ANALISIS DE COLUMNAS RECTANGULARES CON VARILLAS EN DOS CARAS
Proy Proyec ecto to::
Elem Elemen ento to 2 (Se (Secc cció ión n 1-1 1-1 pórt pórtic ico o P-6) P-6) d"
b= h= d= d' = As = As' = f 'c= fy=
40.00 60.00 55.00 5.00 12.99 12.99 210.00 4200.00
cm cm cm cm cm2 cm2 kg k g/cm2 kg/cm2
e h
b As
A's
Pu
d' d
δ= 1.1 1.1% % Es= 2,000,000 d'' = 25 b 1= 0.85 FALLA BALANCEADA cb= 32 32.3 .35 5 Pb= 196. 196.35 35
Mb= Pu ton 532.88 499.23 465.57 431.92 398.27 364.61 330.96 297.31 263.66 230.00 196.35 171.81 147.26 122.72 98.18 73.63 49.09 24.54 0.00 -109.12
cuantí cuantía a kg/cm2 (Módulo elasticidad acero) cm (centroide plástico)
Coordenadas del punto balance cm ton ton
59.19 59.19 ton-m ton-m c cm 70.45 65.64 60.93 56.33 51.86 47.55 43.42 39.50 35.80 32.35 26.85 23.18 19.64 16.27 13.16 10.41 8.11 6.32 0.00
0.7
Φ=
e'S
0.00279 0.00277 0.00275 0.00273 0.00271 0.00268 0.00265 0.00262 0.00258 0.00254 0.00244 0.00235 0.00224 0.00208 0.00186 0.00156 0.00115 0.00062
eS
-0.00066 -0.00049 -0.00029 -0.00007 0.00018 0.00047 0.00080 0.00118 0.00161 0.00210 0.00315 0.00412 0.00540 0.00714 0.00954 0.01286 0.01735 0.02313
MOMENTOS Y FUERZA AXIALES ANALISIS SAP2000 ABAJO MUERTA VIVA1 VIVA2 MOMENTOS -1.05 -0.65 0.22 AXIAL -62.76 -7.61 -6.31 ALTURA 2.75 m Ec= 220,000 kg/cm2 AXIAL M3 abajo abajo M3 arriba COMB1 119.20 -3.93 4.59 COMB2 107.84 -3.56 5.47 COMB3 105.50 -3.48 3.48 COMB4 75.84 18.83 -2.50 COMB5 115.86 -22.53 8.63 COMB6 67.95 18.55 -2.24 COMB7 66.33 19.64 -3.08 COMB8 107.98 -22.80 9.24 COMB9 106.35 -21.71 6.95 COMB10 36.47 19.73 -3.18 COMB11 76.50 -21.62 6.85
AP =
0.37
AM =
2.10 c cm 70.45 65.64 60.93 56.33 51.86 47.55 43.42 39.50 35.80 32.35 28.31 24.26 20.22 16.27 13.16 10.41 8.11 6.32
SISMO 16.54 16.01
Cm 0.40 0.40 0.40 0.55 0.45 0.55 0.54 0.44 0.47 0.54 0.47
f 's kg/cm2 4,200.00 4,200.00 4,200.00 4,200.00 4,200.00 4,200.00 4,200.00 4,200.00 4,200.00 4,200.00 4,200.00 4,200.00 4,200.00 4,200.00 4,156.15 3,720.23 3,117.08 2,300.63 1,249.52 4,200.00
fs kg/cm2 4,200.00 -1,315.96 -972.71 -583.85 -141.70 362.69 939.44 1,599.74 2,355.48 3,218.56 4,200.00 4,200.00 4,200.00 4,200.00 4,200.00 4,200.00 4,200.00 4,200.00 4,200.00 4,200.00
Mu ton-m 0.00 9.61 18.86 26.92 33.90 39.86 44.94 49.26 52.96 56.22 59.19 58.15 56.27 53.55 49.93 45.21 39.92 34.18 28.17 0.00
Pu diseño ton 298.41 298.41 298.41 298.41 278.79 255.23 231.67 208.12 184.56 161.00 137.45 120.26 103.08 85.90 68.72 51.54 34.36 17.18 0.00 -98.20
MUERTA 2.04
ARRIBA VIVA1 1.34
VIVA2 -0.49
SISMO -4.01
M3 abajo 3.93 3.56 3.48 18.83 22.53 18.55 19.64 22.80 21.71 19.73 21.62
M3 arriba 4.59 5.47 3.48 2.50 8.63 2.24 3.08 9.24 6.95 3.18 6.85
Pc 4620.05 4414.86 4369.69 4134.47 4930.51 4134.47 4134.47 4789.26 4758.66 4134.47 4756.67
δns
1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Mu diseño Mu (Aprox.) ton-m ton-m 0.00 0.00 6.73 5.92 13.20 11.84 18.85 17.76 23.73 23.67 27.91 29.59 31.46 35.51 34.48 41.43 37.07 47.35 39.35 53.27 41.43 59.19 40.71 55.31 39.39 51.43 37.48 47.55 34.95 43.68 31.65 39.80 30.48 35.92 28.43 32.04 25.35 28.17 0.00 0.00
DIAGRAMA DE INTERACCION 600
550
500
450
400
350
) n o t (
L A I X A A Z R E U F
300
250
200
150
100
50
0 0 -50
-100
10
20
30
40
50
60
70
BARRA DE CONSTRUCCION DIMENSIONES Y PESOS ACEROS AREQUIPA
No
LISO LISO 3 4 5 6 8 11
DIAMETRO
Ø 6 mm Ø 1/4" Ø 8 mm Ø 3/8" Ø 12 mm Ø 1/2" Ø 5/8" Ø 3/4" Ø 1" Ø 1 3/8"
SIDERPERU
AREA cm2
PESO kg/m
AREA cm2
PESO kg/m
0.28 0.32 0.50 0.71 1.13 1.29 2.00 2.84 5.10 10.06
0.22 0.25 0.40 0.56 0.89 0.99 1.55 2.24 3.97 7.91
0.28 0.32 0.50 0.71 1.13 1.27 1.98 2.85 5.07 9.58
0.22 0.25 0.39 0.56 0.89 0.99 1.55 2.24 3.98 7.91
EQUIVALENCIAS ENTRE UNIDADES 1 Lb/plg2= 0.00689 N/mm2 1 Lb/plg2= 0.07031 kg/cm2 1 N/mm2= 10.2041 kg/cm2 MATERIAL MKS S.I. INGLES kg/cm2 N/mm2 Kips/plg2 f'c= 210 20.6 3 Ec= 200,000 19,600 2,845 fy= 4,200 412 60 Es= 2,000,000 196,000 28,445
AREA pulg2
0.11 0.20 0.31 0.44 0.79 1.48
3.48 2.58
3,000 30,000
6.5 5.23
