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150 210
90 4200
20 1.5
10 40
30 0.3
18 0.7
(A) Dimensionamiento para cargas de gravedad
Por Esfuerzo
Por condiciones geométricas
0.4
Reemplazando datos en (I)
2.5
2.9
(B) Verificando para momentos de carga muerta y viva
30
240
45.0
No cumple, incremetar las dimenciones de B y L2.7
3.1
37.0
Cumple
(C) Verificando para combinación de sismo
48
46.2
Cumple2.7
3.1
� =_� ���� =_� ���
� =_�� ���−�� =_�� ���−�� =_�� ���−�� =_�� ���
� =_�� =_�� =_�� =_� ���∕�^2
∕�� 〖 〖�� ^2 ∕�� 〖 〖�� ^2
〖 0.9�〗 =( )(1+%))_� (�_�+�_� /��
�−�=�−��−�=
�=�=
��
�_���=�_�/��∓6/ ^2 )� (��
� ==�_��+�_��
� =_�=�_�+�_�� =_���� ≤_��� _� →�
��
� ≤_��� _� →�� =_���
� =1. =_�� 2�_� ���∕�^2 � =(_��� 〖 (� 〖 )_�+�_�+�_��(1.05))/��∓(6 ))/ ^2 )(�_��+�_��+�_�� (��
�_���=� ≤_��� _� →��
�=�=
�=�=
�=�=
��
………………………… )(�
………………………… )(��
(D) Determinar el peralte por punzonamiento
1 363
45
53.8
2 318
67.5
53.6
3 153
48
29.4
53.8 Tomamos el mayor2.42803
10.712125.856059
0.65
(E) Verificación por corte debido a la flexión
En la dirección larga
79.58
114.91
Cumple
En la dirección corta
91.37
131.93
Cumple
(F) Diseño de refuerzo
1.20
� =1. +_� 4�_� 〖 1.7� 〖 =_� ���� =1. +1. =_� 4�_�� 7�_�� ���−�
� 1 ∓(6_� =�_�/��)/ ^2 )�_� (��
� 1_� =� =1.25 ) =_� (�_�+�_� +�_�� ���
� =1.25_� 〖 (� 〖 _��+ ) =�_�� +�_�� ���−��_�2=�_�/��∓(6
)/ ^2 )�_� (��
�_�2=� =0. =_� 9�_�+�_�� ���
� =0. =_� 9�_��+�_�� ���−��_�3=�_�/��∓(6
)/ ^2 )�_� (��
�_�3=�_�=
�_ =� _0)�_� (��−��_0= ) )(�+� (�+�
〖∅�〗 _ =0.85∗1.06√(� �_� ) ( +24� )�〖� _ "� " =∅�〗 _�
�=
�_ =(� �_� /2− � �_� /2)(�+� )�
�_ =�〖∅�〗 _ =0.85∗0.53√(� �_� ) ��
〖∅�〗 _ =�〖 〗∅� _�>�_�→
�_ =(� �_� /2− � �_� /2)(�+� )�
�_ =�〖∅�〗 _ =0.85∗0.53√(� �_� ) ��
〖∅�〗 _ =�〖 〗∅� _�>�_�→
� = )/2_� (�−�
�_ =�
1.00
38.72 10065.19034
17.46 0.93871800
4.11 2104200
16.2
3.8 3.816.2 16.2
11.7
�_ =� (�_� ^2 �_� �)/2′� =
�_ =�
〖 〖�� ^2� /(_�=�_� (0. )) =∅�_� 9�
�= )/(0.8 ) =(�_� �_� 5��_�
� /(_�=�_� /2)) =∅�_� (�−�
�=
� =_�
〖 〖�� ^2
〖 〖�� ^2
No cumple, incremetar las dimenciones de B y L
����∕�^2
∕�� 〖 〖�� ^2 ∕�� 〖 〖�� ^2
��
C-1 C-2
76 100 210
45 50 4200
1.5
40
0.5 0.5
0.5 0.5
6
121
150
(A) Dimensionamiento para cargas de gravedad
Por Esfuerzo
Por condiciones geométricas
0
Reemplazando datos en (I)
1.9
1.9
(B) Verificando para momentos de carga muerta y viva
0
121
36.0
Cumple2.7
2.7
17.4
Cumple
(C) Verificando para combinación de sismo
� =_�� =_�
� =_��� =_��� =_��� =_��
� =_�� =_�� =_� �� =_� ���∕�^2
∕�� 〖 〖�� ^2 ∕�� 〖 〖�� ^2
〖 0.9�〗 =( )(1+%))_� (�_�+�_� /��
�−�=�−��−�=
��
�_���=�_�/��∓6/ ^2 )� (��
� ==�_��+�_��� =_�=�_�+�_�
� =_���� →_���≤�_�
��
� →_���≤�_�� =_���
�=�=
�=�=
………………………… )(�
………………………… )(��
�=�=
���������−����−����−�
�����
�= �
�_1 1 1==�_� +�_��_2 2 2==�_� +�_�
�_1 1 1==�_� +�_��_2 2 2==�_� +�_�
48
17.4
Cumple2.7
2.7
(D) Determinar el peralte por punzonamiento
1 182.9
0
25.1
2 151.25
0
20.7
3 68.4
0
9.4
25.1 Tomamos el mayor5.20413121.8165310.40826
0.39
(E) Verificación por corte debido a la flexión
En la dirección larga
65.25
68.18
Cumple
En la dirección corta
� =1. =_�� 2�_� ���∕�^2 � =(_��� 〖 (� 〖 )_�+�_�+�_��(1.05))/��∓(6 ))/ ^2 )(�_��+�_��+�_�� (��
� =_���� →_���≤�_��
�=�=
��
� =1. +_� 4�_� 〖 1.7� 〖 =_� ���� =1. +1. =_� 4�_�� 7�_�� ���−�� 1 ∓(6_� =�_�/��
)/ ^2 )�_� (��� 1=_�
� =1.25 ) =_� (�_�+�_� +�_�� ���� =1.25_� 〖 (� 〖 _��+ ) =�_�� +�_�� ���−�
� 2_� =�_�/��∓(6)/ ^2 )�_� (��
� 2=_�� =0. =_� 9�_�+�_�� ���
� =0. =_� 9�_��+�_�� ���−�� 3_� =�_�/��∓(6
)/ ^2 )�_� (��
� 3=_�� =_�
� =_� _0)�_� (��−��_0= ) )(�+� (�+�
〖 〗∅� =0.85∗1.06√ ) ( +2_� (�_� 4� )�〖� "_� " =∅�〗 _�
�=
� = /2 /2)_� (�_� � −�_� (�+� )�
� =_�〖 〗∅� =0.85∗0.53√ )_� (�_� ��
〖 〗∅� =_�〖 〗∅� _�>�_�→
� = /2 /2)_� (�_� � −�_� (�+� )�
65.25
68.18
Cumple
(F) Diseño de refuerzo
1.35
1.00
22.86 10038.68008
17.37 0.92286250
4.09 2104200
16.5
3.9 3.916.5 16.5
11.7
� =_�〖 〗∅� =0.85∗0.53√ )_� (�_� ��
〖 〗∅� =_�〖 〗∅� _�>�_�→
� = )/2_� (�−�
� =_�
� = ^2 )/2_� (�_� �_� �′� =
� =_�
〖 〖�� ^2� /(_�=�_� (0. )) =∅�_� 9�
�= )/(0.8 ) =(�_� �_� 5��_�
� /(_�=�_� /2)) =∅�_� (�−�
�=
� =_�
〖 〖�� ^2
〖 〖�� ^2
