Memoria de Calculo ALBAÑILERIA

8/10/2019 Memoria de Calculo ALBAÑILERIA

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ln 5

e 20 300

Elemento Carga (kg/m2) Area Tributaria Carga (Kg)

losa 280 17.2178 4820.984

vigas 60 17.2178 1033.068

tabiques 150 17.2178 2582.67

acabados 100 17.2178 1721.78

10158.502

250 17.2178 4304.45

1.PREDIMENSIONAMIENTO DE ELEMENTOS ESTRUCTURALES

1.1 Losa Aligerada

1.2 Columnas

usar 30x30 cm2

1.2.1 metrado de cragas

e= 25

= 1.1 0.30′



Muro Longitud

(m)Epesor

(m) Area(m2) Muro

Longitud (m)

Epesor(m)

1x 4.5 0.23 1.035 1y 3.86 0.23

2x 4.5 0.23 1.035 2y 3.92 0.23

3x 4.5 0.23 1.035 3y 4.05 0.23

4x 3.7 0.23 0.851 4y 3.95 0.23

5x 4.8 0.23 1.104 5y 3.92 0.23

6x 1.63 0.23 0.3749 6y 3.92 0.23

7x 3.36 0.23 0.7728 7y 4.05 0.23

8x 3.76 0.23 0.8648 8y 3.92 0.23

9x 4.8 0.23 1.104 9y 3.86 0.23

10x 2.67 0.23 0.6141 10y 3.86 0.23

11x 3.54 0.23 0.8142 11y 1.83 0.23

12x 3.31 0.23 0.7613 12y 4.05 0.23

13x 4.72 0.23 1.0856 13y 3.95 0.23

14x 3.43 0.23 0.7889 14y 3.92 0.23

15x 3.76 0.23 0.8648 15y 3.86 0.23

16x 4.8 0.23 1.104 16y 3.86 0.23

17x 2.67 0.23 0.6141 17y 1.83 0.23

18x 3.54 0.23 0.8142 18y 4.05 0.23

19x 3.31 0.23 0.7613 19y 3.95 0.23

20x 4.72 0.23 1.0856 20y 3.92 0.23

21x 3.43 0.23 0.7889 21y 3.86 0.23

22 2 3 0 23

CALCULO DE DENSIDAD DE MUROS

DIRECCION X-X DIRECCION X-

A 18 27



Muro L t h 3(h/l) Ῡ

1x 4.5 0.23 3 2.0 1.19 0.072209 7.93 0.572622x 4.5 0.23 3 2.0 1.19 0.072209 11.95 0.862901

3x 4.5 0.23 3 2.0 1.19 0.072209 15.95 1.151738

4x 3.7 0.23 3 2.4 2.13 0.050388 19.85 1.0002

5x 4.8 0.23 3 1.9 0.98 0.080658 19.85 1.601052

6x 1.63 0.23 3 5.5 24.94 0.007551 15.95 0.120439

7x 3.36 0.23 3 2.7 2.85 0.041624 11.95 0.497404

1y 3.86 0.23 3 39.13 8876.469 0.000433 2.08 0.000901

2y 3.92 0.23 3 39.13 8876.469 0.00044 5.97 0.002625

3y 4.05 0.23 3 39.13 8876.469 0.000454 9.85 0.004474

4y 3.95 0.23 3 39.13 8876.469 0.000443 13.95 0.00618

5y 3.92 0.23 3 39.13 8876.469 0.00044 17.89 0.007866

6y 3.92 0.23 3 39.13 8876.469 0.00044 17.89 0.007866

7y 4.05 0.23 3 39.13 8876.469 0.000454 9.85 0.004474

8y 3.92 0.23 3 39.13 8876.469 0.00044 5.97 0.002625

9y 3.86 0.23 3 39.13 8876.469 0.000433 2.08 0.000901

22y 2.3 0.23 3 39.13 8876.469 0.000258 10.83 0.002794

0.401082 5.84706

columnas h b h i Ῡ 1 3 0.3 0.3 0.00068 0.00185 0.15 0.00028

2 3 0.3 0.3 0.00068 0.00185 1.82 0.00336

3 3 0.3 0.3 0.00068 0.00185 4.01 0.00744 3 0.3 0.3 0.00068 0.00185 7.93 0.014645 3 0.3 0.3 0.00068 0.00185 15.95 0.02945

0.009231 0.055127

CALCULO DE RIGIDEZ PRIMER PISO X-X

TOTAL

TOTAL

14.38 Ycr=

4(ℎ ) ( ) Ȳ

( ) Ȳ



Muro L t h 3(h/l) x ̄ ̄

1x 4.5 0.23 3 39.1 8876.47 0.000505 2.25 0.001136

2x 4.5 0.23 3 39.1 8876.47 0.000505 2.25 0.001136

3x 4.5 0.23 3 39.1 8876.47 0.000505 2.25 0.001136

4x 3.7 0.23 3 39.1 8876.47 0.000415 1.97 0.000818

5x 4.8 0.23 3 39.1 8876.47 0.000538 6.6 0.003553

6x 1.63 0.23 3 39.1 8876.47 0.000183 6.05 0.001106

7x 3.36 0.23 3 39.1 8876.47 0.000377 7.31 0.002755

1y 3.86 0.23 3 2.33 1.877854 0.054639 0.125 0.00683

2y 3.92 0.23 3 2.30 1.792939 0.05625 0.125 0.0070313y 4.05 0.23 3 2.22 1.625768 0.059771 0.125 0.007471

4y 3.95 0.23 3 2.28 1.752397 0.05706 0.125 0.007132

5y 3.92 0.23 3 2.30 1.792939 0.05625 0.125 0.007031

6y 3.92 0.23 3 2.30 1.792939 0.05625 4.36 0.245252

7y 4.05 0.23 3 2.22 1.625768 0.059771 4.36 0.260604

8y 3.92 0.23 3 2.30 1.792939 0.05625 4.36 0.245252

9y 3.86 0.23 3 2.33 1.877854 0.054639 4.36 0.238225

22y 2.3 0.23 3 3.91 8.876469 0.017983 8.87 0.159514

0.531893 1.195981

olumna h b h i x̄

1 3 0.3 0.3 0.000675 0.00185 7.37 0.01361

2 3 0.3 0.3 0.000675 0.00185 8.87 0.01638

3 3 0.3 0.3 0.000675 0.00185 8.87 0.01638

4 3 0.3 0.3 0.000675 0.00185 8.87 0.01638 5 3 0.3 0.3 0.000675 0.00185 8.87 0.01638

0.009231 0.079108TOTAL

Xcr 2.36

CALCULO DE RIGIDEZ PRIMER PISO Y-Y

TOTAL

4

(ℎ ) ( )

( )



Muro L t h 3(h/l) x ̄8x 3.76 0.23 2.4 31.3 4544.75 0.0008217 1.88 0.00154

9x 4.8 0.23 2.4 31.3 4544.75 0.0010489 6.95 0.00729

10x 2.67 0.23 2.4 31.3 4544.75 0.0005835 1.46 0.00085

11x 3.54 0.23 2.4 31.3 4544.75 0.0007736 7.08 0.00548

12x 3.31 0.23 2.4 31.3 4544.75 0.0007233 1.62 0.00117

13x 4.72 0.23 2.4 31.3 4544.75 0.0010315 6.95 0.00717

14x 3.43 0.23 2.4 31.3 4544.75 0.0007496 7.08 0.00531

10y 4.01 0.23 2.4 1.80 0.857552266 0.0866922 0.0125

0.00108

11y 1.83 0.23 2.4 3.93 9.022781643 0.0177507 0.0125 0.00022

12y 4.2 0.23 2.4 1.71 0.746355685 0.0934716 0.0125 0.00117

13y 3.95 0.23 2.4 1.82 0.897227197 0.0845585 0.0125 0.00106

14y 3.62 0.23 2.4 1.99 1.165649562 0.0729094 0.0125 0.00091

15y 4.01 0.23 2.4 1.80 0.857552266 0.0866922 4.4 0.38145

0.4478066 0.41470

columnas h b h i x ̄1 2.4 0.3 0.3 0.000675 0.00361 7.45 0.02686322

2 2.4 0.3 0.3 0.000675 0.00361 8.85 0.03191134

3 2.4 0.3 0.3 0.000675 0.00361 4.4 0.01586552

4 2.4 0.3 0.3 0.000675 0.00361 8.9 0.03209163

5 2.4 0.3 0.3 0.000675 0.00361 4.4 0.01586552 0.018029 0.122597227 TOTAL

1.15Ycr=

TOTAL

CALCULO DE RIGIDEZ SEGUNDO Y TERCER PISO Y-Y

4(ℎ ) ( )

( )



Muro Xcr Yi Ῡ=Ycr-Yi Xi X ̅=Xi- Xcr J

1x 2.36 7.93 -6.45 41.6 2.25 -0.11 0.0121 0.072209 0.000505 0.020998 0.000874 0.02187192x 2.36 11.95 -2.43 5.9 2.25 -0.11 0.0121 0.072209 0.000505 0.00298 0.000874 0.0038541

3x 2.36 15.95 1.57 2.5 2.25 -0.11 0.0121 0.072209 0.000505 0.001244 0.000874 0.0021178

4x 2.36 19.85 5.47 29.9 1.97 -0.39 0.1521 0.050388 0.000415 0.012417 0.007664 0.0200813

5x 2.36 19.85 5.47 29.9 6.60 4.24 17.9776 0.080658 0.000538 0.016109 1.450029 1.4661378

6x 2.36 15.95 1.57 2.5 6.05 3.69 13.6161 0.007551 0.000183 0.000451 0.102816 0.1032662

7x 2.36 11.95 -2.43 5.9 7.31 4.95 24.5025 0.041624 0.000377 0.002225 1.019886 1.0221111

1y 2.36 2.08 -12.3 151.3 0.125 -2.24 4.99523 0.000433 0.054639 8.266309 0.002163 8.2684718

2y 2.36 5.97 -8.41 70.7 0.125 -2.24 4.99523 0.00044 0.05625 3.978486 0.002196 3.9806824

3y 2.36 9.85 -4.53 20.5 0.125 -2.24 4.99523 0.000454 0.059771 1.226564 0.002269 1.2288332

4y 2.36 13.95 -0.43 0.2 0.125 -2.24 4.99523 0.000443 0.05706 0.01055 0.002213 0.01276345y 2.36 17.89 3.51 12.3 0.125 -2.24 4.99523 0.00044 0.05625 0.693011 0.002196 0.6952072

6y 2.36 17.89 3.51 12.3 4.36 2.00 4 0.00044 0.05625 0.693011 0.001759 0.6947697

7y 2.36 9.85 -4.53 20.5 4.36 2.00 4 0.000454 0.059771 1.226564 0.001817 1.2283811

8y 2.36 5.97 -8.41 70.7 4.36 2.00 4 0.00044 0.05625 3.978486 0.001759 3.9802448

9y 2.36 2.08 -12.3 151.3 4.36 2.00 4 0.000433 0.054639 8.266309 0.001732 8.2680409

22y 2.36 10.83 -3.55 12.6 8.87 6.51 42.3801 0.000258 0.017983 0.226637 0.010933 0.2375699

1 2.36 0.15 -14.23 202.5 7.37 5.01 25.1001 0.001846 0.001846 0.373836 0.046339 0.4201754

2 2.36 1.82 -12.56 157.8 8.87 6.51 42.3801 0.001846 0.001846 0.29124 0.078241 0.3694808

3 2.36 4.01 -10.37 107.5 8.87 6.51 42.3801 0.001846 0.001846 0.198531 0.078241 0.2767723

4 2.36 7.93 -6.45 41.6 8.87 6.51 42.3801 0.001846 0.001846 0.076805 0.078241 0.1550462

5 2.36 15.95 1.57 2.5 8.87 6.51 42.3801 0.001846 0.001846 0.004551 0.078241 0.0827915

32.538671

CALCULO DE MOMENTO PLAR 1°PISO

Columnas

( ) ( ) Ῡ ( ) ( )



PISO w Vigas W Columnas W Muros W Muros no

PortantesW Alfeizar YParapetos

W Aligerado W Tabiqueria y

Acabados W Muerta

1 8308.8 2592 80320.14 6750 27491.4 53049 44207.5 222718.84

2 16263 3240 49620.384 33594.28344 6287.76 53049 44207.5 206261.9274

3 16263 3240 49620.384 33594.28344 20381.76 53049 44207.5 220355.9274

649336.69

Parametros Valores PISO Pi Hi PiHi PiHi/ ∑PiHi Fi

Z 0.4 3 226987.05 9.55 2167726.35 0.47 58539.25 U 1.0 2 217313.80 6.85 1488599.55 0.32 40199.493S 1.0 1 233770.72 4.25 993525.54 0.21 26830.066 R 5.4 ∑ 678071.5699 4649851.436 1 125568.81Tp 0.4Ct 60.0

Hn 9.6 T 0.2 C 2.5 K 0.2 P 678071.6 V 125568.8

TOTAL

descripcionZona 3

ViviendaRigido

Esquinas Entrante

CALCULO DEL PESO DEL EDIFICIO

CALCULO DE LA FUERZA SISMICA



Muro Vn Kx/ ∑ Kx Ky/ ∑ Ky Vix Viy

1 125569 0.0722093 0.00050473 0.1759858 0.00093275 22098.33 117.12442 125569 0.0722093 0.00050473 0.1759858 0.00093275 22098.33 117.12443 125569 0.0722093 0.00050473 0.1759858 0.00093275 22098.33 117.12444 125569 0.0503879 0.000415 0.1228036 0.00076693 15420.3 96.302295 125569 0.0806575 0.00053838 0.1965756 0.00099493 24683.76 124.9327 6 125569 0.007551 0.00018283 0.0184031 0.00033786 2310.853 42.42506 7 125569 0.0416237 0.00037687 0.1014438 0.00069645 12738.18 87.452891y 125569 0.0004329 0.05463883 0.0010552 0.10097296 132.4961 12679.05 2y 125569 0.0004397 0.05625043 0.0010716 0.1039512 134.5556 13053.03

3y 125569 0.0004543 0.05977145 0.0011071 0.11045808 139.0179 13870.094y 125569 0.000443 0.05705953 0.0010798 0.10544642 135.5854 13240.78 5y 125569 0.0004397 0.05625043 0.0010716 0.1039512 134.5556 13053.036y 125569 0.0004397 0.05625043 0.0010716 0.1039512 134.5556 13053.037y 125569 0.0004543 0.05977145 0.0011071 0.11045808 139.0179 13870.098y 125569 0.0004397 0.05625043 0.0010716 0.1039512 134.5556 13053.039y 125569 0.0004329 0.05463883 0.0010552 0.10097296 132.4961 12679.05 22y 125569 0.000258 0.01798348 0.0006287 0.03323361 78.94846 4173.105

0.4010823 0.5318926

1 125569 0.0018 0.0018 0.0044994 0.00341174 564.9865 428.4075 2 125569 0.0018 0.0018 0.0044994 0.00341174 564.9865 428.4075 3 125569 0.0018 0.0018 0.0044994 0.00341174 564.9865 428.4075 4 125569 0.0018 0.0018 0.0044994 0.00341174 564.9865 428.4075 5 125569 0.0018 0.0018 0.0044994 0.00341174 564.9865 428.4075

0.00923085 0.00923085

CALCULO DE LA FUERZA TRASLACIONA L EN CADA MURO (1°PISO)

Columnas

∑

∑



Muro Vn Kx/ ∑ Kx Ky/ ∑ Ky Vix Viy 8x 98738.744 0.077830873 0.000821668 0.13719 0.001764 13545.5841 174.16118 9x 98738.744 0.1 0.001048938 0.20270 0.002252 20014.4508 222.33342

10x 98738.744 0.041058807 0.000583472 0.07237 0.001253 7145.82144 123.67296 11x 98738.744 0.070113949 0.000773592 0.12358 0.001661 12202.5408 163.9708912x 98738.744 0.062161901 0.00072333 0.10957 0.001553 10818.5766 153.31742 13x 98738.744 0.112125068 0.001031456 0.19763 0.002214 19514.1014 218.62786 14x 98738.744 0.066293658 0.000749554 0.11685 0.001609 11537.6623 158.87575

10y 98738.744 0.0008763 0.086692234 0.00154 0.186100 152.510178 18375.327 11y 98738.744 0.000399908 0.017750738 0.00070 0.038105 69.5994078 3762.4548 12y 98738.744 0.000917821 0.093471564 0.00162 0.200654 159.736346 19812.277 13y 98738.744 0.000863189 0.08455845 0.00152 0.181520 150.22823 17923.04914y 98738.744 0.000791074 0.072909406 0.00139 0.156513 137.677517 15453.912

15y 98738.744 0.0008763 0.086692234 0.00154 0.186100 152.510178 18375.327

0.549308848 0.447806635

1 98738.744 0.0036058 0.0036058 0.0063556 0.0077405 627.5489 764.2872

2 98738.744 0.0036058 0.0036058 0.0063556 0.0077405 627.5489 764.2872 3 98738.744 0.0036058 0.0036058 0.0063556 0.0077405 627.5489 764.2872

4 98738.744 0.0036058 0.0036058 0.0063556 0.0077405 627.5489 764.2872

5 98738.744 0.0036058 0.0036058 0.0063556 0.0077405 627.5489 764.2872 0.018029004 0.018029004


∑

Columnas ∑



Muro Vn Kx/ ∑ Kx Ky/ ∑ Ky Vix Viy 8x 58539.25 0.077830873 0.000821668 0.13719 0.001764 8030.77197 103.25496 9x 58539.25 0.1 0.001048938 0.20270 0.002252 11865.9697 131.81484

10x 58539.25 0.041058807 0.000583472 0.07237 0.001253 4236.54397 73.32200311x 58539.25 0.070113949 0.000773592 0.12358 0.001661 7234.52174 97.21344312x 58539.25 0.062161901 0.00072333 0.10957 0.001553 6414.01076 90.897315 13x 58539.25 0.112125068 0.001031456 0.19763 0.002214 11569.3275 129.61792 14x 58539.25 0.066293658 0.000749554 0.11685 0.001609 6840.33515 94.192686 10y 58539.25 0.0008763 0.086692234 0.00154 0.186100 90.4187264 10894.182 11y 58539.25 0.000399908 0.017750738 0.00070 0.038105 41.2634088 2230.647 12y 58539.25 0.000917821 0.093471564 0.00162 0.200654 94.7029054 11746.107 13y 58539.25 0.000863189 0.08455845 0.00152 0.181520 89.0658277 10626.0414y 58539.25 0.000791074 0.072909406 0.00139 0.156513 81.6248852 9162.1628 15y 58539.25 0.0008763 0.086692234 0.00154 0.186100 90.4187264 10894.182

0.549308848 0.447806635

1 58539.25 0.0036058 0.0036058 0.0063556 0.0077405 372.055 453.1231

2 58539.25 0.0036058 0.0036058 0.0063556 0.0077405 372.055 453.12313 58539.25 0.0036058 0.0036058 0.0063556 0.0077405 372.055 453.1231

4 58539.25 0.0036058 0.0036058 0.0063556 0.0077405 372.055 453.1231

5 58539.25 0.0036058 0.0036058 0.0063556 0.0077405 372.055 453.1231

0.018029004 0.018029004


∑

∑

Columnas



x y ΔV1 ΔV2 ΔV1 ΔV2 Vx Vy 8X 8030.8 103.255 733.0916 1772.11908 0.5430948 3.73777028 9802.891 106.9927 9X 11866 131.815 1083.1889 2618.41718 5.5085106 37.9115143 14484.39 169.726410X 4236.5 73.322 105.53611 255.114837 0.1637713 1.1271322 4491.659 74.4491411X 7234.5 97.2134 180.21842 435.646094 4.1535832 28.5864257 7670.168 125.799912X 6414 90.8973 -242.8217 -586.97834 0.3078157 2.11849651 6414.011 93.0158113X 11569 129.618 -437.9917 -1058.7673 5.4167021 37.2796558 11569.33 166.8976 14X 6840.3 94.1927 -1151.313 -2783.0963 4.0245171 27.6981469 6840.335 121.8908 10y 90.419 10894.2 -17.67847 -42.73456 -89.28694 -614.504238 90.41873 10894.18 11y 41.263 2230.65 -6.32299 -15.284707 -18.28202 -125.823308 41.26341 2230.647 12y 94.703 11746.1 -6.953238 -16.80822 -96.26918 -662.558452 94.70291 11746.1113y 89.066 10626 -0.700645 -1.6936855 -87.08929 -599.37925 89.06583 10626.0414y 81.625 9162.16 4.8292039 11.6737448 -75.09159 -516.806834 93.29863 9162.163

15y 90.419 10894.2 -17.67847 -42.73456 255.10554 1755.72639 90.41873 12649.91

1 372.05 453.123 -86.15789 -208.27143 20.568311 141.558373 372.055 825.178

2 372.05 453.123 -75.97504 -183.65619 25.139046 173.015789 372.055 825.178

3 372.05 453.123 -38.71922 -93.596856 10.610636 73.0261447 372.055 825.178 4 372.05 453.123 -38.71922 -93.596856 25.302287 174.139268 372.055 825.178 5 372.05 453.123 9.8779744 23.878253 10.610636 73.0261447 395.9332 526.1492

CORTANTE DE DISEÑO

columnas

Direccion X Direccion y Cortante Traslacional

CALCULO DEL INCREMENTO POR TORSION 3°PISO

Muro



X Y ΔV1 ΔV2 ΔV1 ΔV2 Vx Vy 8X 13546 174.1612 1236.513 2989.051116 0.91604352 6.304534824 16534.635 180.465719X 20014 222.3334 1827.02558 4416.510662 9.29126043 63.94573357 24430.961 286.27915 10X 7145.8 123.673 178.008813 430.3047685 0.27623478 1.901145247 7576.1262 125.5741111X 12203 163.9709 303.976221 734.808661 7.00589071 48.21701251 12937.349 212.18791

12X 10819 153.3174 -409.56974 -990.062283 0.5191959 3.573289429 10818.577 156.8907113X 19514 218.6279 -738.76497 -1785.83343 9.13640609 62.87997134 19514.101 281.5078314X 11538 158.8758 -1941.932 -4694.27661 6.78819354 46.71874376 11537.662 205.5945 10y 152.51 18375.33 -29.818447 -72.0808139 -150.60118 -1036.490495 152.51018 18375.327 11y 69.599 3762.455 -10.66505 -25.7808698 -30.836466 -212.2274425 69.599408 3762.4548 12y 159.74 19812.28 -11.728096 -28.3505945 -162.37819 -1117.544023 159.73635 19812.277 13y 150.23 17923.05 -1.1817852 -2.85675633 -146.89439 -1010.979025 150.22823 17923.04914y 137.68 15453.91 8.1454669 19.69022314 -126.65774 -871.7032996 157.36774 15453.912 15y 152.51 18375.33 -29.818447 -72.0808139 430.289094 2961.401415 152.51018 21336.729

1 627.55 764.2872 -145.32338 -351.293519 34.6927769 238.7679349 627.54889 1003.0552 2 627.55 764.2872 -128.14786 -309.774752 42.4022828 291.827476 627.54889 1056.1147 3 627.55 764.2872 -65.3081 -157.870761 17.8970674 123.1739347 627.54889 887.46118 4 627.55 764.2872 -65.3081 -157.870761 42.6776223 293.7224596 627.54889 1058.0097 5 627.55 764.2872 16.661279 40.27569012 17.8970674 123.1739347 667.82458 887.46118

Cortante Traslacional Direccion X Direccion y CORTANTE DE DISEÑO

columnas

Muro

CALCULO DEL CORTANTE DE DISEÑO 2°PISO



Muro L t Area

Tributaria

Peso Muros,Alfeizar y

No Portantes

Peso Aligerado

Acabados yTabiqueria

1x 4.5 0.23 4.11 1242 411 1027.5 2680.50 1027.5 1.165432x 4.5 0.23 3.9 3726 1170 975 5871.00 975 2.552613x 4.5 0.23 4.29 3726 1287 1072.5 6085.50 1072.5 2.64587 4x 3.7 0.23 1.49 3726 447 372.5 4545.50 372.5 1.97635x 4.8 0.23 1.49 3726 447 372.5 4545.50 372.5 1.97636x 1.63 0.23 4.29 3726 1287 1072.5 6085.50 1072.5 2.64587 7x 3.36 0.23 3.9 3726 1170 975 5871.00 975 2.552611y 3.86 0.23 0.8 3726 240 200 4166.00 200 1.8113

2y 3.92 0.23 0.8 3726 240 200 4166.00 200 1.81133y 4.05 0.23 0.8 3726 240 200 4166.00 200 1.81134y 3.95 0.23 0.8 3726 240 200 4166.00 200 1.81135y 3.92 0.23 0.8 3726 240 200 4166.00 200 1.81136y 3.92 0.23 0.8 1242 240 200 1682.00 200 0.73137y 4.05 0.23 0.8 1242 240 200 1682.00 200 0.73138y 3.92 0.23 0.8 1242 240 200 1682.00 200 0.73139y 3.86 0.23 0.8 3726 240 200 4166.00 200 1.8113

22y 2.3 0.23 0.8 1242 240 200 1682.00 200 0.731350922 8619 7867.5 67408.5 7867.5

Vigas seccion γ m eso Propio AnchoTributario

PesoMuros

Peso Aligerado


V101 25X30 2400 180 2.08 0 624 312 1116 520

V102 25x30 2400 180 3.88 993.6 1164 582 2919.6 970

V103 25x3 2400 180 4.11 993.6 1233 616.5 3023.1 1027.5

V104 25x30 2400 180 4.29 993.6 1287 643.5 3104.1 1072.5

TOTAL

METRADO DE CARGAS 1°PISO

(Kg)

(Kg)

(Kg/m)

(Kg/m)



Muro L t AreaTributaria

PesoMuros

Peso Aligerado


8x 3.76 0.23 4.11 1987.2 1233 1027.5 4247.70 1027.5 1.846839x 4.8 0.23 3.9 1987.2 1170 975 4132.20 975 1.79661

10x 2.67 0.23 4.29 1987.2 1287 1072.5 4346.70 1072.5 1.88987 11x 3.54 0.23 1.49 1987.2 447 372.5 2806.70 372.5 1.220312x 3.31 0.23 1.49 1987.2 447 372.5 2806.70 372.5 1.220313x 4.72 0.23 4.29 1987.2 1287 1072.5 4346.70 1072.5 1.88987 14x 3.43 0.23 3.9 1987.2 1170 975 4132.20 975 1.7966110y 4.01 0.23 0.8 1987.2 240 200 2427.20 200 1.055311y 1.83 0.23 0.8 1987.2 240 200 2427.20 200 1.055312y 4.2 0.23 0.8 1987.2 240 200 2427.20 200 1.055313y 3.95 0.23 0.8 1987.2 240 200 2427.20 200 1.055314y 3.62 0.23 0.8 1987.2 240 200 2427.20 200 1.055315y 4.01 0.23 0.8 1987.2 240 200 2427.20 200 1.0553

41382.10 7067.50

Vigas seccion γ m eso Propio AnchoTributario

PesoMuros

Peso Aligerado


V201 25X30 2400 180 2.08 0 624 312 1116 520V202 25x30 2400 180 3.88 993.6 1164 582 2919.6 970

V203 25x3 2400 180 4.11 993.6 1233 616.5 3023.1 1027.5

V204 25x30 2400 180 4.29 993.6 1287 643.5 3104.1 1072.5

METRADO DE CARGAS 2°PISO

TOTAL

(Kg)

(Kg)

(Kg/m)

(Kg/m)



W Viva

44207.5

44207.5

26524.5

114940

Vi

58539.25

98738.74

125568.81



Ycr 14.38 Ycr 14.28 Ycr 14.28 Xcr 2.36 Xcr 1.15 Xcr 1.15 Ycm 11.5 Ycm 11.6 Ycm 11.6 Xcm 3.61 Xcm 3.32 Xcm 3.32

ex 1.25 ex 2.17 ex 2.17 ey 2.88 ey 2.68 ey 2.68

eacx 0.9 eacx 0.9 eacx 0.9eacy 2 eacy 2 eacy 2

e'x1 0.35 e'x1 1.27 e'x1 1.27 e'x2 2.15 e'x2 3.07 e'x2 3.07 e'y1 0.88 e'y1 0.68 e'y1 0.68 e'y2 4.88 e'y2 4.68 e'y2 4.68 Vn 125568.8 Vn 98738.74 Vn 58539.25

M1x 43949.08 M1x 125398.2 M1x 74344.85

M2x 269972.9 M2x 303127.9 M2x 179715.5

M1y 110500.6 M1y 67142.35 M1y 39806.69

M2y 612775.8 M2y 462097.3 M2y 273963.7

CALCULO DEL MOMENTO TORSOR EN CADA PISO

Primer Piso Segundo Piso Tercer Piso



Muro X ̅=Xi- Xcr Ῡ=Ycr-Yi ΔV1 ΔV2 ΔV1 ΔV2

1x 0.072209 0.000505 -0.11 -6.5 -629.08 -3864.32 -0.19 -1.05

2x 0.072209 0.000505 -0.11 -2.4 -237.00 -1455.86 -0.19 -1.05

3x 0.072209 0.000505 -0.11 1.6 153.12 940.62 -0.19 -1.05

4x 0.050388 0.000415 -0.39 5.5 372.27 2286.83 -0.55 -3.05

5x 0.080658 0.000538 4.24 5.5 595.91 3660.60 7.75 42.99

6x 0.007551 0.000183 3.69 1.6 16.01 98.36 2.29 12.70

7x 0.041624 0.000377 4.95 -2.4 -136.61 -839.20 6.34 35.13

1y 0.000433 0.054639 -2.235 -12.30 -7.19 -44.18 -414.71 -2299.75

2y 0.00044 0.05625 -2.235 -8.41 -4.99 -30.68 -426.94 - 2367.58

3y 0.000454 0.059771 -2.235 -4.53 -2.78 -17.07 -453.67 -2515.78

4y 0.000443 0.05706 -2.235 -0.43 -0.26 -1.58 -433.08 - 2401.64

5y 0.00044 0.05625 -2.235 3.51 2.08 12.80 -426.94 -2367.58

6y 0.00044 0.05625 2 3.51 2.08 12.80 382.05 2118.64

7y 0.000454 0.059771 2 -4.53 -2.78 -17.07 405.96 2251.26

8y 0.00044 0.05625 2 -8.41 -4.99 -30.68 382.05 2118.64

9y 0.000433 0.054639 2 -12.30 -7.19 -44.18 371.10 2057.94

22y 0.000258 0.017983 6.51 -3.55 -1.24 -7.60 397.58 2204.74

1 0.0018 0.0018 5.01 -14.23 -35.48 -217.97 31.41 174.19

2 0.0018 0.0018 6.51 -12.56 -31.32 -192.39 40.81 226.34

3 0.0018 0.0018 6.51 -10.37 -25.86 -158.84 40.81 226.34

4 0.0018 0.0018 6.51 -6.45 -16.08 -98.80 40.81 226.34

5 0.0018 0.0018 6.51 1.57 3.91 24.05 40.81 226.34


Direccion X Direccion y

columnas




8x 0.077831 0.000822 0.73 5.6 1236.51 2989.05 0.92 6.30

9x 0.1 0.001049 5.8 5.6 1827.03 4416.51 9.29 63.95

10x 0.041059 0.000583 0.31 1.5 178.01 430.30 0.28 1.90

11x 0.070114 0.000774 5.93 1.5 303.98 734.81 7.01 48.22

12x 0.062162 0.000723 0.47 -2.3 -409.57 -990.06 0.52 3.57

13x 0.112125 0.001031 5.8 -2.3 -738.76 -1785.83 9.14 62.88

14x 0.066294 0.00075 5.93 -10.3 -1941.93 -4694.28 6.79 46.7210y 0.000876 0.086692 -1.1375 -11.93 -29.82 -72.08 -150.60 -1036.49

11y 0.0004 0.017751 -1.1375 -9.35 -10.67 -25.78 -30.84 -212.23

12y 0.000918 0.093472 -1.1375 -4.48 -11.73 -28.35 -162.38 -1117.54

13y 0.000863 0.084558 - 1.1375 -0.48 -1.18 -2.86 -146.89 -1010.98

14y 0.000791 0.072909 -1.1375 3.61 8.15 19.69 -126.66 -871.70

15y 0.000876 0.086692 3.25 -11.93 -29.82 -72.08 430.29 2961.40

1 0.0036 0.0036 6.3 -14.13 -145.32 -351.29 34.69 238.77

2 0.0036 0.0036 7.7 -12.46 -128.15 -309.77 42.40 291.833 0.0036 0 .0036 3.25 -6.35 -65.31 -157.87 17.90 123.17

4 0.0036 0 .0036 7.75 -6.35 -65.31 -157.87 42.68 293.72

5 0.0036 0.0036 3.25 1.62 16.66 40.28 17.90 123.17



columnas




8x 0.077831 0.000822 0.73 5.6 733.09 1772.12 0.54 3.74

9x 0.1 0.001049 5.8 5.6 1083.19 2618.42 5.51 37.91

10x 0.041059 0.000583 0.31 1.5 105.54 255.11 0.16 1.13

11x 0.070114 0.000774 5.93 1.5 180.22 435.65 4.15 28.59

12x 0.062162 0.000723 0.47 -2.3 -242.82 -586.98 0.31 2.12

13x 0.112125 0.001031 5.8 -2.3 -437.99 -1058.77 5.42 37.28

14x 0.066294 0.00075 5.93 -10.3 -1151.31 -2783.10 4.02 27.70

10y 0.000876 0.086692 -1.1375 -11.93 -17.68 -42.73 -89.29 -614.50

11y 0.0004 0.017751 -1.1375 -9.35 -6.32 -15.28 -18.28 -125.82

12y 0.000918 0.093472 -1.1375 -4.48 -6.95 -16.81 -96.27 -662.56

13y 0.000863 0.084558 -1.1375 -0.48 -0.70 -1.69 -87.09 -599.38

14y 0.000791 0.072909 -1.1375 3.61 4.83 11.67 -75.09 -516.81

15y 0.000876 0.086692 3.25 -11.93 -17.68 -42.73 255.11 1755.73

1 0.0036 0.0036 6.3 -14.13 -86.16 -208.27 20.57 141.56

2 0.0036 0.0036 7.7 -12.46 -75.98 -183.66 25.14 173.02

3 0.0036 0 .0036 3.25 -6.35 -38.72 -93.60 10.61 73.03

4 0.0036 0 .0036 7.75 -6.35 -38.72 -93.60 25.30 174.14

5 0.0036 0.0036 3.25 1.62 9.88 23.88 10.61 73.03



columnas



X Y ΔV1 ΔV2 ΔV1 ΔV2 Vx Vy 1X 22098 117.12 -629.08 -3864.3 -0.1885 -1.0456 22098 117.12 2X 22098 117.12 -237 -1455.9 -0.1885 -1.0456 22098 117.12 3X 22098 117.12 153.12 940.62 -0.1885 -1.0456 23039 117.12 4X 15420 96.302 372.27 2286.8 -0.5496 -3.048 17707 96.302 5X 24684 124.93 595.91 3660.6 7.75213 42.989 28344 42.989

6X 2310.9 42.425 16.012 98.362 2.29102 12.705 2409.2 12.705 7X 12738 87.453 -136.61 -839.2 6.33517 35.131 12738 35.1311y 132.5 12679 -7.1927 -44.184 -414.71 -2299.8 132.5 126792y 134.56 13053 -4.9944 -30.68 -426.94 -2367.6 134.56 130533y 139.02 13870 -2.7794 -17.074 -453.67 -2515.8 139.02 13870 4y 135.59 13241 -0.2573 -1.5806 -433.08 -2401.6 135.59 132415y 134.56 13053 2.0845 12.805 -426.94 -2367.6 147.36 130536y 134.56 13053 2.0845 12.805 382.05 2118.6 147.36 15172 7y 139.02 13870 -2.7794 -17.074 405.965 2251.3 139.02 161218y 134.56 13053 -4.9944 -30.68 382.05 2118.6 134.56 15172

9y 132.5 12679 -7.1927 -44.184 371.104 2057.9 132.5 2190.422y 78.948 4173.1 -1.237 -7.5985 397.575 2204.7 78.948 2283.7

1 564.99 428.41 -35.484 -217.97 31.4104 174.19 564.99 602.592 564.99 428.41 -31.319 -192.39 40.8148 226.34 564.99 654.743 564.99 428.41 -25.858 -158.84 40.8148 226.34 564.99 654.744 564.99 428.41 -16.084 -98.799 40.8148 226.34 564.99 654.745 564.99 428.41 3.9149 24.049 40.8148 226.34 589.04 654.74

Direccion y V DISE O

columnas

CALCULO DEL CORTANTE DE DISEÑO 1°PISO

Direccion X V TRASLACIONALMURO



0.44674 2.293565

0.42391 2.220522

0.4663 2.356174

0.16196 1.382261

0.16196 1.382261

0.4663 2.356174

0.42391 2.220522

0.08696 1.142261

0.08696 1.142261

0.08696 1.142261

0.08696 1.142261

0.08696 1.142261

0.08696 1.142261

2446.45736.44

5979.09

6168.99

(Kg/m)



0.44674 1.861565

0.42391 1.788522

0.4663 1.924174

0.16196 0.950261

0.16196 0.950261

0.4663 1.924174

0.42391 1.788522

0.08696 0.710261

0.08696 0.710261

0.08696 0.710261

0.08696 0.7102610.08696 0.710261

0.08696 0.710261

2446.4

5736.44

5979.09

6168.99

(Kg/m)



Muro L t h γm Peso X y P.X P.Y

1x 4.5 0.23 3 1800.0 5589.00 2.25 7.93 44320.77 44320.77

2x 4.5 0.23 3 1800.0 5589.00 2.25 11.95 12575.25 66788.55

3x 4.5 0.23 3 1800.0 5589.00 2.25 15.95 12575.25 89144.55

4x 3.7 0.23 3 1800.0 4595.40 1.97 19.85 9052.938 91218.69

5x 4.8 0.23 3 1800.0 5961.60 6.6 19.85 39346.56 118337.76

6x 1.63 0.23 3 1800.0 2024.46 6.05 15.95 12247.983 32290.137

7x 3.36 0.23 3 1800.0 4173.12 7.31 11.95 30505.5072 49868.784

1y 3.86 0.23 3 1800.0 4794.12 0.125 2.08 599.265 9971.7696

2y 3.92 0.23 3 1800.0 4868.64 0.125 5.97 608.58 29065.7808

3y 4.05 0.23 3 1800.0 5030.10 0.125 9.85 628.7625 49546.485

4y 3.95 0.23 3 1800.0 4905.90 0.125 13.95 613.2375 68437.3055y 3.92 0.23 3 1800.0 4868.64 0.125 17.89 608.58 87099.9696

6y 3.92 0.23 3 1800.0 4868.64 4.36 17.89 21227.2704 87099.9696

7y 4.05 0.23 3 1800.0 5030.10 4.36 9.85 21931.236 49546.485

8y 3.92 0.23 3 1800.0 4868.64 4.36 5.97 21227.2704 29065.7808

9y 3.86 0.23 3 1800.0 4794.12 4.36 2.08 20902.3632 9971.7696

22y 2.3 0.23 3 1800.0 2856.60 8.87 10.83 25338.042 30936.978

1 3 0.3 0.3 2400 648 7.37 0.15 4775.76 97.2

2 3 0.3 0.3 2400 648 8.87 1.82 5747.76 1179.36

3 3 0.3 0.3 2400 648 8.87 4.01 5747.76 2598.48

4 3 0.3 0.3 2400 648 8.87 7.93 5747.76 5138.64

5 3 0.3 0.3 2400 648 8.87 15.95 5747.76 10335.6

83647.08 302075.67 962060.81

3.61 Y.CG 11.5

TOTAL

columnas

CALCULO DEL CENTRO DE MASA PRIMER PISO

X.CG



Muro L t h γm Peso X y P.X P.Y

8x 3.76 0.23 2.4 1800.0 3735.94 1.88 19.85 7023.56 74158.33

9x 4.8 0.23 2.4 1800.0 4769.28 6.95 19.85 33146.50 94670.21

10x 2.67 0.23 2.4 1800.0 2652.91 1.46 15.8 3873.25 41916.01

11x 3.54 0.23 2.4 1800.0 3517.34 7.08 15.8 24902.80 55574.04

12x 3.31 0.23 2.4 1800.0 3288.82 1.62 11.97 5327.88 39367.13

13x 4.72 0.23 2.4 1800.0 4689.79 6.95 11.97 32594.05 56136.81

14x 3.43 0.23 2.4 1800.0 3408.05 7.08 4.01 24128.98 13666.27

10y 4.01 0.23 2.4 1800.0 3984.34 0.0125 2.35 49.80 9363.19

11y 1.83 0.23 2.4 1800.0 1818.29 0.0125 4.93 22.73 8964.16

12y 4.2 0.23 2.4 1800.0 4173.12 0.0125 9.8 52.16 40896.58

13y 3.95 0.23 2.4 1800.0 3924.72 0.0125 13.8 49.06 54161.1414y 3.62 0.23 2.4 1800.0 3596.83 0.0125 17.89 44.96 64347.32

15y 4.01 0.23 2.4 1800.0 3984.34 4.4 2.35 17531.08 9363.19

1 2.4 0.3 0.3 2400 518.4 7.45 0.15 3862.08 77.76

2 2.4 0.3 0.3 2400 518.4 8.85 1.82 4587.84 943.488

3 2.4 0.3 0.3 2400 518.4 4.4 7.93 2280.96 4110.912

2.4 0.3 0.3 2400 518.4 8.9 7.93 4613.76 4110.912

5 2.4 0.3 0.3 2400 518.4 4.4 15.9 2280.96 8242.56

50135.76 166372.41 580070.00

CALCULO DEL CENTRO DE MASA SEGUNDO Y TERCER PISO

TOTAL

columnas

X.CG 3.32 Y.CG 11.6



*El muro 5X y 3X se dividiran en 2 paños de 2.25 m para reducir el area de acero en ese paño



M 366607 182261.41 253514.7 69359.18 138497.42 d 34 34 34 34 34

AS 2.98 1.45 2.03 0.54 1.09a calculado 2.80 1.36 1.91 0.51 1.03a asumido 2.80 1.36 1.91 0.51 1.03 AS MIN 2.05 2.05 2.05 2.05 2.05 As Max 9.18 9.18 9.18 9.18 9.18

AS 2 Φ5/8 2 Φ1/2 2 Φ5/8 2 Φ1/2 2 Φ1/8

5202.31 4542.6 3900.75 3195.72

34 34 34 340.75 0.75 0.75 0.75

6936.41 6056.80 5201.00 4260.96

Φ

Vn

V

d

DISEÑO ESTRUCTURAL VIGAS

V101



M 718592 360159 798659 422201d 34 34 34 34

AS 6.11 2.92 6.87 3.45 a calculado 5.75 2.75 6.46 3.25 a asumido 5.75 2.75 6.46 3.25 As Max 9.18 9.18 9.18 9.18 AS MIN 2.05 2.05 2.05 2.05

AS 4 Φ5/8 2Φ5/8 4 Φ5/8 2Φ5/8

v 11126.77 11532.17 11867.4 12225.65 d 34 34 34 34Φ 0.75 0.75 0.75 0.75

V102



868865 M 878906 423176.7934 d 34 34

7.55 AS 7.65 3.46 7.10 a calculado 7.20 3.26 7.10 a asumido 7.20 3.26 9.18 As Max 9.18 9.18 2.05 AS MIN 2.05 2.05

4 Φ5/8 AS 4 Φ5/8 2Φ5/9

v 12555.8 12555.8 d 34 34Φ 0.75 0.75

V103



878906 34

7.65 7.20 7.20 9.18 2.05

4 Φ5/10



Muro Peso Propio

Sobrecimiento ᵚ t σ terreno Ancho Ancho

1x 2680.50 1027.5 370.8 3708.00 2.5 14.832 40

2x 5871.00 975 684.6 6846.00 2.5 27.384 40

3x 6085.50 1072.5 715.8 7158.00 2.5 28.632 40

4x 4545.50 372.5 491.8 4918.00 2.5 19.672 40

5x 4545.50 372.5 491.8 4918.00 2.5 19.672 40

6x 6085.50 1072.5 715.8 7158.00 2.5 28.632 40

7x 5871.00 975 684.6 6846.00 2.5 27.384 40

1y 4166.00 200 436.6 4366.00 2.5 17.464 402y 4166.00 200 436.6 4366.00 2.5 17.464 40

3y 4166.00 200 436.6 4366.00 2.5 17.464 40

4y 4166.00 200 436.6 4366.00 2.5 17.464 40

5y 4166.00 200 436.6 4366.00 2.5 17.464 40

6y 1682.00 200 188.2 1882.00 2.5 7.528 40

7y 1682.00 200 188.2 1882.00 2.5 7.528 40

8y 1682.00 200 188.2 1882.00 2.5 7.528 40

9y 4166.00 200 436.6 4366.00 2.5 17.464 40

22y 1682.00 200 188.2 1882.00 2.5 7.528 40

DISEÑO DE CIMIENTO CORRIDO

(Kg)

(Kg)



Vigas Peso Propio

Ancho

Tributario

Acabados y

Tabiqueria

V101 300 0.4 250 220 100 478

M 45238.32 21234.31 45238.32 21234.31 45238.32 d 14 14 14 14 14

AS 0.88 0.41 0.88 0.41 0.88 a calculado 0.83 0.38 0.83 0.38 0.83a asumido 0.83 0.38 0.83 0.38 0.83 AS MIN 0.85 0.85 0.85 0.85 0.85

As Max 9.18 9.18 9.18 9.18 9.18 AS 1Φ1/2 1Φ1/2 1Φ1/2 1Φ1/2 1Φ1/2

DISEÑO DE ALIGERADO

(Kg/m)

(Kg/m)

(Kg/m)



Escalera t Peso Propio

Ancho

descanso

Acabados y

TabiqueriaDescanso 0.15 324 0.9 225 549 225 1151.1

Garganta 0.15 648 0.9 225 873 225 1604.7

ELLEMENT OS

M- M+

279809.513 840268.809

d 19 19 AS 4.01 12.85

a calculado 0.94 3.02 a asumido 1.05 3.40 AS MIN 4.50 4.50 As °C 4.50 4.50 AS/m 3Φ5/8 5Φ3/4

Escaleras

M/m

(Kg/m)

(Kg/m)

(Kg/m)

Memoria de Calculo ALBAÑILERIA

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Transcript of Memoria de Calculo ALBAÑILERIA