Diagrama de Interaccion
30
Datos fy= 4200 kg/cm2 L= Longitud de f´c= 250 kg/cm2 h= Altura de V f*c= 200 kg/cm2 b= Base de Vig f´´c= 170 kg/cm2 r= Recubrimien β1= 0.85 d= Peralte Efe E= 2100000 M= Momento Es= 0.002 V= Fuerza Cort As= Área de Ace Dimensiones h= 80 cm Acero en Direccion x 4 AsT= b= 40 cm Acero en Direccion y 4 As1= r= 5 cm As2= d= 75 cm No de Varillas 12 As3= k= 23.3333333 cm Varilla No. 8 m= 10 cm Area de Varilla No. 8 5.07 As= 60.80 cm2 Compresión Simple Tipo Columna R C Circular no R Rectangular f´c= 250 kg/cm2 fy= 4200 kg/cm2 As= 60.80 cm2 b 40 cm h 80 cm r= 5 cm Ae= 0 cm2 f*c= 200 kg/cm2 f´´c= 170 kg/cm2 5 cm Ag= 3200.00 cm2 Ac= 0.00 cm2 p 0.0190
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Transcript of Diagrama de Interaccion
Datos fy= 4200 kg/cm2 L= Longitud de Viga
f´c= 250 kg/cm2 h= Altura de Vigaf*c= 200 kg/cm2 b= Base de Vigaf´´c= 170 kg/cm2 r= Recubrimientoβ1= 0.85 d= Peralte Efectivo
E= 2100000 M= MomentoEs= 0.002 V= Fuerza Cortante
As= Área de Acero
Dimensiones
h= 80 cm Acero en Direccion x 4 AsT= 20.27b= 40 cm Acero en Direccion y 4 As1= 20.27r= 5 cm As2= 10.13d= 75 cm No de Varillas 12 As3= 10.1341496k= 23.3333333 cm Varilla No. 8
m= 10 cm Area de Varilla No. 8 5.07
As= 60.80 cm2
Compresión Simple
Tipo Columna R C Circular no R Rectangular
f´c= 250 kg/cm2fy= 4200 kg/cm2As= 60.80 cm2
b 40 cmh 80 cmr= 5 cm
Ae= 0 cm2f*c= 200 kg/cm2f´´c= 170 kg/cm2
5 cmAg= 3200.00 cm2Ac= 0.00 cm2
p 0.0190
Elegir Tipo 2
C31
Joab: Seleccionar letra C si es circular y letra R si es rectangular o cuadrada.
C32
Joab: Responder a la pregunta de si el refuerzo es helicoidal.
Po= 639.504456 Ton
1 Concreto simple2 Concreto con refuerzo longitudinal y recubrimiento3 Concreto simple con refuerzo helicoidal sin recubrimiento4 Concreto con refuerzo longitudinal y helicoidal con recubrimiento
Falla Balanceada
c= 45 cm a= 38.25 cm
Ey= 0.002 cm fy= 4200 kg/cm2 T= 85126.86Ec= 0.003 cm Cc= 260100.00
Es1= 0.00267 cm fs1= 4200 kg/cm2 F1= 85126.86Es2= 0.00111 cm fs2= 2333.33333 kg/cm2 F2= 23646.35Es3= cm fs3= 0 kg/cm2 F3= 0.00
Fuerza Brazo Momento kg Ton cm m kg-cm T-m
T= 85126.86 85.13 35 2979439.98 29.79Cc= 260100.00 260.10 20.88 5429587.5 54.30F1= 85126.86 85.13 35 2979439.98 29.79F2= 23646.35 23.65 11.6666667 275874.072 2.76F3= 0 0.00
0 0.000 0.00
283746.35 283.75 11664341.5 116.6
cm2cm2cm2 80 cmcm2
40 cm
kg 75kg 20.88kg 5 0.003kg 28.33kg 51.67
45
075
30
150000.002
#3 Si 24 no 35 46 58 6
10 711 812 9
1011
5 4080 375 4
23.33333337.5
5 51 5 28.33333332 5 51.66666673 5 754 55 56 57 58 59 5
10 511 512 5
35 535 28.333333335 51.666666735 75353535353535353535
Datos fy= 4200 kg/cm2 L= Longitud de Viga
f´c= 250 kg/cm2 h= Altura de Vigaf*c= 200 kg/cm2 b= Base de Vigaf´´c= 170 kg/cm2 r= Recubrimientoβ1= 0.85 d= Peralte Efectivo
E= 2100000 M= MomentoEs= 0.002 V= Fuerza Cortante
As= Área de Acero
Dimensiones
h= 80 cm Acero en Direccion x 4 AsT= 20.27b= 40 cm Acero en Direccion y 4 As1= 20.27r= 5 cm As2= 10.13d= 75 cm No de Varillas 12 As3= 10.13k= 23.3333333 cm Varilla No. 8
m= 10 cm Area de Varilla No. 8 5.07
sep= 23.33 cmAs= 60.80 cm2
Compresión Simple
Tipo Columna R C Circular no R Rectangular
f´c= 250 kg/cm2fy= 4200 kg/cm2 80 cmAs= 60.80 cm2
b 40 cmh 80 cm 40 cmr= 5 cm
Ae= 0 cm2f*c= 200 kg/cm2 Tension Puraf´´c= 170 kg/cm2
5 cm -204.30 tAg= 3200.00 cm2Ac= 0.00 cm2
p 0.0190
C31
Joab: Seleccionar letra C si es circular y letra R si es rectangular o cuadrada.
C32
Joab: Responder a la pregunta de si el refuerzo es helicoidal.
Elegir Tipo 2
Po= 639.504456 Ton
1 Concreto simple2 Concreto con refuerzo longitudinal y recubrimiento3 Concreto simple con refuerzo helicoidal sin recubrimiento4 Concreto con refuerzo longitudinal y helicoidal con recubrimiento
Falla Balanceada
c= 45 cm a= 38.25 cm Ec= 0.003
As Y Es fs F z MCc 19.125 -- -- 260100 20.875 5429587.5T 20.27 75 0.002 4200 -85126.8565 35 2979439.98
20.27 5 0.00267 4200 85126.8565 35 2979439.98F2 10.13 28.33 0.00111 2333.33333 23646.349 11.6666667 275874.072F3 10.1341496 51.6666667 0.00044 933.333333 -9458.53961 11.6666667 110349.629
0 0 00 0 00 0 00 0 00 0 00 0 00 0 0
Suma 274287.809 11774691.2P= 219.43 t
Mr= 105.97 t-m
c= 10.51 cm a= 8.9335 cm Ec= 0.003
As Y E fs F z MCc 4.46675 -- 60747.8 35.53325 2158566.76T 20.27 75 0.0184 4200 -85126.8565 35 2979439.98
20.27 5 0.00157 3302.85442 66943.2416 35 2343013.45F2 10.13 28.33 0.00509 4200 -42563.4282 11.6666667 496573.33F3 10.1341496 51.6666667 0.01175 4200 -42563.4282 11.6666667 496573.33
0 0 00 0 00 0 0
F1
F1
0 0 00 0 00 0 00 0 0
-42562.6714 8474166.86P -34.05M 76.27
c= 10.51 cm a= 8.9335 cm Ec= 0.003
As Y E fs F z MCc 4.46675 -- 60747.8 35.53325 2158566.76T 20.27 75 0.0184 4200 -85126.8565 35 2979439.98
20.27 5 0.00157 3302.85442 66943.2416 35 2343013.45F2 10.13 28.33 0.00509 4200 -42563.4282 11.6666667 496573.33F3 10.1341496 51.6666667 0.01175 4200 -42563.4282 11.6666667 496573.33
0 0 00 0 00 0 00 0 00 0 00 0 00 0 0
-42562.6714 8474166.86P -34.05M 76.27
c= 15 cm a= 12.75 cm Ec= 0.003
As Y E fs F z MCc 6.375 -- 86700 33.625 2915287.5T 20.27 75 0.0120 4200 -85126.8565 35 2979439.98
20.27 5 0.00200 4200 85126.8565 35 2979439.98F2 10.13 28.33 0.00267 4200 -42563.4282 11.6666667 496573.33F3 10.1341496 51.6666667 0.00733 4200 -42563.4282 11.6666667 496573.33
0 0 00 0 00 0 00 0 00 0 0
F1
F1
0 0 00 0 0
1573.14351 9867314.11P 1.26M 88.81
c= 20 cm a= 17 cm Ec= 0.003
As Y E fs F z MCc 8.5 -- 115600 31.5 3641400T 20.27 75 0.0083 4200 -85126.8565 35 2979439.98
20.27 5 0.00225 4200 85126.8565 35 2979439.98F2 10.13 28.33 0.00125 2625 -26602.1427 11.6666667 310358.331F3 10.1341496 51.6666667 0.00475 4200 -42563.4282 11.6666667 496573.33
0 0 00 0 00 0 00 0 00 0 00 0 00 0 0
46434.4291 10407211.6P 37.15M 93.66
c= 25 cm a= 21.25 cm Ec= 0.003
As Y E fs F z MCc 10.625 -- 144500 29.375 4244687.5T 20.27 75 0.0060 4200 -85126.8565 35 2979439.98
20.27 5 0.00240 4200 85126.8565 35 2979439.98F2 10.13 28.33 0.00040 840 -8512.68565 11.6666667 99314.6659F3 10.1341496 51.6666667 0.00320 4200 -42563.4282 11.6666667 496573.33
0 0 00 0 00 0 00 0 00 0 00 0 0
F1
F1
0 0 093423.8861 10799455.4
P 74.74M 97.20
c= 30 cm a= 25.5 cm Ec= 0.003
As Y E fs F z MCc 12.75 -- 173400 27.25 4725150T 20.27 75 0.0045 4200 -85126.8565 35 2979439.98
20.27 5 0.00250 4200 85126.8565 35 2979439.98F2 10.13 28.33 0.00017 350 3546.95235 11.6666667 41381.1108F3 10.1341496 51.6666667 0.00217 4200 -42563.4282 11.6666667 496573.33
0 0 00 0 00 0 00 0 00 0 00 0 00 0 0
134383.524 11221984.4P 107.51M 101.00
c= 35 cm a= 29.75 cm Ec= 0.003
As Y E fs F z MCc 14.875 -- 202300 25.125 5082787.5T 20.27 75 0.0034 4200 -85126.8565 35 2979439.98
20.27 5 0.00257 4200 85126.8565 35 2979439.98F2 10.13 28.33 0.00057 1200 12160.9795 11.6666667 141878.094F3 10.1341496 51.6666667 0.00143 3000 -30402.4487 11.6666667 354695.235
0 0 00 0 00 0 00 0 00 0 00 0 0
F1
F1
0 0 0184058.531 11538240.8
P 147.25M 103.84
c= 40 cm a= 34 cm Ec= 0.003
As Y E fs F z MCc 17 -- 231200 23 5317600T 20.27 75 0.0026 4200 -85126.8565 35 2979439.98
20.27 5 0.00262 4200 85126.8565 35 2979439.98F2 10.13 28.33 0.00088 1837.5 18621.4999 11.6666667 217250.832F3 10.1341496 51.6666667 0.00087 1837.5 -18621.4999 11.6666667 217250.832
0 0 00 0 00 0 00 0 00 0 00 0 00 0 0231200 11710981.6
P 184.96M 105.40
c= 45 cm a= 38.25 cm Ec= 0.003
As Y E fs F z MCc 19.125 -- 260100 20.875 5429587.5T 20.27 75 0.0020 4200 -85126.8565 35 2979439.98
20.27 5 0.00267 4200 85126.8565 35 2979439.98F2 10.13 28.33 0.00111 2333.33333 23646.349 11.6666667 275874.072F3 10.1341496 51.6666667 0.00044 933.333333 -9458.53961 11.6666667 110349.629
0 0 00 0 00 0 00 0 00 0 0
F1
F1
0 0 00 0 0
274287.809 11774691.2P 219.43M 105.97
c= 50 cm a= 42.5 cm Ec= 0.003
As Y E fs F z MCc 21.25 -- 289000 18.75 5418750T 20.27 75 0.0015 3150 -63845.1424 35 2234579.98
20.27 5 0.00270 4200 85126.8565 35 2979439.98F2 10.13 28.33 0.00130 2730 27666.2284 11.6666667 322772.664F3 10.1341496 51.6666667 0.00010 210 -2128.17141 11.6666667 24828.6665
0 0 00 0 00 0 00 0 00 0 00 0 00 0 0
335819.771 10980371.3P 268.66M 98.82
c= 55 cm a= 46.75 cm Ec= 0.003
As Y E fs F z MCc 23.375 -- 317900 16.625 5285087.5T 20.27 75 0.0011 2290.90909 -46432.8308 35 1625149.08
20.27 5 0.00273 4200 85126.8565 35 2979439.98F2 10.13 28.33 0.00145 3054.54545 30955.2205 11.6666667 361144.24F3 10.1341496 51.6666667 0.00018 381.818182 3869.40257 11.6666667 45143.03
0 0 00 0 00 0 00 0 0
F1
F1
0 0 00 0 00 0 0
391418.649 10295963.8P 313.13M 92.66
cm2cm2
cm2
h= 80r= 5x= 70
7
11
c M P
10.51 76.27 -34.0510.51 76.27 -34.05
15 88.81 1.2620 93.66 37.1525 97.20 74.7430 101.00 107.5135 103.84 147.2540 105.40 184.9645 105.97 219.4350 98.82 268.6655 92.66 313.13
0 639.504
kg
c 10.51P -34.05M 76.27
c M P1 0 -204.302 10.51 76.27 -34.053 15 88.81 1.264 20 93.66 37.155 25 97.20 74.746 30 101.00 107.517 35 103.84 147.258 40 105.40 184.969 45 105.97 219.43
10 50 98.82 268.6611 55 92.66 313.1312 0.00 639.50
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Chart Title
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Chart Title
Tarea 5 Estructuras de ConcretoJoab Giovanni Vargas Rueda Diagrama de Interacción de Columna
Datos fy= 4200 kg/cm2 L= Longitud de Viga
f´c= 250 kg/cm2 h= Altura de Vigaf*c= 200 kg/cm2 b= Base de Vigaf´´c= 170 kg/cm2 r= Recubrimientoβ1= 0.85 d= Peralte Efectivo
E= 2100000 M= MomentoEs= 0.002 V= Fuerza Cortante
As= Área de Acero
Dimensiones
h= 80 cm Acero en Dirección x 4b= 40 cm Acero en Dirección y 4r= 5 cmd= 75 cm No de Varillas 12k= 23.33 cm Varilla No. 8
m= 10 cm Area de Varilla No. 8 5.07
sep= 23.33 cmAs= 60.80 cm2
Compresión Simple
Tipo Columna R C Circular no R Rectangular
f´c= 250 kg/cm2fy= 4200 kg/cm2 80 cmAs= 60.80 cm2
b 40 cmh 80 cm 40 cmr= 5 cm
Ae= 0 cm2f*c= 200 kg/cm2f´´c= 170 kg/cm2
5 cm 1 Concreto simpleAg= 3200.00 cm2 2 Concreto con refuerzo longitudinal y recubrimientoAc= 0.00 cm2 3 Concreto simple con refuerzo helicoidal sin recubrimiento
p 0.0190 4 Concreto con refuerzo longitudinal y helicoidal con recubrimiento
Elegir Tipo 2
Po= 639.5045 Ton
C29
Joab: Seleccionar letra C si es circular y letra R si es rectangular o cuadrada.
C30
Joab: Responder a la pregunta de si el refuerzo es helicoidal.
Tarea 5 Estructuras de ConcretoJoab Giovanni Vargas Rueda Diagrama de Interacción de Columna
Falla Balanceada c M P
c= 45 cm cm t-m tP= 219.43 t --- 0 -204.30
M= 105.97 t-m 10.51 76.27 -34.0515.00 88.81 1.26
Flexión Pura 20.00 93.66 37.1525.00 97.20 74.74
c= 10.51 cm 30.00 101.00 107.51P= -34.05 t 35.00 103.84 147.25
M= 76.27 t-m 40.00 105.40 184.9645.00 105.97 219.43
Tensión Pura 50.00 98.82 268.6655.00 92.66 313.13
P= -204.30 t --- 0 639.50M= 0 t-m
0 2 0 4 0 6 0 8 0 1 0 0 1 2 0
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Diagrama de Interacción
M (t.m)
P (T
)
