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UNIVER HUÁ DISEÑ CURSO : CONSTRUC DOCENTE : Ing. NIL INTEGRANTES : C CICLO : 2 GRUPO : FECHA : 2 RSIDAD DE ÁNUCO TEMA ÑO DE ARMADURA CCION TRADICIONAL LTHON JESUS CAJALEON HERV CONDEZO APAC, RUBEN YMMER 2015 - II A” 21-OCTUBRE 2015 A VACIO R

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Page 1: armaduras

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

Page 2: armaduras

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

Page 3: armaduras

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

Page 4: armaduras

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

Page 5: armaduras

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

Page 6: armaduras

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

Page 7: armaduras

��� � � �� � � ���� ��

� � ��. :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 = -

Page 8: armaduras

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