DISEÑO DE PUENTE DE SECCION COMPUESTA DATOS Y ESPECIFICACIONES LOSA DE CONCRETO ARMADO : LONGITUD ENTRE EJES DE APOYO ( L) ANCHO DE VIA (A ( A) NºV) NUMERO DE VIAS DEL PUENTE ( NºV) ESPESOR DE LA LOSA ( t) f'c) RESISTENCIA DEL CONCRETO EN LOSA ( f'c) fy) FLUENCIA ACERO DE REFUERO EN LOSA ( fy) (POR EJE) SORECARGA MOVIL HL3 (Pc ( Pc)) 3,57 Tn
= = = = = = =
34.40 M. 3.60 M. 1 VIA 0.200 M. (D! P"#$%&'$&%$&*) 2+0.00 ,G-CM2 4/200.00 ,G-CM2 3. 14.+ 14.+ TN P1 P2 P2
14,78 Tn
14,78 Tn
HL-93 4,30
4,30 - 9,00
Pt) SORECARGA MOVIL TANDEM ( Pt)
(POR EJE) =
11,2 Tn
11.20 P
11,2 Tn
11.20 TN P
TANDEM 1,20
S/C) SORECARGA DISTRIUIDA ( S/C) S/Cv ) SORECARGA PEATONAL EN VEREDA ( S/Cv) PESO DE LA ARANDA METALICA ( γ )b PESO PESO ESPE ESPECI CIFI FICO CO DEL DEL CONC CONCRE RETO TO ARMA ARMADO DO ( PESO ESPECIFICO DEL ASFALTO
= = = = =
)c γ
0.6 TN-M 0.36 TN-M2 0.0 TN-M3 2.40 TN-M3 2.00 TN-M3
VIGA DE ACERO : ESPACIAMIENTO DE VIGAS ENTRE EJES ( S) S'') ESPACIAMIENTO DE VIGAS ENTRE EJES DE ALAS ( S'') S') ESPACIAMIENTO DE VIGAS ENTRE ALAS ( S') FLUENCIA DEL ACERO ESTRUCTURAL ( f'y) f'y) PESO ESPECIFICO DEL ACERO EN VIGAS ( γ )a
= = = = =
2.10 M. 1.+0 M. 1.0 M. 2/30.00 ,G-CM2 .+ TN-M3
ASTM A36
L &"% '5$7$ 89 5" *&" & 9&* !' 7*' # %5!$7$$:& #$&;%$ < # $%5*/ ' #"; # $&"%&*" !' ">' ?$?'/ '* $&"%&* ' # 5" !' 7*' #! C%$& # #$'@ H!3 T;&#% # #$'@ %' & 5" ! S"">. I&"%&* 5" 7*' #$&;%$' < # $%5* = I =
33.00
PREDIMENSIONAMIENTO DE LA SUPERESTRUCTURA DIMENSIONAMIENTO DIMENSIONAMIENTO : PERALTE MINIMO DE LA VIGA DE ACERO h
=
L
1.1
=
30
M.
h=
1.4
M.
=
1.6
M.
PERALTE MINIMO DE LA VIGA INCLUIDO LOSA hc
=
L 25
=
1.3+
M.
0.20
M.
hc
ESPESOR DE LA LOSA
t = hc
−h =
t =
1.2 ⋅ ( S + 3.05) 30
A'9%$" B
t
=
t =
0.21
0.20 M.
=
ESFUEROS TIPICOS DE DISEO R'$'*&$ M&$% ! 7!9&$ #! " B f ' ' y
=
2/30.00 ,G-CM2
M.
1.2 ⋅ ( S + 3.05) 30
=
PARA LUCES SIMPLES
E'79" M&$% #%$'$! & 7!$:& #! " B f ' b
=
1/260.00 ,G-CM2
ESPESOR DEL ALMA
t w
=
h ⋅ 0.0078 ⋅ f ' y
0.+
CM.
1.00
CM.
=
34.+
CM.
=
0.60
M.
t f
=
2.
CM.
t f
=
3.000
CM.
=
727 =
t w
3-+
ANCHO DEL PATIN
b f
t f ⋅ 103
=
0.0078 ⋅ f ' y b f
ESPESOR DEL ALA O PATIN D ! 7"%9! &*"$" ' ##9 B
1
ANALISIS Y DISEO DE LA LOSA DE CONCRETO ARMADO DISTRIBUCION DE LAS CARGAS DE LAS RUEDAS EN LA LOSA DE CONCRETO P" &9'*" ' ' &'$#" ! "%#9" 5"$&$5! # ! !' 5"5&#$9!" ! #$"$:& #! *";7$. TRAMO INTERIOR LU EFECTIVA P" &9'*" ' % '& 02 ?$>' # " (*"% '$%5!)/ ! !9 # ;!9! '"; ! #$'*&$ &*" ! ' ' # '5"*/ 5" '$&' & %' # 02 ?$>' #! *$5 # ?$> & #&# ' 5<. Se = S =
2.10
M.
MOMENTO POR SOBRECARGA MOVIL MOMENTO FLECTOR P" !9' # 0.60 %. . 20 %./ ! %%&* #$# ! "> ?$? 5" *"%' '$%5!' ' #*"%$& 5" ! '$>9$&* 7"%9! B S + 0 . 61 ⋅ P M L = 9 . 74 #&# B + / −
M L
=
1.64
P = P' # ! R9# %;' 5'#. .3 TN P=
TNM.
MOMENTO POR IMPACTO + −
= I ⋅ M L
+ −
=
M I / M I /
+ / −
0.4
TNM.
MOMENTO POR PESO PROPIO M*"# # C">' B 55 !' = '95. "##9" =
ω D
=
0.4+0 0.0+6
TN-M TN-M
0.66
TN-M
P" *&" !' %%&*' &>*$?' < 5'$*$?' ' &'$#"; 9& 7$$&* # 1-10/ # 9"# !' "%&#$&' # !' &"%' AASHO < ACI M D
=
M55 = M'." = + / −
M D
=
ω D ⋅ S 2
10
0.212 0.03+
TNM. TNM.
0.20
TNM.
VERIFICACION DEL PERALTE POR SERVICIO P" '* ' ' '9%$"; 89 ! &"* < ! " !&& '* 9& 40 # '9 "'$'*&$. E'* & ! *$? 89 !' '79"' < #7"%$&' '$>& '$&# 5"5"$&!'. 2 ⋅ M
d =
f c ⋅ k ⋅ j ⋅ b
D&# B d : P"!* *$! # !'.
b : A& # !'. b=
100.000
M : M%&* 5" S"?$$. M = M L + M I + M D =
2.430
f c : E'79" # %5"'$:& & ! &"*. =
f c
112.00
0.40 ⋅ f ' c =
CM. TNM. ,G-CM2
f s : E'79" 5"%$'$! & ! " # "79". 1/6+0.00 ,G-CM2 f s = 0.40 ⋅ f y = E s : M#9! # !'*$$## #! " # "79".
E s
2/100/000.00
=
E c : M#9! # !'*$$## #! &"*.
E c
= 15,000 ⋅
20/+.01
=
f ' c
,G-CM2 ,G-CM2
n : R!$:& #! %#9! # !'*$$## #! " < #! &"*. E s
n=
E c
+.3
=
K 10
r : R!$:& &*" ! *&'$:& #! " < #! &"*. f s
r =
f c
1.00
=
k , j : F*"' #$%&'$&!'.
k =
n
0.3+
=
n + r j = 1 − k = 3
0.++1 +.26
d =
OK
CM.
DISEO DEL ACERO DE REFUERO POR ROTURA M U
D&# B
= η ⋅
∑ γ ⋅ M
η = n D ⋅ n R ⋅ n I
i
>
i
0.95
n D = F*" 89 ' "7$" ! #9*$!$##. n R = F*" 89 ' "7$" ! "#9&#&$. n I = F*" 89 ' "7$" ! $%5"*&$ 5"$&!.
η = M U γ i M i
= = =
n D = n R = n I =
1.00 M%&* !*$% (M%&* T*! 7*"$#) F*" # C">. M%&* # "> 5" # *$5 $.
P" ! '*# !$%$* # Resste!c" I/ ' *$& B
M U
= η ⋅ (γ pp ⋅ M pp + γ sr ⋅ M sr + 1.75 ⋅ ( M L +
γ pp
=
γ sr
=
1.2 1.0
M U
=
4.14
M I ))
TNM.
A" # R79" P'$*$? < N>*$? B R9"$%$ &* 9*$!$" = ø #! " 9*$!$ " = Area del acero = Peralte (d) =
3.00 1-2 1.2 16.3
CM. PULG. CM2. CM.
1.00 1.0 0.
D" 9& ?!" 5"$%# 5" " B =
1.23
CM.
=
6.
CM2.
=
1.23
CM.
a
As
M u
=
φ ⋅ f y ⋅ (d − a / 2 )
A s
a
=
0 . 85
⋅
f y
f ' c b
OK
⋅
V"$7$$:& # C9&* B
ρ b
=
0.85 ⋅ f ' c ⋅ β 1
⋅
f y β 1
ρ max ρ min
= 14 / f y ≈
=
0.003 ⋅ E s 0.003 ⋅ E s + f y 0.+
=
ρ b
=
0.02+0
9&*$ !&#
0.75 ⋅ ρ b
=
0.0216+
9&*$ %$%
=
0.00333
9&*$ %$&$%
OK
0.70 ⋅
f ' c
f y
E& &9'*" ' B
ρ losa
=
0.0042
Aslosa
=
6.
CM2.
s= s=
1+.23 10.00
CM. CM.
S5"$:& &*" ?"$!!' B
S 9'"; B φ #/$
PULG% & # CM%
A" # #$'*"$9$:& "5"*$$:& B
Asd
= α ⋅
α = 3480
Asp
S ≤ 67%
/ ' 9& 5"&* #! " 5"$&$5!. / 5" "79" 5"$&$5! 5"5&#$9!" ! *";7$.
Asp : A" #! " 5"$&$5!
S : L&>$*9# 7*$? #! *"%.
6.00
α = =
4.66
CM2-M
Ø #! " 9*$!$" =
A" #! " =
1-2 1.2
PULG. CM2.
s= s=
2.20 20.00
CM. CM.
Asd
S 9'"; B φ #/$
PULG% & $ CM%
A" 5" *%5"*9" < "*"$:& # 7">9 B Ast
=
0 .0018 ⋅ b ⋅ t
P" 9& & # 1.00 %. ' *$& B Ast = 3.60 Ø #! " 9*$!$" =
A" #! " =
3-+ 0.1
PULG. CM2.
s= s=
1. 1.0
CM. CM.
S 9'"; B φ (/)
PULG% & #*%+ CM%
6. CM2. = S = 2/100.00 MM.
Asp
TRAMO EN VOLADI,O
C Z U .30
bf/4
G N bf B I Z A/2+U+Z-S/2
P" &9'*" '/ !9!# 5" %*" # &/ ' *$& B ANCHO DE VIA (A) ANCHO DE VEREDA (C) ANCHO DE SARDINEL (B) ALTURA DE ARANDA ANCHO DE ARANDA , U I G N SECCION 1 2 3 4 (SUP. ROD.) 6 (SARDINEL) (ARANDA) S-C? (P*&')
CARGA -TN. 0.2++ 0.012 0.012 0.360 0.060 0.12 0.06+ 0.360
= = = = = = = = = =
3.60 M. 0.60 M. 0.20 M. 0.0 M. 0.1 M. 0.0 M. 0.10 M. 0.4 M. 0.40 M. 0.20 M.
BRA,O -M. MOMENTO -TNM. 1.100 0.31 P' M9"* 0.+3 0.00 P' M9"* 0.1 0.011 P' P"5$ 0.2 0.1+ P' P"5$ 0.40 0.02 P' M9"* 1.00 0.2++ P' M9"* 1.00 0.101 P' M9"* 1.100 0.36
MOMENTO POR CARGA MUERTA DE COMPONENTES ESTRUCTURALES Y NO ESTRUCTURALES B =
M DC
0.1
TNM
MOMENTO POR CARGA MUERTA DE SUPERFICIE DE RODADURA Y DISPOSITIVOS AUILIARES B =
M DW
0.02
TNM
MOMENTO POR CARGA VIVA PEATONAL B M PL
=
0.36
TNM
MOMENTO POR SORECARGA MOVIL B M LL
=
P ⋅ X E
D&# B P = P' # ! "9# %' 5'# .30 TN. P=
X X
= =
" # 9$$:& # ! 79" P 0.40 M.
E = F"& E7*$? (C&*$!?") E = 1140 + 0.833 ⋅ X 1.1 M. E =
M LL
=
2.1
TNM
MOMENTO POR IMPACTO B M IM
=
0.24
TNM
MOMENTO POR COMPONENTES 0 AU1ILIARES MOMENTO POR SUPER2ICIE DE RODADURA 0 ACCESORIOS MOMENTO POR CARGA VIVA PEATONAL
DISEO DEL ACERO DE REFUERO POR ROTURA P" ! '*# !$%$* # Resste!c" I/ ' *$& B
M U
= η ⋅ (γ DC ⋅ M DC + γ DW ⋅ M DW + 1.75 ⋅ ( M PL + M LL +
γ DC = γ DW = η =
1.2 1.0 1.00
=
6.+
M U
M IM ))
TNM
A" # R79" B R9"$%$ &* 9*$!$" = ø #! " 9*$!$ " = Area del acero = Peralte (d) = Ancho (3) =
3.00 1-2 1.2 16.3 100.00
CM. PULG. CM2. CM. CM.
D" 9& ?!" 5"$%# 5" " B a
As
M u
=
a
φ ⋅ f y ⋅ (d − a / 2 )
=
A s 0 . 85
⋅
f y
=
2.13
CM.
=
12.0+
CM2.
2.13
CM.
12.0+
CM2.
=
f ' c b
OK
⋅
V"$7$&# ! " # " 5" 9&*$/ ' *$& B Aslosa
=
C%5"&# & ! " '95"$" # ! !' $&*"$"/ ' '9% B Aslosa
=
12.0+
CM2.
s s
=
10.4 10.00
CM. CM.
S5"$:& &*" ?"$!!' B
=
S 9'"; B #/$
φ
PULG% & # CM%
DISEO DE LAS VIGAS PRINCIPALES METALICAS DE ACERO PREDIMENSIONAMIENTO DE LA VIGA METALICA
bfs bps
CHEUEO POR PANDEO DEL ALMA
h t w h t w
=
=
727 0.0078
⋅
6.6
1
f ' y
≤ 170
tps tfs
OK
tw dgc
X
CHEUEO POR PANDEO DEL ALA EN COMPRESION
hc
d Y'
b f t f b f t f
=
=
103 0.0078 20.00
⋅
1
f ' y OK
≤
24
tfi tpi bpi bfi
DEL GRAFICO ANTERIOR SE DEFINE B
b fs = A& #! ! '95"$" & %5"'$:&. b ps = A& # 5!*&# & %5"'$:&. b fi = A& #! ! $&7"$" & *"$:&. b pi = A& # 5!*&# & *"$:&. t fs = E'5'" #! ! '95"$" & %5"'$:&. t ps = E'5'" # 5!*&# & %5"'$:&. t fi = E'5'" #! ! $&7"$" & *"$:&. t pi = E'5'" # 5!*&# & *"$:&. t w = E'5'" #! !%. hc = A!*9" #! !%. d gc = A!*9" #! !% &*" &*"' # !'. d = A!*9" # ! ?$> %*;!$ & %'. PARA NUESTRO CASO B
b fs = b ps = b fi = b pi
t fs
=
=
t ps
=
t fi
=
t w hc
= =
t pi
d gc
=
=
d =
60.00 0.00 60.00 0.00 3.00 0.00 3.00 3.00 1.00 14.00 14.0 14.00
CM. CM. CM. CM. CM. CM. CM. CM. CM. CM. CM. CM.
2.0
CM2.
AREA DE LA SECCION At
=
PESO UNITARIO POR METRO LINEAL DE LA VIGA Pv
=
0.
TN-M.
METRADO DE CARGAS B SECCION 1 2 3 4 (SUP. ROD.) 6 (SARDINEL) VIGA DE ACERO VIGA DIAFRAGMA (ARANDA) S-C? (P*&')
CARGA -TN/M. 0.2++ 0.012 0.012 0.36 0.16+ 0.12 0.1 0.300 0.06+ 0.360
P' M9"* P' M9"* P' P"5$ P' P"5$ P' M9"* P' M9"* P' P"5$ P' P"5$ P' M9"*
CARGA POR PESO MUERTO NO COMPUESTO
CARGA POR PESO MUERTO COMPUESTO
MOMENTO POR CARGA VIVA DE DISEO B CALCULO DE LA CONCENTRACION DE CARGA
.60
1.80
C Z
A
U
B I Z A/2+U+Z-S/2
S S' S''
C C
=
1.2+6
P
A/2+U+Z-S/2
MOMENTO POR CAMION DE DISEO HL3 Y SORECARGA DISTRIUIDA
P2
L C
R
n
P2
n
P1
4.30
X
4.30
Y
A
B
L/2
L/2
f1 f3
f2
Y(L-Y) L
Y
L-Y
1. I&#$" ! ?!" 1/ # 9$$:& # ! "9# *"'" P2 B X
12.0
=
OK
M.
2. I&#$" ! ?!" 0/ & #&# ' #' !9!" ! %%&* B 1.20
Y =
M.
OK
3. C!9! # !' 7*"' f#/ f$ < f( B f 1 = f 2 = f 3 =
6.40 +.600 6.40 1. 2.04 1.002
M c = M I = M S / C =
/ 5" P# / 5" P$ / 5" P$ TNM TNM TNM
M%&* 5"#9$# 5" # ?$>. M%&* 5"#9$# 5" # ?$>. M%&* 5"#9$# 5" # ?$>.
4. S>& ! T"% # "* ! ?!" ! ' B n=
X = Y = M c = M I =
M S / C
=
0.2 13.62 1.2 1+.12 2.1+2 0.+
M. M. M. TNM TNM TNM
12.00 1.200 1. 2.04 1.002
M. M. TNM TNM TNM
C!" ! ?! " !9! # %$&# !' ?! "' Y
4. E& ! C&*" # !9 B
X = Y = M c = M I =
M S / C
=
C!" ! ?! " !9! # %$&# !' ?! "' Y
MOMENTO POR TANDEM Y SORECARGA DISTRIUIDA
P
R
L C n
P n
1.20
X
L-X-1.2
Y
A
B L/2
Y(L-Y) L
Y
L/2
f1
f2
L-Y
1. I&#$" ! ?!" 1/ # 9$$:& # ! "9# *"'" P B X
1.20
=
M.
OK
2. I&#$" ! ?!" 0/ & #&# ' #' !9!" ! %%&* B 1.20
Y =
OK
M.
3. C!9! # !' 7*"' f#< f$ B f 1 f 2
=
+.600 +.000
=
11.20 3.442 1.002
M c = M I = M S / C =
/ 5" P / 5" P TNM TNM TNM
M%&* 5"#9$# 5" # ?$>. M%&* 5"#9$# 5" # ?$>. M%&* 5"#9$# 5" # ?$>.
4. S>& ! T"% # "* ! ?!" ! ' B n=
X = Y = M c = M I =
M S / C
=
0.300 16.00 16.00 11.+ 3.44 0.+0
M. M. M. TNM TNM TNM
1.200 1.200 11.20 3.442 1.002
M. M. TNM TNM TNM
C!" ! ?! " !9! # %$&# !' ?! "' Y
4. E& ! C&*" # !9 B
X = Y = M c = M I =
M S / C
=
C!" ! ?! " !9! # %$&# !' ?! "' Y
DE LO ANTERIOR SE PUEDE NOTAR 4UE PREDOMINA EL CAMION DE DISEÑO 5L6(7S/C DISTRIBUIDA CALCULO DE MOMENTOS POR PESO PROPIO/ PESO MUERTO Y CARGA PEATONAL B M%&* 5" Pes8 P988 B
ω nc
=
1.+1
TN-M.
M nc ( Baret )
=
26+.+
TNM
M%&* 5"#9$# 5" # ?$>.
M nc (centro)
=
26.0
TNM
M%&* 5"#9$# 5" # ?$>.
M%&* 5" Pes8 M;e9t8 :
ω c
=
0.2+
TN-M.
M c ( Baret )
=
10.40
TNM
M%&* 5"#9$# 5" # ?$>.
M c (centro)
=
10.6+3
TNM
M%&* 5"#9$# 5" # ?$>.
M%&* 5" Pes8
=
3.16
TNM
M%&* 5"#9$# 5" # ?$>.
M vereda( centro)
=
3.21
TNM
M%&* 5"#9$# 5" # ?$>.
CALCULO DEL MOMENTO MAIMO POR SERVICIO B
M baret
=
10.42+
TNM
M%&* 5"#9$# 5" # ?$>.
M centro
=
10.+++
TNM
M%&* 5"#9$# 5" # ?$>.
AJUSTE DEL DISEO DE LA VIGA METALICA
Asd = Asd
=
5 1.170 M nc ⋅10
⋅
f ' y 1+.12
d gc
+
CM2.
( M c + M camion + M s / c + M I ) ⋅105 d gc + t
CALCULO DE LA CORTANTE 1. C!9! # !' 7*"' f#/ f$ < f( B f 1 = f 2 = f 3 =
/ 5" P$ / 5" P$ / 5" P#
1.000 0.+ 0.0
4.30
4.30 L
f2 =
f1= 1.00
L-4.30 L
f 3 =
L-8.60 L
2. C!9! # ! C"*&* 5" HL3S-C D$'*"$9$# B V C = V I =
V S / C
1.36 6.44 +.26
=
TN TN TN
C"*&* 5"#9$# 5" # ?$>. C"*&* 5"#9$# 5" # ?$>. C"*&* 5"#9$# 5" # ?$>.
3. C!9! # ! C"*&* 5" T&#%S-C D$'*"$9$# B =
f 1 f 2
V C = V I =
V S / C
/ 5" P / 5" P
1.000 0.6
=
14.14 4.66 +.26
=
TN TN TN
C"*&* 5"#9$# 5" # ?$>. C"*&* 5"#9$# 5" # ?$>. C"*&* 5"#9$# 5" # ?$>.
DE LO ANTERIOR SE PUEDE NOTAR 4UE PREDOMINA EL CAMION DE DISEÑO 5L6(7S/C DISTRIBUIDA 4. C!9! # !' C"*&*' 5" P' P"5$/ P' %9"* < C"> P*&! B V DC
=
31.2++
TN
C"*&* 5"#9$# 5" # ?$>.
V DW
=
12.21
TN
C"*&* 5"#9$# 5" # ?$>.
V PL
=
6.12
TN
C"*&* 5"#9$# 5" # ?$>.
. C!9! # ! C"*&* 5" S"?$$ B V T
+4.241
=
TN
VERIFICACION POR CORTANTE L 79" "*&* ! '"? ! !% # ! ?$> %*;!$/ 5" ! *&* ! '79" *9&* & ! ?$> ' B
f actuante
=
f actuante =
V T hc ⋅ t w 3+.31
,G-CM2
! '79" *9&* ' %5" & ! '79" #%$'$!/ ! 9! 'B =
0.33 ⋅ f ' y
f admisible =
+34.00
f admisible
,G-CM2
OK> CON2ORME
DEFLEIONES 1. D7!$:& 5" C"> M9"* B 4
δ =
5 ⋅ ω ⋅ L
(P" C"> D$'*"$9$#)
384 ⋅ E ⋅ I 3
δ =
P ⋅ L
48 ⋅ E ⋅ I
(P" C"> C&&*"#)
D&# B
δ = D7!$:& # ! V$> (CM.)
= C"> D$'*"$9$# (,G-CM.) P = C"> C&&*"# & ! 59&* %#$ # ! !9 (,G.) L = L&>$*9# #! C!" (CM.) E = M#9! # E!'*$$## (,G-CM2.) I = M%&* # I&"$ (CM4.)
P" &9'*" ' P?/ < 89 ! ?$> ' !&"; '$& 5< *%5"!. 2. C!9! # !' D7!$&' 5" P' P"5$/ P' %9"* < C"> P*&! B
ω DC ω DW
= = =
1+.11 .2+0 3.600
,G-CM ,G-CM ,G-CM
L = E =
3/440.000 2/100/000.000
CM ,G-CM2
=
3/0+/.41 4/16/61.++
CM4 CM4
.164 1.06 0.4
CM CM CM
PL
I 1 I 2
=
δ DC = δ DW = δ PL
=
3. D7!$:& 5" C"> V$? B
δ C
=
δ C
=
PT
=
PT
=
324
E ⋅ I
⋅ PT ⋅
( L
3
− 555 ⋅
L + 4780 )
D7!$:& 5" '""> (PULG.) P' #! E F"&*! #! C%$:& T$5 HL3/ 7*# 5" 7*" # C&&*"$:& I%5* (,IPS.) L = L&>$*9# #! C!" (PIE) E = M#9! # E!'*$$## (,SI) I = M%&* # I&"$ (PULG4.)
L = E = I =
δ C
6.30 112.+32 2/+6+.300 136/4++.3
,IPS PIE ,SI PULG4
0.3
PULG
=
D# 9%5!$" B
δ C L
δ C
=
L
<
D7!$:& 5"#9$# 5" ! C%$:& HL3
1 800 @
0
1-+00
OK
A" !9!%' ! #7!$:& 5"#9$# S""> D$'*"$9$# B
δ S / C
=
1.46
CM
D7!$:& 5"#9$# 5" ! S""> D$'*"$9$#.
δ LL
=
3.340
CM
D7!$:& 5"#9$# 5" ! C"> V$?.
4. C;!9! # ! C&*"7! B E! R>!%&* AASTHO '5$7$ 89 ! &*"7! # '" %<" 9&# %&' $>9! 5" "> %9"* 5" &9'*" ' *&%' 9& 7! **! # B
δ T
= δ DC + δ DW + δ PL + δ LL
δ T
=
10.
CM
P" ! *&* #5*"%' 9& &*"7! # B
+.00
CM
CONECTORES DE CORTE L 79&$:& # !' C&*"' # C"*/ ' *&" 9& $:& %59'* &*" ! !' # &"* < ! ?$> # ". E! C&*" # C"*/ '"; #$'@# 5" F*$> < 89# 5" R'$'*&$ Q!*$% DISEO POR FATIGA L 79" "*&* "$&*! ' !9!"; %#$&* ! '$>9$&* 5"'$:& B V ⋅ Q f = I
D&# B f = M>&$*9# # ! "*&* H"$&*!. V = C"*&* M;$% 5" C"> V$? %;' I%5*. Q = M%&* '*;*$ "'5* ! &9*" #! ;" # &"* & %5"'$:& *"&'7"%#. I = M%&* # I&"$ # ! S$:& %59'*.
34/23.40 2/3+.61 /6+1/02.4+
V = Q= I =
1.12 +6+.+0+
=
f f
,G CM3 CM4
=
,G-CM L-PULG
E! C"*&* H"$&*! L$%$* ,9/ '" 9& &*" $&#$?$#9! ' B = B ⋅ W
Z R
Z R = C"*&* H"$&*! (L) W = L&>$*9# #! &! & #$"$& *"&'?"'! ! ! # ! ?$> (PULG)
4/000.00 5" 100/000 $!' 3/000.00 5" 00/000 $!' 2/400.00 5" 2000/000 $!'
=
B
P" ! ;!9! ' 9*$!$"; &!' # !' '$>9$&*' "*"'*$' B #= 7= *7= *= A= P' = (!">) =
4.000 1.+4 0.26 0.1+4 1.0 .400 6.000
PULG PULG PULG PULG PULG2 L-PIE PULG
P" &9'*" ' =3/000 5" 00/000 $!' B
=
2/400.000
Z R
=
14/400.000
LS
S5"$:& %;$% # C&*"'/ " # !' 5<' (89 !' "*&*' '& %;$%') B Z ≤ P R = R 24 PULG f 16.4 PULG P R = 41.436 CM P R = 16.4
=
P R
PULG
DISEO POR RESISTENCIA ULTIMA L &"% AASTHO '*! 89 ! &%" N/ "89"$# 5" 9'"' &*" !' 59&*' # %$% %%&* < !' 59&*' *"%' 59&*' # $&7!$:& 5" "> %9"*/ #& ?"$7$"' 5" "> 9!*$%/ 5" ! '$>9$&* 5"'$:& B N =
P
φ ⋅ S U
D&# B S U
= R'$'*&$ U!*$% # 9& &*" 5" "*&* (LS) φ = F*" # R#9$:& & ?!" # 0.+ P = F9" & ! !' #7$&$# % P1 P2 : P3
P" 59&*' # %;$% %%&* 5'$*$? B
P1 P2
= AS ⋅
=
f Y 0.85 ⋅ f 'C ⋅ AC
P" !' 59&*' # %;$% %%&* &>*$? B = A RS ⋅
P3 S U
=
f YR
550 ⋅ h +
t
⋅ W ⋅
2
f 'C
D&# B h
=
E'5'" 5"%#$ #! ! #! &! (PULG)
t = E'5'" #! !% #! &! (PULG)
f ' C = R'$'*&$ #! &"* ! %5"'$:& !' 2+ #$' (PSI)
P" &9'*" ' B
W =
0.26 0.1+4 3/+2.440 6.000
PULG PULG PSI PULG
=
+0/+01.661
LS
=
h
t =
f ' C = S U
P" !' 59&*' # %;$% %%&* 5'$*$?/ ! 79" & ! !' '"; ! %&" # !' '$>9$&*' ?!"' B
AS
=
f Y
=
AC
=
P1 P2
=
P
112.63 3/+4.10 604.01
PULG2 PSI PULG2
=
4/0/6.340 2/046/2+1.326
LS LS
=
2/046/2+1.326
LS
2.4
N =
CONECTORES
E& &9'*" ' 9*$!$"%' C&*"' # C"* B
20 0.30/ 10 0.40/ "*. 0.0
DISEO DE LA VIGA DIAFRAGMA E'*' !%&*' '& 5" ?$*" ! 7* # *"'$:& 89 5"#9$"; 9& 5"$:& # ! !' '" !' ?$>' 5"$&$5!' < ! ? '";& !%&*' # ""$'*" # !!'. L ?$>' #$7">%' #& '*" $&*"?!' 89 & #& # $+ es. P" &9'*" ' B S D S D
=
S5"$:& &*" ?$>' #$7">%'. .0 M
=
MOMENTO PRODUCIDO POR LA LOSA B S *%"; ! %<" # !' ?!"' %5"&# ! &!$'$' & ! 5"* $&*"$" < ! &!$'$' & ?!#$ # ! !'. 1. C;!9! #! M%&* T"'" & !' ?$>' P"$&$5!'/ !' 9!' ' *"&'%$*& ! ?$> D$7">% B M
T
= 0 . 70 ⋅ M ⋅ S D
M
=
M
=
M T
M%&* 5"#9$# 5" ! '$:& # !'.
=
4/2+.1
,GM
16/0.03+
,GM
2. A'9%$&# ! !*9" < #! #$7">% B 0.000
d =
M
3. C;!9! # ! F9" A*9&* 5"#9$# 5" ! %%&* B F = F =
M T hd
22/63.3+4
,G
4. C;!9! #! E'79" A#%$'$! B
f b
=
f b
=
0.45 ⋅ f Y 1/13+.00
,G-CM2
. C;!9! #! A" # A" & ! ! B A =
A =
F f b 1.++
CM2
1.20 1.1+
CM CM
16.000 0.+00 3.12
CM CM CM
A'$%$&# B t f
=
b f
=
b f
t w hd
=
= =
OK
6. V"$7$$:& 5" "*&* B
ω df
Adf
= =
Ldf
=
ω df
Adf
= =
Ldf
=
A" **! #! D$7">%. P' 5" %*" # D$7">%. L&>$*9# # ! V$> D$7">%. +.00 .323 2.000
CM2 ,G-M M
V pp − df V pp −df
= =
C"*&* 5" 5' 5"5$. .323 ,G
V MT −df
=
C"*&* "$>$&# 5" ! M%&* T"'".
V MT − df
=
V MT −df
=
2 ⋅ M T
Ldf
16/0.03+
,G
V T − df = V pp −df + V MT − df V T − df = 1/06.361 ,G . C!9! # ! C"*&* A#%$'$! B L "*&* ' '9%$# 5" ! !% #! 5"7$!. V adm.
=
0.3 ⋅ f Y ⋅ hd ⋅ t w
V adm.
=
44/401.00
,G
OK
DISEO DE LOS DISPOSITIVOS DE APOYO L' V$>' '*";& 5<#' '" 5!' # Ne89e!8/ !' 9!' *$&& $"* ?&* B Ec8!c8s #$# ! '&$!!/ 7$!$## # 7"$$:& < '* # !' %*"$!' Efectv<"< % %#$ 5" ! *"&'7"&$ # ">/ '"? !' $"">9!"$##' $%5"7$&'/ &*" ! %*! < ! &"*. M"!te!e!t8 & < &'$## # !9"$$:&/ &$ # " !$%5$. Def89"c! ! #7"%$:& 5!;'*$ 9"" & !' 5"$%"' 10 #' # ">/ # *! % &" 89 ! '&*%$&* #'59' # 89 ! '95"7$$ # "#%$&* #7$&$*$? ' !#/ '$ & ' # &*"'.L' '5$7$$&' 5"%$*& 9& #7"%$:& 5"%$*& 9& #7"%$:& 5" %5"'$:& %;$% # 1. 1. C;!9! # !' #$%&'$&' #! N5"& B
R DC + DW + PL
=
R LL
=
0/001.61 34/23.40
,G ,G
RT
=
+4/241.011
,G
) L&>$*9# #! A5< (L) B L !&>$*9# #! 5< 5#" '" $>9! ! & # ! ?$> !> %&' & 59!>#'/ '9%$"%' B A& # ! V$> =
60.000
CM
A'9%$"%' B L = L =
0.000 20.000
CM PULG
) C;!9! #! E'5'" (e) B
e
=
0.012 ⋅ LV
≥ 1 / 2"
D&# B e = E'5'" #! N5"& (PULG) LV = L&>$*9# # ! V$> & 5$' (PIE) LV = e= e=
112.+32 1.34 3.3+
PIE PULG CM
3.00 1.400
CM PULG
e= e=
OK
OK
) A& #! A5< (A) B A =
RT 800 ⋅ L
D&# B
A = A& #! 5< (PULG)
RT
=
R$:& 5" C"> M9"* C"> V$? (LS)
A =
20.000 1+/1.42 11.60
PULG LS PULG
A = A =
12.000 30.000
PULG CM
L
RT
= =
D *&"' & 9&* 89 ! '5'" & # '" % <" 89 1- #! &/ '* !$%$* $:& >"&*$ ! &#$$:& # '*$!$## #! 5<.
e A
OK
-60
=
#) D9" #! A5< B S *$& 89 !9!" ! E'79" C%5"'$:& '" ! 5< < ! 7*" # 7"%/ 5" ! 9> & !! &*"" 9&' ' !' 89 &' 5"%$*$";& !9!" ! #9" #! N5"&. T&$&# & 9&* 89 ! #7"%$:& 5" %5"'$:& %$% ' #! 1. RT
σ C
=
σ C
= E'79" # %5"'$:& (LS-PULG2)
σ C
=
F F
=
F F
=
2 ⋅ ( L + A) ⋅ e F*" # F"%
F F
=
2.6
L ⋅ A
3.64
LS-PULG 2
L ⋅ A
D !' ' *&%' B D9" = 0
P" 9& #7"%$:& %$% # B
12.0
OK
) V"7$$:& 5" D'5!%$&* B ∆ adm. =
R DC + DW + PL ⋅ e q ⋅
5 ⋅ L ⋅ A
q
=
1.0 1.+0 1.0
f
=
110.00 160.00 21.00
q
=
f
=
f
S$ TW M$&. E' # 20WF S$ TW M$&. E' # 0WF S$ TW M$&. E' # 20WF S$ ! D9" ' 0 S$ ! D9" ' 60 S$ ! D9" ' 0
1.+0 21.00
∆ adm. =
1.0 2.62
∆ adm. =
PULG CM
D'5!%$&* # ! ?$> 89 59# '"?" ! 5< '$& #'!$"'
D'5!%$&* 5" T%5"*9" R! # ! V$> B ∆ = α ⋅ ∆T º⋅ LV
α = C7$$&* # D$!*$:& #! A". V"$$:& # T%5"*9" WC. L&>$*9# # ! V$>.
∆T º = LV =
α = ∆T º = LV =
1.10E0 20.00 34.400
-W WC M
0.
CM
∆ =
OK
2. D$'@ #! A5< F$ B P" &'>9$" ! 5< 7$ ' !";& 7$""' 9<' #$;%*"' < !&>$*9# ' #* "%$&"; &*$&9$:&.
f V ⋅ I ⋅ D
V
=
f V f V
=
Q
D&# B =
I =
I =
0.50 ⋅ f y R'$'*&$ ! C"* #! A". I&"$ # ! '$:&.
π ⋅ D 4 64
= D$;%*".
D
Q = =
Q
D 3 12
M#9! # ! '$:&.
D = f V = I = Q=
1.2 +40.000 4.++ 2.66
V =
4/+.++
PULG ,G-CM2 CM4 CM3 ,G
F9" *9&* & ! 5< 7$ B
F = 5% ⋅ R DC + DW + PL LF = 5% ⋅ R LL F = F"$$:&. LF = F"&#. 2/00.0+ 1/11.3
F = LF =
,G ,G
P" '" 02 '*"$'/ *&%' B
F act . F act .
= 2 ⋅ =
N º var .
=
N º var . =
S !";& B
(F + LF ) +/424.101
,G
F act . V 1.6+
VAR
2.00
V"$!!' 5" # !# # ?$>.
