0.75C8 2.5 0.25 0.25 2.4 0.375 5.1 3.13 1.91 1.17C9 2.5 0.2 0.2 2.4 0.24 10.55 3.13 2.53 0.75C10 2.5 0.2 0.2 2.4 0.24 0 0 0.00 0.00C11 2.5 0.2 0.2 2.4 0.24 5.1 0 1.22 0.00C12 2.5 0.2 0.2 2.4 0.24 10.55 0 2.53 0.00V1 5.11 0.2 0.35 2.4 0.85848 2.55 9.07 2.19 7.79V2 5.46 0.2 0.35 2.4 0.91728 7.83 8.79 7.18 8.06V3 5.1 0.2 0.35 2.4 0.8568 2.55 2.55 2.18 2.18V4 5.45 0.2 0.35 2.4 0.9156 7.83 7.825 7.17 7.16V5 5.1 0.2 0.35 2.4 0.8568 2.55 2.55 2.18 2.18V6 5.45 0.2 0.35 2.4 0.9156 7.83 7.825 7.17 7.16V7 5 0.2 0.35 2.4 0.84 2.55 2.55 2.14 2.14V8 5.45 0.2 0.35 2.4 0.9156 7.83 7.825 7.17 7.16V9 3.22 0.2 0.3 2.4 0.46368 0 0 0.00 0.00V10 2.95 0.2 0.3 2.4 0.4248 5.1 5.1 2.17 2.17V11 2.67 0.2 0.3 2.4 0.38448 10.55 10.55 4.06 4.06V12 2.85 0.2 0.3 2.4 0.4104 0 0 0.00 0.00V13 2.85 0.2 0.3 2.4 0.4104 5.1 5.1 2.09 2.09V14 2.85 0.2 0.3 2.4 0.4104 10.55 10.55 4.33 4.33V15 3.13 0.2 0.3 2.4 0.45072 0 0 0.00 0.00V16 3.13 0.2 0.3 2.4 0.45072 5.1 5.1 2.30 2.30V17 3.13 0.2 0.3 2.4 0.45072 10.55 10.55 4.76 4.76M1 5.11 0.15 2.5 1.8 3.44925 2.55 9.07 8.80 31.28M2 5.46 0.15 2.5 1.8 3.6855 7.83 8.79 28.86 32.40LOSA ALIGERADA 88.352 0.3 26.5056 5.298 4.26 140.43 112.91TABIQUERIA MOVIL 88.352 0.1 8.8352 5.298 4.26 46.8088896 37.637952ACABADOS 88.352 0.1 8.8352 5.298 4.26 46.81 37.64TOTAL 65.39 TON 345.19 329.64AREA DE DIAFRAGMA 88.35 M2

1-2 3CARGA VIVA 0.20 0.1FACTOR DE CARGA VIVA 0.25

1 PISO 2 PISO 3 PISO

CM = 65.39 TON CM = 65.39 TON CM CV = 4.42 TON CV = 4.42 TON CV

TOTAL = 69.81 TON TOTAL = 69.81 TON TOTAL

PESO POR PISO 0.79 TON/m2 PESO POR PISO 0.79 TON/m2 PESO POR PISO

CALCULO DE CENTRO DE MASAXcm = 4.945 Xcm = 4.945 XcmYcm = 4.722 Ycm = 4.722 Ycm

II CALCULO DEL CORTANTE VASALDIRECCION X DIRECCION Y

= 32.27 TON = 32.27 TONR R

Z = 0.4 Z = 0.4U = 1 U = 1C = 2.5 C = 2.5S = 1.4 S = 1.4P = 184.41 P = 184.41R = 8 R = 8

NIVEL PESO H P*H FIX FIY MTX MTY exey

3 44.79 7.5 335.92 12.61 12.61 4.98 6.432 69.81 5 349.05 13.11 13.11 5.17 6.681 69.81 2.5 174.53 6.55 6.55 2.59 3.34

859.50

III VECTOR DE FUERZAS INERCIALES

6.55 FX113.11 FX212.61 FX3

VX = ZUCS (P) VY= ZUCS (P)

6.55 FY1FI = 13.11 FY2

12.61 FY33.34 M16.68 M26.43 M3

IV VECTORES DE POSICION1 PISO 2 PISO

PORTICO RDK PORTICO RDKA 4.21 177 87 A 4.21 177 87B 1.26 0 90 B 1.26 0 90C 1.59 0 270 C 1.59 0 270D 4.72 0 270 D 4.72 0 2701 4.95 90 180 1 4.95 90 1802 0.16 90 360 2 0.16 90 3603 5.61 90 360 3 5.61 90 360

kxx kxy kxθK k = kyx kyy kyθ F =

kθx kθy kθθ

kxx= ( cos B )* * ( kpk ) * (cos B )kxy= (cos B )* * ( kpk ) * (sen B )kxo= (cos B )* * ( kpk ) * ( rdk ) sem (β-α)kyx= (sen B )* * ( kpk ) * (cos B )kyy= (sen B )* * ( kpk ) * (sen B )kyo= (sen B )* * ( kpk ) * ( rdk ) sem (β-α)kox= ( rdk )* seno ( B-α )* * ( kpk ) * *(cos B )koy= ( rdk )* seno ( B-α )* * ( kpk ) * *(sen B )koo= ( rdk )* seno ( B-α )* * ( kpk ) * *( rdk ) * seno ( B - α )

PORTICO A


BETA β ALFA α BETA β ALFA α

δ11 δ12δ21 δ22δ31 δ32

0.00180 0.00200 0.00200 1155.23 -591.11 51.40 -0.998629534755 00.00200 0.00430 0.00450 -591.11 1058.85 -526.86 0 -0.99862953480.00200 0.00450 0.00680 51.40 -526.86 480.60 0 0


1152.06578253 -589.488609528016 51.2598790894 -60.377209251 30.893788938 -2.6864164294 -4856.85309283 2485.15286174 -211.4805285628-589.48860953 1055.95350924149 -525.41376067 30.893788938 -55.3401784455 27.5357684013 2485.15286174 -4451.6651262 2167.67541776851.2598790894 -525.413760666276 479.279869486 -2.6864164294 27.5357684013 -25.117993615 -216.100248847 2215.02755068 -1977.342942062-60.377209251 30.8937889380111 -2.6864164294 3.16423545613 -1.61907487188 0.14078911929 254.536884899 -130.24134266 11.0832248635830.893788938 -55.3401784454808 27.5357684013 -1.6190748719 2.90025585745 -1.4430884728 -130.241342663 233.301883378 -113.6030548517

-2.6864164294 27.5357684012708 -25.117993615 0.14078911929 -1.44308847276 1.3163782654 11.3253341446 -116.08467498 103.6281524745-4856.8530928 2485.15286173953 -216.10024885 254.536884899 -130.241342663 11.3253341446 20475.4123619 -10476.851709 891.55487021332485.15286174 -4451.66512624647 2215.02755068 -130.24134266 233.301883378 -116.08467498 -10476.8517091 18767.230018 -9138.437419686-211.48052856 2167.67541776847 -1977.3429421 11.0832248636 -113.603054852 103.628152474 891.554870213 -9138.4374197 8157.832947828

PORTICO B


0.00120 0.00140 0.00150 1764.22 -846.82 45.66 1 00.00140 0.00310 0.00340 -846.82 1606.48 -821.92 0 10.00150 0.00340 0.00510 45.66 -821.92 730.59 0 0


1764.21751764 -846.824408468246 45.6621004566 0 0 0 -2222.91407223 1066.99875467 -53.42465753425-846.82440847 1606.47571606476 -821.91780822 0 0 0 1066.99875467 -2024.1594022 961.643835616445.6621004566 -821.917808219178 730.593607306 0 0 0 -57.5342465753 1035.61643836 -854.7945205479

0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0

-2222.9140722 1066.99875466999 -57.534246575 0 0 0 2800.87173101 -1344.4184309 67.315068493151066.99875467 -2024.15940224159 1035.61643836 0 0 0 -1344.41843088 2550.44084682 -1211.671232877-53.424657534 961.643835616438 -854.79452055 0 0 0 67.3150684932 -1211.6712329 1000.109589041

PORTICO C


0.00120 0.00140 0.00150 1,764.22 -846.82 45.66 1 0

0.00140 0.00310 0.00340 -846.82 1,606.48 -821.92 0 10.00150 0.00340 0.00510 45.66 -821.92 730.59 0 0


1764.21751764 -846.824408468246 45.6621004566 0 0 0 2805.10585305 -1346.4508095 76.71232876712-846.82440847 1606.47571606476 -821.91780822 0 0 0 -1346.45080946 2554.29638854 -1380.82191780845.6621004566 -821.917808219178 730.593607306 0 0 0 72.602739726 -1306.8493151 1227.397260274

0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0

2805.10585305 -1346.45080946451 72.602739726 0 0 0 4460.11830635 -2140.856787 121.9726027397-1346.4508095 2554.29638854296 -1306.8493151 0 0 0 -2140.85678705 4061.33125778 -2195.50684931576.7123287671 -1380.82191780822 1227.39726027 0 0 0 121.97260274 -2195.5068493 2062.02739726

PORTICO D


0.00180 0.00200 0.00200 1,155.23 -591.11 51.40 1 00.00200 0.00430 0.00450 -591.11 1,058.85 -526.86 0 10.00200 0.00450 0.00680 51.40 -526.86 480.60 0 0


1155.23001799 -591.107684399896 51.4006682087 0 0 0 5452.68568491 -2790.0282704 247.2372140838-591.1076844 1058.85376509895 -526.85684914 0 0 0 -2790.02827037 4997.78977127 -2534.181444359

51.4006682087 -526.856849139039 480.596247751 0 0 0 242.611153945 -2486.7643279 2311.6679516830 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0

5452.68568491 -2790.02827036751 242.611153945 0 0 0 25736.6764328 -13168.933436 1166.959650475-2790.0282704 4997.78977126702 -2486.7643279 0 0 0 -13168.9334361 23589.5677204 -11961.33641737247.237214084 -2534.18144435878 2311.66795168 0 0 0 1166.95965048 -11961.336417 11119.1228476

PORTICO 1


0.0013 0.0014 0.0015 1,501.82 -625.00 -51.58 6.125742275E-17 00.0014 0.0031 0.0032 -625.00 1,250.00 -625.00 0 6.125742E-17

0.0015 0.0032 0.0049 -51.58 -625.00 628.03 0 0


5.6355387E-30 -2.3452949008828E-30 -1.935438E-31 9.1997646E-14 -3.8285889E-14 -3.159515E-15 -4.5538835E-13 1.8951515E-13 1.58291708E-14-2.345295E-30 4.69058980176557E-30 -2.345295E-30 -3.828589E-14 7.6571778E-14 -3.828589E-14 1.89515152E-13 -3.790303E-13 1.91812305E-13-1.935438E-31 -2.3452949008828E-30 2.3566798E-30 -3.159515E-15 -3.8285889E-14 3.8471743E-14 1.56395999E-14 1.8951515E-13 -1.92743433E-139.1997646E-14 -3.8285889215894E-14 -3.159515E-15 1501.82038835 -625 -51.577669903 -7434.01092233 3093.75 258.4041262136-3.828589E-14 7.65717784317888E-14 -3.828589E-14 -625 1250 -625 3093.75 -6187.5 3131.25-3.159515E-15 -3.8285889215894E-14 3.8471743E-14 -51.577669903 -625 628.033980583 255.309466019 3093.75 -3146.450242718-4.553883E-13 1.89515151618677E-13 1.56396E-14 -7434.0109223 3093.75 255.309466019 36798.3540655 -15314.0625 -1279.1004247571.8951515E-13 -3.7903030323735E-13 1.8951515E-13 3093.75 -6187.5 3093.75 -15314.0625 30628.125 -15499.68751.5829171E-14 1.91812304971631E-13 -1.927434E-13 258.404126214 3131.25 -3146.4502427 -1279.10042476 -15499.6875 15763.71571602

PORTICO 2


0.0008 0.0009 0.0009 2,544.76 -1,265.98 115.09 6.125742275E-17 00.0009 0.002 0.0021 -1,265.98 2,237.85 -1,112.53 0 6.125742E-170.0009 0.0021 0.0032 115.09 -1,112.53 1,010.23 0 0


9.5491291E-30 -4.75057176854E-30 4.3187016E-31 1.5588526E-13 -7.7550957E-14 7.050087E-15 2.49416412E-14 -1.240815E-14 6.345078315E-16-4.750572E-30 8.39747534842939E-30 -4.174745E-30 -7.755096E-14 1.3708503E-13 -6.815084E-14 -1.2408153E-14 2.1933604E-14 -6.1335757E-154.3187016E-31 -4.1747448875049E-30 3.7908603E-30 7.050087E-15 -6.8150841E-14 6.1884097E-14 1.12801392E-15 -1.090413E-14 5.569568743E-151.5588526E-13 -7.7550957184113E-14 7.050087E-15 2544.75703325 -1265.98465473 115.089514066 407.16112532 -202.55754476 10.35805626598-7.755096E-14 1.37085025325453E-13 -6.815084E-14 -1265.9846547 2237.8516624 -1112.5319693 -202.557544757 358.056265985 -100.12787723797.050087E-15 -6.8150841161797E-14 6.1884097E-14 115.089514066 -1112.53196931 1010.23017903 18.4143222506 -178.00511509 90.92071611253

2.4941641E-14 -1.2408153149458E-14 1.1280139E-15 407.16112532 -202.557544757 18.4143222506 65.1457800512 -32.409207161 1.657289002558-1.240815E-14 2.19336040520725E-14 -1.090413E-14 -202.55754476 358.056265985 -178.00511509 -32.4092071611 57.2890025575 -16.020460358066.3450783E-16 -6.1335757045617E-15 5.5695687E-15 10.358056266 -100.127877238 90.9207161125 1.65728900256 -16.020460358 8.182864450128

PORTICO 3


0.0013 0.0014 0.0014 1,561.56 -840.84 105.11 6.125742275E-17 00.0014 0.003 0.0032 -840.84 1,606.61 -825.83 0 6.125742E-170.0014 0.0032 0.0048 105.11 -825.83 728.23 0 0


5.8597158E-30 -3.1552315783648E-30 3.9440395E-31 9.5657237E-14 -5.1507743E-14 6.4384679E-15 5.36637098E-13 -2.889584E-13 3.566911192E-14-3.155232E-30 6.0287460515185E-30 -3.098888E-30 -5.150774E-14 9.841658E-14 -5.058796E-14 -2.8895844E-13 5.5211701E-13 -2.80257308E-133.9440395E-31 -3.0988881573226E-30 2.7326559E-30 6.4384679E-15 -5.0587962E-14 4.4609384E-14 3.61198047E-14 -2.837985E-13 2.471359898E-139.5657237E-14 -5.1507742849011E-14 6.4384679E-15 1561.56156156 -840.840840841 105.105105105 8760.36036036 -4717.1171171 582.2822822823-5.150774E-14 9.84165800865033E-14 -5.058796E-14 -840.84084084 1606.60660661 -825.82582583 -4717.11711712 9013.06306306 -4575.0750750756.4384679E-15 -5.0587961726707E-14 4.4609384E-14 105.105105105 -825.825825826 728.228228228 589.63963964 -4632.8828829 4034.3843843845.366371E-13 -2.8895843738295E-13 3.6119805E-14 8760.36036036 -4717.11711712 589.63963964 49145.6216216 -26463.027027 3266.603603604

-2.889584E-13 5.52117014285283E-13 -2.837985E-13 -4717.1171171 9013.06306306 -4632.8828829 -26463.027027 50563.2837838 -25666.171171173.5669112E-14 -2.8025730796596E-13 2.4713599E-13 582.282282282 -4575.07507508 4034.38438438 3266.6036036 -25666.171171 22350.48948949

V MATRIZ TRIDIMENSIONAL DE LA ESTRUCTURA

5835.73083581 -2874.2451108644 193.984748211 -60.377209251 30.893788938 -2.6864164294 1178.0243729 -584.32746342 59.04435675388-2874.2451109 5327.75870646995 -2696.1062262 30.893788938 -55.3401784455 27.5357684013 -584.327463422 1076.26163132 -785.6841087821193.984748211 -2696.10622624367 2421.06333185 -2.6864164294 27.5357684013 -25.117993615 41.5793982488 -542.96965397 706.9277493474-60.377209251 30.8937889380109 -2.6864164294 5611.30321862 -2733.44457044 168.757738388 1988.04744825 -1956.1660045 862.1276896254

K = 30.893788938 -55.3401784454805 27.5357684013 -2733.4445704 5097.35852487 -2564.8008836 -1956.16600454 3416.92121243 -1657.556007165-2.6864164294 27.5357684012707 -25.117993615 168.757738388 -2564.80088361 2367.8087661 874.688762054 -1833.222673 1082.4830102531178.0243729 -584.327463422498 41.5793982488 1988.04744825 -1956.16600454 874.688762054 139482.200299 -68940.559097 4236.962659771

-584.32746342 1076.26163132192 -542.96965397 -1956.1660045 3416.92121243 -1833.222673 -68940.5590973 130217.267629 -65688.8310507859.0443567539 -785.684108782084 706.927749347 862.127689625 -1657.55600716 1082.48301025 4236.96265977 -65688.831051 60461.48085169

0.00036017866 0.00041171384362548 0.00042994348 4.6328916E-06 5.2320888E-06 5.6392759E-06 -2.9993317E-06 -3.297861E-06 -3.42497589E-060.00041171384 0.00090145630278296 0.00097153244 5.2386902E-06 1.1991481E-05 1.2024907E-05 -3.2994182E-06 -7.198496E-06 -7.59807158E-060.00042994348 0.00097153244359826 0.00146300061 6.4334107E-06 1.3505123E-05 1.979163E-05 -4.8899936E-06 -1.085523E-05 -1.64276073E-054.6328916E-06 5.2386901767845E-06 6.4334107E-06 0.00035936549 0.00039498906 0.0004030599 -4.3355836E-06 -4.863697E-06 -6.50388183E-06

K -1 = 5.2320888E-06 1.19914809256667E-05 1.3505123E-05 0.00039498906 0.0008687788 0.00091030566 -4.8462611E-06 -1.219864E-05 -1.10332622E-055.6392759E-06 1.20249071461631E-05 1.979163E-05 0.0004030599 0.00091030566 0.00138173359 -5.4730805E-06 -8.64074E-06 -1.46142131E-05-2.999332E-06 -3.2994182075869E-06 -4.889994E-06 -4.335584E-06 -4.8462611E-06 -5.473081E-06 1.46067516E-05 1.5970475E-05 1.637182264E-05-3.297861E-06 -7.1984963984624E-06 -1.085523E-05 -4.863697E-06 -1.2198639E-05 -8.64074E-06 1.59704751E-05 3.4646288E-05 3.644878192E-05-3.424976E-06 -7.5980715788007E-06 -1.642761E-05 -6.503882E-06 -1.1033262E-05 -1.461421E-05 1.63718226E-05 3.6448782E-05 5.514081472E-05

VI COMPROBACION DE RESULTADOS

Vx = 32.27 OK! BUEN CALCULO

Vy = 32.61 VUELVE HA CALCULAR VARIACION DE DECIMALES

VII CALCULO DEL CENTRO DE RIGIDEZ CON RESPECTO AL CENTRO DE MASA

0.29-0.110.23

-0.200.000.00

VI CALCULO DE DESPLAZAMIENTOS LATERALES

DIRECCION XX

PÌSO Ar he Ar/he Ar*0.75*R/he RESPUESTA

3 0.00727577174 2.5 0.0029103087 0.01746185217 REFORZAR LA ESTRUCTURA2 0.01370645863 2.5 0.00548258345 0.03289550072 REFORZAR LA ESTRUCTURA1 0.01329496947 2.5 0.00531798779 0.03190792673 REFORZAR LA ESTRUCTURA

DIRECCION YY

PÌSO Ar he Ar/he Ar*0.75*R/he RESPUESTA

3 0.00662424422 2.5 0.00264969769 0.01589818612 REFORZAR LA ESTRUCTURA2 0.0129425195 2.5 0.0051770078 0.03106204679 REFORZAR LA ESTRUCTURA

Xr = ∑ ((Kyy))-1 (Kyθ)

Yr = ∑ ((Kxx))-1 (Kxθ)

1 0.01329496947 2.5 0.00531798779 0.03190792673 REFORZAR LA ESTRUCTURA

2 PISO 3 PISO

ELEMENTO H T L P.E PESO X Y P*X P*Y ELEMENTO H

C1 2.5 0.2 0.2 2.4 0.24 0 9.2 0.00 2.21 C1 1.25C2 2.5 0.2 0.2 2.4 0.24 5.1 8.93 1.22 2.14 C2 1.25C3 2.5 0.2 0.2 2.4 0.24 10.55 8.65 2.53 2.08 C3 1.25C4 2.5 0.2 0.2 2.4 0.24 0 5.98 0.00 1.44 C4 1.25

C5 2.5 0.25 0.25 2.4 0.375 5.1 5.98 1.91 2.24 C5 1.25C6 2.5 0.2 0.2 2.4 0.24 10.55 5.98 2.53 1.44 C6 1.25C7 2.5 0.2 0.2 2.4 0.24 0 3.13 0.00 0.75 C7 1.25C8 2.5 0.25 0.25 2.4 0.375 5.1 3.13 1.91 1.17 C8 1.25C9 2.5 0.2 0.2 2.4 0.24 10.55 3.13 2.53 0.75 C9 1.25C10 2.5 0.2 0.2 2.4 0.24 0 0 0.00 0.00 C10 1.25C11 2.5 0.2 0.2 2.4 0.24 5.1 0 1.22 0.00 C11 1.25C12 2.5 0.2 0.2 2.4 0.24 10.55 0 2.53 0.00 C12 1.25V1 5.11 0.2 0.35 2.4 0.85848 2.55 9.07 2.19 7.79 V1 5.11V2 5.46 0.2 0.35 2.4 0.91728 7.83 8.79 7.18 8.06 V2 5.46V3 5.1 0.2 0.35 2.4 0.8568 2.55 2.55 2.18 2.18 V3 5.1V4 5.45 0.2 0.35 2.4 0.9156 7.83 7.825 7.17 7.16 V4 5.45V5 5.1 0.2 0.35 2.4 0.8568 2.55 2.55 2.18 2.18 V5 5.1V6 5.45 0.2 0.35 2.4 0.9156 7.83 7.825 7.17 7.16 V6 5.45V7 5 0.2 0.35 2.4 0.84 2.55 2.55 2.14 2.14 V7 5V8 5.45 0.2 0.35 2.4 0.9156 7.83 7.825 7.17 7.16 V8 5.45V9 3.22 0.2 0.3 2.4 0.46368 0 0 0.00 0.00 V9 3.22V10 2.95 0.2 0.3 2.4 0.4248 5.1 5.1 2.17 2.17 V10 2.95V11 2.67 0.2 0.3 2.4 0.38448 10.55 10.55 4.06 4.06 V11 2.67V12 2.85 0.2 0.3 2.4 0.4104 0 0 0.00 0.00 V12 2.85V13 2.85 0.2 0.3 2.4 0.4104 5.1 5.1 2.09 2.09 V13 2.85V14 2.85 0.2 0.3 2.4 0.4104 10.55 10.55 4.33 4.33 V14 2.85V15 3.13 0.2 0.3 2.4 0.45072 0 0 0.00 0.00 V15 3.13V16 3.13 0.2 0.3 2.4 0.45072 5.1 5.1 2.30 2.30 V16 3.13V17 3.13 0.2 0.3 2.4 0.45072 10.55 10.55 4.76 4.76 V17 3.13M1 5.11 0.15 2.5 1.8 3.44925 2.55 9.07 8.80 31.28 M1 5.11M2 5.46 0.15 2.5 1.8 3.6855 7.83 8.79 28.86 32.40 M2 5.46LOSA ALIGERADA 88.352 0.3 26.5056 5.298 4.26 140.43 112.91 LOSA ALIGERADATABIQUERIA MOVIL 88.352 0.1 8.8352 5.298 4.26 46.8088896 37.637952ACABADOS 88.352 0.1 8.8352 5.298 4.26 46.81 37.64TOTAL 65.39 TON 345.19 329.64 TOTALAREA DE DIAFRAGMA 88.35 M2 AREA DE DIAFRAGMA

3 PISO TODA LA ESTRUCTURA

= 42.58 TON CM = 173.37 TON= 2.21 TON CV = 11.04 TON

= 44.79 TON TOTAL = 184.41 TON

PESO POR PISO 0.51 TON/m2

= 5.013= 4.810

0.39450.51

3 PISO

PORTICO RDKA 4.12 177 87B 1.17 0 90C 1.68 0 270D 4.81 0 2701 5.01 90 1802 0.09 90 3603 5.54 90 360


BETA β ALFA α

δ13δ23δ33

0 0.0523359562 0 0 1 0 0 4.21 0 00 0 0.05233596 0 0 1 0 0 4.21 0

-0.998629534755 0 0 0.05233596 0 0 1 0 0 4.12


F1x 0.0132949694702 D pk = cos β Dx + sen β Dy + r dk sen (β - α) Dθ F i = K pk D pkF2x 0.0270014281041F3x 0.0342771998419F1y 0.0127067319199 -0.0127155254 -1.1416285905569F2y 0.0256492514156 -0.0257659893 -2.5180216147926

F3y 0.032273495633 -0.032737827 -2.8122753743196θ1 -2.4654449E-05θ2 -3.4190932E-05θ3 -4.77347373E-05


0 0 0 0 -1 0 0 1.26 0 00 0 0 0 0 -1 0 0 1.26 01 0 0 0 0 0 -1 0 0 1.17



F3y 0.032273495633 0.03433304948 3.46363788205726θ1 -2.4654449E-05θ2 -3.4190932E-05θ3 -4.77347373E-05


0 0 0 0 1 0 0 1.59 0 0

0 0 0 0 0 1 0 0 1.59 01 0 0 0 0 0 1 0 0 1.68



F3y 0.032273495633 0.03419700548 3.4411276360142θ1 -2.4654449E-05θ2 -3.4190932E-05θ3 -4.77347373E-05


0 0 0 0 1 0 0 4.72 0 00 0 0 0 0 1 0 0 4.72 01 0 0 0 0 0 1 0 0 4.81



F3y 0.032273495633 0.03404759576 2.89967309219342θ1 -2.4654449E-05θ2 -3.4190932E-05θ3 -4.77347373E-05


0 1 0 0 -1 0 0 4.95 0 00 0 1 0 0 -1 0 0 4.95 0

6.12574227E-17 0 0 1 0 0 -1 0 0 5.01



F3y 0.032273495633 0.03251264667 3.62080843607713θ1 -2.4654449E-05θ2 -3.4190932E-05θ3 -4.77347373E-05


0 1 0 0 1 0 0 0.16 0 00 0 1 0 0 1 0 0 0.16 0

6.12574227E-17 0 0 1 0 0 1 0 0 0.09



F3y 0.032273495633 0.03226919951 5.53175077385187θ1 -2.4654449E-05θ2 -3.4190932E-05θ3 -4.77347373E-05


0 1 0 0 1 0 0 5.61 0 00 0 1 0 0 1 0 0 5.61 0

6.12574227E-17 0 0 1 0 0 1 0 0 5.54



F3y 0.032273495633 0.03200904519 3.60748376992784θ1 -2.4654449E-05θ2 -3.4190932E-05θ3 -4.77347373E-05

y 25.57x 39.31

F1Y #REF!F2Y #REF!F3Y #REF!

Vy #REF!

T L P.E PESO X Y P*X P*Y

0.2 0.2 2.4 0.12 0 9.2 0.00 1.100.2 0.2 2.4 0.12 5.1 8.93 0.61 1.070.2 0.2 2.4 0.12 10.55 8.65 1.27 1.040.2 0.2 2.4 0.12 0 5.98 0.00 0.72

0.25 0.25 2.4 0.1875 5.1 5.98 0.96 1.120.2 0.2 2.4 0.12 10.55 5.98 1.27 0.720.2 0.2 2.4 0.12 0 3.13 0.00 0.38

0.25 0.25 2.4 0.1875 5.1 3.13 0.96 0.590.2 0.2 2.4 0.12 10.55 3.13 1.27 0.380.2 0.2 2.4 0.12 0 0 0.00 0.000.2 0.2 2.4 0.12 5.1 0 0.61 0.000.2 0.2 2.4 0.12 10.55 0 1.27 0.000.2 0.35 2.4 0.85848 2.55 9.07 2.19 7.790.2 0.35 2.4 0.91728 7.83 8.79 7.18 8.060.2 0.35 2.4 0.8568 2.55 2.55 2.18 2.180.2 0.35 2.4 0.9156 7.83 7.825 7.17 7.160.2 0.35 2.4 0.8568 2.55 2.55 2.18 2.180.2 0.35 2.4 0.9156 7.83 7.825 7.17 7.160.2 0.35 2.4 0.84 2.55 2.55 2.14 2.140.2 0.35 2.4 0.9156 7.83 7.825 7.17 7.160.2 0.3 2.4 0.46368 0 0 0.00 0.000.2 0.3 2.4 0.4248 5.1 5.1 2.17 2.170.2 0.3 2.4 0.38448 10.55 10.55 4.06 4.060.2 0.3 2.4 0.4104 0 0 0.00 0.000.2 0.3 2.4 0.4104 5.1 5.1 2.09 2.090.2 0.3 2.4 0.4104 10.55 10.55 4.33 4.330.2 0.3 2.4 0.45072 0 0 0.00 0.000.2 0.3 2.4 0.45072 5.1 5.1 2.30 2.300.2 0.3 2.4 0.45072 10.55 10.55 4.76 4.76

0.15 1.25 1.8 1.724625 2.55 9.07 4.40 15.640.15 1.25 1.8 1.84275 7.83 8.79 14.43 16.2088.352 0.3 26.5056 5.298 4.26 140.43 112.91

TOTAL 42.58 TON 224.54 215.42AREA DE DIAFRAGMA 88.35 M2

F i = K pk D pk

6.46305603

F i = K pk D pk

9.58202047

F i = K pk D pk

9.52663078

F i = K pk D pk

6.70020284

F i = K pk D pk

9.0085664

F i = K pk D pk

14.5113992

F i = K pk D pk

9.09065896

METRADO DE CARGA VIVA

ENTREPISOS

AREA 18 7 126 TONPESO 0.25 31.5AREA 18 2 36 TON

PESO 0.4 14.4PESO TOTAL 45.9 TON

TECHO

AREA 18 9 162PESO 0.15 24.3 TONPESO TOTAL 24.3 TON

CALCULO DE CENTRO DE MASA

1 PISO 2 PISO

Xcm 5.27865534 Xcm #VALUE!Ycm 5.04 Ycm #VALUE!

3 PISO

Xcm #REF!Ycm #REF!

Plantilla Mod

Documents

Transcript of Plantilla Mod