Deber Acero 15 (1)
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Secciones tipo C lamina delgada AISI pa= pa= K 1 K 1 L= 150 cm L= 250 Acero A42 Acero A42 E 2070000 kg/cm2 E 2070000 G 796000 kg/cm2 G 796000 sección C200x50x2 sección C150x80x6 alma 125 mm alma 150 ala 50 mm ala 80 e 2 mm e 6 Ww 117 mm Ww 126 Wf 42 mm Wf 68 (w/t)w 58.5 (w/t)w 21 (w/t)f 21 (w/t)f 11 Xo 3.81 cm Xo 5.1 A 4.84 cm2 A 17.42 rx 4.91 cm rx 5.89 ry 1.42 cm ry 2.51 ro 7.83 cm ro 8.18 J 0.078 cm4 J 2.09 Cw 848.4 cm6 Cw 4053.796 β 0.763 β 0.611 Pandeo General Flexion y-y Flexion y-y (K*L/r)y 106 (K*L/r)y 100 Fey 1818 kg/cm2 tabla Fey 2051 Flexo torsion x-x y z-z (K*L/r)x 31 (K*L/r)x 42 51075 kg/cm2 tabla 11626 2805 kg/cm2 2564 Fexz 2768 kg/cm2 Fexz 2336 Esfuerzo critico de pandeo elastico Esfuerzo critico de pa Fe 1818 kg/cm2 Fe 2051 sex sex st st
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Transcript of Deber Acero 15 (1)
Secciones tipo Clamina delgada AISIpa= pa=K 1 K 1L= 150 cm L= 250 cmAcero A42 Acero A42E 2070000 kg/cm2 E 2070000 kg/cm2G 796000 kg/cm2 G 796000 kg/cm2sección C200x50x2 sección C150x80x6
alma 125 mm alma 150 mmala 50 mm ala 80 mme 2 mm e 6 mm
Ww 117 mm Ww 126 mmWf 42 mm Wf 68 mm(w/t)w 58.5 (w/t)w 21(w/t)f 21 (w/t)f 11
Xo 3.81 cm Xo 5.1 cmA 4.84 cm2 A 17.42 cm2rx 4.91 cm rx 5.89 cmry 1.42 cm ry 2.51 cmro 7.83 cm ro 8.18 cmJ 0.078 cm4 J 2.09 cm4Cw 848.4 cm6 Cw 4053.796 cm6β 0.763 β 0.611
Pandeo General
Flexion y-y Flexion y-y(K*L/r)y 106 (K*L/r)y 100Fey 1818 kg/cm2 tabla Fey 2051 kg/cm2
Flexo torsion x-x y z-z
(K*L/r)x 31 (K*L/r)x 4251075 kg/cm2 tabla 11626 kg/cm2
2805 kg/cm2 2564 kg/cm2Fexz 2768 kg/cm2 Fexz 2336 kg/cm2
Esfuerzo critico de pandeo elastico Esfuerzo critico de pandeo elastico
Fe 1818 kg/cm2 Fe 2051 kg/cm2
sex sexst st
Esfuerzo nominal de pandeo Esfuerzo nominal de pandeo
Fn 1381 kg/cm2 tabla Fn 1471 kg/cm2
Pandeo Local Pandeo Local
f 1381 kg/cm2 f 1471 kg/cm2
Alma Almak 4 rigidizado k 4 rigidizado(w/t)w 58.5 (w/t)w 21Fcr 2187 kg/cm2 Fcr 16969 kg/cm2
l 0.795 >0.673 l 0.294 <0.673
r 0.910 r 0.859
bw 10.65 cm bw 12.60 cm(w-b)w 1.05 cm (w-b)w 0.00 cm
Patines Patinesk 0.43 rigidizado k 0.43 rigidizado(w/t)w 21 (w/t)w 11Fcr 1824 kg/cm2 Fcr 6263 kg/cm2
l 0.870 >0.673 l 0.485 <0.673
r 0.859 r 1.127
bf 3.61 cm bf 6.80 cm(w-b)f 0.59 cm (w-b)f 0.00 cm
Area Efectiva Area Efectiva
Ae 4.39 cm2 Ae 17.42 cm2
Resistencia Nominal Resistencia Nominal
Pn 6065 kg Pn 25625 kgPn 6.07 t Pn 25.62 t
Resistencia admisible
Pa 3.37 t
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Secciones tipo tubo huecoLamina delgada AISIpa= pa=K 1 K 1L= 240 cm L= 250 cmAcero A42 Acero A42E 2070000 kg/cm2 E 2070000 kg/cm2G 796000 kg/cm2 G 796000 kg/cm2sección 2C200x100x2 sección 2C200x100x3
alma 200 mm alma 200 mmala 100 mm ala 100 mme 2 mm e 3 mm
Ww 192 mm Ww 188 mmWf 92 mm Wf 88 mm(w/t)largos 96 (w/t)largos 63(w/t)cortos 46 (w/t)cortos 29
A 11.74 cm2 A 17.41 cm2rx 7.34 cm rx 7.29 cmry 4.32 cm ry 4.27 cmro 8.56 cm ro 8.49 cmJ 508.80 cm4 J 745.21 cm4Cw 0 cm6 Cw 0 cm6
Pandeo General
Flexion x-x Flexion x-x(K*L/r)y 33 (K*L/r)y 34Fex 18760 kg/cm2 tabla Fex 17741 kg/cm2
Flexion y-y Flexion y-y(K*L/r)y 56 (K*L/r)y 59Fey 6515 kg/cm2 tabla Fey 5892 kg/cm2
Sección que es improbable que falle por torsion sin embargo se calculatorsion z-z
470813 kg/cm2 472693 kg/cm2
Esfuerzo critico de pandeo elastico Esfuerzo critico de pandeo elastico
Fe 6515 kg/cm2 Fe 5892 kg/cm2
st st
Esfuerzo nominal de pandeo Esfuerzo nominal de pandeo
Fn 2057 kg/cm2 tabla Fn 2024 kg/cm2
Pandeo Local Pandeo Local
f 2057 kg/cm2 f 2024 kg/cm2
Lados cortos Lados cortosk 4 rigidizado k 4 rigidizado(w/t) 46 (w/t) 29Fcr 3537 kg/cm2 Fcr 8697 kg/cm2
l 0.763 >0.673 l 0.482 <0.673
r 0.933 r 1.000
b 8.58 cm b 8.80 cm(w-b) 0.62 cm (w-b) 0.00 cm
Lados largos S 1309.09k 4 rigidizado 0.328*S 429.4(w/t) 96 (w/t)largos 63Fcr 812 kg/cm2
l 1.592 >0.673Lados largos
r 0.541 k 4 rigidizado(w/t)w 63
b 10.40 cm Fcr 1906 kg/cm2(w-b) 8.80 cm
l 1.031 >0.673Area Efectiva
r 0.763Ae 7.97 cm2
b 14.35 cmResistencia Nominal (w-b) 4.45 cm
Pn 16398 kg Area EfectivaPn 16.40 t
Ae 17.41 cm2Resistencia admisible
Resistencia NominalPa 9.11 t
Pn 35238 kg
Pn 35.24 t
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revisar
Q pasa cuando uno es y el otro ya no es???
revisar
revisar area efectiva, lado corto cumple lado largo no cumple se debe hacer reducción del area???
Secciones tipo Glamina delgada AISIpa= pa=K 1 K 1L= 600 cm L= 250 cmAcero A42 Acero A42E 2070000 kg/cm2 E 2070000 kg/cm2G 796000 kg/cm2 G 796000 kg/cm2sección G200x80x30x4 sección G150x60x30x6
alma 125 mm alma 150 mmala 50 mm ala 60 mmrig 15 rig 30e 2 mm e 6 mm
Ww 117 mm Ww 126 mmWf 42 mm Wf 36 mmWst 11 mm Wst 18 mm(w/t)w 58.5 (w/t)w 21(w/t)f 21 (w/t)f 6(w/t)st 5.5 (w/t)st 3Xo 3.81 cm Xo 5.1 cmA 4.84 cm2 A 17.43 cm2rx 4.91 cm rx 5.61 cmry 1.83 cm ry 2.18 cmro 6.48 cm ro 8.29 cmJ 0.064 cm4 J 2.092 cm4Cw 532.623 cm6 Cw 4802.494 cm6β 0.654 β 0.622
Pandeo General
Flexion y-y Flexion y-y(K*L/r)y 328 (K*L/r)y 115Fey 190 kg/cm2 tabla Fey 1551 kg/cm2
Flexo torsion x-x y z-z
(K*L/r)x 122 (K*L/r)x 454988 kg/cm2 tabla 10128 kg/cm2
399 kg/cm2 2701 kg/cm2Fexz 388 kg/cm2 Fexz 2415 kg/cm2
Esfuerzo critico de pandeo elastico Esfuerzo critico de pandeo elastico
sex sexst st
Fe 190 kg/cm2 Fe 1551 kg/cm2
Esfuerzo nominal de pandeo Esfuerzo nominal de pandeo
Fn 635 kg/cm2 tabla Fn 1256 kg/cm2
Pandeo Local Pandeo Local
f 635 kg/cm2 f 1256 kg/cm2
Alma Almak 4 rigidizado k 4 rigidizado(w/t)w 58.5 (w/t)w 21Fcr 2187 kg/cm2 Fcr 16969 kg/cm2
l 0.539 <0.673 l 0.272 <0.673
r 1.098 r 1.000
bw 11.70 cm bw 12.60 cmww 11.70 cm (ww 12.60 cm
Patines PatinesS 73.08 S 51.960.328*S 23.97 0.328*S 17.04(w/t)f 21 < 23.97 (w/t)f 6 <bt=wf 42 bt=wf 36
Rigidizadores Rigidizadoresk 0.43 rigidizado k 0.43 rigidizado(w/t)st 5.5 (w/t)st 3Fcr 26594 kg/cm2 Fcr 89387 kg/cm2
l 0.155 <0.673 l 0.119 <0.673ds=ds'=Wst 11
Area Efectiva Area Efectiva
Ae 4.84 cm2 Ae 17.43 cm2
Resistencia Nominal Resistencia Nominal
Pn 3073 kg Pn 21892 kgPn 3.07 t Pn 21.89 t
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17.04
SECCION TIPO + armada
pa= pa=K 1 K 1L= 250 cm L= 250 cmAcero A36 Acero A36E 2043000 kg/cm2 E 2043000 kg/cm2G 789100 kg/cm2 G 789100 kg/cm2sección tipo +400*400*6mm sección tipo +300*300*6mm
A 47.64 cm2 A 35.64 cm2rx 8.2 cm rx 6.16 cmry 8.2 cm ry 6.16 cmIx 3200.71 cm4 Ix 1350.53 cm4Iy 3200.71 cm4 Iy 1350.53 cm4ro 11.59 cm ro 8.71 cmJ 5.72 cm4 J 4.28 cm4Cw 0 cm6 Cw 0 cm6Lalas 19.7 cm Lalas 14.7 cme 0.6 cm e 0.6 cmPandeo general Pandeo general
Flexion x-x, y-y Flexion x-x, y-y
(K*L/r)x,y 30 (K*L/r)x,y 41
torsion torsionFez 705 kg/cm2 Fez 1250 kg/cm2(K*L/r)zeq 169 (K*L/r)zeq 127
Esbeltez efectiva máxima Esbeltez efectiva máxima
(K*L/r)max 169 (K*L/r)max 127Fe 710 kg/cm2 Fe 1250 kg/cm2
Pandeo local Pandeo localalas alasl 32.83 l 24.50
12.77 B41.a 12.77 B41.asi Elm. No rig. Esbelto si Elm. No rig. Esbelto
Qs 0.396 Qs 0.711Qa 1 Qa 1Q 0.396 Q 0.711
lr lrl>lr l>lr
Q*Fy/Fe 1.42 <2.25 Q*Fy/Fe 1.45 <2.25
Fcr 556 kg/cm2 Fcr 987 kg/cm2
Pn 26485.2614 kg/cm2 Pn 35163.2778 kg/cm2
Pn 26.49 t Pn 35.16 t
tipo +400*400*6mm A x Ix y Ad^2 Iy1 24 0 3200 0 0 0.72
40 2 11.82 10.15 0.3546 0 0 0.354640 3 11.82 -10.15 0.3546 0 0 0.3546
0.6 47.64 3200.7092 0 1.4292
L brazos Ix 3200.7119.7 Iy 3202.1384
J 5.72cw 0rx 8.20ry 8.20ro 11.59
tipo +300*300*6mm A x Ix y Ad^2 Iy1 18 0 1350 0 0 0.54
30 2 8.82 7.65 0.2646 0 0 0.264630 3 8.82 -7.65 0.2646 0 0 0.2646
0.6 35.64 1350.5292 0 1.0692
L brazos Ix 1350.5314.7 Iy 1351.5984
J 4.28cw 0rx 6.16ry 6.16ro 8.71
d Ad^2 bt^30 0 8.640 0 4.25520 0 4.2552
0 17.1504
d Ad^2 bt^30 0 6.480 0 3.17520 0 3.1752
0 12.8304
SECCION TIPO I armada
pa= pa=K 1 K 1L= 250 cm L= 250 cmAcero A36 Acero A36E 2043000 kg/cm2 E 2043000 kg/cm2G 789100 kg/cm2 G 789100 kg/cm2sección tipo I200*200*emm sección tipo I200*300*emmhalma 20 cm halma 30 cmbala 20 cm bala 20 cmealma 0.3 cm ealma 0.2 cmeala 0.5 cm eala 0.3 cmA 25.7 cm2 A 17.88 cm2rx 8.98 cm rx 13.1 cmry 5.09 cm ry 4.73 cmIx 2073.14 cm4 Ix 3069.9 cm4Iy 666.71 cm4 Iy 400.02 cm4ro 10.33 cm ro 13.93 cmJ 1.84 cm4 J 0.44 cm4Cw 0.00 cm6 Cw 88213.32 cm6
20 33.363.33 147.00
Pandeo general Pandeo generalFlexion x-x Flexion x-x(K*L/r)x 28 (K*L/r)x 19
Flexion y-y Flexion x-x(K*L/r)y 49 (K*L/r)y 53torsion torsionFez 530 kg/cm2 Fez 8302 kg/cm2(K*L/r)zeq 195 (K*L/r)zeq 49
Esbeltez efectiva máxima Esbeltez efectiva máxima
(K*L/r)max 195 (K*L/r)max 53Fe 8065 kg/cm2 Fe 7178 kg/cm2Fcr 2226 kg/cm2 Fcr 2190 kg/cm2Pandeo local Pandeo localpatines alas
kc 0.50 kc 0.33kc 0.35
18.6*(kc)^0.5 12.8733.21*(kc)^0.5 23.54 18.6*(kc)^0.5 10.74
lf lflw lw
33.21*(kc)^0.5 19.65
Qs 0.769 Qs 0.228375Qs*Fcr 1711.757 kg/cm2 Qs*Fcr 500.141 kg/cm2
almas almas
63.33 147.00
f 1711.757 f 500.141
b/t 20 b/t 33.3351.48 95.23
be 16.21 cm be 20.91 cmbnoe 2.79 cm bnoe 8.49 cmAeff. 24.86 cm2 Aeff. 16.18 cm2Qa 0.967 Qa 0.905
Q 0.744 Q 0.207Q*Fy/Fe 0.23 <2.25 Q*Fy/Fe 0.07 <2.25
Fcr 1713 kg/cm2 Fcr 509 kg/cm2
Pn 44025.94 kg Pn 9104.23 kg
Pn 44.03 t Pn 9.10 t
12.87<lf<23.54lf>10.74lf>19.65
lw lwlw>42.9 lw>42.9
tipo I200*200*e A x Ix y1 15 0 1.25 14.5
15 2 14 7.25 914.6666667 030 3 14 -7.25 1.25 0
alas 1 4 15 0 914.6666667 -14.5alma 0.5 58 1831.833333
L brazos14.5 Ix 8139.33
Iy 2034.83J 4877.80cw 0.00rx 11.85ry 5.92ro 13.24
tipo I200*200*e A x Ix y1 #REF! 0 #REF! #REF!
ala 20 2 #REF! 0 #REF! 0h 30 3 #REF! 0 #REF! #REF!
L brazos Ix #REF!#REF! Iy #REF!
J #REF!cw #REF!rx #REF!
ry #REF!ro #REF!
A x Ix y1 6 0 0.045 14.852 5.88 0 423.5364 03 6 0 0.045 14.85
17.88 423.6264
Ix 3069.8964Iy 400.0196
Ad^2 Iy d Ad^2 bt^33153.75 281.25 0 0 15
0 0.291666667 0 735.875 3.50 0.291666667 0 735.875 15
3153.75 281.25 0 156307.5 563.0833333 1471.75 33.5
Ad^2 Iy d Ad^2 bt^3#REF! #REF! 0 #REF! #REF!#REF! #REF! 0 #REF! #REF!#REF! #REF! 0 #REF! #REF!
Ad^2 Iy d Ad^2 bt^31323.135 200 0 0 0.54
0 0.0196 0 0 0.241323.135 200 0 0 0.54
2646.27 400.0196 0 1.32
SECCION TIPO I armada
pa= pa=K 1 K 1L= 250 cm L= 250 cmAcero A36 Acero A36E 2043000 kg/cm2 E 2043000 kg/cm2 alasG 789100 kg/cm2 G 789100 kg/cm2 almasección tipo I200*200*emm sección tipo I200*300*emmhalma 20 cm halma 30 cmbala 20 cm bala 20 cmealma 0.3 cm ealma 0.2 cmeala 0.5 cm eala 0.3 cmA 25.7 cm2 A 17.88 cm2rx 8.98 cm rx 13.1 cmry 5.09 cm ry 4.73 cmIx 2073.14 cm4 Ix 3069.9 cm4Iy 666.71 cm4 Iy 400.02 cm4ro 10.33 cm ro 13.93 cmJ 1.84 cm4 J 0.44 cm4 ala Cw 63379.06 cm6 Cw 88213.32 cm6 h
20 33.363.33 147.00
Pandeo general Pandeo generalFlexion x-x Flexion x-x(K*L/r)x 28 (K*L/r)x 19
Flexion y-y Flexion x-x(K*L/r)y 49 (K*L/r)y 53torsion torsionFez 7993 kg/cm2 Fez 8302 kg/cm2(K*L/r)zeq 50 (K*L/r)zeq 49
Esbeltez efectiva máxima Esbeltez efectiva máxima
(K*L/r)max 50 (K*L/r)max 53Fe 8065 kg/cm2 Fe 7178 kg/cm2Fcr 2226 kg/cm2 Fcr 2190 kg/cm2Pandeo local Pandeo localpatines alas
kc 0.50 kc 0.33kc 0.35
18.6*(kc)^0.5 12.8733.21*(kc)^0.5 23.54 18.6*(kc)^0.5 10.74
lf lflw lw
33.21*(kc)^0.5 19.65
Qs 0.769 Qs 0.228375Qs*Fcr 1711.757 kg/cm2 Qs*Fcr 500.141 kg/cm2
almas almas
63.33 147.00
f 1711.757 f 500.141
b/t 20 b/t 33.3351.48 95.23
be 16.21 cm be 20.91 cmbnoe 2.79 cm bnoe 8.49 cmAeff. 24.86 cm2 Aeff. 16.18 cm2Qa 0.967 Qa 0.905
Q 0.744 Q 0.207Q*Fy/Fe 0.23 <2.25 Q*Fy/Fe 0.07 <2.25
Fcr 1713 kg/cm2 Fcr 509 kg/cm2
Pn 44025.94 kg Pn 9104.23 kg
Pn 44.03 t Pn 9.10 t
12.87<lf<23.54lf>10.74lf>19.65
lw lwlw>42.9 lw>42.9
tipo I200*200*e A x Ix y Ad^2 Iy1 10 0 0.208333333 9.75 950.625 333.3333333
20 2 5.7 0 171.475 0 0 0.0427520 3 10 0 0.208333333 -9.75 950.625 333.3333333
0.5 25.7 171.8916667 1901.25 666.70941670.3
L brazos Ix 2073.149.75 Iy 666.71
J 4877.80cw 63379.06rx 8.98ry 5.09ro 10.33
tipo I200*200*e A x Ix y Ad^2 Iy1 #REF! 0 #REF! #REF! #REF! #REF!
20 2 #REF! 0 #REF! 0 #REF! #REF!30 3 #REF! 0 #REF! #REF! #REF! #REF!
L brazos Ix #REF!#REF! Iy #REF!
J #REF!cw #REF!rx #REF!
ry #REF!ro #REF!
A x Ix y Ad^2 Iy1 6 0 0.045 14.85 1323.135 2002 5.88 0 423.5364 0 0 0.01963 6 0 0.045 14.85 1323.135 200
17.88 423.6264 2646.27 400.0196
Ix 3069.8964Iy 400.0196
d Ad^2 bt^30 0 2.50 0 0.5130 0 2.5
0 5.513
d Ad^2 bt^30 #REF! #REF!0 #REF! #REF!0 #REF! #REF!
d Ad^2 bt^30 0 0.540 0 0.240 0 0.54
0 1.32
SECCION TIPO L
pa= pa=K 1 K 1L= 150 cm L= 250 cm
sección tipo L3*3*3/16 sección tipo L6*6*7/16A 1.09 7.03 cm2 A 5.08 32.77 cm2rx 0.933 2.37 cm rx 1.86 4.72 cmry 0.933 2.37 cm ry 1.86 4.72 cmrv 0.586 1.49 cm4 rv 1.18 3.00 cm4ru 1.31946125 cm4 ru 2.63043723 cm4ro 1.67 4.24 cm ro 3.32 8.43 cmJ 0.0136 0.57 cm4 J 0.34 14.15 cm4cw 0.00899 2.41 cm6 cw 0.899 241.41 cm6
Pandeo general Pandeo general
Esbeltez modificada Esbeltez modificadaFlexion v-v Flexion v-vkl/rx 63 <81 kl/rx 53 <81Kl/rmod 119 Kl/rmod 112
Fe 1424 kg/cm2 Fe 1607 kg/cm2
Pandeo Local Pandeo Local
Alas elementos no rigidizados Alas elementos no rigidizadosQa 1 Qa 1
16 >12.77 13.7142857 >12.77Qs 0.911 Qs 0.972Q 0.9112 Q 0.972457140.44*Q*Fy 1018.4 <Fe 0.44*Q*Fy 1086.8 <Fe
Fcr 1172.2 kg/cm2 Fcr 1298.1 kg/cm2Pn 8243.30272 kg Pn 42544.0901 kg
Pn 8.24 t Pn 42.54 t
lf lf
Secciones tipo CAISC
pa= pa=K 1 K 1L= 250 cm L= 250 cmAcero A36 Acero A36E 2043000 kg/cm2 E 2043000 kg/cm2G 789100 kg/cm2 G 789100 kg/cm2sección C9x20 sección C7x9.8
alma 200 mm alma 150 mmala 50 mm ala 80 mme 2 mm e 6 mm
Ww 192 mm Ww 126 mmWf 46 mm Wf 68 mm(w/t)w 96 (w/t)w 21(w/t)f 23 (w/t)f 11
A 5.87 37.87 cm2 A 2.87 18.52rx 3.22 8.18 cm rx 2.72 6.91ry 0.64 1.63 cm ry 0.578 1.47ro 3.46 8.79 cm ro 3.03 7.70J 0.427 17.77 cm4 J 0.0996 4.15Cw 39.4 10580.31 cm6 Cw 9.15 2457.10H 0.899 H 0.846Pandeo General
Flexion y-y Flexion y-y(K*L/r)y 154 (K*L/r)y 170Fey 850 kg/cm2 tabla Fey 698 kg/cm2
Flexo torsion x-x y z-z
(K*L/r)x 31 (K*L/r)x 36Fex 20982 kg/cm2 tabla Fex 15558 kg/cm2Fez 5962 kg/cm2 Fez 3706 kg/cm2Feft 5743 kg/cm2 Feft 3545 kg/cm2
Esfuerzo critico de pandeo elastico Esfuerzo critico de pandeo elastico
Fe 850 kg/cm2 Fe 698 kg/cm2(k*l/r)eqft 59 (k*l/r)eqft 75Esfuerzo nominal de pandeo Esfuerzo nominal de pandeo
Fn 1381 kg/cm2 tabla Fn 1471 kg/cm2
Pandeo Local Pandeo Local
f 1381 kg/cm2 f 1471 kg/cm2
Alma Almak 4 rigidizado k 4 rigidizado
16 <42.29 28 <42.29Qa 1 Qa 1
Patines Patinesk 0.43 rigidizado k 0.43 rigidizado
6 <15.88 6 <15.88Qs 1 Qs 1
Q 1 Q 1(K*L/r)max 154 (K*L/r)max 170Fe 850 kg/cm2 Fe 698 kg/cm2Fcr 746 kg/cm2 Fcr 612 kg/cm2
Resistencia Nominal Resistencia Nominal
Pn 28238 kg Pn 11335 kgPn 28.24 t Pn 11.33 t
lw lw
lf lf
cm2cmcmcmcm4cm6
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