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Esta 2~ obje objel: l:iv iv
la ante anteri rior or
qu
faci facili lita ta
la
estudiantes
elapresentaci6n. If
H.
simplee kJcm. Las tables
presentaci6n,
fundici6n
la norma UNIT
se
ha agregandose
el aplicaci6n
Finalmente,
co
rectangular
greg gregad ados os
tota totalr lrrt rt nlen nlenue ue )s,) )s,).s .sEl El'; ';i~ i~c: c: )rpo )rpo ar
fa la
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pi za
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D EP EP AR AR TA TA ME M E NT NT O
D E E ST ST AB AB IL IL ID ID A
PUBLICACION
ST
C O S TR TR UC UC C O N Q. U..
BR
I GA GA 5
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INDICE CARGAS
SOLICITACIONES
C AR A R AC A C TE TE R CA GEOMETRICAS
CAROAS
tracei6n,,-
:;:: :;:: peso peso espe especi cifi fico co
fuerza
Is de superfieie
longiiud
Ia ca ga
Ion-
ccmpresien
de superficie
gitud
ota} ota} ob
concentrada
Ia
ni ad
interna
cempresidn
on il
C A RA R A C T ER E R IS IS T IC IC A S M E C A N I CA CA S
total
SOLICITACIONES fuer fuerza za axil axil
CARACTERISTICAS aEOMETRICO-MEC~CAS
metrico tracci6n
esrue esruerao rao cortan cortante te
0 = : : memento
SECCIONES
so
Ah
Aa en tnic tnicci cion on
S~UUal1~I~~
li en c~mp c~mpre resi si6n 6n
Au tracciones deslizamiento
zuncho
LUCES
IT
_"
-4
.--"
Metales d)
referenre
7850 7850 kg/m kg/m 7200
Plorno
!ruc !rucr: r:io ione nes" s"
11400
ra
-1
sobrecar-
-2
se
No
D EF E F IN IN IC IC IO IO NE NE S GENERALES Carg Cargas as
C ON O N VE V E NC N C IO IO NE NE S
Broncs
8600
Estafio
7400
Combustibles D-le)
perm perman anen enie ie
Madera
450kg/m 1500
-I
1300kg/m
contrapisos
es
a
l
1200
e
c
500 790
Sobrecargas
Petr61eo Psrr Psrrol oleo eo
C-2
ccnsideradas
no
C ON O N D C IO IO NE NE S
com
9M re inad inad
800
cargas cargaspe perm rman anenl enles. es. Oh'os\tnateriales
G EN E N ER E R AL AL E f)
Cargas
900kg/m 700
Las
-l
analisis de cada elemento este este calc calcul ul
constructi-
1300
.!
1100
se to aran aran
2600 2700
cases
950 ,
-l a)
a
130 kg/m
s
1800 2100
.
Mampostelias ·l g) 1600kg/m
1550 2000
1800
1600 1850
Arena
Ladr Ladri1 i1lo lo
2100
huec huecos os
de
morrero
1500
750 1000
1900
1550 Piedra
iedr iedras as
grav grav
cili cilind ndra rada da
2100
2000
2700
natu natura rale le Morteros
2800kg/m
b)
3000
2100
2700
1700
2000
1000
Madera Pi
r a i ef ef i
eu al
Hormigones
80 kg/m kg/m 700 550
ro-
·l i} dado
ie ra
ar 30 kg/m kg/m
650 ru
ra
lIOO 1100 1300
f9/m
1900
2500
·l c)
1200
cascotes
1800 1600
Sobrecargas
D·2
0·1 j)
los distintos
22 kg/m~
se
20
Edif Edific icio io
de resi reside denc ncia ia
D· a)
14
cascotes
seran
mor-
16 nian
22
ssrvicio]
300
. ,
in
150 150
.2
..
20
so
terrazas (sa excep-
cemento,
.,... ....
55
Elem Elemen ento to
Banos
de cuhi cuhier erla la
cn
Chapa
de
:d
acces acces
para-u para-usc sc
similares) de
mm.
de
1~
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6 m
2Q
15
29:
balcones-
esfu esfuer erzo zo
hori hori onta onta
al
gido
al
ic
00 kg/m
Calibre
Esps.or '=m.
Edif Edific icio io publ public icos os 1? Hosp Hospif ifal ales es sanateries:
la i er er l kg/m' Reeubrlmienla
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15 ems.
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aspacios
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400
10 ems.
200 400
0.79
22
5.4'
6.8
6.6
8.3
6.2 7.6
13.2
12.2
Hofe Hofele les: s: 15 kg/m kg/m lo
donde se stes stes valo valore re .P
no incl incluv uven en lo pe os e:,l e:,los osel elem emen enIQ IQ.s .s de suja sujaci cion on kg/m' para para ganc gancho ho 'gra 'grapa pas, s, .ste .ste
50 Esca Escale lera ras, s,
corr corred edor ores es
espacios 400
50 15
de
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40 kg/m kg/m 400
'.'\>Asf~lioflmdid~porcentimetro
22
3~ Escu Escuel elas as
T~I~s:;asfalfic:~sp~r ······ •. ·.·d ·.·dur ura: a:d. d. sost sosten en·( ·(ca cabi bios os
asian-
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s ",."
85
Archives
al ii ii :m :m ; '1 E l : al con elnombr elnombr
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115 s a d is is li li ng ng u
bibltotecas' con es-
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sobre
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oficinas
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Mercados depo deposi sito to
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Cifr Cifr de reduc.
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M OM E
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APOYO
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APOYO
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APOYO
Kqt M'=
El
--
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coef.
s- 0.05 0.00 0.01 0.03 0.05 0.10 0.20 0.30 0.50 0.80 0.00 0.03 0.05 0.10 0.20 0.50 0.00 0.03 0.05 0.10 0.20
0.144
1.00 162
PENn
puNTO
0.00 0.03 0.05 0.10 0.20 0.50 0.00 0.03 0.05 0.10 0.20 0.50 0.00 0.03 0.05 0.10 0.20 0.50 0.00 0.01
0.03
0.05 0.10 0.20 0.30 0.50
0.80
0.200 0,226
0.241 0.226
0.130 27
0.134
0,156,
0.119
0.148
.,
47
0.141
32
0·128
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0.161 0.148
O. 50
57
0.149 .139
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54
149
0.268
0.333
0.297
0,221 99
0.235
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0.249
..
0.290
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0.270
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0.241
0.209 0·282
0,330
0.461
0.217
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0.264
0.255
0.326
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0.202
0.393
0.296
0.367
0:281
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0.282
0.2
0.274
0.257 0.208
0.23
0.172
0.194
0.214
0,169
0.177
0:256 ,264 0.230 S2
0·283
0.226
0.238
0.204
0·1
137
'0.140 0,126
0.175
0.121
0.160 0.162 0.121
0.874
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56 O.
47
0,094
0,097
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0.943
1.202
.553 .553
1, 12
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0,812
0.100
0.880 0',772
0.947
117 0.097
5.952
CD
2.604 2.232
3.049
1.
2.032
2.660
7.576
t,
27.778
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96 6.762
0.136
t,
3,846,
1.208
0,784
0.13
7 2 .8
0.961
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0.517
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0.088
0.217
0,226 0.226
10
0,230
0.293
0.202
0.108
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0.500
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0.231 0.225
0.242
0.213 0.388
0,234
0.138
37
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0,294 0.213
0.'42
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0.241
0.50
CAR6A
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2.55'
1.359 .008 .008 0.828
0,845
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VIGAS CONTINUAS
PERMANENTE TRAMOS
.~
momentos M=-
abscisas
/iii
L2
.... •••••
~~
·X;=O.25l
Me=e
Q/q:r~,
-~"'---'
tramo
momen a. II
abscisas
~,
,m cil
cortantes
de
10.45
10.75
11.07
16.00
14.54
13.33
12.31
0.438
0.431
0.425
0."9
0.413
0.406
'.000
1.000
0.750
0.542
0.438
0.375
0.438
0.431
0.425
in -0.062
0.625
apoyo
12.12
0.069 0.625
13.32
13.76
14.22
9.41
8.89
8.42
8.00
0.282
..,Q;?OO
0.625
0.625 0.437
0.125
in
12.90
0.500
0.562
0.625
it
TRAMOS It
l2
tyl'~U
cortantes
abscises
momentos
rL
nql
S.sl,
!1
._
9/q= M,
9.88
11.34.
10.19 18.18
tl'
momentos
-36.36 -50.00
Mi -20.00 apoyo
Me
8;57
Me
20.00
II
....
abscisos
0.430
0.775
0.748
12.50
24.00
24.00
24.00
-80.00 r200.00 400.00 100.00
0.233
0.230
0.425
0.420
9.84
10.00
10.53
10.00 0.400
0.578
0227 0.267
0.269 0.416 ...0.4 ... 0.415 15
X2 0.450
0.425 0.040
0.085
0.271
0.273
0.278
0.225
0.211
0.200
Q.405
0.400
0.355
0.400
0.342 0.410
0.130
cortantes de
apoyo
0578 0.200
0.265
"'1
..
40.00·
0.415
0.350
rr
12.19
0.663
x'
.-
11.90
18.18
0.450 52
11.61
0.600 e1
V~
-0.011
0.045
Immc
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0558
in
0.033
0.092
0.550
0.517
0542
0.267
0.325
0.393
0.538
0.600
0.508
0.500
11-9
VIGAS CONTINUAS
N ER ER C ON P ER E R M AN A N EN EN T
AN R AM AM O G U G UA UA L RG E VE V E NT NT U UA A L U N F O RM RM E EM ME EN N T R EP E P AR AR T D A TRAMOS
; I
lV~cl
momentos
l'
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M=~
l2
V=nql S=sl
S2
9/q= tramo
10.04 12040 -22M)
Me
momentos
0.1
1028 13.14
8.48
D.446
X2
0.518
0.441 0.520
0.803 .0.241
0.780 0.238
0.253 0.236
0254
1.000
1.000
III
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11.36
0.8
0.523
0.621
86.15
28.00
8.89
9.00
0.255 0230
0525
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0;414
0.409
0256 0.226
0.258
0.262
'.
19
0.359 0.174
'0.007
0214
0.211 0.398
0.195 0.393
0304
0.348
0393
0.421
0.607
0.234
0.295 0.507
0.~55 0.497
0.415
0.475
Q.486
0.475 0.407
0.536 0.464 0.464
TRAMOS 2d .T
MO
lC
C O M O El C A S O
DE
abscisas
TRAMOS
cortantes
l2
V=nql $=sl
:1
apoyo t.'lN
III
cortantes apoyo
0.227 0235 Q.404
0.179
momentos
M=-
0.214 0266
0.51.9 '0.114
-0.050
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0.618
14.12
de
0.393 0.536
0.266
0.409
9/q=
abscisas
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0.596
I:
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0.398 0.534
0356 0.414
MAS
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9.33
Q.205
·0.539
R· , I T r J ~ \ L i l N ,i
momentos
0.404
0.643
ix -0.107
9.82
16.47
0.219
-0.061
C2
:1
9.33 1037
0.173 0.603
12;96
0.577
mi ax
12.61
1.0
2~~
280.00
2(lQO
0.1.36 0.521
0.9
20:17
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8.68
11.65
0.7
0.080
S2
N~
8.58
11,07
0.5
0.446
VA,
..
15.92
25.45
Xl
X;
abscisas
cortantes
14.87
10.80
10.00
2S.OO
Va,
0.4
1133
CL
..;.
13.96
83
9.30
apoyo
c:
10.53
0.3
r--,
8.785 24.00
9.553 21.82
0.817
16.00
0.683 0.228 0.500
[mcJx
-0.032
0.027
0.086
17.'4 120.00
9.840 17.'4
0.753
XN ~N
I m l n -0,092
15.00
18.46 60.00 10.810
0.8
20.00 40.00 11.180
'0.537 0263
21.82 30.00
0.658 0.218
0.333
0.9
0282
0.250
0.214 0. 0.509
0.323
1.0
2400 24.00
0.577 0.211 0211 0.500 0.500
PLA.CA
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CARGA
TRAMOS UNIFORMEMENTE
REPARTIDA im
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COSTURA unidades ii·.: denominaciOn- pulgad8s
•(
·2
_cm~i siendo
-cm~ -m; -cm.
"t La lu dldrnetre
exterior.
CAPACIDADJ..:r-0R:...:..T~A~ CAPACIDADJ..:r-0R:...:..T~A~N..:....:TrE;.....__---. N..:....:TrE;.....__---.
2)(·
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tuz li
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denomin denominaciO aciOncorr ncorrespo esponde nde aproxima aproximadame damentea ntea
diaminte diaminterior rior
ems.
CAPA CAPACI CIDA DA
PORT PORTAN ANTE TE
l..3.5
3'
4.
l.4
HIERROS
IV.2
TENSIONES
~. Jf
ADMISIBLES TIPOS
SOLICITACIONES
•.............•
ROBLE
ABETO
DOUGlAS DOUGlA S
BLANCO
BRASIL
CI«I
....
la.
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. . . . . .
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(RED,
(OOUGLAS
; ::: : o A S l )
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M.)
WHITE)
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WHI WHITE, TE ,
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KA
130
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TRACCION
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an-L
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COMPRESION ~LB.AA FIBRAS
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A C ER ER O C O R R IE IE N T E
ACERO
St.
52 C A S O DE C A R G A I:
lJJ
('uorzas ('uorzas princlpal princlpales) es) CASD DE CARGA,
CASD
C AS AS Q D E C A R G A .
1
2
1
DE C A R G A ,
2
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FUNDICION 14.91
C AS AS O D E C AR AR SA SA :
::
LL
EN
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St. 37.12
St 00.1 00.1
U N O AD AD E
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St~
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DE
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Si
52.81
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'Y
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D E C AR AR 6A 6A ,
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OMPRESION
-.or -.oria iabl bles es
des.
s i la nitv nitv (Sin yi.nto). 8....,0r-..L-._l_6_8_0_..J._l_9.:....2....;O~ 8....,0r-..L-._l_6_8_0_..J. _l_9.:....2....;O~ Entro Entro las·c:orgos m6.... s•• incl inclll llye ye la tonsi6n corroos de transmlci05n otras otras simil similare ares. s.
r - + + t'+ I I~ _ FLEXION
Acci6n$imultGn.a m6 fGYorGbte -Cllr!iaS permanent.s;
2000
2200
lv -cargll
debida
II lo
comcom-
17
AR AS DE CCIO CCIO 1052 A;'~
CONS CONSTA TANT NT
unidades si
o.,
trabaja
)...:...!!....
Pm
para ~150 para A>150
0
piez piezas as piez piezas as
prin princi cipa pale le secu secund ndar aria ia
1
3
4
7
1.01
1.05
8 1.06
1.06
1.44 50
.50
.52
4.64
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.65
PANDEO
COEFICIENTE .:
DE DIN
unidades
ECCI ECCION ON CONS CONS AN 1050
si se trab trabaj aj con()=~M
:.k;
Pm{n.
....
.:crr{
>-.!!£..
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( Ja Ja d .
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.:
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1. 01
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01
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••••
1.04
1.02 .•....
.:.'
30 40
1.
06
.1
1.14
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50
1.19
60
1.26
70
1.39
1.2i
1.20
1.27 .4
1.36
1.38
..1.54
1.56
2.24
2.30
3.29
3.35
100 110
2.86
2.91
12
3.52
140
4.63
160
6.05
4.83
6.99 7.66
4;97
5.25
7.08
10.03 10.93
11.44
8.18
8.44
8.81 9.74
22
.7
6.75 7.57
8.09
7.75
8.72
190
3.93
6.67
170 180
4.90
3.69
11.03
10.13
9.27
9.36
10.23
10.33
.13
1.
12.40
. 0
240
13.62
14.54
14.66
liir
V.19
COEFICIENTE
;4!~~~iJ'j!; I.
i ; ; ' ;
!(\
unidades
CONSTANTE
segun
DIN
ACERO
PARA
1050 si 51 trab trabaj aj
acero
.LJ.
A=.!!_
p.... n,
A~
.-!.!....
..-:
..L.. ......•.
\'
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r.·.· ..
1.00
1.00
1.01
1.01
1.01
1.03
1.03
1.04
1.01
1.01
1.08
1.13
1.14
1.00
1.00
1.01
.. -.~'
1.08
1.05
1.35 1.59
1.62
1.93
1.98 2.64
1.01
1.00 1.02
1.02
1.05
1.06
1.02
1.09 1.19
1.20
4.31
4.45
5.11
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1.42
1.44
1.46~
1. 65
1.68
1.71
1. 48
1.50
1.52 1.81
2.74
2.25
2.32
3.22
3.38 4.21
4.94
4.53 5.37
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3.76 4.29
1.0;i
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1.16 25
1.51
.. I'·, I'·,
1.04
1.22
1.54
1.00
5.45
5.54
5.02 5.99
5.99 6.95
1.05
7..15 8.30 9.54
9.08 10.25
10.37
13.21
7.66
7.77
1.87
8.63
8.74
8.85
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10.01
10.13
9.65 10.86
10.98
1.
12.01
12;14
12.27
12.40
12.53
12.67
13.35
13.48
13.62
13.76
13 .9
14.04
15.3 15.3
15.49
10.49
13.07
7.56
14.61 15.64
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•.....
16.39 7.
.
18.76
2~.l6
16.85
17.95
18.11
21.29
1.
7~01 7~01
19.25 20.94
····250
11.36
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1.
.a
21.99
.:
COEFICIENTE unidades
NS
si se trabaj trabaj CDna: CDna: k/ci
1 N 1051 .= _lK_,
pm'n.
ms
o.,
A~j!£_
Oad.comp
900
K/cm
40
.3
1.
11":
60 70 80
90 100
1 4 4.
,6
5,15
I.
5.36
5.45
ON
segOn
. k
.A
m..
1050 1050
IN
ACERO
O RM RM A
ON
NT
M EN EN T
10
FUND FUNDICION ICION
Pl.'
comprobara ara ademas ademas que: se comprob -,.Imax.
~~(jd
.p
w .F .F m o
ad.
lo valo valore re d.
so
aprc»cimados apli aplica cabl bles es para para
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Imin.
ON
lmax.
l:::t.
;t
') 1mrn
')
34
0.66
VI:~.
0.61 0.61.+ .+ 0.39 0.39
Imi~. Imax.
0.20
(!:n\if
0.80
VI
VADAS FUNCION
DERIVADA
.1a.
trm
y'
FUNCION
y~_C y~_COs Osu.u' u.u' sen
os
y=
t:.x
DERIVADA
-cos -cos u.u' u.u'
.-~-
y" us
y'.. u' v'
'=
_u_'_ \t1-lj2
(-1
..
y'..
y=
. •
y..
V1-u
.~
u'
y'.1
y:u.v
a. f(x) f(x)
u.v.w
y= J.L
'=
'y +uv'
"a
'" a. f'(x f'(x
y.
u.v: y',. U:V.W• u.v:
y'm
+U.v.w +U.v.w
y'c"
..
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f..
y=VJfi
u'
y'a
y.
..
(u>1 (u>1 u-eu-e-t) t)
u)u'..
u' cosh
u'
V1+u
1)
y;._u_·_
sh
2\IU
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u'
y=-- u"
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(u;>1;u<-1)
y. senh
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l-
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u'
y-
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rn.u'
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y'.
u"F(v);y"p(x)
y= sen
u.u' '"co u.u'
y" Lu
y. cos 'u
y=
y'" (1+tg u).u·.-L
y=
ctg
cos
y~ -{ +ctg2U).U·"_~
..r
sec
y'..
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-s
..
y=
u'
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y"
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: f
t Vt Vt w
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v.dx
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ON
GE m+
t'..
u- .du _j;jy_ u:ta
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~",'.' arc sen.J!.+C L(u
FUNCJONES
" V a ~ +u TRASCENDENTES
sen
a'" La
b.
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f(x)
eso iYl5 iYl5ion ion
10 Publi Publicoc cocione ione s lltt o C om om J l 6
de
Edlel6namparada
Republico Monfe Monfevi vide de
·L ga
rugu ruguay ay
79 de la ley .13349
l1 ap
0 /1 /1 1
