DISEÑO DE COMPONENTES META M ETALICOS.LICOS.DATOS GENERALES DE LA ESTRUCTURA
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5.7070
0."00."00.30 0.55
0 3 . 0
0 3 . 2
0 " . 0
3 " . 6
3 " . 3
0 3 . 0
0 8 . 5 0 m # . < . = T . 2 N
8 2 . 6
8 5 . 6
0 3 . 0
8
8 5 . 6
2 . 0 ; . 6 2 3
8 6 . 2 3
0 3 . 0
8 2 . 6
8 5 . 6
0 8 . < 0 m # 5 . = . . 2 T N
0 3 . 0
3 # . 6
# 5 . 6
PLANTA GENERAL
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#2.60
#. ;7
. 0 ;5 0.360.360.350.0.3635
TOMANDO EL ARCO METALICO MAS CRITICO:
ELEVACION ARCO METALICO
PROPIEDADES DE LOS MATERIALES Fy = ACERO : Arcos metalicos: corrugado:
SOLDADURA: COBERTURA:
F! = Fy =
Electrodos: F$%% = F$%% = ! =
36 KSI 58 KS KSI "200 Kg/m2, 60 KSI 70 KSI 8.50 g/m
2
9 = != 9 =
7.85 Tn/m3, 0.30 7.85 Tn/m3,
E =
2,000,000 Kg/m2
E =
2,#00,000 Kg/m2
&E70 '' ( A)S, *++ +$- -1 &E70 '' ( A)S, *++ +$- -!g.1 &C++mn-n !- C4(6 ++-g- ++n$1
Pág. 1
DISEÑO DE ARCOS METALICOS
PRE!DIMENCIONAMIENTO SECCION DE ELEMENTOS DEL ARCO : ++ !n +!- n+, $ +!m$ *++ ->- - $$m$n-:
TIPOS DE CARGAS: CARGA MUERTA (D):
5.00
A'
cm2
I>$n+n>- - *- >$ +g+ n$n$n$ $n + E!!+:
)D =
8.50 g/m 20.00 g/m 28.50 g/m
)L =
30.00 g/m
C-$!+ &++-g- ++n$1: E!!+ m$++ &$m+>- + $+1:
D# = D2 =
2 2 2
CARGA VIVA DE TECHO (Lr): NT E.020 ( 2006
2
CARGA DE VIENTO (): NT E.030 ( 2006
? = #00.00 m/? 0B = = = = 2".;B 62.5B = =
Ph =0.005 xCxV 2
NT E.020 ( 2007 θ° +-$n0.70 >$ #5 (0.30 + 60
BARLOVENTO: BARLOVENTO: SOTAVENTO
h
&M+*+ E-- >$ $!, @-n+ I+1 0.00 = *$n>$n$ m+ ++ >$ + !*$$, $n g+>- &1 #".00 = *$n>$n$ *-m$>- >$ + !*$$, $n g+>- &1 32.00 = *$n>$n$ m+%m+ >$ + !*$$, $n g+>- &1 >-n>$:
? = $Hn - !Hn >$ $n- + !n+ +!+ ? *$*$n>!+ + + !*$$, *++ ? #0m &g/m21 C = +- >$ -m+ +>m$n-n+ &>$ ++ @G!$>+1 &E gn- *-- n>+ *$Hn y $ n$g+- !Hn1
-+$n(0.60
C-n>$+n>- r*+,- $n $ +-$n-:
C=
0.70
ρ? =
C-n>$+n>- *cc+,- $n $ +-$n-:
C=
(0.30
ρ? =
S$ $n$ *cc+,- $n $ S-+$n-:
C=
(0.60
ρ? =
35.00 g/m !"5.00 g/m !30.00 g/m
2
2
2
METRADO DE CARGAS:
C+!+n>- + +g+ -n$n+>+ -$ - n!>- >$ + >+ !*$-: 6.58 m A = +n?- !+- $n$ $+$ &m1 = = +n?- !+- $n$ n!>- >$ >+ !*$-&m1 =
CARGA MUERTA (P D): CARGA VIVA DE TECHO (P Lr):
PD =
(W D )(A)(B) ,
D =
"3".2# g
PLr =
(W Lr )(A)(B)
L =
"38."8 g
CARGA DE VIENTO ():
P
g g
BARLOVENTO:
0.70
= (ρh )(A)(B)
W
C-n>$+n>- r*+,- $n $ +-$n-:
D$-m*-n$n>- $+ !$@+ $n -m*-n$n$ $+ng!+$: )% = )$n&1 y )y = )-&1 &= 32J1
)*( = "$".2" )% = "3$.#"
)y =
85.%3
g
&$n @-n+ >$ ++ *$n>$n$1
&= #"J1
)% = )y =
"5$.%2 g 3&.00 g
&$n @-n+ >$ ++ *$n>$n$1
BARLOVENTO:
C-n>$+n>- *cc+,- $n $ +-$n-: &= 32J1
)( = !$&.0& )% = !58.5& )y = !3$.$"
&= #"J1
)% =
)y =
D$-m*-n$n>- $+ !$@+ $n -m*-n$n$ $+ng!+$:
)% = )$n&1
SOTAVENTO
y
)y = )-&1
S$ $n$ *cc+,- $n $ S-+$n-:
g g g
!$#.0% g !"$.#" g
D$-m*-n$n>- $+ !$@+ $n -m*-n$n$ $+ng!+$: )% = )$n&1 y )y = )-&1 &= 32J1
)( = !"38."8 g )% = !""#."8 g
)y =
!#3.22 g
&= #"J1
)% = )y =
!"3%.08 g !33.%3 g
COMBINACIONES DE CARGAS:
m
&$n ++ *$n>$n$1
&$n ++ *$n>$n$1
&$n ++ *$n>$n$1
&$n ++ *$n>$n$1
ESECIFICACION A(".# LRFD:
ANALISIS ESTRUCTURAL:
Pág. 2
Pág. 3
NUMERACION DE NUDOS Y BARRAS
ESTADO CARGA MUERTA (PD)
Pág. 4
ESTADO CARGA VIVA DE TECHO (PLr)
ESTADO CARGA DE VIENTO (PWp-s)
Pág. 5
ESTADO CARA DE IENTO & )(1
DIARAMA(ENOLENTE DE DEFORMACIONES Se observa que el puto co de!le"io ma"ima esta e la brida i!erior# cu$o valor se cosidera aceptable
&<1: +-n &(1: -m*$-n
DIARAMA(ENOLENTE DE F4ERPA A'IAL
DISE/O DE ELEMENTOS A COMPRESION φ Fcr = 25.32 Ksi
ESPE%&'&%A%&()ES A&S% * +,'- : $!$@- - $n -m*$-n, *++ +$- A(36
K l = 60 r
F cr = ( 0.658 >-n>$:
KL/60
QQ..&51
$!$@- +>m$ &K1,
) F y y
Brr m* cr++c: N "
λc =
Kl πr
QQ..&61
Ag =
E
Pu φ F cr
QQ..&71
! = #0#2;.;5 Kg =
22.3# K*
$G!$$:
L=
#3.6" *!g
Ag =
0.3"7 m =
>$ &51:
√
F y
0.227
L 24 24 56"$4
S$ $g$ *$:
λ 2c
= 0.85 &$n -m*$-n1
DISE/O DE BRIDA IN1ERIOR:
$$$ +>m$
QQ..&"1
#.037
*!g2
*!g
Ag = % =
#.#52
*!g2 Ag Q
0.60#
*!g
Q
y =
0.60#
*!g
Q
O7 O7 O7
VERI1ICACION POR ESBELTES: >$ &71:
>$ &61:
λc = F =
0.255 35.037
!+>m = (!cr)(A") = 3".32
#.5 Q O7 K
O7
K* !
VERI1ICACION POR PANDEO LOCAL: λ
= T=
b =
T
2 5/#6
= =
2.00 0.3#3
9 = 6."0
b t
,
≤
76
=
#2.667
O7
9
√ F y
&n- $%$ *+n>$- -+1
VERI1ICACION POR PANDEO 1LEOTORSIONAL: D$ *$:
'g = g = =
0.260 *!g 0.260 *!g ##200 K
__
r
= x o + y o + r x + r y 2
o
2
2
2
2
=
0.858
# = 2 = ( T/2 =
λ c =
!$g-:
√
Kl r π
F
crz
=
#.5
= ;;0.6#3#
GJ __
A r
!$g-:
= 0.25"6
Fy E
#.8"
*!g
:
λc ≤
15
Fcry = ( 0.658
S
:
λc >
15
Fcry =
F crft =
2
= "#3.652 K*
S
F crft + F crz 2 H
o
Pn = φ c F crft Ag
*!g
! =
22.3#
O7
1 −
H
0.877
λ c 2
√
=
−
[
x 2
o
λc
=
) Fy
y2
+
o
__
r o
b1 t J
3 + 1
2
b2 t
3 2
]
= 0.8#6 *!g = 0.07502
3
Fy =
35.037 K
=
"22.32; K
Fy
4 F cry F crz H
1
2
( f cry + F crz )
L 24 24 56"$4 r ,9 ;r+9 +-<r+,r
Pág. 6
DISE/O DE BRIDA SUPERIOR:
Brr m* cr++c: N ""3
;#5".50 Kg =
L=
0.3"7 m =
>$ &51:
0.227
L 24 24 "6%4
S$ $g$ *$:
! =
20.#6 K*
$G!$$:
#3.6" *!g
Ag =
0.;37
*!g2
*!g
Ag = % =
0.;38
*!g2 Ag Q
0.60;
*!g
Q
y =
0.60;
*!g
Q
O7 O7 O7
VERI1ICACION POR ESBELTES: >$ &71:
>$ &61:
λc = F =
0.25# 35.06#
!+>m = (!cr)(A") = 27.;"
#.5 Q O7 K
O7
K* !
VERI1ICACION POR PANDEO LOCAL: λ
= T=
b =
T
2 "/#6
= =
2.00 0.250
9 = 8.00
b t
,
≤
76
=
#2.667
O7
9
√ F y
&n- $%$ *+n>$- -+1
VERI1ICACION POR PANDEO 1LEOTORSIONAL: D$ *$:
'g = g = =
0.263 *!g 0.263 *!g ##200 K
__
r
2
o
2
2
2
2
= x o + y o + r x + r y
=
0.880
# = 2 = ( T/2 =
λ c =
!$g-:
√
Kl r π
F crz
__
#.88
= #8#.3;" K*
Brr m* cr++c: N "0&
15
Fcry = ( 0.658
S
:
λc >
15
Fcry =
F crft =
F crft + F crz 2 H
! =
L=
= 36%4 (c,rr>9,)
S$ $g$ ++:
O7
20.#6
J
−
[
x
λc
2
y
+
o
2 o
__
r o
3 + 1
=
2
b2 t
]
3 2
= 0.82# *!g = 0.03;06
3
) Fy
4 F cry F crz H
( f cry + F crz )2
Fy =
35.062 K
]
=
227.632 K
L 24 24 "6%4 r ,9 ;r+9 *r+,r
".62 K*
0.3"7 m = *!g
1
Fy
λ c 2
[ √ 1 −
20;7.#2 Kg = 0.227
0.877
=
b1 t
λc ≤
! = >$ &51:
*!g
:
2
Pn = φ c F crft Ag
S
o
DISE/O DE DIAGONALES:
#.5
= 602.##53
GJ
=
A r
!$g-:
= 0.25#2
Fy E
*!g
H
$G!$$:
#3.6" *!g
Ag =
0.2#5
*!g2
O7 MAL MAL
&$ -+1
&*$$$1
Ag = % =
0.""2
*!g2 Ag Q
0.#88
*!g
Q
y =
0.#88
*!g
Q
5.27
K* !
&$ -+1
VERI1ICACION POR ESBELTES: >$ &71:
>$ &61:
λc = F =
0.8#6 #".038
#.5 Q O7 K
!+>m = (!cr)(A") =
O7
= 36%4 (c,rr>9,) *+m+r r r+mr* "8 9+>,-* m?-9, 9 c9 rm,@ r*,: = 5684
DISEÑO DE SOLDADURAS
ESPE%&'&%A%&()ES A&S% * +,'- : ESESOR DE SOLDAD4RA: RESIST. OR SOLDAD4RA: RESIST. OR FRACT4RA:
Dm+% = ( #/#6 #/2
, Dmn = #/8
R- ' 20.$01 (T ).(8) R- ' 0.$0 1() ...... (&)
&->+>!+ $n +m+ ++
>-n>$:
T = 0.707&D1 = $*$- >$ *$ U = 0.75 *- $G!- >$ !$@+: *- $!$@- n$- >$ + ->+>!+ >$ -n>-: L-ng!>$ >$ ->+>!+:
DISE/O EN NUDO $2 (MAS CRITICO EN BRIDA SUPERIOR): DIAGONALES 8% ! = 5.00 K* , S$-n: 3/" &-!g+>-1:
+>$m+:
C.. = C$n- >$ +$>+> >$ $ = L3 = +n?- >$ *$
Pu 0 ! 1 ! 2 ! 3
< 3 ' (L3)(R-)..("0)
L" ' < "6(R-) %D ("3)
L3 =
0.75
>$ + *+n?+1
*!g
< " ' P("!6L3)!< 362 ("") < 2 ' P6L3 ! < 362 ....("2) L2 ' < 26(R-) %D ("%)
=
0.375 *!g Pág. /
85: >$ &81: >$ : >$ &##1: >$ :
=
URn = 3= 2= #=
#/"
*!g :
Dm+% = ( #/#6 = 3/#6 *!g #/2 D= #/8 *!g Dmn = #/8 T= 0.088 *!g URn URn = ".772 K &g-$n+1 ".77 K*/*!g , >$ &;1: 6.525 K*/*!g 0.00 K* &-+n>- $+ !$@+1 2.50 K* Q O7 &2 0 1 >$ &#"1: L2 = 0.52 *!g &-ng. mnm+ = "D1 2.50 K* Q O7 &# 0 1 >$ : L# = 0.52 *!g &-ng. mnm+ = "D1 &m+ *++ *m$- 8 n!>- >$ >+ !*$- $m*$@+n>- >$ +>+ $%$m- $ $-: L= 0.50 *!g1
DISE/O EN NUDO 2 (MAS CRITICO EN BRIDA IN1ERIOR): ! = ;.25 K* , S$-n: 3/" &-!g+>-1: L3 = 0.75 *!g DIAGONALES "0& = 5/#6 *!g : Dm+% = ( #/#6 = "/#6 *!g #/2 ""0: >$ &81: >$ : >$ &##1: >$ :
= D= T= URn =
0.375 *!g #/8 *!g 0.088 *!g
Dmn = #/8 URn = URn ".77 K*/*!g , >$ &;1: 8.#56 K*/*!g ".772 K &g-$n+1 3= 0.00 K* &-+n>- $+ !$@+1 2= ".63 K* Q O7 &2 0 1 >$ &#"1: L2 = 0.;7 *!g &-ng. mnm+ = "D1 #= ".63 K* Q O7 &# 0 1 >$ : L# = 0.;7 *!g &-ng. mnm+ = "D1 &m+ *++ *m$- 7 n!>- >$ >+ n$- $m*$@+n>- >$ +>+ $%$m- $ $-: L= 0.50 *!g1
Pág.
