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verificación losa puente
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5 VERIFICACIONESDATOSfc= 22 Mpa d= 0.164 mfy= 420 Mpa b= 0.15 mMcm= 9.93 kN-m h= 20 cm
As= 21.99Mcv+I= 46.79 kN-m
5.1 Armadura Máxima
a= 0.082
c= 230.01
Tmax= 172.5075 kN
T= 923.58
5.2 Por Fatiga
y=
d=
d-y=
d= 14 d= 14
Ecuacion 1
Ecuacion 2
cm2/m
�=0,85∗�∗�∗��
� ^(−1)=�
�∗�^2= η ∗(ℎ )∗�� −�
η= _ °�_��/� (�
)
�=ℎ −−������������� ∅ /2−�������
η= 8.24
Reemplazando en ecuación 1 tenemos el valor de y
a 15 y 1 = 13.003294 cmb 362.496937c -7249.93874 y2 = -37.169756 cm
y= 13.00 cm
Icr= 11,173.41
5.3 Por Esfuerzo
Fmin= 0.89
fcv+i= 4.173829051
fmin > fcv+i161.05 4.17
CUMPLE
5.4 Por Fisuración
fmin+fcv+i ≤ fy*0,64.17 252.00
CUMPLE
COEFICIENTES PARA LA FORMULA CUADRATICA
cm4
η= _ °�_��/� (�
)
� = _���∗ )) (�_�� (�−� /�_��
�_ )= (��+�_ ) � (��+� /�_�� �_���
5.5 Por Deformaciones
9.285 kN-m h= 0.2 m.
112 kN-m L= 2.925 m.fc= 22 Mpa ancho acera 2.925 m. E concreto= 24265.03q llanta= 71.2 kNq virtual= 1 kN
Ma= 121.285 kN-m
ft= 3.11 Yt= 0.1
Icr= de acuerdo a la figura0.25
0.15
0.55 h= 0.7
b= 0.8
Icr= 0.0914666667
Mcr= 2840.0905198 kN-m
Calculo de Ig
A I y Ay d1 0.0825 0.0001546875 0.625 0.0515625 0.18689322 0.175 0.0071458333 0.35 0.06125 0.35Ʃ 0.2575 0.0073005208 0.975 0.1128125 0.5368932
MCM=
MCV=
kN/cm2
m4
��= )(��/��� ^3 +[1−×�� (��/���)^3 ]×���
��=�_��+�_��
��=0,662√����= ℎ/2
���= (�� )��� /��
y= 0.4381067961 I= 0.03161967
Ig= 0.0316
Ie= 0.09
52.065 0.73125kN-m kN-m
x =
f= 0.0016726105
Comparando :
0.0016726105 ≤ 0.004875CUMPLE
m4
m4
��= )(��/��� ^3 +[1−×�� (��/���)^3 ]×���
�=∫1 / )▒�� (�∗��