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UNIVERSIDAD DE HUÁNUCO
DISEÑO DE ARMADURA
� CURSO : CONSTRUCCION TRADICIONAL
� DOCENTE : Ing. NILTHON JESUS CAJALEON HERVACIO
� INTEGRANTES : CONDEZO APAC, RUBEN YMMER
� CICLO : 2015
� GRUPO : ”� FECHA : 21
UNIVERSIDAD DE HUÁNUCO
TEMA
DISEÑO DE ARMADURA
CONSTRUCCION TRADICIONAL
NILTHON JESUS CAJALEON HERVACIO
CONDEZO APAC, RUBEN YMMER
2015 - II
”A”
21-OCTUBRE 2015
DISEÑO DE ARMADURA
NILTHON JESUS CAJALEON HERVACIO
CONDEZO APAC, RUBEN YMMER
MODELO 1
��� � � �� � � ���� ��
� � ��. ��������º ������
���� ����� !"#� #�$ !� %� �& �$ �$"&� %��'(�&!"$ )��* �� � ��� +,/.� / 012)��. ��������º* � 310.984101 +,/.�
Peso propio de la armadura = 15 kg / m2 Sobrecarga del montaje = 40 kg / m2
"�4" 5&'6��7�7�&!� ���"�!'#" )8�*
8� � ��� +,.� 9 ���. �:���� +,
.� 9 �� +,.� / �. �� . � ���. ������ +,
.
"�4" !�!"$ " !5"&!� �& $" "�7"#5�" ) "*
" � ���. ������ +,. / � . � 3074.26645 kg
"�4" �& �&!�"#" �;5'<"$�&!� )�*
� � ����.����� � +, � 1537.13322 kg
1- CALCULOS
MODELO TABLA A-17
ANGULO CALCULADO → � � 59.03624347º EFGHIJ
CALCULO
COHEFICIENTE
↓
CALCULO FUERZA
AXIALES ACTUANTE
↓
COHEFI
CIENTE
ELEMEN
TO FORMULA =
X P =
NP
CL
A 0.50*sec(�) = 1.944 X 1537.13322 kg = 768.567
B 0.50 = 0.500 X 1537.13322 kg = 2987.650
C 0.50*tan(�) = 1.667 X 1537.13322 kg = 768.567
CP
A 0.50*cosec(�) = 1.166 X 1537.13322 kg = 2561.889
B 0.50*ctg(�) = -0.600 X 1537.13322 kg = 1792.590
C 0.00 = 0.00 X 1537.13322 kg = -922.280
CQ
A 0.50*cosec(�) = 1.166 X 1537.13322 kg = 0.000
B -0.50*ctg(�) = -0.600 X 1537.13322 kg = 1792.590
C -1.00 = -1.00 X 1537.13322 kg = -922.280
MODELO 2
Calculando
��� � � �� � � ���� ��
� � ��. ��������º ������
���� ����� !"#� #�$ !� %� �& �$ �$"&� %��'(�&!"$ )��* �� � ��� +,/.� / 012)��. ��������º* � 310.984101 +,/.�
Peso propio de la armadura = 15 kg / m2 Sobrecarga del montaje = 40 kg / m2 "�4" 5&'6��7�7�&!� ���"�!'#" )8�*
8� � ��� +,.� 9 ���. �:���� +,
.� 9 �� +,.� / �. �� . � ���. ������ +,
.
"�4" !�!"$ " !5"&!� �& $" "�7"#5�" ) "*
" � ���. ������ +,. / � . � 3074.26645 kg
"�4" �& �&!�"#" �;5'<"$�&!� )�*
� � ����.����� � +, � 1537.13322 kg
2- CALCULOS
MODELO TABLA A-18
ANGULO CALCULADO → � � 59.03624347º EFGHIJ
CALCULO
COHEFICIENTE (CH)
↓
CALCULO FUERZA
AXIALES ACTUANTE (NP)
↓
COHEFI
CIENTE
ELEMEN
TO FORMULA = CH X P =
NP
CL
ABC 0.25*sec(�) = 0.486 X 1537.13322 kg = 746.912
D 0.50 = 0.500 X 1537.13322 kg = 768.567
E 0.50*tan(�) = 0.833 X 1537.13322 kg = 1280.944
CP
A 1.50*cosec(�) = 1.749 X 1537.13322 kg = 2688.885
B 1.00*cosec(�) = 1.166 X 1537.13322 kg = 1792.590
C 0.50*cosec(�) = 0.583 X 1537.13322 kg = 896.295
D -1.50*ctg(�) = -0.900 X 1537.13322 kg -1383.420
E -1.00 = -1.000 X 1537.13322 kg -1537.133
CQ
A B 0.50*cosec(�) = 0.583 X 1537.13322 kg = 896.295
C 0.00 = 0.000 X 1537.13322 kg = 0.000
D -0.50*ctg(�) = -0.300 X 1537.13322 kg = -461.140
E -1.00 -1.000 X 1537.13322 kg -1537.133
MODELO 3
CÁLCULOS
��� � � �� � � ���� ��
� � ��. :º ������
���� ����� !"#� #�$ !� %� �& �$ �$"&� %��'(�&!"$ )��* �� � ��� +,/.� / 012)��. :º* � 208.256451 +,/.�
Peso propio de la armadura = 15 kg / m2 Sobrecarga del montaje = 40 kg / m2 "�4" 5&'6��7�7�&!� ���"�!'#" )8�*
8� � ��� +,.� 9 ��:. ������ +,
.� 9 �� +,.� / �. �� . � ��:. ������� +,
.
"�4" !�!"$ " !5"&!� �& $" "�7"#5�" ) "*
" � ��:. ������� +,. / � . � ����. ����:�
"�4" �& �&!�"#" �;5'<"$�&!� )�*
� � ����.����:� � +, � 1105.677094 kg
3- CALCULOS
MODELO TABLA A-19
ANGULO CALCULADO → � � ��. :º ������º EFGHIJ
CALCULO
COHEFICIENTE (CH)
↓
CALCULO FUERZA
AXIALES ACTUANTE (NP)
↓
COHEFI
CIENTE
ELEMEN
TO FORMULA = CH X P =
NP
CL
AB 0. 5*sec(�) = 0.651 X 1105.677094 kg = 719.576
C 0.50*tan(�) = 0.651 X 1105.677094 kg = 719.576
D 0. 5*sec(�) = 0.651 X 1105.677094 kg = 719.576
E 0. 5*tan(�) = 0.651 X 1105.677094 kg = 719.576
FG 0.5 = 0.000 X 1105.677094 kg = 0.000
CP
AD 0.50*cosec(�) = 0.651 X 1105.677094 kg = 719.576
BC 0.000 = 0.000 X 1105.677094 kg = 0.000
E 0.5 = 0.000 X 1105.677094 kg = 0.000
FG -0.50*ctg(�) = -0.651 X 1105.677094 kg = -719.576
CQ
BE 0.00 = 0.000 X 1105.677094 kg = 0.000
C -1.00 = 0.000 X 1105.677094 kg = 0.000
AD 0.50*cosec(�) = 0.651 X 1105.677094 kg = 719.576
FG -0.50*ctg(�) = -0.651 X 1105.677094 kg = -719.576
MODELO 4
��� � � �� � � ���� ��
� � ��. :º ������
���� ����� !"#� #�$ !� %� �& �$ �$"&� %��'(�&!"$ )��* �� � ��� +,/.� / 012)��. :º* � 208.256451 +,/.�
Peso propio de la armadura = 15 kg / m2 Sobrecarga del montaje = 40 kg / m2 "�4" 5&'6��7�7�&!� ���"�!'#" )8�*
8� � ��� +,.� 9 ��:. ������ +,
.� 9 �� +,.� / �. �� . � ��:. ������� +,
.
"�4" !�!"$ " !5"&!� �& $" "�7"#5�" ) "*
" � ��:. ������� +,. / �� . � ����. ��:���
"�4" �& �&!�"#" �;5'<"$�&!� )�*
� � ����.��:���� +, � 2211.354188 kg
4- CALCULOS
MODELO TABLA A-20
ANGULO CALCULADO → � � ��. :º ������º º EFGHIJ
CALCULO
COHEFICIENTE (CH)
↓
CALCULO FUERZA
AXIALES ACTUANTE (NP)
↓
COHEFI
CIENTE
ELEMEN
TO FORMULA = CH X P =
NP
CL
AB 0.25*sec(�) = 0.325 X 2211.354188 = 719.576211
C 0.25*sec(�)*
tan(�)
= 0.271
X 2211.354188
=
599.528297
DE 0.25*sec2(�) = 0.153 X 2211.354188 = 338.149338
F 1-0. 5*sec2(�) 2.343 2211.354188 5181.97316
CP
A 1.50*cosec(�)* = 0.461 X 2211.354188 = 1019.56975
B 0.50*cos2(�)*
cosec(�)
= 0.922
X 2211.354188
=
2039.13951
C 1.00* cos (�) = 1.000 X 2211.354188 = 2211.35419
D -1.00*cos (�)*
cosec(K)
= -
1.017
X 2211.354188
=
-2248.1464
E -1.50*ctg(�) = -
1.800
X 2211.354188
=
-3981.2246
F -0.5*(L/h=6/5) - 2211.354188 = -
1.200 2653.62503
CQ
A B 1.00*cosec(�) = 1.562 X 2211.354188 = 3454.64877
C 0.00 = 0.000 X 2211.354188 = 0
DF 1.00*cosec(K ) = 1.017 X 2211.354188 = 2248.1464
E -1.00*ctg(∝) =
-
1.200
X 2211.354188
= -
2654.14973
C1
A B 1-0.25*sec2(∝)*
cosec(∝) =
-
0.084 X 2211.354188 =
-
186.758999
D -cosec(2∝) =
-
2.821 X 2211.354188 =
-
6238.75782
E -(ctg(∝) - 0.5*
cosec(2∝) = 0.210 X 2211.354188 =
465.229176
A’ B’ 0.25*
cosec(∝)*
sec2(∝)
= 0.662 X 2211.354188 =
1463.19049
CC
D’
0.00 = 0.000 X 2211.354188 =
0
FE’ -0.5* cosec(2∝)
=
-
1.411 X 2211.354188 =
-
3119.37891