CALCULO ESTRUCTURAL DE EDIFICIO

PREDIMENSIONAMIENTO DE LOSA ALIGERADA:

L= 5C= 25

h= 0.20Y= h-0.05

PREDIMENSIONAMIENTO DE VIGASTomar la mayor luz :

VIGA PRINCIPAL VIGA SECUNDARIAL 6 L = 5C 10 C= 14

Peralte h 0.60 h = 0.36 0.40ancho b= 0.30 b= 0.2 0.25

CARGAS

DE TECHO ALIGERADO

Ladrillo=cantidad= 8.30peso= 8.00 66.40 Kg/m2

Vigueta= b= 0.10Y= 0.15p= Kg/m3 2400.00cantidad= 2.50 90.00 Kg/m2

Losa= t= 0.05p= Kg/m3 2400.00 120.00 Kg/m2

276.40 Kg/m2Seg. R.N.E q = 300.00

Azotea Peso propio 300.00 piso tipico Peso propio 300.00Acabado 100.00 Acabado 100

Tabiqueria 100Tot. Carga muerta 400.00 500.00 Kg/m2Carga viva 150 Carga viva según uso 200 Kg/m2PESO DE MUROS POR m2

M.cabeza M.soga No Pisos 5

V total de M 0.25 0.15 Altura de C. P 3

V de ladrillo 0.21 0.135 COLUMNA (ASUMINDO)V.mortero= 0.04 0.015 b= 0.3P.ladrillo 224 144 t= 0.3

P.Mortero 92 34.5 H= 3P.Muro 316 178.5 PESO 648Tarrajeo 69 69P.MuroAcab 385 247.5

10 1030 30 1505

05

Y h

L/1 L/2

a1m

DETALLE DE TECHO ALIGERA...

TAMAÑO DE LADRILLO KK

HUECO 12

HUEC...

Por ml 1155 742.5

DE VIGAS

AREA TRIBUTARIA CARGA MUERTA CARGA VIVAVIGA PRIN. VIGA SEC. VIGA PRIN. VIGA SEC.

L1 = 5l2 = 4a t= 4.5 1 4.5 1

CARGA POR Kg/ml VIGA PRINCIPAL VIGA SECUNDARIA Azotea Piso tipico Azotea Piso tipico

Losa w = qa 1800 2250 400 500Peso propio 2400bh 432 432 192 192Muro 742.5 0 742.5CARGA MUERTA POR ml 2232 3424.5 592 1434.5 Kg/mlCARGA VIVA POR ml 675 900 150 200 Kg/ml

COLUMNAS

Lx1= Lx2= X= Ly1= Ly2= Y= Area tribut

COL. INT. A 5 6 5.5 4 5 4.5 24.75COL. EXT. C2 5 0 2.5 4 5 4.5 11.25ESQUINA C4 5 0 2.5 0 4 2 5

AREA TRIBUTARIAAt = X Y =

24.75 5.5 4.5 CMNivel losa V.P V.S. Columna P. ca. Nivel Acumulada Cvpor p

5 9900 2376 864 13.14 13.14 3.714 12375 2376 864 648 16.263 29.40 4.953 12375 2376 864 648 16.263 45.67 4.952 12375 2376 864 648 16.263 61.93 4.951 12375 2376 864 648 16.263 78.19 4.950 0 0 0 0 0 0.00 0.00-1 0 0 0 0 0 0.00 0.00-2 0 0 0 0 0 0.00 0.00-3 0 0 0 0 0 0.00 0.00

C4 C3

C2 C1

Ly2/2

Ly1/2Lx2/2Lx1/2

Lx2Lx1

Ly2

Ly1

X

Y

-4 0 0 0 0 0 0.00 0.00-5 0 0 0 0 0 0.00 0.00

Seccion. rectangular

P C n F'c t1 = c1 c2 c'25 13.23 1.25 0.3 2100 0.30 0.09 0.254 29.62 1.25 0.3 2100 0.30 0.20 0.253 46.00 1.25 0.3 2100 0.30 0.30 0.302 62.39 1.25 0.3 2100 0.30 0.41 0.411 78.77 1.1 0.3 2100 0.30 0.46 0.460 0.00 1.1 0.3 2100 0.30 0.00 0.25-1 0.00 1.1 0.3 2100 0.30 0.00 0.25-2 0.00 1.1 0.3 2100 0.30 0.00 0.25-3 0.00 1.1 0.3 2100 0.30 0.00 0.25-4 0.00 1.1 0.3 2100 0.30 0.00 0.25-5 0.00 1.1 0.3 2100 0.30 0.00 0.25

CARGA SISMICA: METODO ESTATICO

DIMENSIONES= L.Ca.viga No de vigas Log total (m) P. Unit.CRUJIAS EN X = 5 6 4.5 15.5 4 62 432CRUJIAS EN Y = 4 5 4 13 4 52 192Area de losa 201.5 CM Azotea 400.00

201.5 CM P.tipico 500.00201.5 CV Azotea 150201.5 CV P.tipico 200

H C1 C2 P.cad. Col. Cantidad P. TotalColumna 3 0.30 0.46 2400 990.30 9 8912.71AZOTEA PESO POR PISO (Tn) =PESO DE LOSA = Lx.Ly.W= 80600 88156.25 VIGA PRINCIPAL= L*Wvp 26,784.00 26,784.00 VIGA SECUNDARIA= L*Wvs 9984 9,984.00 COLUMNA = 1/2Lz*Wc 4,456.35 4,456.35 TnCARGA DE AZOTEA = 129380.604 129.38PISO TIPICO :P. DE LOSA = Lx*Ly*W 100750 110825P. DE VIGA PRINCIPAL= L*Wv 26784.00 26784.00P. DE VIGA SECUNDARIA= L* 9984.00 9984.00PESO DE COLUMNA = N*Lz* 8,912.71 8912.71CARGA DE PISO TIPICO = 156505.708 156.51

COEFICIENTE SISMICO:

C/R > 0.125

t=CPnF ' cT

Fi=Pi .h

∑ Pi .h(V−F2 )

V=ZUSCR

Fa=0.07∗T∗V≤0 .15.V . .ParaT≥0 .7

Z = FACTOR DE ZONA ZONA Z=3 0.42 0.31 0.15

U = FACTOR DE USO A = EDIFICIOS ESCENCIALES 1.5B = EDIFICIOS IMPORTANTES 1.3C = EDIFICIOS COMUNES 1D = EDIFICIOS MENORES CRITERIO PERSONAL

S TpS = FACTOR SUELO S1 = Roca - Suelo muy rigido = 1 0.4

S2 = Suelo intermedio = 1.2 0.6S3 = Suelos flexibles - Estrato grande 1.4 0.9

C = COEFICIENTE DE AMPLIFICACION SISMICAT = hn/Ct

18Ct = Para edificios aporticados 35 0.51

C = 2.5(Tp/T) < 2.5 2.92 2.50Ct = Para edificios con porticos - placas - escaleras - ascensores 4.5

ACERO : R=PORTICOS DUCTILES CON UNIONES RESISTENTES A MOMENTOS 9.5OTRAS ESTRUCTURAS DE ACERO 8.5ARRIOSTRES EXCENTRICOS 6.5ARRIOSTRES EN CRUZ 6CONCRETO ARMADOPORTICOS 8PORTICOS Y PLACAS 7DE MUROS ESTRUCTURALES 6MUROS DE DUCTILIDAD LIMITADA 4ALBAÑILERIA ARMADA O CONFINADA 3

MADERA (Por esfuerzos admisibles) 7

ZUSC/R = 0.1750 Para calcular por SAP (respuesta espectral)V= (ZUSC/R)P = 755.40 Tp

Fa= 0.07TV 27.19 0.60V-Fa 728.21 0.60P.x PISO =F h= 0.60

NIVEL Tn 3 F*h Fi 0.605 129.38 15 1940.70906 0.1097 0.0120 23.37 0.604 157 12 1878.068496 0.1097 0.0120 22.62 0.603 156.5 9 1408.551372 0.1097 0.0120 16.96 0.602 156.5 6 939.03424802 0.1097 0.0120 11.31 0.601 156.5 3 469.51712401 0.1097 0.0120 5.65 0.600 0.0 0 0 0.1097 0.0120 0.00 0.60-1 0.0 -3 0 0.1097 0.0120 0.00 0.60-2 0.0 -6 0 0.1097 0.0120 0.00 0.60-3 0.0 -9 0 0.1097 0.0120 0.00 0.60-4 0.0 -12 0 0.1097 0.0120 0.00 0.60

hn = ALTURA DEL EDIFICIO (m)

R = COEFICIENTE DE REDUCCION DE SOLICITACIONES SISMICAS

(V-Fa)/ΣPh (V-Fa)Fh/ΣPh

Fi=Pi .h

∑ Pi .h(V−F2 )

V=ZUSCR

Fa=0.07∗T∗V≤0 .15.V . .ParaT≥0 .7

-5 0.0 -75 0 0.1097 0.0120 0.00 0.60Σ= 755.40 6635.8803001 0.60

Vu= 79.91 0.60(ZUSC/R)*P(Fh)/S 0.60

0.600.60

P= ΣF S = ΣPh

0.20.15

L/2

TAMAÑO DE LADRILLO KK

HUCO 15

HUEC...

At =24.75 CV

Acumulada P(Tn)0.09 0.09 13.230.12 0.21 29.620.12 0.34 46.000.12 0.46 62.390.12 0.58 78.770.00 0.00 0.000.00 0.00 0.000.00 0.00 0.000.00 0.00 0.00

0.00 0.00 0.000.00 0.00 0.00

X Seccion.cuadrada

t T se toma0.16 0.25 0.30.24 0.25 0.30.30 0.30 0.40.35 0.35 0.40.37 0.37 0.4 Sec. de columna0.00 0.25 0.30.00 0.25 0.30.00 0.25 0.30.00 0.25 0.30.00 0.25 0.30.00 0.25 0.3

Kg/mlKg/mlKg/m2Kg/m3Kg/m4Kg/m5

Kg.

Para calcular por SAP (respuesta espectral)T C=2.5Tp/T Tomar<2.5ZUS/R Sa

0.1 15.00 2.5 0.15 0.37500.20 7.50 2.5 0.15 0.37500.30 5.00 2.5 0.15 0.37500.40 3.75 2.5 0.15 0.37500.50 3.00 2.5 0.15 0.37500.60 2.50 2.5 0.15 0.37500.70 2.14 2.14 0.15 0.32140.80 1.88 1.875 0.15 0.28130.90 1.67 1.667 0.15 0.25001.00 1.50 1.5 0.15 0.22501.10 1.36 1.364 0.15 0.20451.20 1.25 1.25 0.15 0.18751.30 1.15 1.15 0.15 0.17311.40 1.07 1.07 0.15 0.1607

1.50 1.00 1.00 0.15 0.15001.60 0.94 0.94 0.15 0.14061.70 0.88 0.88 0.15 0.13241.80 0.83 0.83 0.15 0.12501.90 0.79 0.79 0.15 0.11842.00 0.75 0.75 0.15 0.1125

METODO DE CROSSPORTICO .2-2 b = h= Mom. Iner.IALTURA DE COLUMNA 3 Kc =SECCION DE COLUMNA 0.30 0.46 0.002409241 0.0008031SECCION DE VIGA PRINC. 0.30 0.60 0.0054SECCION DE VIGA SEC. 0.25 0.40 0.001333333

123.37 1 1 1

22.62 1 1 1

16.96 1 1 1

11.31 1 1 1

5.65 1 1 10.0008 Kc =

Iv= 5 6 4.50.0054 0.00108 0.0009 0.0012 Kv= Iv/L

CAR. MUERCARGA Azotea 1 2.232 2.232 2.232P.tipico 1 3.425 3.4245 3.4245

MOMENTO azotea 4.65 6.696 3.7665P.tipico 7.134 10.2735 5.77884

CARGA VIV CARGA Azotea 1 0.675 0.675 0.675P.tipico 1 0.9 0.9 0.9

MOMENTO azotea 1.40625 2.025 1.13906P.tipico 1.875 2.7 1.51875

α =23.37 1713 1718 1817 1814 1819 1918

K = 0.0008031 0.00108 0.00108 0.0008031 0.0009 0.0009ρ -0.42647164 -0.57352836 -0.388059222 -0.288558 -0.3234 -0.31002α 0.125 0.125MCM 4.65 -4.65 6.696 -6.696MCV 1.40625 -1.40625 2.025 -2.025CM+CV 6.05625 -6.05625 8.721 -8.721ρM -2.58281885 -3.47343115 -1.034080811 -0.768935 -0.8617 1.57713M'/2 -1.34676456 -0.51704041 -1.736715576 -0.443861 0.7886 -0.43087αΣMc 3.03244173 3.0324417ρM -0.49839043 -0.67024633 -0.636583523 -0.473359 -0.5305 -1.45271M'/2 -0.72400089 -0.31829176 -0.335123164 -0.686157 -0.7264 -0.26524αΣMc 2.32921678 2.3292168

-0.54883664 -0.73808749 -0.225688001 -0.16782 -0.1881 0.157351.05637925 -1.05637925 -0.560811165 1.4752401 -0.9144 -0.10789

22.62 1317 139 1314 1413 1418 1410 1415 1514K = 0.00080308 0.0008031 0.00108 0.00108 0.0008031 0.0008 0.0009 0.0009ρ -0.29896959 -0.29897 -0.40206083 -0.301157723 -0.223939 -0.22394 -0.251 -0.24284α 0.125 0.125 0.125 0.125

DCBA

2018 1917

16

1

109

8765

432

13 1514

1211

MCM 7.134375 -7.134375 10.274 -10.2735MCV 1.875 -1.875 2.7 -2.7M=CM+CV 9.009375 -9.009375 12.974 -12.9735ρM -2.69352913 -2.693529 -3.62231675 -1.193826859 -0.887721 -0.88772 -0.9949 1.37833M'/2 -1.29140942 -1.346765 -0.59691343 -1.811158374 -0.384468 -0.44386 0.6892 -0.49743αΣMc 3.03244173 5.0459536 3.0324417 5.04595ρM -1.44800177 -1.448002 -1.94730438 -1.845516871 -1.372313 -1.37231 -1.5379 -2.49735M'/2 -0.24919522 -1.453415 -0.92275844 -0.973652191 -0.23668 -1.23206 -1.2487 -0.76897αΣMc 2.32921678 4.0268131 2.3292168 4.02681

-1.11535432 -1.115354 -1.49995283 -0.802573531 -0.596788 -0.59679 -0.6688 -0.224220.96466724 1.458044 -2.42271127 -1.776225723 1.4957493 2.19796 -1.9175 -0.99318

16.96 95 913 910 109 106 1014 1011 1110K = 0.00080308 0.0008031 0.00108 0.00108 0.0008031 0.0008 0.0009 0.0009ρ -0.29896959 -0.29897 -0.40206083 -0.301157723 -0.223939 -0.22394 -0.251 -0.24284α 0.125 0.125 0.125 0.125MCM 7.134375 -7.134375 10.274 -10.2735MCV 1.875 -1.875 2.7 -2.7CM+CV 9.009375 -9.009375 12.974 -12.9735ρM -2.69352913 -2.693529 -3.62231675 -1.193826859 -0.887721 -0.88772 -0.9949 1.37833M'/2 -1.34676456 -1.346765 -0.59691343 -1.811158374 -0.443861 -0.44386 0.6892 -0.49743αΣMc 7.96731537 5.0459536 7.9673154 5.04595ρM -2.9068294 -2.906829 -3.90916762 -3.313805514 -2.464122 -2.46412 -2.7615 -3.71691M'/2 -2.10141574 -0.724001 -1.65690276 -1.954583809 -1.717437 -0.68616 -1.8585 -1.38075αΣMc 2.76650031 4.0268131 2.7665003 4.02681

-0.69091692 -0.690917 -0.92916015 -0.173671778 -0.129141 -0.12914 -0.1447 0.304780.99435993 0.7107258 -1.7050857 -17.45642134 5.0915336 4.46176 7.9031 -16.8855

11.31 59 51 56 65 610 62 67 76K = 0.00080308 0.0008031 0.00108 0.00108 0.0008031 0.0008 0.0009 0.0009ρ -0.29896959 -0.29897 -0.40206083 -0.301157723 -0.223939 -0.22394 -0.251 -0.24284α 0.125 0.125 0.125 0.125MCM 7.134375 -7.134375 10.274 -10.2735MCV 1.875 -1.875 2.7 -2.7CM+CV 9.009375 -9.009375 12.974 -12.9735ρM -2.69352913 -2.693529 -3.62231675 -1.193826859 -0.887721 -0.88772 -0.9949 1.37833M'/2 -1.34676456 -1.346765 -0.59691343 -1.811158374 -0.443861 -0.44386 0.6892 -0.49743αΣMc 7.96731537 9.3808496 7.9673154 9.38085ρM -4.20283148 -4.202831 -5.65205949 -4.619292926 -3.434874 -3.43487 -3.8494 -4.76959M'/2 -1.4534147 -1.346765 -2.30964646 -2.826029743 -1.232061 -0.44386 -2.3848 -1.92471αΣMc 2.76650031 5.8279441 2.7665003 5.82794

-1.041795 -1.041795 -1.40102864 -0.514285988 -0.382419 -0.38242 -0.4286 -0.30939-0.00451918 4.577109 -4.57258977 -19.97396889 4.3528797 9.61606 6.005 -19.0963

5.65 1A 15 12 21 2B 26 23 32K = 0.00080308 0.0008031 0.00108 0.00108 0.0008031 0.0008 0.0009 0.0009ρ -0.29896959 -0.29897 -0.40206083 -0.301157723 -0.223939 -0.22394 -0.251 -0.24284α 0.125 0.125 0 0 0.125 0.125 0 0MCM 7.134375 -7.134375 10.274 -10.2735MCV 1.875 -1.875 2.7 -2.7CM+CV 9.009375 -9.009375 12.974 -12.9735

ρM -2.69352913 -2.693529 -3.62231675 -1.193826859 -0.887721 -0.88772 -0.9949 1.37833M'/2 -1.346765 -0.59691343 -1.811158374 -0.44386 0.6892 -0.49743αΣMc 10.0383249 9.3808496 10.038325 9.38085ρM -5.22464198 -5.224642 -7.02621255 -5.376665488 -3.99805 -3.99805 -4.4806 -5.12318M'/2 -2.101416 -2.68833274 -3.513106277 -1.71744 -2.5616 -2.24028αΣMc 3.73377204 5.8279441 3.733772 5.82794

-1.42667319 -1.426673 -1.91862124 -0.532923519 -0.396278 -0.39628 -0.4441 -0.150954.42725264 2.4157691 -6.84302171 -21.43705552 8.4900471 7.76545 5.1816 -19.607

A1 B2-1.34676456 -0.44386110.0383249 10.038325

-2.61232099 -1.999025ΣM 3.73377204 3.733772

9.81301138 11.329211

1713 1718 1817 1814 1819 1918 1.056 - -1.056 -0.561 1.475 - -0.914 -0.108

CM+CV+S 1.056 -1.056 -0.261 1.475 -0.914 -108CM 0.113 -0.113 0.272 0.089 -0.361 0.342CV-1 0.016 -0.016 0.028 0.012 -0.04 0.072CV-2 0.015 -0.015 0.083 0.024 -0.107 0.023CV-3 0.02 -0.02 0.04 0.012 -0.052 0.058CV-4 0.011 -0.011 0.072 0.024 -0.096 0.037CV-5 0.0027 -0.027 0.122 0.006 -0.128 0.012SISMO 0.751 -0.751 -0.817 1.179 0.363 -0.382

1317 139 1314 1413 1418 1410 1415 15140.965 1.458 -2.423 -1.776 1.496 2.198 -1.917 -0.993

CM+CV+S 0.965 1.458 -2.423 -1.776 1.496 2.198 -1.917 -0.993CM 0.04 0.1 -0.14 0.32 0.05 0.07 -0.044 0.4CV-1 0.004 0.013 -0.017 0.0067 0.019 0.018 -0.103 0.043CV-2 0.014 0.005 -0.018 0.027 -0.003 -0.009 -0.015 0.092CV-3 0.009 0.0004 -0.012 0.055 0.005 0.002 -0.062 0.054CV-4 0.009 0.014 -0.023 0.039 0.012 0.006 -0.057 0.08CV-5 0.035 0.038 -0.073 0.035 -0.007 0 -0.029 0.138SISMO 0.932 1.231 -2.163 -2.146 1.4 1.996 -1.25 -1.264

95 913 910 109 106 1014 1011 11100.99 0.71 -1.71 -17.46 5.09 4.46 7.90 -16.89

CM+CV+S 0.99 0.71 -1.71 -17.46 5.09 4.43 7.9 -16.89CM -1.95 -1.95 3.91 -9.16 -0.42 -0.41 9.99 -9.6CV-1 -0.53 -0.56 1.09 -1.12 0.3 0.27 0.64 -0.39CV-2 0.01 0.06 -0.07 -1.2 -0.41 -0.37 1.99 -2.13CV-3 0.41 -0.4 0.8 -2.52 -0.07 -0.06 2.66 -2.52CV-4 -0.11 -11 0.22 0.11 -0.04 -0.04 -0.03 0CV-5 0.02 0.01 -0.03 -0.83 -0.54 -0.54 1.91 -2.87SISMO 4.79 4 -8.78 -7.15 6.68 5.55 -5.08 -4.98

59 51 56 65 610 62 67 760.00 4.58 -4.57 -19.97 4.35 9.62 6.01 -19.10

CM+CV+S 0 4.58 -4.57 19.97 4.35 6.92 6.01 -16.1

CM -1.68 -2.8 4.48 -9.02 -0.35 -0.73 10.11 -9.75CV-1 0.06 -0.12 0.06 -1.2 -0.42 -0.36 1.98 -2.1CV-2 -0.5 -0.61 1.12 -1.17 0.33 0.16 0.68 -0.47CV-3 -0.05 -0.29 0.34 0.14 -0.02 -0.11 -0.01 -0.04CV-4 -0.39 -0.44 0.84 -2.51 -0.07 -0.08 2.66 -2.52CV-5 -0.36 -0.47 0.83 -2.35 -0.24 -0.46 3.05 -1.97SISMO 3.72 9.13 -12.85 -10.07 6.17 11.11 -7.22 -7.05

1A 15 12 21 2B 26 23 324.43 2.42 -6.84 -21.44 8.49 7.77 5.18 -19.61

CM+CV+S 4.43 2.42 -6.84 -21.44 8.49 7.77 5.18 -19.61CM -0.61 -0.49 1.1 -1.35 0.54 0.25 0.56 -0.36CV-1 0.27 -0.12 -0.15 -0.62 -1.13 -0.63 2.38 -2.41CV-2 0.21 -0.05 -0.16 -1.11 -0.62 -0.35 2.09 -2.16CV-3 -0.44 -0.39 0.83 -2.51 -0.08 -0.07 2.66 -2.52CV-4 0.05 -0.15 0.11 0.05 0 -0.03 -0.02 0CV-5 0.15 -0.02 -0.13 -0.88 -0.55 -0.52 1.95 -2.82SISMO 7.7 6.53 -14.23 -11.23 9.88 9.34 -8.02 -7.02

A1 B29.81 11.33

CM+CV+S 9.81 11.33CM -0.26 0.25CV-1 0.12 -0.51CV-2 0.09 -0.28CV-3 -0.2 -0.03CV-4 x 0.03 0CV-5 0.06 -0.27SISMO 10.57 11.28

1915 1920 2019 20160.000803 0.0012 0.0012 0.0008-0.27663 -0.413354 -0.5991 -0.4009

0.125 0.1253.7665 -3.7665

1.139063 -1.13914.905563 -4.9056

1.055466 1.577127 2.93881 1.96680.61495 1.469406 0.78856 1.0442

3.032442 3.0324-1.29627 -1.936948 -2.9147 -1.9506-1.11421 -1.457326 -0.9685 -1.57762.329217 2.32920.140407 0.209802 0.1299 0.08691.355415 -1.247524 -0.8386 0.8386

1519 1511 1516 1615 1620 16120.000803 0.0008 0.0012 0.0012 0.0008 0.00080308-0.21669 -0.2167 -0.323785 -0.4276 -0.2862 -0.2861847

0.125 0.125 0.125 0.125

5.778844 -5.77881.51875 -1.5188

7.297594 -7.29761.2299 1.2299 1.837774 3.12067 2.0885 2.08845993

0.527733 0.615 1.560337 0.91889 0.9834 1.044229973.032442 5.046 3.0324 5.04595362-2.22842 -2.2284 -3.329803 -4.7146 -3.1552 -3.1551547-0.64814 -1.6583 -2.357289 -1.6649 -0.9753 -2.29242792.329217 4.0268 2.3292 4.02681305-0.20007 -0.2001 -0.298957 -0.6087 -0.4074 -0.40735791.481009 2.1684 -2.656246 -2.2736 0.9466 1.32702727

117 1115 1112 1211 128 12160.000803 0.0008 0.0012 0.0012 0.0008 0.00080308-0.21669 -0.2167 -0.323785 -0.4276 -0.2862 -0.2861847

0.125 0.125 0.125 0.1255.778844 -5.7788

1.51875 -1.51887.297594 -7.2976

1.2299 1.2299 1.837774 3.12067 2.0885 2.088459930.61495 0.615 1.560337 0.91889 1.0442 1.04422997

7.967315 5.046 7.9673 5.04595362-3.31664 -3.3166 -4.955882 -6.8509 -4.5849 -4.5848558-2.12798 -1.1142 -3.425452 -2.4779 -2.9127 -1.5775774

2.7665 4.0268 2.7665 4.026813050.271961 0.272 0.406377 0.0748 0.0501 0.050060377.406003 6.7587 2.720748 -12.512 6.419 6.0930838

711 73 78 87 812 840.000803 0.0008 0.0012 0.0012 0.0008 0.00080308-0.21669 -0.2167 -0.323785 -0.4276 -0.2862 -0.2861847

0.125 0.125 0.125 0.1255.778844 -5.7788

1.51875 -1.51887.297594 -7.2976

1.2299 1.2299 1.837774 3.12067 2.0885 2.088459930.61495 0.615 1.560337 0.91889 1.0442 1.04422997

7.967315 9.3808 7.9673 9.38084962-4.25596 -4.256 -6.359457 -8.7046 -5.8254 -5.8254369-1.65832 0.615 -4.352319 -3.1797 -2.2924 1.04422997

2.7665 5.8279 2.7665 5.82794405-0.27607 -0.2761 -0.412518 -1.7817 -1.1924 -1.19239386.388312 13.137 -0.428589 -16.924 4.5562 12.3678828

3C 37 34 43 4D 480.000803 0.0008 0.0012 0.0012 0.0008 0.00080308-0.21669 -0.2167 -0.323785 -0.4276 -0.2862 -0.2861847

0.125 0.125 0 0 0.125 0.1255.778844 -5.7788

1.51875 -1.51887.297594 -7.2976

1.2299 1.2299 1.837774 3.12067 2.0885 2.088459930.615 1.560337 0.91889 1.04422997

10.03832 9.3808 10.038 9.38084962-4.57147 -4.5715 -6.830907 -9.1437 -6.1193 -6.1192855

-2.128 -4.57186 -3.4155 -2.91271843.733772 5.8279 3.7338 5.82794405-0.13469 -0.1347 -0.201264 -1.3828 -0.9254 -0.925390910.29583 10.219 -0.908327 -17.2 8.8159 8.38408873C3 D4

0.61495 1.044210.03832 10.038-2.28574 -3.05963.733772 3.733812.10131 11.757

1915 1920 2019 2016 1.355 - -1.248 -0.839 0.839

1.355 -1.248 -0.839 0.839-0.043 -0.299 0.066 -0.066-0.027 -0.046 0.003 -0.0030.013 -0.036 -0.001 0.001

0 -0.059 0.008 -0.008-0.014 -0.023 -0.006 0.0060.013 -0.025 0.046 -0.0461.208 -0.826 -0.803 0.803

1519 1511 1516 1615 1620 16121.481 2.168 -2.656 -2.274 0.947 1.3271.481 2.656 -2.656 -2.274 0.947 1.327-0.01 -0.03 -0.36 0.06 0.001 -0.06

0 -0.008 -0.035 -0.015 0.01 0.005-0.027 0.008 -0.072 0.034 -0.008 -0.027-0.004 0.001 -0.051 0.018 -0.011 -0.007-0.024 -0.001 -0.056 0.001 0.013 -0.0140.016 0 -0.154 0.008 -0.004 -0.0041.432 2.056 -2.225 -2.31 0.98 1.33

117 1115 1112 1211 128 12167.41 6.76 2.72 -12.51 6.42 6.097.41 6.76 2.72 -12.51 6.42 6.090.83 0.86 7.91 -3.01 1.49 1.52

-0.21 -0.28 0.88 -0.82 0.43 0.390.43 0.5 1.2 0.04 -0.03 -0.010.15 0.17 2.2 -0.61 0.3 0.310.07 0.06 -0.13 -0.18 0.1 0.080.36 0.35 2.17 -0.54 0.27 0.276.83 5.67 -7.52 -9.28 5.06 4.21

711 73 78 87 812 846.39 13.14 -0.43 -16.92 4.56 12.376.39 13.14 -0.43 -16.92 4.56 11.37

0.74 1.31 7.7 -3.52 1.27 2.250.44 0.41 1.25 -0.02 -0.06 0.08

-0.24 -0.07 0.78 -0.91 0.4 0.510.05 0.18 -0.18 -0.3 0.05 0.260.15 0.17 2.21 -0.62 0.29 0.330.52 0.67 0.79 -0.03 -0.08 0.336.36 11.27 -10.58 -13.5 4.08 9.41

3C 37 34 43 4D 4810.30 10.22 -0.91 -17.20 8.82 8.38

10.3 10.22 0.91 -17.2 8.82 8.338-0.44 -0.16 0.96 -0.88 0.49 391.09 0.67 0.66 0.17 -0.24 0.08

0.6 0.39 1.17 0.16 -0.19 0.030.17 0.15 2.2 -0.62 0.33 0.29

-0.01 0.08 -0.07 -0.1 -0.03 0.130.15 0.41 2.26 -0.56 0.31 0.25

10.05 9.56 -11.77 -14.96 8.01 6.95C3 D4

12.10 11.7612.1 11.76

-0.19 0.220.5 -0.1

0.27 -0.080.09 0.16

-0.01 -0.020.05 0.12

11.35 10.7

DISEÑO DE CALCULO ESTRUCTURAL DE EDIFICIODe la hoja 2 se toma los mayores valores absolutos de momentoSe va ha calcular la viga de techo de primer nivel que es la mas critica: tenemos entonces la viga:wD= 3.4245 3.4245 3.4245wL= 0.9 0.9 0.9Carga factorizada 6.3243 6.3243L= 5 5 6 6

MOMENTOSM(+)=M1-RX+WX^2/2 M(+) = M(+) =TRAMO 12 12.21 21 23 23.32 32CM 1.1 -20.053855 -1.35 0.56 -30.0608245 -0.36CV1 0.83 -1.20522 -2.51 2.66 -1.46030247 -2.52CV2 -0.16 -2.37334222 -1.11 1.95 -0.96668056 -2.82SISMO -14.23 -11.23 -8.02 -7.02

14.23 11.23 8.02 7.02COMBINACIONES:1.4CM+1.7CV 1.268 -30.124271 -3.777 4.099 -44.5676684 -5.2981.25(CM+CV+S) -16.6125 -26.5738438 -18.8625 -6 -38.7843813 -12.750.9(CM+S) -11.817 -11.322 -6.714 -6.6421.25(CM+CV+S) 18.9625 9.2125 14.05 4.80.9(CM+S) 13.797 8.892 7.722 5.994MOM. DE DISEÑO 13.80 -30.12 -18.86 14.05 -44.57 -12.75

CORTANTESVM=WL/2-(M1-M2)/L 8.51125 8.61125 10.240 10.307VV1 1.914 2.586 2.723 2.677VV2 1.996 2.504 2.555 2.845VS= -5.092 5.092 -2.507 2.507

5.092 5.092 2.507 -2.5071.4CM+1.7CV 15.31 2.42 16.45 18.97 3.00 19.271.25(CM+CV+S) 6.77 1.07 20.36 13.07 2.07 19.360.9(CM+S) 2.57 0.41 12.84 6.71 1.06 11.781.25(CM+CV+S) 6.77 1.07 20.26 12.86 2.03 19.570.9(CM+S) 3.08 0.49 12.33 6.96 1.10 11.53COR. DE DISEÑO 15.31 20.36 18.97 19.27Para el diseño calculamos las cuantias máximas y mínimas:

F'c= 210 Kg/cm2 0.3188Fy= 4200 Kg/cm2 K=w(1-0.59w)F'c 54.3491ρB= 0.02125 Rm=0.9pFy(1-0.59pFy/F'c) 489.1416

ρmax= 0.01594 Asmax = 0.06789375pmin=0.8F'c/Fy pmin= 0.00276 wmin= 0.0667pmin =14/Fy pmin = 0.00333 se toma Rmin= 13.4493

b= 0.30 Mmax= 52.97 12.75h= 0.60 d= 0.60 0.29

d=h-0.03 0.57 10.9bd^2 0.0972 0.0972 0.0972 0.0972 0.0972 0.0972

R'=M/(0.9*b*d^2) 141.94 309.92 194.06 144.55 458.52 131.17

w=ρFy/F'c

p=0.85F'c/Fy 0.0425 0.0425 0.0425 0.0425 0.0425 0.0425F'c 2100 2100 2100 2100 2100 2100

0.00172 0.00387 0.00238 0.00176 0.00586 0.001590.00333 0.00333 0.00333 0.00333 0.00333 0.003330.00333 0.00387 0.00333 0.00333 0.00586 0.00333

1710 1710 1710 1710 1710 1710As=pbd 5.700 6.610 5.700 5.700 10.026 5.700

5 5 5 5 6 51.975 1.975 1.975 1.975 2.844 1.975

n= 2.89 3.35 2.89 2.89 3.53 2.893 4 3 3 4 3

b= 30 30 30 30 30 30Ǿ = 1.5875 1.5875 1.5875 1.5875 1.905 1.5875s= 8.90875 5.41 8.90875 8.90875 4.98666667 8.90875

8 5 8 8 4 8n = 3 4 3 3 4 3Ǿ# 5 5 5 5 6 5

L = 2.85d = 0.57w = 3.4245 Tn/mlV = 20.36 Tn

A la distancia d Vu = V- wd 18.408035Vc = 0.53Raiz(210)bd 13.1335347

0.75Vc = 9.85015106 < 18.408035entonces se toma Vs=(Vu-0.75Vc)/0.75 11.4105119

φ# 3 Av = 2*0.71 1.422Fy = 4200

29.8344897 29

Vs lim 27.2582797 Vs<Vs limSmax =AvFy/3.5b 29.9368421

s = d/2 0.285Se toma 25 cm

calculo de Xc 1.47320563Xm = 2.16357226

As #

4φ#64φ#5

3φ#53φ#53φ#5

3.42450.9

6.32434.5 4.5

M(+) =34 34.43 43

0.96 60.219461 -0.882.2 -0.936613 -0.62

1.17 -1.821654 0.16-11.77 -14.9611.77 14.96

5.084 8E+01 -0.96-10.7625 74.10356 -19.6

-9.729 -14.25618.6625 17.811.457 12.67218.66 83 -19.60

7.687 7.7232.376 1.6742.321 1.729-5.940 5.9405.940 -5.94014.80 2.34 13.755.15 0.82 19.170.98 0.15 12.895.08 0.80 19.241.57 0.25 12.30

14.80 19.17

Tn.mm

DIBUJO DE CALCULO DE EDIFICIO

EN PLANTA NIVEL 01

PISO TIPICO

N0

N5

3

N4

N3

N2

N1

3

3

3

3

PISO TIPICO

PISO TIPICO

PISO TIPICO

AZOTEA

DC45 6

4

35

2

1

A

5

4

4

B

EN ELEVACION PORTICO P-02

SEN

TID

O D

E LA

VIG

UET

A