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8/20/2019 Diseno de Estriboss
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DISEÑO DE REFUERZO EN EL ALMA DEBIDO A LA TENSIÓN DIAGONALVIGA PRINCIPAL HECHO POR EST ING CIVIL UNA-PUNO BORIS CHIQUE
CARACTERISTICAS DEL ELEMENTO0.85 WD 4661 kg! "# = 4$00 %g&!$ VIGA: ' = $5 &! L= 5.(0 !
V!)*= (510 kg WL= 10+5 kg! ",& = $10 %g&!$ = 50 &! / = (.0 &!
(8,, 6, 0.5 L = 5.15 !
CALCULOS PREVIOS:
5.(0 2 = 44 &!
W3= 8$+ kg!
$(655 kg V 3!)* = -(681 kg
DFC P/ 7 9: 397/7 V 3!)* = (510 kg
2 $(655 kg
5.(0
1.- FUERZA CORTANTE QUE ABSORBE EL CONCRETO:
V& = 846+ kg C!; V !)* < V& No Reque!e e"#!$o".
%.- CALCULO DE ESTRIBOS:
V9= -45+ kg
9
V = 41$ kg & 846+ kg E!!o!
-4((8 kg & 1+5+( kg E9>7&. 2$ ? 60 &!
7.- C7&3 >/ /:@39 :9/3&3/7; P:/; A = 1.4$ &!$
: &/:
S = -61 &!
(8,,
'.- P/ :9>7&7!: !)*!;
S !)* = 68 &!
E :9>:&"&7&:9 2&:; 1.5*2 S = 66 '( &!
L2
φ =
φ = φ =
$ φ
C U S V V V −=
Vs
d f AsS
y ..B=
≈
d bc f Vc ××= ´53.0
VcVu >
φ
d bc f VcVu
××>− '1.1φ
VcVu
d f AvS
y
−
=
φ
..
b
f AvS
y
×
=
5.3
.
3/4"
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C7/7 2: 7 &3!7
A
A5.15 !
RESULTADO:(8,, 1 0.05
/ -0.61 G7& = +.50 &!
/:&3'/. = (.00 &!
0.50 / 7:/7 = $.50 &!
0.$5
CORTE A - A
C! 2: >3:2: 7>/:&7/ :99 7/:9 :97 >/ 2:'7 2: @3: :9>:&"&7 7 /!7 99!/:99::9.
D: 7&3:/2 & : :9@3:!7 9: ::; 7 2: &"7!: 88 &!
1 0.05 &! 5.51 &! 5.00 &!
8 0.11 &! 11.0$ &! $$.+ &! (0 &!
/ 0.$$ &! $$.05 &! 11.0 &! $$.+$
S = S = S =
S1 = S1 = S1 = S1 =
S$ = S$ =
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DISEÑO DE REFUERZO EN EL ALMA DEBIDO A LA TENSIÓN DIAGONALVIGA SECUNDARIA
CARACTERISTICAS DEL ELEMENTO0.85 WD 4661 kg! "# = 4$00 %g&!$ VIGA: ' = $5 &! L= 4.(0 !
V!)*= (+80 kg WL= 10+5 kg! ",& = $10 %g&!$ = 40 &! / = (.0 &!
(8,, 4, 0.64 L = 4.15 !
CALCULOS PREVIOS:
4.(0 2 = (4 &!
W3= 8$+ kg!
111.+5 V 3!)* = -$88014 kg
DFC P/ 7 9: 397/7 V 3!)* = (+80 kg
2 11$ kg
4.(0
1.- FUERZA CORTANTE QUE ABSORBE EL CONCRETO:
V& = 6608 kg C!; V !)* < V& No Reque!e e"#!$o".
%.- CALCULO DE ESTRIBOS:
V9= -$8$8 kg
9
V = 444+ kg & 6608 kg E!!o!
-$161 kg & 1(+15 kg E9>7&. 2$ ? 60 &!
7.- C7&3 >/ /:@39 :9/3&3/7; P:/; A = 1.4$ &!$
: &/:
S = -5 &!
(8,,
'.- P/ :9>7&7!: !)*!;
S !)* = 68 &!
E :9>:&"&7&:9 2&:; 1.5*2 S = 5$ () &!
L2
φ =
φ = φ =
$ φ
M icrosoft E ditor de
ecuaciones 3.0
C U S V V V −=
Vs
d f AsS
y ..B=
≈
d bc f Vc ××= ´53.0
VcVu >
φ
d bc f VcVu
××>− '1.1φ
VcVu
d f AvS
y
−
=
φ
..
b
f AvS
y
×
=
5.3
.
3/4"
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C7/7 2: 7 &3!7
A
A4.15 !
RESULTADO:(8,, 1 0.05
/ -0.5 G7& = +.50 &!
/:&3'/. = (.00 &!
0.40 / 7:/7 = $.50 &!
0.$5
CORTE A - A
C! 2: >3:2: 7>/:&7/ :99 7/:9 :97 >/ 2:'7 2: @3: :9>:&"&7 7 /!7 99!/:99::9.
D: 7&3:/2 & : :9@3:!7 9: ::; 7 2: &"7!: 6 &!
1 0.04 &! 4.(0 &! 5.00 &!
8 0.0 &! 8.60 &! 10.( &! (0 &!
/ 0.1+ &! 1+.$1 &! 8.6 &! 10.($
S = S = S =
S1 = S1 = S1 = S1 =
S$ = S$ =
