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Muro de Contrafuerte Ej. Cuaderno
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Muro de Contrafuerte Ej. Cuaderno
Muro de Contrafuerte Ej. Cuaderno...
Author:
Jesús Romero Valeriano
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PROCE EJ
EJ 10
Descripción: resolucion del cap 10 de libro de mccormac de acero
DATOS H(m)= w(kg/m3)= Hzap(m)= B2(m)= B1(m)= B(m)= t1(m)= t2(m)= f'c(kg/cm2)= fy(kg/cm2) φ= S/C(kg/m2) FSD= FSV=
8 1900 0.5 1 3 4 0.3 0.3
210 4200 35 0 1.5 2
EfA!m(kg/cm2)=
3
"#ED$%E&S$O&A%$E&TO DE %#O Ca= Ca*w(kg/m3)= Hs(m)= Htotal(m)= Ca*w*H= f=
0.271 515 0 9 4377 0.700
0.600
VE#$F$CAC$O& DE ESTAB$$DAD DE %#O EFEC EFECTO TO Empu! #$t%&o Empu! 'as%&o H(kg)=
EFEC EFECTO TO 1 2 3 4+,/C -(kg)=
FE# FE#* *A(+g A(+g)) B#A* B#A*O( O(m) m) 18600.2
2.833
52700.5
18600.1818
#(kg)=
52700.5
FE# FE#* *A(+g A(+g)) B#A* B#A*O( O(m) m) 4800.0 0.0 5760.0 41040.0 51600.0
2.000 1.000 1.150 2.650 (kg)=
FACTO#ES DE SE-#$DAD S E-#$DAD ,=
%O% O%E& E&TO TO (kg, (kg,m) m)
1.66 C'E
%O% O%E& E&TO TO (kg, (kg,m) m) 9600.0 0.0 6624.0 108756.0 124980.0
,-=
2.37 C'E
"TO DE "ASO #ESTA&TE '(m)= !$(m)=
1.40 0.60 C'E
1(kg/$m2)= 2(kg/$m2)=
2.45 C'E 0.13 C'E
D$SE.O DE A#%AD#A VE#T$CA ,(m)=
3
Espa$%o !t! !!s ! $otafu!t!s Ca*w(kg/m3)=
515
A) D$SE.O DE "A&TAA CACO DE #EFE#*O VE#T$CA H(m)=
8
3/(m)=
1.7
(m)
0(kg/m)
%,(kgcm)
!(cm)
8 7 6 5 4 3 2 1 0 1 2 3 4
4376.51 4376.51 4376.51 4376.51 3501.21 2625.91 1750.61 875.30
328238.5 328238.5 328238.5 328238.5 262590.8 196943.1 131295.4 65647.7
25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00
CACO DE #EFE#*O HO#$*O&TA %,(kgcm)= %,= 1.7 %,= w= A(cm2)= 0.002** Am45(cm2)= ADEF(cm2)= φ6= 6= (m)
296573.1 504174.3 504174.3 0.04381 5.48 5.00 5.48 4 4.32 0.23
%(kgcm)= %= %= w= A(cm2)= Am45(cm2)= ADEF(cm2)= φ6= 6= (m)
B) D$SE.O DE CO&T#AFE#TE #EFE#*O "O# FE7$O& 8= 18.64 (m)= (m)
2.7
%(kgcm) 9! 8.00 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 1.00
224077.5 150114.4 94532.7 54706.4 28009.7 11816.6 3501.2 437.7
#EFE#*O HO#$*O&TA (m)
V(kg) 8.00 7.00 6.00 5.00 4.00
T(kg) 2.76 2.42 2.09 1.75 1.41 1.07 0.74 0.40
87585.96 58675.75 36950.33 21383.29 10948.24 4618.79 1368.53 171.07
C:'E;:
V(kg)CO## Vc(kg)
42014.5 32167.4 23633.2 16411.9 10503.6
D$SE.O "O# CO#TE 0(kg/m)= 4376.51 T(kg)= 12254.2374 A(cm2)= 3.24 Am45(cm2)= 5.00 A : ;a!<(cm2)= 2.50 m%ta
41740.7 31958.3 23480.2 16306.3 10436.6
635939.6 558175.2 480410.9 402646.5 324882.2
φ6= 6= (m)
4 1.97 0.51
#EFE#*O VE#T$CA w(kg/m)= T(kg)= A(cm2)= Am45(cm2)= ADEF(cm2)= φ6= 6= (m)
21280 63840 16.89 0.60 16.89 5 8.53 0.12
D$SE.O *A"ATA "OSTE#$O#
3.00 Am45(cm2)
w 0.02826 0.02826 0.02826 0.02826 0.02253 0.01684 0.01119 0.00558
A(cm2) Am45(cm2)ADEF(cm2) 3.53 3.53 3.53 3.53 2.82 2.10 1.40 0.70
5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00
5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00
φ6
6
5 5 5 5 5 5 5 5
2.53 2.53 2.53 2.53 2.53 2.53 2.53 2.53
74143.2852 126043.6 126043.6 0.01074 1.34 5.00 5.00 3 7.02 0.14
A(cm2) 23.17 15.52 9.78 5.66 2.90 1.22 0.36 0.05
Am45(cm2) DEF(cm2) 54.00 54.00 54.00 54.00 54.00 54.00 54.00 54.00
A(cm2) 0.00475625
54.00 54.00 54.00 54.00 54.00 54.00 54.00 54.00
DEF(cm2)
φ6
6
(m)
8 8 8 8 8 8 8 8
10.66 10.66 10.66 10.66 10.66 10.66 10.66 10.66
0.09 0.09 0.09 0.09 0.09 0.09 0.09 0.09
(m)
%(kgcm)
w
A(cm2)
0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40
246178.9 246178.9 246178.9 246178.9 196943.1 147707.3 98471.6 49235.8
0.02110330 0.02110330 0.02110330 0.02110330 0.01683974 0.01259796 0.00837762 0.00417841
2.6379 2.6379 2.6379 2.6379 2.1050 1.5747 1.0472 0.5223
Am45(cm2) DEF(cm2) 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00
5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00
φ6
6
(m)
5 5 5 5 5 5 5 5
2.526 2.526 2.526 2.526 2.526 2.526 2.526 2.526
0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40
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