practica calificada n° 01
DESCRIPTION
CALUFUCADATRANSCRIPT
2 tn
2.52 1.5
3 30*60 11
3.5
30*30
a b5 m
DATOS COLUMNA a-2f'c= 210 A=E= 217370.65119 L=I= 0.000675 Longitud=
φ= 1.5708 Area=
DATOS COLUMNA b-3f'c= 210 A=E= 217370.65119 L=I= 0.000675 Longitud=
φ= 1.5708 Area=
DATOS VIGA 2-3f'c= 210 B=E= 217370.65119 H=I= 0.0054 Longitud=
φ= -0.4636 Area=
DETERMINACION DE LOS DESPLAZAMIENTOS
v1 ϴ1v1
=4724.9043855 201.576959
ϴ1 201.57695868 937.720788v2 -1464.344618 -201.576959ϴ2 201.57695868 419.951997u1 -2767.427668 125.242678u2 2767.4276683 -100.788479
v1
=0.0003 -0.0001
ϴ1 -0.0001 0.0013v2 0.0000 0.0000ϴ2 -0.0001 -0.0005u1 0.0002 0.0001u2 0.0001 0.0001
v1
=-0.0012
ϴ1 -0.0062v2 -0.0006ϴ2 0.0051u1 0.0157u2 0.0161
DETERMINACION DE LAS FUERZAS Y MOMENTOS
v1 ϴ1ua
=
0.00 -24.45va -3260.56 0.00ϴa 0.00 48.91ub 0.00 0.00vb 0.00 0.00ϴb 0.00 0.00v1 4724.90 201.58ϴ1 201.58 937.72u1 -2767.43 125.24v2 -1464.34 -201.58ϴ2 201.58 419.95u2 2767.43 -100.79
Ha
=
0.02505
+Va 3.88174Ma 0.07756Hb -1.02505Vb 3.61826Mb 1.58113v1 -3.75000ϴ1 -3.49386u1 -1.00000v2 -3.75000ϴ2 3.49386u2 2.00000
Ha
=
0.025
+Va 3.882Ma 0.078Hb -1.025Vb 3.618Mb 1.581v1 0.000ϴ1 0.000u1 -1.000v2 0.000ϴ2 0.000u2 2.000
HaE= 0 H1E=VaE= 0 V1E=MaE= 0 M1E=HbE= 0 H2E=VbE= 0 V2E=MbE= 0 M2E=
ELEM. LONG. φ λ μ EIa-1 6 1.57 0.00 1.00 146.73b-2 3.5 1.57 0.00 1.00 146.731-2 5.5902 -0.46 0.89 -0.45 1173.80
ua va ϴa u1COLUMNA a-2 8.15139942 0.00 -24.4541983 -8.15139942
0.3 0.00 3260.55977 0.00 0.000.3 Ka-1= -24.4541983 0.00 97.82 24.4541983
6 -8.15139942 0.00 24.4541983 8.151399420.0900 0.00 -3260.55977 0.00 0.00
-24.4541983 0.00 48.91 24.4541983
ub vb ϴb u2COLUMNA b-3 41.0659423 0.00 -71.865399 -41.0659423
0.3 0.00 5589.53103 0.00 0.000.3 Kb-2= -71.865399 0.00 167.69 71.8653993.5 -41.0659423 0.00 71.865399 41.0659423
0.0900 0.00 -5589.53103 0.00 0.00-71.865399 0.00 83.84 71.865399
u1 v1 ϴ1 u2VIGA 2-3 5615.48612 -2767.43 100.788479 -5615.48612
0.3 -2767.43 1464.34462 201.58 2767.430.6 K1-2= 100.788479 201.58 839.90 -100.788479
5.5902 -5615.48612 2767.43 -100.788479 5615.486120.1800 2767.43 -1464.34462 -201.58 -2767.43
100.788479 201.58 419.95 -100.788479
DETERMINACION DE LOS DESPLAZAMIENTOS
v2 ϴ2 u1 u2 -1-1464.34462 201.576959 -2767.42767 2767.42767
xV1-V1E
-201.576959 419.951997 125.242678 -100.788479 M1-M1E7053.87565 -201.576959 2767.42767 -2767.42767 V2-V2E
-201.576959 1007.58993 100.788479 -28.9230804 M2-M2E2767.42767 100.788479 5623.63752 -5615.48612 H1-H1E
-2767.42767 -28.9230804 -5615.48612 5656.55206 H2-H2E
0.0000 -0.0001 0.0002 0.0001
x-3.75
0.0000 -0.0005 0.0001 0.0001 -3.493856210.0002 0.0000 -0.0001 -0.0001 -3.750.0000 0.0014 -0.0018 -0.0017 3.49385621
-0.0001 -0.0018 0.0232 0.0228 -1-0.0001 -0.0017 0.0228 0.0227 2
DETERMINACION DE LAS FUERZAS Y MOMENTOS
v2 ϴ2 u1 u20.00 0.00 -8.15 0.00 -0.00120.00 0.00 0.00 0.00 -0.00620.00 0.00 24.45 0.00 -0.00060.00 -71.87 0.00 -41.07 0.0051
-5589.53 0.00 0.00 0.00 0.01570.00 83.84 0.00 71.87 0.0161
-1464.34 201.58 -2767.43 2767.43-201.58 419.95 125.24 -100.792767.43 100.79 5623.64 -5615.497053.88 -201.58 2767.43 -2767.43-201.58 1007.59 100.79 -28.92
-2767.43 -28.92 -5615.49 5656.55
0.000000.000000.000000.000000.000000.000003.750003.493860.000003.75000
-3.493860.00000
7.5
7.5
03.75
3.493856210
3.75-3.49385621
4EI/L 2EI/L AE/L8.15 24.45 97.82 48.91 3260.56
41.07 71.87 167.69 83.84 5589.5380.63 225.37 839.90 419.95 6999.20
v1 ϴ1
0.00 -24.4541983 ua-3260.55977 0.00 va
0.00 48.91 ϴa0.00 24.4541983 u1
3260.55977 0.00 v10.00 97.82 ϴ1
v2 ϴ20.00 -71.865399 ub
-5589.53103 0.00 vb0.00 83.84 ϴb0.00 71.865399 u2
5589.53103 0.00 v20.00 167.69 ϴ2
v2 ϴ22767.43 100.788479 u1
-1464.34462 201.58 v1-201.58 419.95 ϴ1
-2767.43 -100.788479 u21464.34462 -201.58 v2
-201.58 839.90 ϴ2
12EI/L3 6EI/L2
ANGHELO ALEXIS SALAZAR TELLO
0.21
TRIBUNATRAMO
f'c=E=I=φ=
DETERMINACIÓN DE LOS DESPLAZAMIENTOS
u1 v1 θ1u1
=
143872.2 60126.7 2160.9v1 60126.7 143542.0 2038.1θ1 2160.9 2038.1 12157.4u2 -83589.5 -55479.0 371.0v2 -55479.0 -37357.0 -556.5θ2 -371.0 556.5 803.8
u1
=
0.000017 -0.000001 -0.000004 v1 -0.000001 0.000009 -0.000001 θ1 -0.000004 -0.000001 0.000096 u2 0.000025 0.000002 -0.000196 v2 -0.000012 0.000006 0.000287 θ2 -0.000004 -0.000001 0.000096
u1
=
0.0000229v1 -0.0000608θ1 -0.0004346u2 0.0084530v2 -0.0127227θ2 -0.0054804
DETERMINACIÓN DE LAS FUERZAS Y MOMENTOS
u1 v1 θ1
ua
=
-31390.41 -41668.39 -278.23va -41668.39 -55696.97 208.68θa 278.23 -208.68 579.66ub -28892.22 37020.70 -2253.70vb 37020.70 -50488.06 -1690.27
θb = 2253.70 1690.27 4695.21u1 143872.16 60126.70 2160.94v1 60126.70 143542.04 2038.09θ1 2160.94 2038.09 12157.40u2 -83589.53 -55479.02 371.00v2 -55479.02 -37357.01 -556.50θ2 -371.00 556.50 803.84
Ha
=
1.93
+
0.00Va 2.34 2.03Ma -0.23 1.01Hb -1.93 0.00Vb 4.65 0.91Mb -2.09 0.45u1 0.00 0.00v1 -4.96 4.96θ1 0.45 -0.45u2 0.00 0.00v2 -2.03 2.03θ2 1.01 -1.01
Cv= 0.4
TRIBUNACOMB= 1.352 Cm=
Cv= 0COLUMNA
Cm= 0.43
COMB= 0.6048
TRIBUNATRAMO a 1
210 B= 1K(a,1)=
2173707 H= 0.20.00067 Longitud= 5
0.93 Area= 0.2
K(b,1)=
K(1,2)=
DETERMINACIÓN DE LOS DESPLAZAMIENTOS
u2 v2 θ2 -1-83589.5 -55479.0 -371.0
x
H1-H1E-55479.0 -37357.0 556.5 V1-V1E
371.0 -556.5 803.8 M1-M1E83589.5 55479.0 371.0 H2-H2E55479.0 37357.0 -556.5 V2-V2E
371.0 -556.5 1607.7 M2-M2E
0.000025 -0.000012 -0.000004
x
0.00 0.000002 0.000006 -0.000001 -4.96 -0.000196 0.000287 0.000096 0.45 0.003739 -0.005558 -0.002684 0.00 -0.005558 0.008332 0.004019 -2.03 -0.002684 0.004019 0.002584 1.01
DETERMINACIÓN DE LAS FUERZAS Y MOMENTOS
u2 v2 θ2
0.00 0.00 0.00
x
0.00000.00 0.00 0.00 -0.00010.00 0.00 0.00 -0.00040.00 0.00 0.00 0.00850.00 0.00 0.00 -0.0127
0.00 0.00 0.00 x -0.0055-83589.53 -55479.02 -371.00-55479.02 -37357.01 556.50
371.00 -556.50 803.8483589.53 55479.02 371.0055479.02 37357.01 -556.50
371.00 -556.50 1607.67
Ha
=
1.93Va 4.37Ma 0.78Hb -1.93Vb 5.56Mb -1.64u1 0.00v1 0.00θ1 0.00u2 0.00v2 0.00θ2 0.00
1.35
1TRIBUNA 1.35
0.48
a3 3
ua va θa u1 v131390.41 41668.39 -278.23 -31390.41 -41668.39
41668.39 55696.97 208.68 -41668.39 -55696.97
-278.23 208.68 1159.31 278.23 -208.68
-31390.41 -41668.39 278.23 31390.41 41668.39-41668.39 -55696.97 -208.68 41668.39 55696.97-278.23 208.68 579.66 278.23 -208.68
ub vb θb u1 v128892.223571 -37020.70 -2253.703397 -28892.22357 37020.70
-37020.70 50488.060315 -1690.27 37020.70 -50488.06031
-2253.703397 -1690.27 9390.41 2253.7033969 1690.27-28892.22357 37020.70 2253.7033969 28892.223571 -37020.70
37020.70 -50488.06031 1690.27 -37020.70 50488.060315
-2253.703397 -1690.27 4695.21 2253.7033969 1690.27
ua=0va=0ϴa=0
u1≠0v1≠0ϴ1≠0
u2≠0v2≠0ϴ2≠0
u1 v1 θ1 u2 v2
83589.530193 55479.02 -371.0016704 -83589.53019 -55479.02
55479.02 37357.014347 556.50 -55479.02 -37357.01435
-371.0016704 556.50 1607.67 371.00167037 -556.50
-83589.53019 -55479.02 371.00167037 83589.530193 55479.02
-55479.02 -37357.01435 -556.50 55479.02 37357.014347
-371.0016704 556.50 803.84 371.00167037 -556.50
+
HaEVaEMaEHbEVbE
+ MbEH1EV1EM1EH2EV2EM2E
9.93
2REACCIONES Y MOMENTOS DE EMPOTRAMIENTO
HaE 0.00 HbE2 VaE 2.03 VbE
MaE 1.01 MbEH1E 0.00 H1E
4 V1E 2.03 V1EM1E -1.01 M1E
b
TRAMOS a-1/1-aH1E 0.00V1E 2.03M1E -1.01H2EV2EM2E
θ1-278.23 ua208.68 va579.66 θa278.23 u1-208.68 v11159.31 θ1
θ1-2253.70339685 ub COLUMNA
-1690.27 vb TRAMO4695.21 θb f'c= 210
2253.703396854 u1 E= 21737071690.27 v1 I= 0.005409390.41 θ1 φ= 2.2143
u2≠0v2≠0ϴ2≠0
ub=0vb=0ϴb=0
θ2
-371.0016703701 u1 TRIBUNA556.50 v1 TRAMO803.84 θ1 f'c= 210
371.0016703701 u2 E= 2173707-556.50 v2 I= 0.000671607.67 θ2 φ= 0.588
H=X= 0V=Y= 9.93
REACCIONES Y MOMENTOS DE EMPOTRAMIENTO
0.00 H1E 0.000.91 V1E 2.030.45 M1E 1.010.00 H2E 0.000.91 V2E 2.03-0.45 M2E -1.01
b-1/1-b 1-2/1-2 TOTAL0.00 0.00 0.000.91 2.03 4.96-0.45 1.01 -0.45
0.00 0.002.03 2.03-1.01 -1.01
COLUMNAb 1
B= 0.3H= 0.6
Longitud= 5Area= 0.2
TRIBUNA
1 2B= 1H= 0.2
Longitud= 3.6Area= 0.2
ELEM. LONG. φ λ μ EI
a-1 5 0.93 0.60 0.800 1449.14b-1 5 2.21 -0.60 0.800 11738.01-2 3.6 0.59 0.83 0.555 1449.14
CARGA MUERTA
TRAMO a 1TRIBUNA
L= 1 B= 1 H= 0.2
volume= 0.2peso= 0.48
4EI/L 2EI/L AE/L
139.12 347.79 1159.31 579.66 86948.261126.85 2817.12 9390.41 4695.21 78253.43371.00 668.83 1607.67 803.84 120575.54
CARGA MUERTATRAMO b 1
COLUMNAL= 1 B= 0.3
VOLUMEN 0.18PESO 0.432CARGA VIVA 0
Wd= 1.4 Cm= 0.60
12EI/L3 6EI/L2
TRAMO 1TRIBUNA
H= 0.6 L= 1.0
volume= 0.2peso= 0.48
+ 1.7 Cv
2TRIBUNA
B= 1 H= 0.2
TOTAL CARGA MUERTA 0.48CARGA VIVA 0.40
Wd= 1.4 Cm + 1.7= 1.35
Cv
ANGHELO ALEXIS SALAZAR TELLO
TRAMOf'c=
E=I=φ=
TRAMOf'c=
E=I=φ=
TRAMOf'c=
E=I=φ=
DETERMINACIÓN DE LOS DESPLAZAMIENTOS
u1 v1 1ϴu1
=336983.65898394 0 209.1508107866
v1 0 60936.461634568 1086.85325596421ϴ 209.1508107866 1086.8532559642 1318.1587574468
u2 -217370.6511928 0 0v2 0 -2173.7065119284 -1086.85325596422ϴ 0 1086.8532559642 362.28441865473ϴ 104.5754053933 149.3934362762 148.3974800343
u1
=0.0000084 0.0000000 -0.0000025
v1 0.0000000 0.0000170 0.00000241ϴ -0.0000025 0.0000024 0.0019264
u2 0.0000084 0.0000000 -0.0000025v2 -0.0000025 0.0000195 0.00192892ϴ -0.0000025 0.0000024 0.00192643ϴ -0.0000017 -0.0000098 -0.0009636
u1
=5.819E-07
v1 -4.706E-051ϴ -1.093E-03
u2 5.819E-07v2 -1.724E-032ϴ -1.871E-033ϴ 1.520E-03
DETERMINACIÓN DE LAS FUERZAS Y MOMENTOS
u1 v1 1ϴua
=
-59806.50 -41759.98 -104.58va -41759.98 -29381.38 149.39aϴ 104.58 -149.39 148.40
u1 336983.66 0.00 209.15v1 0.00 60936.46 1086.851ϴ 209.15 1086.85 1318.16
u2 -217370.65 0.00 0.00v2 0.00 -2173.71 -1086.852ϴ 0.00 1086.85 362.28
u3 -59806.50 41759.98 -104.58
v3
=41759.98 -29381.38 -149.39
3ϴ 104.58 149.39 148.40
Ha
=
2.04
+0.00
Va 1.19 0.85Ma -0.16 0.28u1 0.00 0.00v1 -2.12 2.121ϴ -0.07 0.07
u2 0.00 0.00v2 -0.42 0.422ϴ 0.07 -0.07
u3 -2.04 0.00v3 1.34 0.853ϴ 0.28 -0.28
Ha
=
2.04Va 2.04Ma 0.13u1 0.00v1 0.00 4.231ϴ 0.00u2 0.00v2 0.002ϴ 0.00
u3 -2.04v3 2.193ϴ 0.00
TRAMO a 1 K(a,1)=210 B= 1
2173707 H= 0.10.00008 Longitud= 2.44
0.61 Area= 0.1
TRAMO 1 2K(1,2)=210 B= 1
2173707 H= 0.10.00008 Longitud= 1
0.00 Area= 0.1
TRAMO 1 3K(1,3)=210 B= 1
2173707 H= 0.10.00008 Longitud= 2.44
-0.61 Area= 0.1
DETERMINACIÓN DE LOS DESPLAZAMIENTOS
u2 v2 2ϴ 3ϴ -1-217370.6511928 0 0 104.5754053933
x0 -2173.7065119284 1086.8532559642 149.39343627620 -1086.853255964 362.2844186547 148.3974800343
217370.65119284 0 0 00 2173.7065119284 -1086.853255964 00 -1086.853255964 724.5688373095 00 0 0 296.7949600686
0.0000084 -0.0000025 -0.0000025 -0.0000017
x0.0000000 0.0000195 0.0000024 -0.0000098-0.0000025 0.0019289 0.0019264 -0.00096360.0000130 -0.0000025 -0.0000025 -0.0000017-0.0000025 0.0037886 0.0046892 -0.0009734-0.0000025 0.0046892 0.0074470 -0.0009636-0.0000017 -0.0009734 -0.0009636 0.0038566
DETERMINACIÓN DE LAS FUERZAS Y MOMENTOS
u2 v2 2ϴ 3ϴ0.00 0.00 0.00 0.000.00 0.00 0.00 0.000.00 0.00 0.00 0.00
-217370.65 0.00 0.00 104.580.00 -2173.71 1086.85 149.390.00 -1086.85 362.28 148.40
217370.65 0.00 0.00 0.000.00 2173.71 -1086.85 0.000.00 -1086.85 724.57 0.000.00 0.00 0.00 -104.58
0.00 0.00 0.00 -149.39
0.00 0.00 0.00 296.79
4.23 H=X= 0V=Y= 4.23
ua va aϴ u1 v159806.50 41759.98 -104.58 -59806.5 -41759.98
41759.98 29381.38 149.39 -41759.98 -29381.38
-104.58 149.39 296.79 104.58 -149.39-59806.50 -41759.98 104.58 59806.50 41759.98-41759.98 -29381.38 -149.39 41759.98 29381.38
-104.58 149.39 148.40 104.58 -149.39
u1 v1 1ϴ u2 v2217370.65119 0.00 0 -217370.6512 0.00
0.00 2173.7065119284 1086.85 0.00 -2173.7065120 1086.85 724.57 0 -1086.85
-217370.6512 0.00 0 217370.65119 0.000.00 -2173.7065119284 -1086.85 0.00 2173.7065119
0 1086.85 362.28 0 -1086.85
u1 v1 1ϴ u3 v359806.503896 -41759.98 104.57540539 -59806.5039 41759.98
-41759.98 29381.37756132 149.39 41759.98 -29381.37756104.57540539 149.39 296.79 -104.5754054 -149.39-59806.5039 41759.98 -104.5754054 59806.503896 -41759.98
41759.98 -29381.37756132 -149.39 -41759.98 29381.377561104.57540539 149.39 148.40 -104.5754054 -149.39
H1-H1EV1-V1EM1-M1EH2-H2EV2-V2EM2-M2EM3-M3E
0.00-2.12-0.070.00-0.420.070.28
x
0.0000006
+HaE=
-0.0000471 VaE=-0.0010928 MaE=0.0000006 H1E=-0.0017237 V1E=-0.0018712 M1E=0.0015200 H1E=
V1E=M1E=H3E=
x +V3E=
M3E=
CARGA MUERTATRAMO a 1
L= 2.4413111231 B=
1ϴ
-104.58 ua volume= 0.2441311123
149.39 va peso= 0.59148.40 aϴ104.58 u1-149.39 v1296.79 1ϴ ELEM. LONG. φ
a-1 2.44 0.611-2 1 0.00
2ϴ 1-3 2.44 -0.610 u1
1086.85 v1362.28 1ϴ TRAMOS a-1/1-a
0 u2 H1E= 0.00-1086.85 v2 V1E= 0.85724.57 2ϴ M1E= -0.28
H2E=V2E=
3ϴ M2E=104.57540539 u1 H1E=
149.39 v1 V1E=148.40 1ϴ M1E=
-104.5754054 u3-149.39 v3296.79 3ϴ
Cv= 0.3 Cm=
3
0.851.4
0.851 2
0.851.4
a b2 1
4.23
ua=0va=0ϴa=0
u1≠0v1≠0ϴ1≠0
u2≠0v2≠0ϴ2≠0
u3=0v3=0ϴ3≠0
CARGA MUERTA TRAMO
L=
1 H= 0.1 volume=
peso=
λ μ EI 4EI/L0.82 0.57 181.14 149.39 182.36 296.791.00 0.00 181.14 2173.71 1086.85 724.570.82 -0.57 181.14 149.39 182.36 296.79
1-2/2-1 1-3/3-1 TOTAL0.00 0.00 00.42 0.85 2.1150.07 0.28 0.0710.00 00.42 0.423-0.07 -0.071
0.00 00.85 0.85-0.28 -0.282
0.24
12EI/L3 6EI/L2
0.1
1
1 2
1 B= 1 H= 0.1
0.1
0.24
REACCIONES Y MOMENTOS DE EMPOTRAMIENTO
HaE= 0.00 H1E=
2EI/L AE/LVaE= 0.85 V1E=MaE= 0.28 M1E=
148.40 89038 H1E= 0.00 H2E=362.28 217371 V1E= 0.85 V2E=148.40 89038 M1E= -0.28 M2E=
TRAMO 1 3
L= 2.4 B= 1 H=
volume= 0.2441311123
peso= 0.59
REACCIONES Y MOMENTOS DE EMPOTRAMIENTO
0.00 H1E= 0.000.42 V1E= 0.850.07 M1E= 0.280.00 H3E= 0.000.42 V3E= 0.85-0.07 M3E= -0.28
TOTAL CARGA MUERTACARGA VIVA 0.30
0.1 Wd= 1.4 Cm
= 0.846
0.24
+ 1.7 Cv
