MEMORIA DE CALCULO A.- CALCULO CALCULO HIDRAULI HIDRAULICO CO Datos del flotador &s
=
2.10 mts.
&i
=
1.40 mts.
s
=
7.20 mts.
i
= =
4.80 mts. 1.80 mts. h
h W pp V
=
6,400.00 kg.
=
38.30 m3.
s
&s
i
&i
EMPUJE HIDROSTATICO HIDROSTATICO E = W ........................... E = eVs .......................
(1) Empuje Hidrst!ti"
Vs= Vh1h .......................
(2) V#ume$ sumergid
h1 = W h(Ve) ...............
(3) %#tur& de '#t&"i$
i*e# &gu&
h2
+
h
h1 E
a)
Sobrecarga #$!a o de %&'d!!e'to" h1=
1.80 1.80 mts. mts.
h2=
0.00 0.00 mts. mts.
W
=
38,300.00 kg.
(% * %)
W m!5= 38,300.00 kg
b) Sobr Sobrec ecar arga ga Ad!s d!s!b !ble le"" +i &sumims u$ "e'i"ie$te de segurid&d igu & 2, #ueg W m!5= 2 W s"
W s" =
1-,10.00 kg
/ueg #& + %dmisi#e ser!
W s" =
20 , 0 00 . 00 k g
c)
lotac!0' #$!a o co' Peso Pro1!o" (+ * + 11) W
d)
=
6,400.00 kg.
h1=
0.30 mts.
h2=
1.0 mts.
lotac!o' 2'!a o co' co' Sobrecarga Sobrecarga Ad!s!ble " W
=
(+ * +113 +s4c)
26,400.00 kg.
h1=
1.24 mts.
h2=
0.6 mts.
CO,CLUSIO, "
20.00 $ 40.00 $
/& +re"&rg& %dmisi#e de #& s& ser! de /& +re"&rg& de riesg hu$dimie$t ser! de /& tur& de '#t&"i$ m!5im& (h 2) de #& s& ser! de
/& tur& de '#t&"i$ mB$im& mB$im& (h 2) de #& s& ser! de
0.6 mts
UERA LATERAL LATERAL SO/RE LA TORRE u = 1.& ............
(1) uer9& #&ter :#tim& sre #& trre
& = % ..............
(2) uer9& de# &gu& sre #& s&
= 2. <V2 .......
(3) resi$ de# &gu& sre #& s&
;$de % = %re& e5puest& de #s '#t&dres = < = &"tr de 'rm& = V = Ve#"id&d de #& "rrie$te =
a)
17.10 m2 1 . 33 3 1. msg
Deter!'ac!0' de la corr!e'te 1roed!o del r2o (5) 2 Vd V"
>? H@%//%A%
Vi 1
12 =
270.00 mts (;ist&$"i& (;ist&$"i& &pr5im&d& &pr5im&d& e$tre rres) rres)
1.0 mts
ec% ec%a a de &es &estr treo eo""
6748 674894 94:: ::
+e tm&r$ 03 prue&s p&r& "&d& pu$t de re'ere$"i&, "uCs prmedis s$ #s siguie$tes Vd = Ve#"id&d m&rge$ dere"h&
=
1. msg
V" = Ve#"id&d "e$tr de# rB
=
1.6 msg
Vi = Ve#"id&d m&rge$ i9Duierd& =
1.4 msg
V = (Vd V" Vi)3
.;; 4sg
/ueg
& *
;<6 ;<6=. =.77 77 >g. >g.
=
/.- CALCULO CALCULO DEL DEL CA/LE CA/LE PRI,CIPAL PRI,CIPAL Datos " /= ' =
270.00 mts 2.70 mts
CO,I?URACIO, PROPUESTA erre$ &tur '
i*e# %gu&s
/ f!g. ()
C#lc&lo de c " TA
T/
T/
@
@
A
/
/
' C TC
C
H
"
C F
C
H
5
5
f!g. (8)
f!g. (B)
E". de# &#e C = ""sh(5")
........... (1)
;e #& 'ig. (2)
5 = /2
#&s "de$&d&s de s$
C = ' "
5 = 13.00 C = 2.70 "
...... (2) ...... (3)
/ueg, reemp#&9&$d e$ (1), C pr t&$tes determi$&ms e# *r de c Due s&tis'&g& #& igud&d 2.7" 1 = sh(13")
........ (4)
%sumims i$i"ime$te " = 3,37 3,37. .4 4
1 2 3 4 6 7 8
" 3,37.4 3,37.46 3,37.47 3,37.48 3,37.43,37.0 3,37.1 3,37.2
2.7" 1 1.0007--8-3 1.0007--8-1 1.0007--881.0007--886 1.0007--884 1.0007--881 1.0007--871.0007--877
sh(13") 1.0007--8-3 1.0007--881.0007--884 1.0007--871.0007--874 1.0007--870 1.0007--86 1.0007--860
c 3, 3 7 . 4 3, 3 7 . 46 3, 3 7 . 47 3, 3 7 . 48 3, 3 7 . 40. 0 0 0. 0 0 0. 0 0
c * B
#$* F C
........ ()
&r& &#e ip
F = es de# &#e pr m#. &dm= e$si$ %dmisi#e de# "&#e
& 651- φ 1 12
= =
T#$* 86<:==.;B T' mp&r&$d "$ #& te$si$ &dmisi#e de# "&#e e'i"ie$te de segurid&d = &dmm!5 =
4.38
C#lc&lo de la Te's!0' M2'!a (E' el 1&'to ed!o) " ;e #& 'ig. (3) " = mB$ , &dem!s " = H 2'* F "
....... (6)
T2'* 86<:8.: T' C#lc&lo de la Lo'g!t&d del Cable" += +=
"+e$h (5")
........ (7)
13.04 mts
/ueg #& #$gitud tt de# "&#e ser!
S*
86.6 ts
( i$"#uCe #&s #$gitudes de #& trre & #&s "!m&r&s G)
USAR" Cable t!1o /oa 7 $ :< co' ala de acero< de 48F
6.20 kgm -1,800.00 kg
C.- DISEGO DE LA CAMARA DE A,CLAJE CAMARA DE A,CLAJE MAR?E, DERECHA Datos "
σ = γ = γ = θ = s
0.800 kg"mI
(esiste$"i& "rte de# sue#)
"
2,200.00 kgmJ
(es espe"B'i" de# "$"ret "i"#pe)
s
1,30.00 kgmJ
(es espe"B'i" de# sue#)
H = α =
23K 20,-27.7- kg 3K
(%$gu# de 'ri""i$ sue# L "ime$t&"i$) (e$si$ Hri9$t "!m&r& L 'i&dr) (%$gu# de i$"#i$&"i$ de# 'i&dr)
I .- Pred!e's!o'a!e'to " %sumie$d u$ per'i# de e$s&C de
α % = = h=
2.60 mts 3.00 mts 2.0 mts
h
V=
1-.0 mJ
%
%
PLA,TA
ELE5ACIO,
Peso Pro1!o de la c#ara de a'clae pp = (%h)γ "
11 *
=8<:66.66 >g
Reacc!0' 5ert!cal * =
' +e$α
' =
Hsα
*
' (te$si$ e$ e# 'i&dr)
α
* =
14,63.80 kg (e$ "&d& trre) /ueg #& "mp$e$te *erti" de #& re&""i$ ser! * = pp L *
PN *
89<8=7.86 >g
H
(pes sre e# sue# de #& "ime$t&"i$)
Reacc!0' M#$!a %sumie$d u$ "e'i"ie$te de segurid&d de Cs *
8.66
m!5= s*%
P#$*
6.8= >g4c
M
σ =0.800 kg"mI s
...
O.
,o e$!ste ase'ta!e'toK
II .- 5er!f!cac!0' al desl!a!e'to" &era ,eta &e se o1o'e al Desl!a!e'to $d = ' d
Nd$de
d= pp L s* ' = 0.70
(uer9& mi$ Due se p$e des#i9&mi$et) (e'i"ie$te de 'ri""i$)
'd *
:<;=.7: >g
&era de fr!cc!0' sobre las 1aredes laterales de la C#ara ' =
' P12γ hIt&$I(4K L θ2)2 %Q s
f *
7<8.=7 >g
&era Pas!Na sobre la 1ared dela'tera de la C#ara p =
1 *
hIt&$I(4K θ2) 12γ s
89<99:.=; >g
&era Res!ste'te total t =
t *
$d ' p
=;<B.;: >g
...
OK
s= 2.00
...
OK
USAR" 8.76 $ B.66 $ 8.;6
(% 5 5 h)
O
H=
O
20,-27.7- kg
actor de Seg&r!dad += tH
S *
8.7
CAMARA DE A,CLAJE MAR?E, IUIERDA Datos "
σ = γ = γ = θ = s
1.-30 kg"mI
(esiste$"i& "rte de# sue#)
"
2,200.00 kgmJ
(es espe"B'i" de# "$"ret "i"#pe)
s
1,6-0.00 kgmJ
(es espe"B'i" de# sue#)
H = α =
31K 20,-27.7- kg 3K
(%$gu# de 'ri""i$ sue# L "ime$t&"i$) (e$si$ Hri9$t "!m&r& L 'i&dr) (%$gu# de i$"#i$&"i$ de# 'i&dr)
I .- Pred!e's!o'a!e'to "
α
%sumie$d u$ per'i# de e$s&C de % = = h=
2.00 mts 2.00 mts 3.60 mts
V=
14.40 mJ
h
%
%
PLA,TA
ELE5ACIO,
Peso Pro1!o de la c#ara de a'clae pp = (%h)γ "
11 *
B<796.66 >g
Reacc!0' 5ert!cal * =
' +e$α
' =
Hsα
*
' (te$si$ e$ e# 'i&dr)
α
* =
14,63.80 kg (e$ "&d& trre) /ueg #& "mp$e$te *erti" de #& re&""i$ ser! * = pp L *
PN *
<687.86 >g
H
(pes sre e# sue# de #& "ime$t&"i$)
Reacc!0' M#$!a %sumie$d u$ "e'i"ie$te de segurid&d de Cs *
8.66
m!5= s*%
P#$*
6.9; >g4c
M
σ =1.-30 kg"mI s
...
O.
,o e$!ste ase'ta!e'toK
II .- 5er!f!cac!0' al desl!a!e'to" &era ,eta &e se o1o'e al Desl!a!e'to $d = ' d
Nd$de
d= pp L s* ' = 0.70
(uer9& mi$ Due se p$e des#i9&mi$et) (e'i"ie$te de 'ri""i$)
'd *
<776.7: >g
&era de fr!cc!0' sobre las 1aredes laterales de la C#ara ' =
' P12γ hIt&$I(4K L θ2)2 %Q s
f *
:<9;.B >g
&era Pas!Na sobre la 1ared dela'tera de la C#ara p =
1 *
hIt&$I(4K θ2) 12γ s
79<=8B.9 >g
&era Res!ste'te total t =
t *
$d ' p
:<9::.97 >g
...
OK
s= 2.00
...
OK
USAR" 8.66 $ 8.66 $ B.76
(% 5 5 h)
O
H=
O
20,-27.7- kg
actor de Seg&r!dad += tH
S *
B.98
Deter!'ac!0' de la for&la 1ara %s" +i
R; = (W u)l2α
de #& 'rmu#&
Ru =
d$de
ω = ρ(' C'T")
φ'T"d2ω(1L0.-ω)
m!5im&
=
0.ρ
mB$im&
=
14' C
.............. (1)
Rme$t de diseS
.............. (2)
Rme$t :#tim
.............. (3)
u&$tB& me"!$i"&
(&r& 9$&s muC sBmi"&s)
ρ
ρ = 0.8β1('T"' C)(6,000(6,000' C))
.............. (4)
0.8
(&r& 'T" M= 280 kg"m2)
0.8 L 0.0 ('T" L 280)70
(&r& 'T" O 280 kg"m2)
β1
H&"ie$d (1) = (2)
d
= l√(W u)(αφ'T"ω(1L0.-ω))
.............. ()
Co's!derac!o'es" h
=
ηd
.............. ()
η = 1.10 φ = 0.-0
............... (@sume$te) ............... (&r& Vig&s)
W u = &rg& :#tim& distriuBd&. = %$"h riut&ri ..............
(E$ sistem&s &prti"&ds = 20)
l = /u9 #ire de #& *ig&
ρ =
α
u&$tB& de diseS &"tr Due
16
&r& *ig&s "$ti$u&s de *&ris tr&ms
= depe$de de #&s
10 8 2
&r& *ig&s de u$ s# tr&m
restri""i$es de #s e5trems.
&r& *ig&s simp#eme$te &pC&d&s &r& *ig&s e$ *#&di9
ResolN!e'do" 'T"
=
210 kg"mI
' C
=
4,200 kg"mI
β1 ρ ρ ω φ
= 0.8
α
= = = =
0.0213 0.0070 0.13-6 0.-0
= 16.00 = 120 = 1.10
η √ (αφ'T"ω(1L0.-ω)) /ueg
d = l √ (W u) 4
("u&$tB& prmedi de# m!5. C e# mB$.)
(>$trdu"ir s# e# "e'i"ie$te, = 20N #ueg = 120)
= 4.40
ᄏ 4
h=
4(
4
+&)
u&$tB& &$"e&d&
E.- METRADO DE CAR?AS METRADO DE CAR?AS SISMICAS 0.4
3
2.700
2.3 0.2
2 2.3 2.600 0.2 1 2.3 2.47
+re"&rg& "$sider&d& / >VE/ 3 &#e s& Vig& #um$&s
+re"&rg&
>VE/ 2 Vig& #um$&s
+re"&rg&
>VE/ 1 Vig& #um$&s
+re"&rg&
ᄏ 0.40;
14,63.80 kg 6,400.00 kg (0.60 5 0.4 5 2.0) 5 2,400 kgm3 2 5 (0.30 5 0.60 5 1.3) 5 2,400 kgm3
(0.60 5 0.2 5 2.0) 5 2,400 kgm3 2 5 (0.30 5 0.60 5 1.3) 5 2,400 kgm3 2 5 (0.30 5 0.60 5 1.30) 5 2,400 kgm3
(0.60 5 0.2 5 2.0) 5 2,400 kgm3 2 5 (0.30 5 0.60 5 1.30) 5 2,400 kgm3 2 5 (0.30 5 0.60 5 1.24) 5 2,400 kgm3
r "$*e$ie$"i&, &sumirems Due 1 = 2
= = = =
14.6 $ 6.40 $ 1.62 $ 1.17 $
; =
23.84 $
/ =
-.4 $
= = =
0.-0 $ 1.17 $ 1.12 $
; =
3.1- $
/ =
1.28 $
= = =
0.-0 $ 1.12 $ 1.07 $
; =
3.0- $
/ =
1.24 $
METRADO DE CAR?AS 5ERTICALES +re"&rg& "$sider&d& V>A% 102 &#e s& p.p
ω
/
= 0.40ω;
1463.80 2.0 6400.00 2.0 (0.60 5 0.4) 5 2,400 kgm3
ω
;
+re"&rg&
ω
V>A% 100, 101 p.p
/
(0.30 5 0.60) 5 2,400 kgm3
ω
;
+re"&rg&
ω
/
= = =
.86 $m 2.6 $m 0.6 $m
=
-.07 $m
=
3.63 $m
=
0.43 $m
=
0.43 $m
=
0.17 $m
E.- DISEGO DE COLUM,AS COLUM,A MAR?E, DERECHA Datos ?e'erales 'T" = ' C = Ru = u =
t
210 kg"mI
dT
d
4,200 kg"mI
As
20.10 $Lm 63.22 $ 30.00 "m 0.00 "m
= t =
As c.1
%sumie$d
φ
= 34TT r = .00 "m
% s
/ueg d = dT = d1 =
d1
dT 44.0 "m .- "m
d
e eT
38.10 "m 31.7- "m 0.84 "m
e = eT =
%dem!s ".p = e$tr de &p#i"&"i$ de "&rg& &5i, Due prdu"e # %s = %rm&dur& e$ r&""i$
%"er RB$im %smB$ = 0.01t
%Ts = %rm&dur& e$ mpresi$
ε εT
C
As2' *
dT
;.66 c
s
= Es'uer9 e$ tr&""i$ de# &"er ('m!5 = 'C = 4,200 = Es'uer9 e$ "mpresi$ de# &"er ('sM= 'C)
5er!f!ca'do s! trabaa a co1res!0' a$!al o tracc!0' = φ(0.434'T"d) φ = 0.70
Pb *
9=.B6 T'
..................
O
u
=
63.22 $
&rg& &$"e&d&
...
Trabaa a Tracc!0'K
,o se re&!ere Ner!f!car Co1res!0'K P&
*
Q(Asf )(e4d 3 6.;) 3 (fcbt)4((Bet4d8) 3 .9)
;e #& e5presi$ (3) %Ts = 1.1- "mI
......... (3)
(&r& u$& s#& "&r& )
%s = %Ts
Ast *
8.B c
M
%smB$ =
1.00 "mI
+i
φ=
34TT
%φ = 2.8 "mI
...
USAR
"
:
U de ierrs =
0.83
#"&r
-.00
de B4=
=
5er!f!ca'do el esf&ero de trabao del acero 1or tracc!0' P&
*
Q6.9;fcab 3 Asf - Asf
;e #& e5presi$ (1) +i &sumims %Ts = %s u =
.............................. (1)
(".p "i$"ide "$ e# .A de #& "#um$&)
φ(0.8'T"&)
Eje
& = u(φ0.8'T ")
ε
/ueg & = 16.87 "m
dT
C
εT
" = 1-.84 "m %dem!s
ε ε
u C
"
= 0.003 ........ = ' CE
E = 25106
ε
C
..........
('T"M= 280 kg"m2)
(Rdu# de e#&sti"id&d de# &"er)
= 0.0021
;e #& 'ig.
εT
s
= (" L dT) εu"
s * 6.668
...
P&
*
ε
C
=
0.0021
El acero e' co1res!0' 'o fl&e e' estas co'd!c!o'esK Se re&!ere 1or lo e'os acero 2'!oK *
Q(6.9;fcab(d-a48) 3 Asf (d-d)4e )
.............................. (2)
/ueg %Ts = %s = %Ts %st = %s mB$.
Ast *
;.66 c
=
%smB$ =
1.00 "mI
+i
φ
= 34 %φ = 2.84 "mI
USAR
"
7
U de ierrs =
.28
#"&r
6.00
de B4=F
=
s
ε
u
= 0.003
Estr!bos de Co'f!'a!e'to Datos t
Ac
s
)
*
φ
e
=
9r
=
0.71 "mI (%re& de# &"er p&r& estri de "#um$&, e$ "m2.)
l$
=
20.00 "m (/&d me$r de# $:"#e "e$tr de# "$"ret, e$ "m.)
%g
=
1,00.00 "mI (%re& de #& se""i$ gemtri"& ( 5 t), e$ "m.)
%"
=
800.00 "mI (%re& de# $:"#e "e$tr de# "$"ret, e$ "m.)
a
0.4(%g%" L1)'T"' C
ρ
Bar 4(
So
=
'
s
............. ( α)
38TT
(;i!metr &"er p&r& estri)
0.01-7
ρ
ᄈ
s
0.12'T"' C ... (%..>)
=
= 0.01-7
u&$tB&
0.0060
/ueg, reemp#&9&$d e$ ( α) + = .41 "m + ᄏ .00 "m
TRAMO I" l = 236.00 "m
(/u9 #ire de# e$trepis)
Lo'g!t&d estr!bada 1or Co'f!'a!e'to ( o)
l ᄈ
l6
=
3-.33 "m
t 4
= =
0.00 "m 4.00 "m
l = 0.00 "m
,ero de estr!bos e' la o'a de Co'f!'a!e'to K Estri. = l + =
U Estri. 38TT 0.0
D!str!b&c!0' de los estr!bos 1or co'f!'a!e'to seg' el terc!o er. Terc!o" ,ota E# primer estri, siempre est&r! & "m. ;e #& "&r& i$'erir C superir de #&s *ig&s &dC&"e$tes
@s&r + = .41 "m
+
1 Estri. ᄏ
@s&r
0.0
.00 "m 2 Estri.
0.0
8do. Terc!o" + = 8.11 "m
+
ᄏ
@s&r
10.00 "m 2 Estri.
Ber. Terc!o" + = 16.23 "m
+
ᄏ
1.00 "m
0.10
@s&r
1 Estri.
0.1
Estr!bos de &ste
+ ᆪ
16φe
=
1.24 "m
30
= =
30.00 "m 30.00 "m
K Estris =(l L 2l)+ L 1
=
- Estr. X
+ = 1.00 "m
38TT
Res&!e'do" E$ #& 9$& 2d
Estris de 'uste K Estris e$ #& *ig& =
USAR" Estr!b.
3 0 2 1
0.0 0.0 0.10 0.1
-
0.1
21
B49 B .6;< 8 .6< Resto .;
COLUM,A MAR?E, IUIERDA Datos ?e'erales 'T" = ' C = Ru = u =
t
210 kg"mI
dT
d
4,200 kg"mI
As
17.6 $Lm 64.1 $ 30.00 "m 0.00 "m
= t =
As c.1
%sumie$d
φ
= 34TT r = .00 "m
% s
/ueg d = dT = d1 =
d1
dT 44.0 "m .- "m
d
e eT
38.10 "m 27.1 "m 46.6 "m
e = eT =
%dem!s ".p = e$tr de &p#i"&"i$ de "&rg& &5i, Due prdu"e # %s = %rm&dur& e$ r&""i$
%"er RB$im %smB$ = 0.01t
%Ts = %rm&dur& e$ mpresi$
ε εT
C
As2' *
dT
;.66 c
s
= Es'uer9 e$ tr&""i$ de# &"er ('m!5 = 'C = 4,200 = Es'uer9 e$ "mpresi$ de# &"er ('sM= 'C)
5er!f!ca'do s! trabaa a co1res!0' a$!al o tracc!0' = φ(0.434'T"d) φ = 0.70
Pb *
9=.B6 T'
..................
O
u
=
&rg& &$"e&d&
64.1 $
...
Trabaa a Tracc!0'K
,o se re&!ere Ner!f!car Co1res!0'K P&
*
Q(Asf )(e4d 3 6.;) 3 (fcbt)4((Bet4d8) 3 .9)
;e #& e5presi$ (3) %Ts = L1.0 "mI
......... (3)
(&r& u$& s#& "&r& )
%s = %Ts
Ast *
-8.6 c
M
%smB$ =
1.00 "mI
+i
φ=
34TT %φ = 2.8 "mI
...
USAR
"
:
U de ierrs =
0.74
#"&r
-.00
=
de B4=
5er!f!ca'do el esf&ero de trabao del acero 1or tracc!0'
P&
*
Q6.9;fcab 3 Asf - Asf
;e #& e5presi$ (1) +i &sumims %Ts = %s u =
.............................. (1)
(".p "i$"ide "$ e# .A de #& "#um$&)
φ(0.8'T"&)
Eje
& = u(φ0.8'T ")
ε
/ueg & = 17.11 "m
dT
C
εT
" = 20.13 "m %dem!s
ε ε
u C
C
ε
u
= 0.003
"
= 0.003 ........ = ' CE
E = 25106
ε
s
..........
('T"M= 280 kg"m2)
(Rdu# de e#&sti"id&d de# &"er)
= 0.0021
;e #& 'ig.
εT
s
= (" L dT) εu"
s * 6.668
...
P&
ε
C
=
0.0021
El acero e' co1res!0' fl&e e' estas co'd!c!o'esK
*
Q(6.9;fcab(d-a48) 3 Asf (d-d)4e )
.............................. (2)
/ueg %Ts = 6.34 "mI %s = %Ts %st = %Ts%s
Ast *
8.79 c
M
%smB$ =
1.00 "mI
+i
φ
= 34
%φ = 2.84 "mI
USAR
"
;
U de ierrs =
4.47
#"&r
.00
de B4=F
=
E$1res!0' a
Estr!bos de Co'f!'a!e'to Datos t
Ac
s
)
*
φ
e
=
9r
=
0.71 "mI (%re& de# &"er p&r& estri de "#um$&, e$ "m2.)
l$
=
20.00 "m (/&d me$r de# $:"#e "e$tr de# "$"ret, e$ "m.)
%g
=
1,00.00 "mI (%re& de #& se""i$ gemtri"& ( 5 t), e$ "m.)
%"
=
800.00 "mI (%re& de# $:"#e "e$tr de# "$"ret, e$ "m.)
a
0.4(%g%" L1)'T"' C
ρ
Bar 4(
So
=
'
s
............. ( α)
38TT
(;i!metr &"er p&r& estri)
0.01-7
ρ
ᄈ
s
0.12'T"' C ... (%..>)
=
= 0.01-7
u&$tB&
0.0060
/ueg, reemp#&9&$d e$ ( α) + = .41 "m + ᄏ .00 "m
TRAMO I" l = 236.00 "m
(/u9 #ire de# e$trepis)
Lo'g!t&d estr!bada 1or Co'f!'a!e'to ( o)
l ᄈ
l6
=
3-.33 "m
t 4
= =
0.00 "m 4.00 "m
l = 0.00 "m
,ero de estr!bos e' la o'a de Co'f!'a!e'to K Estri. = l + =
U Estri. 38TT 0.0
D!str!b&c!0' de los estr!bos 1or co'f!'a!e'to seg' el terc!o er. Terc!o" ,ota E# primer estri, siempre est&r! & "m. ;e #& "&r& i$'erir C superir de #&s *ig&s &dC&"e$tes
@s&r + = .41 "m
+
1 Estri. ᄏ
@s&r
0.0
.00 "m 2 Estri.
0.0
8do. Terc!o" + = 8.11 "m
+
ᄏ
@s&r
10.00 "m 2 Estri.
Ber. Terc!o" + = 16.23 "m
+
ᄏ
1.00 "m
0.10
@s&r
1 Estri.
0.1
Estr!bos de &ste
+ ᆪ
16φe
=
1.24 "m
30
= =
30.00 "m 30.00 "m
K Estris =(l L 2l)+ L 1
=
- Estr. X
+ = 1.00 "m
38TT
Res&!e'do" E$ #& 9$& 2d
Estris de 'uste K Estris e$ #& *ig& =
USAR" Estr!b.
3 0 2 1
0.0 0.0 0.10 0.1
-
0.1
21
B49 B .6;< 8 .6< Resto .;
u
& '#&
g"m2)
l1
l
l
u
& '#&
g"m2)
&sarseK
l
l1
l
l
.- DISEGO DE 5I?AS Datos ?e'erales" 'T" = ' C =
210 kg"mI
4,200 kg"mI %sumie$d
φ
= 34TT r = .00 "m
%s
d = h L(r
φ
2)
%s
5I?A SUPERIOR " 5 - 68 = h =
60.00 "m 4.00 "m
DISEGO POR LEIO, Rm!5 = d =
33.60 $Lm 3-.0 "m
(E$ #& se"". rBti"& 2 L 2, de #& e$*#*e$te de mme$ts)
%"er RB$im %smB$ = 14d' C
As2' *
.9 c
Moe'to #$!o res!ste'te de la secc!0'< co's!dera'dola coo s!1lee'te arada" Ru
2 = d 'T"ωm!5(1L0.-ωm!5)
ωm!5 = ρm!5(' C'T") ρm!5 =
(2)
Rme$t :#tim
(3)
u&$tB& me"!$i"&
0.ρ
(&r& 9$&s muC sBmi"&s)
ρ = 0.8β1('T"' C)(6,000(6,000' C))
(4)
u&$tB& &$"e&d&
0.8
(&r& 'T" M= 280 kg"m2)
0.8 L 0.0 ('T" L 280)70
(&r& 'T" O 280 kg"m2)
β1
ResolN!e'do"
β1 = 0.8 ρ = 0.0213 ρm!5 = 0.0106 ωm!5 = 0.212 /ueg
M& * B;. T'-
Rm!5
O
=
33.60 $Lm
,o se re&!ere acero a Co1res!0'K
Acero Pos!t!No (Secc!0' 8-8) " Ru =
&$te
33.60 $Lm
%s = Ru(φ' C(d L &2))
N
d$de R u = ()Rm!5 C
& = %s' C(φ'T") /ueg
As * 89.67 c
O
%s2'
=
7.81 "mI
φ = 0.8
&
%s
"m.
"m2
1
7.81
26.78
2 3 4
10.0 10.-2 10.--
27.8 28.02 28.0
11.00
28.06
+i
φ=
34TT
U de ierrs =
%φ = 2.84 "mI
#"&r
USAR
"
=
-.88 10.00
de B4=
6
Acero ,egat!No (Secc!0' - B-B) " Ru =
&$te
14.23 $Lm
%s = Ru(φ' C(d L &2))
d$de R u = (L)Rm!5 C
N
φ = 0.8
& = %s' C(φ'T") /ueg
As * 6.: c
%s2'
M
=
7.81 "mI
+i
φ=
34TT %φ = 2.84 "mI
USAR
"
U de ierrs =
3.80
#"&r
4.00
=
de B4=
=
DISEGO POR CORTA,TE Wu
%
l
l
2.0 mts
W u = 1.W ; 1.8W / W ; = -.07 $m W / = 3.63 $m
;e# metr&d de "&rg&s *erti"es
W u = 20.13 $m
Corta'te #$!o" Vu % = W ul2 P
RY % (L)RYQ l
()
%dem!s Ru =
αR = 1.2R Y
Y
' (d L &2) RY = 1.2 % s C
N ........
seg:$ e# %..> L 83 (1)
&) Rme$t psiti* e$ e# e5trem % +i p&r& #& se"". %s * 4 φ de 34TT /ueg %s = 11.36 "mI & = .7 "m
&
%s
"m.
"m2
1
7.81
11.34
2 3 4
4.4 4.24 4.23
10.82 10.710.7-
()
RY % = 21.63 $Lm
) Rme$t $eg&ti* e$ e# e5trem +i p&r& #& se"". %s * 4 φ de 34TT /ueg %s = 11.36 "mI & = .7 "m (L) RY = 21.63 $Lm /ueg, e# "rt&$te m!5im ser& Vu % = 42.47 $ er V$ % = Vu % φ N
N
φ=
0.8
ᄏ
.00 "m
V$ % = 4-.-6 $
o'a V 8d " des1rec!a'do la co'tr!b&c!0' del co'creto + = %*' CdV$ %
φ =
@s&$d estris
38TT
%* = 0.71 "mI
+ = 4.661 "m.
N/ueg
+
S * .66 c
%dem!s +m!5 ᆪ
d4
=
-.76 "m.
8φme$r
=
1.24 "m.
= =
22.86 "m. 30.00 "m.
24φestri 30 "m
K Estris e$ t = 2d +
φ
@+% Estri.
o'a
=
11
+m!5
ᄏ
-.00 "m
(E# primer ui"&d siempre & "m. ;e #& "&r& de #& "#um$& &dC&"e$te)
38TT , 1 . 0, 10 0.07
8d " co's!dera'do la co'tr!b&c!0' del co'creto
Vu2d = Vu % L W u(2d) Vu2d = 26.7 $ V$2d = 31.47 $
er V$2d = Vu2dφ
N
φ=
0.8
ᄏ
UV%/@EG
rte de# $"ret V" = 0.3√'T" d V" = UV%/@EG
/ueg + = %*' Cd(V$2d L V") @s&$d estris
φ =
%* = 1.2- "mI
12TT +=
UUU "m.
N/ueg
+
S * 8;.66 c %dem!s +m!5 = d2
USAR" Estr!b.
=
1-.2 "m.
+m!5
ᄏ
1-.00 "m
48 < .6;< 6 6.6 < Resto 6.8;
?.- DISEGO DE CIME,TACIO, APATA MAR?E, " Datos" 'T" = ' C =
4,200 kg"mI
(ip de &"er)
σ
=
0.640 kg"mI
(esiste$"i& "rte de# sue#)
T; = / =
33.23 $
(&rg& muert& ejer"id& pr "&d& "#um$& sre #& 9&p&t&)
11.16 $ 0.30 mts 0.0 mts
(&rg& *i*& ejer"id& pr "&d& "#um$& sre #& 9&p&t&)
2.0 mts 2.80 mts
(/u9 #ire e$tre "#um$&s)
s
17 kg"mI
= ; = l =
E =
(ip de "$"ret)
(/&d me$r de #&s "#um$&s) (/&d m&Cr de #&s "#um$&s)
(/u9 e$tre eje de "#um$&s)
%dem!s s = T; / s
= 44.3- $
(&rg& de ser*i"i ejer"id& pr "&d& "#um$& sre #& 9&p&t&)
Pred!e's!o'a!e'to" E' Pla'ta %9 = 1.2+σ$
(%sumie$d Due e# pes de #& 9&p&t& eDui*e 2 Z de #& "&rg& tt &p#i"&d&)
%dem!s + = 2s
σ
$
=
σ
s
%9 =
173,3-8.44 "mI
(%re& ""u#&d&)
/uegN p&r& Due #s es'uer9s e$ &ms se$tids se&$ igues, h&"ems
ω$
u
= q$u
u/9 = u9
Ru#tip#i"&$d &ms de$mi$&dres pr / 9, C despej&$d (/9)2 = (/99)uu er %9=/99 /9 =√ %9uu Tu1 = Tu2 = Tu
............ (α) ............ (β) ( &r& este "&s)
Tu = 1.T; 1.8/ Tu = 6-.-3 $ 9 = 0.10Tu u = Tu 9 u = 76.-3 $ &mi$ u = Tu1 Tu2 u = 13.8 $
(es &sumid de #& 9&p&t&)
eemp#&9&$d *res e$ ( α) C (β) /9 = 88.8- "m 9 = 2-3.-0 "m
/ueg /ueg
/9 = -0.00 "m 9 = 2-.00 "m
E' EleNac!0'
ω
h9 = 0.11l√ $u &dem!s
ω$ ω$
u
= u%9
u
=
............... (δ)
0.887 kg"mI
eemp#&9&$d d&ts e$ ( δ) h9 = 2.-0 "m %sumie$d r = 7.0 "m
φ
= 34TT
d = h9 L (r φ2) = 17.4 "m er dmB$ =
USAR "
;:6.66 c $
8:;.66 c
Calc&lo de la Ec. De % " +i
ω
d = l√ $u(αφ'T"ω(1L0.-ω)) φ = 0.-
α
= 8
ω = ρ' C'T" ω = 0.0-6
(;e t&#&, si$ ρ = 0.4 Z p&r& 9&p&t&s)
eemp#&9&$d *res
√(αφ'T"ω(1L0.-ω))= 10.73
ω
d = l(√ $u) 10.73
h = 0.11 l(√ $u)
er h9 = 1.20d
(r e5perie$"i&)
d$de
ω
ω$
u
l
Calc&lo de la Ec. De d 2'" dmB$ =
=
e$ kg"mI
=
e$ metrs
............... (δ)
CARACTERISTICAS DE ACEROS COMERCIALES - PERU φ φ %re& erBmetr es (pu#g.)
4=F B49F 48F ;49F B4=F 49F F 49F 4=F B49F
("m.)
("m2)
("m.)
(kgm)
0.63
0.32
2.00
0.2
0.8
0.71
3.00
0.8
1.27
1.2-
4.00
1.02
1.60
2.00
.00
1.60
1.-1
2.84
6.00
2.26
2.22
3.87
7.00
3.07
2.4
.10
8.00
4.04
2.8
6.4
-.00
.08
3.20
8.1-
10.10
6.42
3.0
10.06
11.20
7.-
CODI?OS ASSCI
Sbol
1
51 3
101 ε
151 ラ
201
251 ?
2
52 4
102 φ
152 リ
202
ᅧ
252 ?
3
53 5
103 γ
153 ル
203
ᅨ
253 ?
4
54 6
104 η
154 レ
204
ᅩ
254
5
55 7
105 ι
155 ロ
205
ᅪ
255
6
56 8
106 ϕ
156 ワ
206
ᅫ
7
57 9
107 κ
157 ン
207
ᅬ
8
58 :
108 λ
158 ゙
208
9
59 ;
109 µ
159 ゚
209
10
60 <
110 ν
160
210
ᅭ
11
61 =
111 ο
161
ᄀ
211
ᅮ
12
62 >
112 π
162
ᄁ
212
ᅯ
13
63 ?
113 θ
163
ᆪ
213
ᅰ
14
64 ≅
114 ρ
164
ᄂ
214
ᅱ
15
65 Α
115 σ
165
ᆬ
215
ᅲ
16
66 Β
116 τ
166
ᆭ
216
17
67 Χ
117 υ
167
ᄃ
217
18
68 ∆
118 ϖ
168
ᄄ
218
ᅳ
19
69 Ε
119 ω
169
ᄅ
219
ᅴ
20
70 Φ
120 ξ
170
ᆰ
220
ᅵ
21
71 Γ
121 ψ
171
ᆱ
221
22
72 Η
122 ζ
172
ᆲ
222
23
73 Ι
123 {
173
ᆳ
223
24
74 ϑ
124 |
174
224 ¢
25
75 Κ
125 }
175
!
225 £
26
76 Λ
126 ∼
176
"
226 ¬
27
77 Μ
127
177
#
227  ̄
28
78 Ν
128 タ
178
$
228 ¦
29
79 Ο
129 チ
179
ᄈ
229 ¥
30
80 Π
130 ツ
180
%
230 ₩
31
81 Θ
131 テ
181
&
231
32
82 Ρ
132 ト
182
'
232
33 !
83 Σ
133 ナ
183
(
233
34 ∀
84 Τ
134 ニ
184
)
234
35 #
85 Υ
135 ヌ
185
*
235
36 ∃
86 ς
136 ネ
186
+
236
37 %
87 Ω
137 ノ
187
ᄏ
237
%#t 13
38 &
88 Ξ
138 ハ
188
,
238
39 ∋
89 Ψ
139 ヒ
189
-
239
40 (
90 Ζ
140 フ
190
.
240 ?
41 )
91 [
141 ヘ
191
241 ?
42 ∗
92 ∴
142
192
242 ?
43 +
93 ]
143 !
193
243 ?
44 ,
94 ⊥
144 "
194
/
244 ?
45 −
95 _
145 #
195
0
245 ?
46 .
96
146 $
196
1
246 ?
47 /
97 α
147 %
197
2
247 ?
48 0
98 β
148 &
198
3
248 ?
49 1
99 χ
149 '
199
4
249 ?
50 2
100 δ
150 (
200
250 ?
T E$tra