formulario de vigas
Post on 11-Jul-2016
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ITEM F= a= b= L= E=1 80 3 4 7 2173706.512 80 3 4 7 1984313.483 80 3 4 7 2509980.079602234 80 3 4 7 2806243.040080465 80 3 4 7 2371708.256 80 3 4 7
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ITEM F= a= b= L= E=1 50 2.025 2.025 4.05 2173706.51192842
ITEM F= a= b= L= E=1 10 2 2 6 2173706.511928426
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ITEM F= a= b= L= E=1 40 1.8 0 7.2 21000000
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2 25 1.3 . 5.2 A5143 30 2.1 8.4 2104 15 1.75 7 2509980.079602235 35 2.4 9.6 A366 50 2.2 8.8 A514
50 2.5 10 41000040 3 12 410000
SECCION ITEM q= L= E= ANCHO= ALTO=
1 2.54 4.05 2173706.51193 0.3 0.11.7675 6.5 2173706.51193 0.35 0.65
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ITEM q= a= b= L= E=1 50 6 3 9 2802 25 5 2 7 4100003 30 4.5 2.5 7 EUCALIPTO4 40 3 2 5 2173706.511928425 20 1 4 5 VIDRIO6 35 4 2 6 280
55 4 1 5 A36
ITEM q= c= L= E=1 50 2 9 2173706.5119284223456
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a y b > cITEM q= a= b= c= L=
1 50 4 5 2 923456
ITEM q= L= E=1 50 9 2173706.5119284223456
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ITEM q= L= E=1 50 9 2173706.5119284223456
ITEM F= a= b= L= E=1 50 5 4 9 2173706.51192842234
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56
ITEM F= L= E=1 50 9 2173706.5119284223456
ITEM F= a= b= L= E=1 50 2.5 4 9 2000000
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23456
ITEM F= a= b= L= E=1 10 4 5 9 2173706.511928421 2 3 5 8 21000003456
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ITEM F= L= E=1 50 9 2173706.5119284223456
ITEM q= L= E=1 50 9 2173706.5119284223456
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ITEM q= a= b= L= E=1 50 5 4 9 200000023456
ITEM q= L= E=1 50 9 200000023456
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ITEM q= a= b= L= E=1 50 5 4 9 200000023456
ESTE TIPO DE VIGA SE LA ANALIZA COMO :EMPOTRADA PARA CALCULAR LAS REACCIONES Y EL MOMENTO MAXIMO
VIGA SIMPLEMENTE APOYADA PARA ENCONTRAR LOS DEMAS DATOS
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ITEM F= a= b= L= E=1 500 0 0 9 2173706.5119284223456
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ITEM q= L= E=1 5.36 7 2173706.5119284223456
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SECCION ANCHO= ALTO= I= M=
0.35 0.7 0.0100042 137.1428571 45.71 34.290.5 0.9 0.0303750 137.1428571 45.71 34.29
0.35 0.7 0.0100042 137.1428571 45.71 34.290.35 0.7 0.0100042 137.1428571 45.71 34.290.35 0.7 0.0100042 137.1428571 45.71 34.29
SECCION
el momento de inercia tambien lo obtenemos de un programa de pc
RA= RB=
el momento de inercia tambien lo obtenemos de un programa de pc
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ANCHO= ALTO= I= M=0.4 0.8 0.017067 50.625 25.00 25.00
SECCION ANCHO= ALTO= I= M=
0.3 0.6 0.005400 20 10.00 10.00
SECCION ANCHO= ALTO= I= M=
0.18 0.36 0.000700 144 60.00 60.00
RA= RB=
el momento de inercia tambien lo obtenemos de un programa de pc
RA= RB=
el momento de inercia tambien lo obtenemos de un programa de pc
RA= RB=
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0.5 0.9 0.030375 65 37.50 37.500.5 0.9 0.030375 126 45.00 45.00
0.35 0.7 0.010004 52.5 22.50 22.500.5 0.9 0.030375 168 52.50 52.500.5 0.9 0.030375 220 75.00 75.00
0.45 0.9 0.027338 250 75.00 75.00240 60.00 60.00
I= M= xB= flecha=0.000025 5.2077938 5.14 5.14 2.02500 0.1637390.008010 9.3346094 5.74 5.74 3.25000 0.002360
SECCION
el momento de inercia tambien lo obtenemos de un programa de pc
RA= RB=
el momento de inercia tambien lo obtenemos de un programa de pc
-
ANCHO= ALTO= I= M=0.6 1 0.050000 400 200.00 100.000.7 1.4 0.160067 129.14540816 80.36 44.640.6 1 0.050000 139.86447704 91.61 43.39
0.25 0.5 0.002604 88.2 84.00 36.000.6 1 0.050000 8.1 18.00 2.000.6 1 0.050000 124.44444444 93.33 46.67
SECCION ANCHO= ALTO= I= M=
0.6 1 0.050000 350 100.00 100.00
RA= RB=
el momento de inercia tambien lo obtenemos de un programa de pc
RA= RB=
-
SECCION E= ANCHO= ALTO= I= M=
2173706.512 0.6 1 0.050000 345.679 111.11
SECCION ANCHO= ALTO= I= M=
0.6 1 0.050000 337.5 112.50 112.50
el momento de inercia tambien lo obtenemos de un programa de pc
RA=
el momento de inercia tambien lo obtenemos de un programa de pc
RA= RB=
-
SECCION ANCHO= ALTO= I= M=
0.6 1 0.050000 259.808 75.00 150.00
SECCION ANCHO= ALTO= I= M=
0.5 0.8 0.021333 80.247 31.14 18.86
el momento de inercia tambien lo obtenemos de un programa de pc
RA= RB=
el momento de inercia tambien lo obtenemos de un programa de pc
RA= RB=
-
SECCION ANCHO= ALTO= I= M=
0.6 1 0.050000 84.375 34.38 15.63
SECCION ANCHO= ALTO= I= M=
0.5 0.8 0.021333 135.417 65.05 34.95
el momento de inercia tambien lo obtenemos de un programa de pc
RA= RB=
el momento de inercia tambien lo obtenemos de un programa de pc
RA= RB=
-
SECCION ANCHO= ALTO= I= M= flecha=
0.6 1 0.050000 40.000 10.00 0.00560.5 0.8 2800000.000000 6.000 2.00 0.00
SECCION
el momento de inercia tambien lo obtenemos de un programa de pc
RA=
el momento de inercia tambien lo obtenemos de un programa de pc
-
ANCHO= ALTO= I= M= flecha=0.6 1 0.050000 450.000 50.00 0.1118
50
SECCION ANCHO= ALTO= I= M= flecha=
0.6 1 0.050000 2025.000 450.00 0.37729
RA=
el momento de inercia tambien lo obtenemos de un programa de pc
RA=
el momento de inercia tambien lo obtenemos de un programa de pc
-
SECCION ANCHO= ALTO= I= M= flecha=
0.5 0.8 0.021333 625.000 250.00 0.19
SECCION ANCHO= ALTO= I= M= flecha=
0.5 0.8 0.021333 675.000 225.00 0.26
el momento de inercia tambien lo obtenemos de un programa de pc
RA=
el momento de inercia tambien lo obtenemos de un programa de pc
RA=
-
SECCION ANCHO= ALTO= I= M= flecha=
0.5 0.8 0.021333 208.333 125 0.049
13.824773416
ESTE TIPO DE VIGA SE LA ANALIZA COMO :EMPOTRADA PARA CALCULAR LAS REACCIONES Y EL MOMENTO MAXIMO
VIGA SIMPLEMENTE APOYADA PARA ENCONTRAR LOS DEMAS DATOS
SECCION ANCHO= ALTO= I= M=
0.6 1 0.050000 562.5 250.00 250.00
el momento de inercia tambien lo obtenemos de un programa de pc
RA=
el momento de inercia tambien lo obtenemos de un programa de pc
RA= RB=
el momento de inercia tambien lo obtenemos de un programa de pc
-
SECCION ANCHO= ALTO= I= M= flecha=
0.25 0.5 0.002604 21.89 18.76 0.00592
el momento de inercia tambien lo obtenemos de un programa de pc
RA=
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SI ab xB= flecha= xA= flecha= A= (rad)
3.65148 0.025587 3.31662 0.002473987 0.011563.65148 0.009232 3.31662 0.000892591 0.004173.65148 0.022159 3.31662 0.002142536 0.010013.65148 0.019820 3.31662 0.001916342 0.008963.65148 0.023451 3.31662 0.002267447 0.01060
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xB= flecha= A= (rad) 0.07916497662.02500 0.001865 0.0013816895
0.0163287118
xB= flecha= xA= flecha= A= (rad)3.00000 0.006531 3.00000 0.0065314847 0.00341
xB= flecha= xA= flecha= A= (rad)3.60000 0.050265 3.60000 0.0502645503 0.02205
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2.60000 #VALUE! 2.60000 #VALUE! #VALUE!4.20000 137.925926 4.20000 137.92592593 51.851853.50000 0.010138 3.50000 0.0101380998 0.004574.80000 #VALUE! 4.80000 #VALUE! #VALUE!4.40000 #VALUE! 4.40000 #VALUE! #VALUE!5.00000 0.220724 5.00000 0.2207240865 0.069706.00000 6.00000
170690 21336.25101.97172528
13130
217531.6069
xA= flecha= A= (rad) B= (rad)2.02500 0.1637388268 0.12937 0.129373.25000 0.002359521 0.00116 0.00116
SI a0.4531L
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xB= flecha= xB= flecha= A= (rad)4.58258 ok 4.89898 199.08729643 85.714293.48807 ok 3.87298 0.0083622125 0.004593.59977 ok 3.77492 #VALUE! #VALUE!2.61406 ok 2.64575 0.0335269843 0.025972.85774 #VALUE! 1.73205 ok #VALUE!3.05505 ok 3.26599 27.52812 17.77778
xB= flecha= xB= flecha= A= (rad)4.50 0.02549 4.50 0.02549 0.00870
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xB= flecha= xB= flecha=88.89
0.0085554046
xB= flecha= xA= flecha= A= (rad)4.50 0.0252 4.50 0.0252 0.0086
el momento de inercia tambien lo obtenemos de un programa de pc
RB=
-
xA= flecha= A= (rad) B= (rad)4.67 0.01969 0.00652 0.00745
flecha=
-
34.2856
34.285643043
15.584383201
-
0.0056432028
A= (rad)0.000740.00000
729
-
A= (rad)0.01863 0.2847700745
A= (rad)0.05590 0.025
-
A= (rad)0.02441
A= (rad)0.0356
-
208.33333333A= (rad)
0.0061
21.5052030913
xB= flecha= A= (rad)4.50000 0.069869 0.0232897
-
A= (rad)
-
B= (rad)0.010510.003790.009100.008140.00963
-
B= (rad)0.00341
4.56.75
B= (rad)0.02205
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#VALUE!51.851850.00457#VALUE!#VALUE!0.06970
0.4531L
-
B= (rad)75.000000.00414#VALUE!0.02173#VALUE!15.55556
33.5269843
6.28318531 3600.0087 0.49847328
B= (rad)0.00870
-
A= (rad)B= (rad)0.00886 0.00831
B= (rad)0.0086
-
1883878.98 MODULOS DE ELASTICIDAD DE DIFERENTES MATERIALES Tn/m Kg/m
ACEROA36 2100000 21000000 21000000000
A514 2039432 20394320 20394320000A615Gr60 2038901.9 20389019 20389019000AISI 4140 9381 93810 93810000
110 157321.32723 1573213.2723 1573213272175 198431.34833 1984313.4833 1984313483210 217370.65119 2173706.5119 2173706512280 250998.00796 2509980.0796 2509980080245 234787.13764 2347871.3764 2347871376250 237170.82451 2371708.2451 2371708245350 280624.30401 2806243.0401 2806243040
MADERA
EUCALIPTO 100000 1000000 1000000000PINO OREGON 41000 410000 410000000ROBLE 125000 1250000 1250000000CIPRES 48000 480000 480000000RARO 725000 7250000 7250000000
CRISTAL VIDRIO 700000 7000000 7000000000
OTROS
Material-01 4078.865 40788.65 40788650Material-02 5608.439 56084.39 56084390albaileria 20000 200000 200000000Material-04 0 0Material-05 0 0Material-06 0 0Material-07 0 0Material-08 0 0Material-09 0 0Material-10 8436.8324798 84368.324798 84368324.798
Kg/cm
CONCRETO ARMADO
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MODULOS DE ELASTICIDAD DE DIFERENTES MATERIALES kilopascal Mpa pascal lbs/pie lbs/pulg (Psi)
205939650 205939.7 205939650000 4301138100 29869014.0199999958.228 200000.0 199999958228 4177085085 29007534.7
199947973.1764 199948.0 199947973176 4175999354 28999995.0919961.8365 920.0 919961836.5 19213798.341 133429.2
15427951.93636 15428.0 15427951936 322219406.89 2237634.719459467.82099 19459.5 19459467821 406419348.83 2822356.521316778.9652 21316.8 21316778965 445210090.32 3091736.7
24614496.14763 24614.5 24614496148 514084331 3570030.023024752.83313 23024.8 23024752833 480881858.61 3339457.323258512.66207 23258.5 23258512662 485764033.1 3373361.327519843.30901 27519.8 27519843309 574763755.12 3991414.9
9806650 9806.7 9806650000 204816100 1422334.04020726.5 4020.7 4020726500 83974601 583156.9
12258312.5 12258.3 12258312500 256020125 1777917.54707192 4707.2 4707192000 98311728 682720.3
71098212.5 71098.2 71098212500 1484916725 10311921.568646550 68646.6 68646550000 1433712700 9956338.0
400000.0145225 400.0 400000014.52 8354172.2173 58015.1549999.9831935 550.0 549999983.19 11486986.031 79770.7
1961330 1961.3 1961330000 40963220 284466.80 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.0
827370.6323823 827.4 827370632.38 17279991.249 119999.9
20000
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MODULOS DE ELASTICIDAD DE DIFERENTES MATERIALES Fy Fu POISSONStn/pie Tn/pulg Ksi tn/m2 tn/m42150570.1 14934.5112 29869.03 25200.00 33600.00 0.30
2088543.562 14503.7714503 29007.55 0.302088000.6967 14500.00155298 29000.01 0.309606.903861 66.714595032 133.43 0.30
161109.78211 1118.817677833 2237.64 0.30203209.77363 1411.17866384 2822.36222605.15384 1545.86877371 3091.74 0.15 a 0.2257042.29099 1785.015505267 3570.03240441.0467 1669.729112697 3339.46
242882.13514 1686.681111903 3373.36287382.01787 1995.708005334 3991.42
102408.1 711.1672 1422.33 0.3041987.321 291.578552 583.16 0.30
128010.125 888.959 1777.92 0.3049155.888 341.360256 682.72 0.30
742458.725 5155.9622 10311.93 0.30716856.7 4978.1704 9956.34
4177.0881481 29.0075500123 58.025743.4958196 39.8853786 79.77
20481.62 142.23344 284.466950 0.2500000 0 0.0000000 0 0.0000000 0 0.0000000 0 0.0000000 0 0.000000 20000.000 0 0.000000
8639.9998428 59.9999853154 120.000000
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COHEFICIENTE DE EXPANSIN TERMICA
1.17E-05
9.90E-10
-
1883878.98 MODULOS DE ELASTICIDAD DE DIFERENTES MATERIALES Tn/m Kg/m
ACEROA36 2100000 21000000 21000000000
A514 2039432 20394320 20394320000A615 Gr60 2038901.9 20389019 20389019000
110 157321.32723 1573213.2723 1573213272175 198431.34833 1984313.4833 1984313483210 217370.65119 2173706.5119 2173706512280 250998.00796 2509980.0796 2509980080245 234787.13764 2347871.3764 2347871376350 280624.30401 2806243.0401 2806243040
ZAPATAS 900000000
MADERA
EUCALIPTO 100000 1000000 1000000000PINO OREGON 41000 410000 410000000ROBLE 125000 1250000 1250000000CIPRES 48000 480000 480000000RARO 725000 7250000 7250000000
CRISTAL VIDRIO 700000 7000000 7000000000
OTROS
Material-01 4078.865 40788.65 40788650Material-02 5608.439 56084.39 56084390albaileria 20000 200000 200000000Material-04 0 0Material-05 0 0Material-06 0 0Material-07 0 0Material-08 0 0Material-09 0 0Material-10 0 0
Kg/cm
CONCRETO ARMADO
-
MODULOS DE ELASTICIDAD DE DIFERENTES MATERIALES kilopascal Mpa pascal lbs/pie lbs/pulg (Psi)
205939650 205939.7 205939650000 4301138100 29869014.0199999958.228 200000.0 199999958228 4177085085 29007534.7
199947973.1764 199948.0 199947973176 4175999354 28999995.015427951.93636 15428.0 15427951936.36 322219406.89 2237634.719459467.82099 19459.5 19459467821 406419348.83 2822356.521316778.9652 21316.8 21316778965.2 445210090.32 3091736.7
24614496.14763 24614.5 24614496147.63 514084331 3570030.023024752.83313 23024.8 23024752833.13 480881858.61 3339457.327519843.30901 27519.84 27519843309.0 574763755.12 3991414.8881698
9806650 9806.7 9806650000 204816100 1422334.04020726.5 4020.7 4020726500 83974601 583156.9
12258312.5 12258.3 12258312500 256020125 1777917.54707192 4707.2 4707192000 98311728 682720.3
71098212.5 71098.2 71098212500 1484916725 10311921.568646550 68646.6 68646550000 1433712700 9956338.0
400000.0145225 400.0 400000014.5225 8354172.2173 58015.1549999.9831935 550.0 549999983.1935 11486986.031 79770.7
1961330 1961.3 1961330000 40963220 284466.80 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.00 0.0 0 0 0.0
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MODULOS DE ELASTICIDAD DE DIFERENTES MATERIALES Fy Fu POISSONStn/pie Tn/pulg Ksi tn/m3 tn/m42150570.1 14934.5112 29869.03 25200.00 33600.00 0.26
2088543.562 14503.7714503 29007.552088000.6967 14500.00155298 29000.01161109.78211 1118.817677833 2237.64203209.77363 1411.17866384 2822.36222605.15384 1545.86877371 3091.74 0.20257042.29099 1785.015505267 3570.03 0.15240441.0467 1669.729112697 3339.46
287382.0 1995.708005334 3991.41699 39914.170.05
102408.1 711.1672 1422.33 0.3041987.321 291.578552 583.16 0.30
128010.125 888.959 1777.92 0.3049155.888 341.360256 682.72 0.30
742458.725 5155.9622 10311.93 0.30716856.7 4978.1704 9956.34
4177.0881481 29.0075500123 58.025743.4958196 39.8853786 79.77
20481.62 142.23344 284.466950 0.2500000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.000 0 0.00
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COHEFICIENTE DE EXPANSIN TERMICA
1.17E-05
9.90E-10
INFINITAMENTE RIGIDA0.71 0.038
-
18.6842105
-
fc= 210 Kg/cm2MOMENTO 0.53 tn-m
FY= 4200 Kg/cm2d= 17 cmb= 10 cma= 2.066
6.79
200162
2.6
or
10.815
0.304167
espesor medio escalera
-
As a=0.878 2.066
CUANTIA 0.00517 ok
0.0033333333 >0.0027602622
minima 0.00333
maxima sismicidad baja alta cismicidad
Ln= 3.7t= 18.50 14.80usa t= 15 cm CAMBIARpaso P= 30 cmcontrapaso Cp= 18 cm
0.86
Hm= 26.49 cm
0.6360.1000.736
5.1487745
4.8252.3651960784
cos=
-
c= 210 Kg/cmFy= 4200 Kg/cm As max=As= 7.5 As min=
peralte H= 70 cmb 20 cm varilla min
FALLA FRAGIL 0.0058 0.0213 nada
d= 64.2538 cm1= 0.8500
cm
= b= min=
-
BAJA SISMICIDAD ALTA SISMICIDA 20.48cm 13.65cm4.28cm 4.28cm
estribo = 3/8"estribo = "
BAJA SISMICIDAD ALTA SISMICIDA
RESULTADO
nada nada
nada nada nada nada nada nada
0.0159 0.0106 FALLA DUCTILok ok
-
FALLA IDEAL
para vigas simplementa armadas
-
PORTICO Y3CARGA MUERTA CARGA VIVA 50
1NIVEL 2.48 1.03 1002NIVEL 2.48 1.03 1503NIVEL 2.19 0.41
0.30.01485
0.0198 0.005390.2722222222
3.6734693878
-
0.713 0.046 15.5 cm0.713 0.071 10.0 cm0.713 0.046 15.5 cm0.713 0.033 21.60.713 0.025 28.50.713 #DIV/0!0.713 #DIV/0!0.713 #DIV/0!0.713 #DIV/0!0.713 #DIV/0!0.713 #DIV/0!0.713 #DIV/0!0.713 #DIV/0!0.713 #DIV/0!0.713 #DIV/0!
constante estribos de 3/8"
cortante obtenida del sap
separacion maxima de estribos
-
1.27 0.096 13.2 cm1.27 0.071 17.9 cm1.27 0.046 27.6 cm1.27 0.033 38.51.27 0.025 50.81.27 #DIV/0!1.27 #DIV/0!1.27 #DIV/0!1.27 #DIV/0!1.27 #DIV/0!1.27 #DIV/0!1.27 #DIV/0!1.27 #DIV/0!1.27 #DIV/0!1.27 #DIV/0!
constante estribos de
3/8"
cortante obtenida del
sap
separacion maxima de
estribos
vigasmodulos de elasticidadmodulos de elasticidad (2)calculo acero longSIMPLEMENTE ARMADASdist estribos
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