Metrado de Cargas Para Vigas- Ing. OZS
of 142
-
Upload
irwin-bazan-bustamante -
Category
Documents
-
view
18 -
download
2
description
CONCRETO
Transcript of Metrado de Cargas Para Vigas- Ing. OZS
METRADO DE CARGAS METRADO DE CARGASCARGAS UNITARIAS
LOSA MACIZAhPePeso0.15 m2400 Kg/m0.36 Tn/m
VIGA V-101hbPePeso0.35 m0.30 m2400 Kg/m0.25 Tn/mVIGA V-102hbPePeso0.35 m0.30 m2400 Kg/m0.25 Tn/m
COLUM. C-1tbPePeso0.35 m0.30 m2400 Kg/m0.25 Tn/mCOLUM. C-2tbPePeso0.40 m0.30 m2400 Kg/m0.29 Tn/m
MURO H=2.6HbPePeso2.60 m0.15 m1900 Kg/m0.74 Tn/mMURO H=1.2HbPePeso1.20 m0.15 m1900 Kg/m0.34 Tn/m
TABIQ. 1NIVEL0.10 Tn/mTAB. 2,3,4 Y 5NIVEL0.18 Tn/m
&"-,Negrita"&K05-020EDIFICACIN 5 PISOS- CONCRETO ARMADO IIMETRADO DE CARGAS
&K03+000Ing. OVIDIO SERRANO ZELADA&K03+000ING CIVIL-UNPRG&K03+000Pgina &P
ESCALERAREACCIONES EN APOYOS DE ESCALERACARGAS UNITARIAS
ESCALERA DEL 1 AL 2 NIVEL Cp=0.175 mPeso propio:p=0.250 mt=0.150 mPe=2400 Kg/m
Wpp=649.44 Kg/m
1)Carga por unidad de ancho y unidad de longitud horizontal:
a)Tramo Ic) Tramo III:
Peso propio:649.44 Kg/mPeso propio:649.44 Kg/mAcabados:100.00 Kg/mAcabados:100.00 Kg/mWm=749.44 Kg/mWm=749.44 Kg/m
S/C:400.00 Kg/mS/C:400.00 Kg/mWl=400.00 Kg/mWl=400.00 Kg/m
b) Descanso:
Peso propio:360.00 Kg/mAcabados:100.00 Kg/mWm=460.00 Kg/m
S/C:400.00 Kg/mWl=400.00 Kg/m
2)Anlisis de la Escalera:TRAMOS I y II: En vista frontal
Wl=400.00 Kg/m
Wm=749.44 Kg/m460.00 Kg/m
R1m=878.91 Kg/mR1v=500.00 Kg/mR2m=705.25 Kg/mR2v=500.00 Kg/m
1.50 m1.00 m
2.50 m
TRAMOS II y III: En vista lateral
Wl=400.00 Kg/m
Wm=749.44 Kg/mWm=460.00 Kg/m
R2m=882.96 Kg/mR2v=600.00 Kg/mR3m=1075.91 Kg/m1.00 mR3v=600.00 Kg/m
3.00 m
ESCALERA DEL 2 NIVEL HASTA AZOTEA
Cp=0.175 mp=0.250 mt=0.150 mPe=2400 Kg/m
Wpp=649.44 Kg/m
1)Carga por unidad de ancho y unidad de longitud horizontal:
a)Tramo Inclinado
Peso propio:649.44 Kg/mAcabados:100.00 Kg/mWm=749.44 Kg/m
S/C:400.00 Kg/mWl=400.00 Kg/m
b) Descanso:
Peso propio:360.00 Kg/mAcabados:100.00 Kg/mWm=460.00 Kg/m
S/C:400.00 Kg/mWv=400.00 Kg/m
c) Gradas en descanzo:A1=0.375 mA2=0.232 mPeso propio:780.00 Kg/mA3=0.143 mAcabados:100.00 Kg/mA4=0.375 mWm=880.00 Kg/mA5=0.375 m
S/C:400.00 Kg/mWv=400.00 Kg/m
Wv=400.00 Kg/m
880.00 Kg/mWm=749.44 Kg/m460.00 Kg/m
Rcm=1496.23 Kg/mRcv=840.00 Kg/mRbm=1112.57 Kg/mRbv=840.00 Kg/m
2.20 m1.25 m0.75 m
4.20 m
&"-,Negrita"&K05-020EDIFICACIN 5 PISOS- CONCRETO ARMADO IIMETRADO DE CARGAS
&K03+000Ing. OVIDIO SERRANO ZELADA&K03+000ING CIVIL-UNPRG&K03+000Pgina &P
BCBCTramo IDescanso (Tramo II)Tramo IIITramo IIITramo IDescanso (Tramo II)
VIGAS 1NIVELDISTRIBUCIN DE CARGAS EN VIGAS: MTODO DE COEFICIENTES DEL ACI
VIGAS 1 NIVEL
1)DETERMINACIN DE CARGAS LTIMAS
a) CARGA MUERTA
LOSA MACIZAhPePeso0.15 m2400 Kg/m360.00 Kg/m
TABIQ. 1NIVEL101.50 Kg/m
ACABADOS100.00 Kg/m
b) CARGA VIVA
S/C VIVIENDA200.00 Kg/m
CM=561.50 Kg/mCV=200.00 Kg/m
Wum=1.4CM=786.09 Kg/m /mWuvWuv=1.7CV=340.00 Kg/m /mWu=Wum + Wuv=1126.09 Kg/m /m
2)DETERMINACIN DE CORTANTES EN PAOS
PAO 1:CASO 9
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=2.95Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l l10.6700.330B=3.030.97359735970.6910.3090.950.7100.290m=A=0.9735973597BCa=0.691Vuam=801.35 Kg/mVbm=367.85 Kg/mCb=0.309Vuav=346.60 Kg/mVubv=159.10 Kg/m
Vua=1147.95 Kg/mVub=526.96 Kg/m
PAO 2:CASO 9
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=2.95Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l l0.750.8600.140B=4.070.720.8750.1250.700.8900.110m=A=0.72BCa=0.875Vuam=1014.68 Kg/mVbm=199.79 Kg/mCb=0.125Vuav=438.87 Kg/mVubv=86.41 Kg/m
Vua=1453.55 Kg/mVub=286.20 Kg/m
PAO 3:CASO 4
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=2.83Utilizando tablas del mtodo del ACI:
mCaCb0.950.5500.450B=3.030.930.5660.4340.900.6000.400m=A=0.93BCa=0.566Vuam=629.58 Kg/mVbm=516.86 Kg/mCb=0.434Vuav=272.31 Kg/mVubv=223.55 Kg/m
Vua=901.89 Kg/mVub=740.41 Kg/mPAO 4:CASO 9
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=2.83Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l lB=4.070.700.8900.110
m=A=0.70BCa=0.890Vuam=989.97 Kg/mVbm=175.97 Kg/mCb=0.110Vuav=428.18 Kg/mVubv=76.11 Kg/m
Vua=1418.15 Kg/mVub=252.08 Kg/mPAO 5:CASO 5
l l l l l l l l l l l l l l l l l l l l l
A=2.29Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l l0.60.9700.030B=4.070.560.9770.0230.550.9800.020m=A=0.56BCa=0.977Vuam=879.80 Kg/mVbm=36.04 Kg/mCb=0.023Vuav=380.53 Kg/mVubv=15.59 Kg/m
Vua=1260.33 Kg/mVub=51.63 Kg/mPAO 6:CASO 4
l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=3.03Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l lB=3.031.000.5000.500
m=A=1.00BCa=0.500Vuam=595.47 Kg/mVbm=595.47 Kg/mCb=0.500Vuav=257.55 Kg/mVubv=257.55 Kg/m
Vua=853.02 Kg/mVub=853.02 Kg/mPAO 7:CASO 9
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=3.03Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l l0.750.8600.140B=4.070.740.8630.1370.700.8900.110m=A=0.74BCa=0.863Vuam=1028.15 Kg/mVbm=218.65 Kg/mCb=0.137Vuav=444.69 Kg/mVubv=94.57 Kg/m
Vua=1472.85 Kg/mVub=313.22 Kg/mPAO 8:CASO 9
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=2.03Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l l0.70.8900.110B=3.030.670.9080.0920.650.9200.080m=A=0.67BCa=0.908Vuam=724.50 Kg/mVbm=109.54 Kg/mCb=0.092Vuav=313.36 Kg/mVubv=47.38 Kg/m
Vua=1037.85 Kg/mVub=156.92 Kg/mPAO 9:CASO 4
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=2.03Utilizando tablas del mtodo del ACI:
mCaCb
B=4.070.500.9400.060
m=A=0.50BCa=0.940Vuam=750.01 Kg/mVbm=95.98 Kg/mCb=0.060Vuav=324.39 Kg/mVubv=41.51 Kg/m
Vua=1074.41 Kg/mVub=137.50 Kg/mPAO 10:La relacin entre el largo y el ancho de este pao, es mayor a 2, por lo que ser una losa armada en una direccin; para el anlisis podemos utilizar cualquiera de los mtodos aplicados a vigas, por lo tanto al estar en voladizo, se tiene el siguiente cortante:
Vuam=1187.00 Kg/mL=1.51 mVuav=513.40 Kg/m
Vua=1700.40 Kg/m
3)RESUMEN DE CORTANTES
a) CORTANTES EN DIRECCIN X-XUnidades: Kg/m
526.96286.20Pao 1Pao 2
526.96286.20
740.41252.08Pao 3Pao 4
740.41252.08
51.63
Pao 5
51.63
853.02313.22Pao 6Pao 7
853.02313.22
156.92137.50Pao 8Pao 9
156.92137.50b) CORTANTES EN DIRECCIN Y-YUnidades: Kg/m
1147.95901.89853.021037.851700.40
1147.95901.8879336277853.016197741037.8533768214
1453.551418.151260.331472.851074.41
1453.551418.14646683021260.331472.84668992591074.4062762558
c) VERIFICACIN POR CORTANTEEn losa, no debe haber refuerzo por cortante, por lo que todo este esfuerzo debe ser tomado por el concreto.
h=15.00 cmb=100 cm
Vc=11520.64 Kg/m
Este cortante es mayor a cada uno de los cortantes a los que est sometida la losa, lo cual es satisfactorio.
4)DISTRIBUCIN DE CARGAS EN VIGAS
a) VIGAS EN DIRECCIN X-X: V-1010.30 mx0.45 m
VIGA EJE 7:
> Tramo A-BWuqum=1178.67 Kg/m1178.67 Kg/mquv=509.80 Kg/m509.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=1531.47 Kg/mWuv=509.80 Kg/m
> Tramo B-CWuqum=1014.68 Kg/m1014.68 Kg/mquv=438.87 Kg/m438.87 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=1367.48 Kg/mWuv=438.87 Kg/m
ABCWuv=438.87Wuv=509.80Wum=1367.48Wum=1531.47
3.03 m4.07
VIGA EJE 6:
> Tramo A-BWuqum=1430.93 Kg/m1430.93 Kg/mquv=618.90 Kg/m618.90 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=2821.13 Kg/mWuv=618.90 Kg/m
> Tramo B-CWuqum=2004.65 Kg/m2004.65 Kg/mquv=867.05 Kg/m867.05 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=3394.85 Kg/mWuv=867.05 Kg/m
ABC
Wuv=618.90Wuv=867.05
2,821.133,394.85Wum=3394.85Wum=1783.73Wum=2357.45
2.00 m1.19 m0.95 m1.93 m
3.03 m4.07
VIGA EJE 5:
> Tramo A-BWuqum=629.58 Kg/m629.58 Kg/mquv=272.31 Kg/m272.31 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=2019.78 Kg/mWuv=272.31 Kg/m
> Tramo B-CWuqum=1869.77 Kg/m1869.77 Kg/mquv=808.71 Kg/m808.71 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=3259.97 Kg/mWuv=808.71 Kg/m
ABC
Wuv=272.31Wuv=808.71
2,019.783,259.97Wum=3259.97Wum=2222.57
2.00 m1.19 m0.95 m1.93 m
3.03 m4.07
VIGA EJE 4:
> Tramo A-BWuqum=595.47 Kg/m595.47 Kg/mquv=257.55 Kg/m257.55 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=1985.67 Kg/mWuv=257.55 Kg/m
> Tramo B-CWuqum=1907.95 Kg/m1907.95 Kg/mquv=825.22 Kg/m825.22 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=2260.75 Kg/mWuv=825.22 Kg/m
ABC
Wuv=257.55Wuv=825.22
Wum=1985.67Wum=2260.75
3.03 m4.07
VIGA EJE 3:
> Tramo A-BWuqum=1319.96 Kg/m1319.96 Kg/mquv=570.91 Kg/m570.91 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=2710.16 Kg/mWuv=570.91 Kg/m
> Tramo B-CWuqum=1778.16 Kg/m1778.16 Kg/mquv=769.09 Kg/m769.09 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=2130.96 Kg/mWuv=769.09 Kg/m
ABC
Wuv=570.91Wuv=769.09
Wum=2710.16Wum=2130.96
3.03 m4.07
VIGA EJE 2:
> Tramo A-BWuqum=1911.50 Kg/m1911.50 Kg/mquv=826.76 Kg/m826.76 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=2264.30 Kg/mWuv=826.76 Kg/m
> Tramo B-CWuqum=750.01 Kg/m750.01 Kg/mquv=324.39 Kg/m324.39 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=342.00 Kg/m478.80 Kg/mEscalera(rm)=1075.91 Kg/m1506.28 Kg/mEscalera(rv)=600.00 Kg/m1020.00 Kg/m
Wum=3087.89 Kg/mWuv=1344.39 Kg/m
ABC
1344.39Wuv=826.76Wuv=324.39
2609.09Wum=2264.30Wum=1581.61
3.07 m1.00 m
3.03 m4.07
b) VIGAS EN DIRECCIN Y-Y: V-1020.30 mx0.40 m
VIGA EJE A:> Tramo 2-3> Tramo 6-7WuWuqum=109.54 Kg/m109.54 Kg/mqum=367.85 Kg/m367.85 Kg/mquv=47.38 Kg/m47.38 Kg/mquv=159.10 Kg/m159.10 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/mMuro=741.00 Kg/m1037.40 Kg/mWum=1499.74 Kg/mWum=1758.05 Kg/mWuv=47.38 Kg/mWuv=159.10 Kg/m
> Tramo 5-6> Tramo 1'-2WuWuqum=516.86 Kg/m516.86 Kg/mqum=0.00 Kg/m0.00 Kg/mquv=223.55 Kg/m223.55 Kg/mquv=0.00 Kg/m0.00 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=1907.06 Kg/mWum=1390.20 Kg/mWuv=223.55 Kg/mWuv=0.00 Kg/m
> Tramo 4-5Wuqum=0.00 Kg/m0.00 Kg/mquv=0.00 Kg/m0.00 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=1390.20 Kg/mWuv=0.00 Kg/m
> Tramo 3-4Wuqum=595.47 Kg/m595.47 Kg/mquv=257.55 Kg/m257.55 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=1985.67 Kg/mWuv=257.55 Kg/m
77
Wuv=159.10Wum=1758.052.95 m
66
Wuv=223.55Wum=1907.062.83 m
55Wum=1390.202.29 m
44
Wuv=257.55Wum=1985.673.03 m
33
Wuv=47.38Wum=1499.742.03 m
221390.201.51 m
1'1'
VIGA EJE B:> Tramo 2-3> Tramo 6-7WuWuqum=205.52 Kg/m205.52 Kg/mqum=567.64 Kg/m567.64 Kg/mquv=88.89 Kg/m88.89 Kg/mquv=245.51 Kg/m245.51 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/mMuro=0.00 Kg/m0.00 Kg/mWum=1595.72 Kg/mWum=920.44 Kg/mWuv=88.89 Kg/mWuv=245.51 Kg/m
> Tramo 5-6> Tramo 1'-2WuWuqum=692.82 Kg/m692.82 Kg/mqum=0.00 Kg/m0.00 Kg/mquv=299.66 Kg/m299.66 Kg/mquv=0.00 Kg/m0.00 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/mMuro=741.00 Kg/m1037.40 Kg/mEsc (rm)1112.57 Kg/m1557.60 Kg/mEsc (rv)840.00 Kg/m1428.00 Kg/mWum=1390.20 Kg/mWuv=0.00 Kg/mWum=2603.22 Kg/mWuv=1727.66 Kg/m
> Tramo 4-5Wuqum=36.04 Kg/m36.04 Kg/mquv=15.59 Kg/m15.59 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=1426.24 Kg/mWuv=1443.59 Kg/m
> Tramo 3-4Wuqum=814.12 Kg/m814.12 Kg/mquv=352.12 Kg/m352.12 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=1166.92 Kg/mWuv=352.12 Kg/m
77
Wuv=245.51Wum=920.442.95 m
661727.662603.222.00 m
2.83 mWuv=299.66Wum=1045.62
55Wuv=1443.59Wum=1426.242.29 m
44
Wuv=352.12Wum=1166.923.03 m
331595.721.15 mWuv=88.892.03 mWum=558.32
221390.201.51 m
11
VIGA EJE C:> Tramo 2-3> Tramo 6-7WuWuqum=95.98 Kg/m95.98 Kg/mqum=199.79 Kg/m199.79 Kg/mquv=41.51 Kg/m41.51 Kg/mquv=86.41 Kg/m86.41 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/mMuro=741.00 Kg/m1037.40 Kg/mWum=1486.18 Kg/mWum=1589.99 Kg/mWuv=41.51 Kg/mWuv=86.41 Kg/m
> Tramo 5-6Wuqum=175.97 Kg/m175.97 Kg/mquv=76.11 Kg/m76.11 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=1566.17 Kg/mWuv=76.11 Kg/m
> Tramo 4-5Wuqum=36.04 Kg/m36.04 Kg/mquv=15.59 Kg/m15.59 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=1426.24 Kg/mWuv=15.59 Kg/m
> Tramo 3-4Wuqum=218.65 Kg/m218.65 Kg/mquv=94.57 Kg/m94.57 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=1608.85 Kg/mWuv=94.57 Kg/m
77
Wuv=86.41Wum=1589.992.95 m
66
Wuv=76.11Wum=1566.172.83 m
55Wuv=15.59Wum=1426.242.29 m
44
Wuv=94.57Wum=1608.853.03 m
33
Wuv=41.51Wum=1486.182.03 m
22
&"-,Negrita"&K05-017EDIFICACIN 5 PISOS- CONCRETO ARMADO IIDISTRIBUCIN DE CARGAS EN VIGAS-MTODO DEL ACI
&K03+000Ing. OVIDIO SERRANO ZELADA&K03+000ING CIVIL-UNPRG&K03+000Pgina &P
VIGAS 2, 3 Y 4NIVEL DISTRIBUCIN DE CARGAS EN VIGAS: MTODO DE COEFICIENTES DEL ACI
VIGAS 2 - 4 NIVEL
1)DETERMINACIN DE CARGAS LTIMAS
a) CARGA MUERTA
LOSA MACIZAhPePeso0.15 m2400 Kg/m360.00 Kg/m
TABIQ. 1NIVEL178.35 Kg/m
ACABADOS100.00 Kg/m
b) CARGA VIVA
S/C VIVIENDA200.00 Kg/m
CM=638.35 Kg/mCV=200.00 Kg/m
Wum=1.4CM=893.69 Kg/m /mWuvWuv=1.7CV=340.00 Kg/m /mWu=Wum + Wuv=1233.69 Kg/m /m
2)DETERMINACIN DE CORTANTES EN PAOS
PAO 1:CASO 9
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=2.95Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l l10.6700.330B=3.030.97359735970.6910.3090.950.7100.290m=A=0.9735973597BCa=0.691Vuam=911.04 Kg/mVbm=418.20 Kg/mCb=0.309Vuav=346.60 Kg/mVubv=159.10 Kg/m
Vua=1257.63 Kg/mVub=577.31 Kg/m
PAO 2:CASO 4
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=2.95Utilizando tablas del mtodo del ACI:
mCaCb0.750.7600.240B=4.070.720.7850.2150.700.8100.190m=A=0.72BCa=0.785Vuam=1035.03 Kg/mVbm=390.68 Kg/mCb=0.215Vuav=393.77 Kg/mVubv=148.63 Kg/m
Vua=1428.80 Kg/mVub=539.31 Kg/m
PAO 3:CASO 4
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=2.83Utilizando tablas del mtodo del ACI:
mCaCb0.950.5500.450B=3.030.930.5660.4340.900.6000.400m=A=0.93BCa=0.566Vuam=715.76 Kg/mVbm=587.60 Kg/mCb=0.434Vuav=272.31 Kg/mVubv=223.55 Kg/m
Vua=988.06 Kg/mVub=811.15 Kg/mPAO 4:La relacin entre el largo y el ancho de este pao, es mayor a 2, por lo que ser una losa armada en una direccin; para el anlisis podemos utilizar cualquiera de los mtodos aplicados a vigas, por lo tanto al estar en voladizo, se tiene el siguiente cortante:
L=0.83Vuam=741.77 Kg/mVuav=282.20 Kg/m
Vua=1023.97 Kg/m
PAO 5:CASO 5
l l l l l l l l l l l l l l l l l l l l l
A=2.29Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l l0.60.9700.030B=4.070.560.9770.0230.550.9800.020m=A=0.56BCa=0.977Vuam=1000.22 Kg/mVbm=40.98 Kg/mCb=0.023Vuav=380.53 Kg/mVubv=15.59 Kg/m
Vua=1380.75 Kg/mVub=56.56 Kg/mPAO 6:CASO 4
l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=3.03Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l lB=3.031.000.5000.500
m=A=1.00BCa=0.500Vuam=676.97 Kg/mVbm=676.97 Kg/mCb=0.500Vuav=257.55 Kg/mVubv=257.55 Kg/m
Vua=934.52 Kg/mVub=934.52 Kg/mPAO 7:CASO 9
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=3.03Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l l0.750.8600.140B=4.070.740.8630.1370.700.8900.110m=A=0.74BCa=0.863Vuam=1168.88 Kg/mVbm=248.58 Kg/mCb=0.137Vuav=444.69 Kg/mVubv=94.57 Kg/m
Vua=1613.58 Kg/mVub=343.15 Kg/mPAO 8:CASO 9
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=2.03Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l l0.70.8900.110B=3.030.670.9080.0920.650.9200.080m=A=0.67BCa=0.908Vuam=823.66 Kg/mVbm=124.54 Kg/mCb=0.092Vuav=313.36 Kg/mVubv=47.38 Kg/m
Vua=1137.02 Kg/mVub=171.92 Kg/mPAO 9:CASO 4
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=2.03Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l lB=4.070.500.9700.030
m=A=0.50BCa=0.970Vuam=879.89 Kg/mVbm=54.56 Kg/mCb=0.030Vuav=334.75 Kg/mVubv=20.76 Kg/m
Vua=1214.63 Kg/mVub=75.32 Kg/mPAO 10:La relacin entre el largo y el ancho de este pao, es mayor a 2, por lo que ser una losa armada en una direccin; para el anlisis podemos utilizar cualquiera de los mtodos aplicados a vigas, por lo tanto al estar en voladizo, se tiene el siguiente cortante:
Vuam=1215.42 Kg/mL=1.36 mVuav=462.40 Kg/m
Vua=1677.82 Kg/m
PAO 11:La relacin entre el largo y el ancho de este pao, es mayor a 2, por lo que ser una losa armada en una direccin; para el anlisis podemos utilizar cualquiera de los mtodos aplicados a vigas, por lo tanto al estar en voladizo, se tiene el siguiente cortante:
Vuam=1340.54 Kg/mL=1.50 mVuav=510.00 Kg/m
Vua=1850.54 Kg/m3)RESUMEN DE CORTANTES
a) CORTANTES EN DIRECCIN X-XUnidades: Kg/m
577.31539.31Pao 1Pao 2
577.31539.31
811.15
Pao 3Pao 4
811.15
56.56
Pao 5
56.56
934.52343.15Pao 6Pao 7
934.52343.15
171.9275.32Pao 8Pao 9
171.9275.32
b) CORTANTES EN DIRECCIN Y-YUnidades: Kg/m
1257.63988.06934.521137.021677.82
1257.63988.0639579301934.52249341811137.0209945358
1428.801023.971380.751613.581214.631850.54
1428.801380.751613.57822364781214.6325028314
c) VERIFICACIN POR CORTANTEEn losa, no debe haber refuerzo por cortante, por lo que todo este esfuerzo debe ser tomado por el concreto.
h=15.00 cmb=100 cm
Vc=11520.64 Kg/m
Este cortante es mayor a cada uno de los cortantes a los que est sometida la losa, lo cual es satisfactorio.
4)DISTRIBUCIN DE CARGAS EN VIGAS
a) VIGAS EN DIRECCIN X-X: V-2010.30 mx0.45 m
VIGA EJE 7:
> Tramo A-BWuqum=1340.01 Kg/m1340.01 Kg/mquv=509.80 Kg/m509.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=1692.81 Kg/mWuv=509.80 Kg/m
> Tramo B-CWuqum=1035.03 Kg/m1035.03 Kg/mquv=393.77 Kg/m393.77 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=1387.83 Kg/mWuv=393.77 Kg/m
ABCWuv=393.77Wuv=509.80Wum=1387.83Wum=1692.81
3.03 m4.07 m
VIGA EJE 6:
> Tramo A-BWuqum=1626.79 Kg/m1626.79 Kg/mquv=618.90 Kg/m618.90 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=1979.59 Kg/mWuv=618.90 Kg/m
> Tramo B-CWuqum=1776.79 Kg/m1776.79 Kg/mquv=675.97 Kg/m675.97 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=3166.99 Kg/mWuv=675.97 Kg/m
ABC
Wuv=618.90Wuv=675.97
Wum=3166.99Wum=1979.59Wum=2129.59
1.93 m
3.03 m4.07 m
VIGA EJE 5:
> Tramo A-BWuqum=715.76 Kg/m715.76 Kg/mquv=272.31 Kg/m272.31 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=2105.96 Kg/mWuv=272.31 Kg/m
> Tramo B-CWuqum=1741.99 Kg/m1741.99 Kg/mquv=662.73 Kg/m662.73 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=2094.79 Kg/mWuv=662.73 Kg/m
ABC
Wuv=272.31Wuv=662.73
2,105.96Wum=2094.79
3.03 m4.07 m
VIGA EJE 4:
> Tramo A-BWuqum=676.97 Kg/m676.97 Kg/mquv=257.55 Kg/m257.55 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=2067.17 Kg/mWuv=257.55 Kg/m
> Tramo B-CWuqum=2169.11 Kg/m2169.11 Kg/mquv=825.22 Kg/m825.22 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=2521.91 Kg/mWuv=825.22 Kg/m
ABC
Wuv=257.55Wuv=825.22
Wum=2067.17Wum=2521.91
3.03 m4.07
VIGA EJE 3:
> Tramo A-BWuqum=1500.64 Kg/m1500.64 Kg/mquv=570.91 Kg/m570.91 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=2890.84 Kg/mWuv=570.91 Kg/m
> Tramo B-CWuqum=2048.77 Kg/m2048.77 Kg/mquv=779.44 Kg/m779.44 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=2401.57 Kg/mWuv=779.44 Kg/m
ABC
Wuv=570.91Wuv=779.44
Wum=2890.84Wum=2401.57
3.03 m4.07
VIGA EJE 2:
> Tramo A-BWuqum=2039.09 Kg/m2039.09 Kg/mquv=775.76 Kg/m775.76 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=3429.29 Kg/mWuv=775.76 Kg/m
> Tramo B-CWuqum=2220.43 Kg/m2220.43 Kg/mquv=844.75 Kg/m844.75 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=2573.23 Kg/mWuv=844.75 Kg/m
ABC
Wuv=775.76Wuv=844.75
Wum=3429.29Wum=2573.23
3.07 m1.00 m
3.03 m4.07
b) VIGAS EN DIRECCIN Y-Y: V-2020.30 mx0.40 m
VIGA EJE A:> Tramo 2-3> Tramo 6-7WuWuqum=124.54 Kg/m124.54 Kg/mqum=418.20 Kg/m418.20 Kg/mquv=47.38 Kg/m47.38 Kg/mquv=159.10 Kg/m159.10 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/mMuro=741.00 Kg/m1037.40 Kg/mWum=1514.74 Kg/mWum=1808.40 Kg/mWuv=47.38 Kg/mWuv=159.10 Kg/m
> Tramo 5-6> Tramo 1'-2WuWuqum=587.60 Kg/m587.60 Kg/mqum=0.00 Kg/m0.00 Kg/mquv=223.55 Kg/m223.55 Kg/mquv=0.00 Kg/m0.00 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=1977.80 Kg/mWum=1390.20 Kg/mWuv=223.55 Kg/mWuv=0.00 Kg/m
> Tramo 4-5Wuqum=0.00 Kg/m0.00 Kg/mquv=0.00 Kg/m0.00 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=1390.20 Kg/mWuv=0.00 Kg/m
> Tramo 3-4Wuqum=676.97 Kg/m676.97 Kg/mquv=257.55 Kg/m257.55 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=2067.17 Kg/mWuv=257.55 Kg/m
77
Wuv=159.10Wum=1808.402.95 m
66
Wuv=223.55Wum=1977.802.83 m
55Wum=1390.202.29 m
44
Wuv=257.55Wum=2067.173.03 m
33
Wuv=47.38Wum=1514.742.03 m
221390.201.36 m
1'1'
VIGA EJE B:> Tramo 2-3> Tramo 6-7WuWuqum=179.10 Kg/m179.10 Kg/mqum=808.88 Kg/m808.88 Kg/mquv=68.14 Kg/m68.14 Kg/mquv=307.73 Kg/m307.73 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/mMuro=0.00 Kg/m0.00 Kg/mWum=531.90 Kg/mWum=1161.68 Kg/mWuv=68.14 Kg/mWuv=307.73 Kg/m
> Tramo 5-6> Tramo 1'-2WuWuqum=587.60 Kg/m587.60 Kg/mqum=0.00 Kg/m0.00 Kg/mquv=223.55 Kg/m223.55 Kg/mquv=0.00 Kg/m0.00 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/mMuro=741.00 Kg/m1037.40 Kg/mEsc (rm)1112.57 Kg/m1557.60 Kg/mEsc (rv)840.00 Kg/m1428.00 Kg/mWum=1390.20 Kg/mWuv=0.00 Kg/mWum=3535.40 Kg/mWuv=1651.55 Kg/m
> Tramo 4-5Wuqum=40.98 Kg/m40.98 Kg/mquv=15.59 Kg/m15.59 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=1431.18 Kg/mWuv=15.59 Kg/m
> Tramo 3-4Wuqum=925.55 Kg/m925.55 Kg/mquv=352.12 Kg/m352.12 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=1278.35 Kg/mWuv=352.12 Kg/m
77
Wuv=307.73Wum=1161.682.95 m
661651.553535.402.00 m
2.83 mWuv=223.55Wum=1977.80
55Wuv=15.59Wum=1431.182.29 m
44
Wuv=352.12Wum=1278.353.03 m
331.15 mWuv=68.14Wum=531.902.03 m
221390.201.50 m
1'1'VIGA EJE C:> Tramo 2-3> Tramo 6-7WuWuqum=54.56 Kg/m54.56 Kg/mqum=390.68 Kg/m390.68 Kg/mquv=20.76 Kg/m20.76 Kg/mquv=148.63 Kg/m148.63 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/mMuro=741.00 Kg/m1037.40 Kg/mWum=1444.76 Kg/mWum=1780.88 Kg/mWuv=20.76 Kg/mWuv=148.63 Kg/m
> Tramo 5-6> Tramo 1'-2WuWuqum=0.00 Kg/m0.00 Kg/mqum=0.00 Kg/m0.00 Kg/mquv=0.00 Kg/m0.00 Kg/mquv=0.00 Kg/m0.00 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=1390.20 Kg/mWum=1390.20 Kg/mWuv=0.00 Kg/mWuv=0.00 Kg/m
> Tramo 4-5Wuqum=40.98 Kg/m40.98 Kg/mquv=15.59 Kg/m15.59 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=1431.18 Kg/mWuv=15.59 Kg/m
> Tramo 3-4Wuqum=248.58 Kg/m248.58 Kg/mquv=94.57 Kg/m94.57 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=741.00 Kg/m1037.40 Kg/m
Wum=1638.78 Kg/mWuv=94.57 Kg/m
77
Wuv=148.63Wum=1780.882.95 m
66
Wum=1390.202.83 m
55Wuv=15.59Wum=1431.182.29 m
44
Wuv=94.57Wum=1638.783.03 m
33
Wuv=20.76Wum=1444.762.03 m
221390.201.50 m
1'1'
&"-,Negrita"&K05-017EDIFICACIN 5 PISOS- CONCRETO ARMADO IIDISTRIBUCIN DE CARGAS EN VIGAS-MTODO DEL ACI
&K03+000Ing. OVIDIO SERRANO ZELADA&K03+000ING CIVIL-UNPRG&K03+000Pgina &P
VIGAS 5NIVEL DISTRIBUCIN DE CARGAS EN VIGAS: MTODO DE COEFICIENTES DEL ACI
VIGAS 5 NIVEL
1)DETERMINACIN DE CARGAS LTIMAS
a) CARGA MUERTA
LOSA MACIZAhPePeso0.15 m2400 Kg/m360.00 Kg/m
TABIQ. 5NIVEL70.00 Kg/m
ACABADOS100.00 Kg/m
b) CARGA VIVA
S/C VIVIENDA100.00 Kg/m
CM=530.00 Kg/mCV=100.00 Kg/m
Wum=1.4CM=742.00 Kg/m /mWuvWuv=1.7CV=170.00 Kg/m /mWu=Wum + Wuv=912.00 Kg/m /m
2)DETERMINACIN DE CORTANTES EN PAOS
PAO 1:CASO 9
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=2.95Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l l10.6700.330B=3.030.97359735970.6910.3090.950.7100.290m=A=0.9735973597BCa=0.691Vuam=756.40 Kg/mVbm=347.22 Kg/mCb=0.309Vuav=173.30 Kg/mVubv=79.55 Kg/m
Vua=929.70 Kg/mVub=426.77 Kg/m
PAO 2:CASO 4
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=2.95Utilizando tablas del mtodo del ACI:
mCaCb0.750.7600.240B=4.070.720.7850.2150.700.8100.190m=A=0.72BCa=0.785Vuam=859.34 Kg/mVbm=324.37 Kg/mCb=0.215Vuav=196.88 Kg/mVubv=74.32 Kg/m
Vua=1056.23 Kg/mVub=398.68 Kg/m
PAO 3:CASO 4
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=2.83Utilizando tablas del mtodo del ACI:
mCaCb0.950.5500.450B=3.030.930.5660.4340.900.6000.400m=A=0.93BCa=0.566Vuam=594.27 Kg/mVbm=487.87 Kg/mCb=0.434Vuav=136.15 Kg/mVubv=111.78 Kg/m
Vua=730.42 Kg/mVub=599.64 Kg/mPAO 4:La relacin entre el largo y el ancho de este pao, es mayor a 2, por lo que ser una losa armada en una direccin; para el anlisis podemos utilizar cualquiera de los mtodos aplicados a vigas, por lo tanto al estar en voladizo, se tiene el siguiente cortante:
L=0.83Vuam=615.86 Kg/mVuav=141.10 Kg/m
Vua=756.96 Kg/m
PAO 5:CASO 5
l l l l l l l l l l l l l l l l l l l l l
A=2.29Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l l0.60.9700.030B=4.070.560.9770.0230.550.9800.020m=A=0.56BCa=0.977Vuam=830.45 Kg/mVbm=34.02 Kg/mCb=0.023Vuav=190.26 Kg/mVubv=7.79 Kg/m
Vua=1020.71 Kg/mVub=41.82 Kg/mPAO 6:CASO 4
l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=3.03Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l lB=3.031.000.5000.500
m=A=1.00BCa=0.500Vuam=562.07 Kg/mVbm=562.07 Kg/mCb=0.500Vuav=128.78 Kg/mVubv=128.78 Kg/m
Vua=690.84 Kg/mVub=690.84 Kg/mPAO 7:CASO 9
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=3.03Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l l0.750.8600.140B=4.070.740.8630.1370.700.8900.110m=A=0.74BCa=0.863Vuam=970.48 Kg/mVbm=206.39 Kg/mCb=0.137Vuav=222.35 Kg/mVubv=47.29 Kg/m
Vua=1192.83 Kg/mVub=253.67 Kg/mPAO 8:CASO 9
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=2.03Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l l0.70.8900.110B=3.030.670.9080.0920.650.9200.080m=A=0.67BCa=0.908Vuam=683.86 Kg/mVbm=103.40 Kg/mCb=0.092Vuav=156.68 Kg/mVubv=23.69 Kg/m
Vua=840.54 Kg/mVub=127.09 Kg/mPAO 9:CASO 4
l l l l l l l l l l l l l l l l l l l l ll l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l A=2.03Utilizando tablas del mtodo del ACI:
mCaCbl l l l l l l l l l l l l l l l l l l l lB=4.070.500.9700.030
m=A=0.50BCa=0.970Vuam=730.54 Kg/mVbm=45.30 Kg/mCb=0.030Vuav=167.37 Kg/mVubv=10.38 Kg/m
Vua=897.91 Kg/mVub=55.68 Kg/mPAO 10:La relacin entre el largo y el ancho de este pao, es mayor a 2, por lo que ser una losa armada en una direccin; para el anlisis podemos utilizar cualquiera de los mtodos aplicados a vigas, por lo tanto al estar en voladizo, se tiene el siguiente cortante:
Vuam=1009.12 Kg/mL=1.36 mVuav=231.20 Kg/m
Vua=1240.32 Kg/m
PAO 11:La relacin entre el largo y el ancho de este pao, es mayor a 2, por lo que ser una losa armada en una direccin; para el anlisis podemos utilizar cualquiera de los mtodos aplicados a vigas, por lo tanto al estar en voladizo, se tiene el siguiente cortante:
Vuam=1113.00 Kg/mL=1.50 mVuav=255.00 Kg/m
Vua=1368.00 Kg/m3)RESUMEN DE CORTANTES
a) CORTANTES EN DIRECCIN X-XUnidades: Kg/m
426.77398.68Pao 1Pao 2
426.77398.68
599.64
Pao 3Pao 4
599.64
41.82
Pao 5
41.82
690.84253.67Pao 6Pao 7
690.84253.67
127.0955.68Pao 8Pao 9
127.0955.68b) CORTANTES EN DIRECCIN Y-YUnidades: Kg/m
929.70730.42690.84840.541240.32
929.70730.4201980198690.84840.535770297
1056.23756.961020.711192.83897.911368.00
1056.231020.711192.827768059897.9096
c) VERIFICACIN POR CORTANTEEn losa, no debe haber refuerzo por cortante, por lo que todo este esfuerzo debe ser tomado por el concreto.
h=15.00 cmb=100 cm
Vc=11520.64 Kg/m
Este cortante es mayor a cada uno de los cortantes a los que est sometida la losa, lo cual es satisfactorio.
4)DISTRIBUCIN DE CARGAS EN VIGAS
a) VIGAS EN DIRECCIN X-X: V-2010.30 mx0.45 m
VIGA EJE 7:
> Tramo A-BWuqum=1112.56 Kg/m1112.56 Kg/mquv=254.90 Kg/m254.90 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=1465.36 Kg/mWuv=254.90 Kg/m
> Tramo B-CWuqum=859.34 Kg/m859.34 Kg/mquv=196.88 Kg/m196.88 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=1212.14 Kg/mWuv=196.88 Kg/m
ABCWuv=196.88Wuv=254.90Wum=1212.14Wum=1465.36
3.03 m4.07 m
VIGA EJE 6:
> Tramo A-BWuqum=1350.67 Kg/m1350.67 Kg/mquv=309.45 Kg/m309.45 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=1703.47 Kg/mWuv=309.45 Kg/m
> Tramo B-CWuqum=1475.20 Kg/m1475.20 Kg/mquv=337.98 Kg/m337.98 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=342.00 Kg/m478.80 Kg/m
Wum=2306.80 Kg/mWuv=337.98 Kg/m
ABC
Wuv=309.45Wuv=337.98
Wum=2306.80Wum=1703.47
1.93 m
3.03 m4.07 m
VIGA EJE 5:
> Tramo A-BWuqum=594.27 Kg/m594.27 Kg/mquv=136.15 Kg/m136.15 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=342.00 Kg/m478.80 Kg/m
Wum=1425.87 Kg/mWuv=136.15 Kg/m
> Tramo B-CWuqum=1446.31 Kg/m1446.31 Kg/mquv=331.36 Kg/m331.36 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=1799.11 Kg/mWuv=331.36 Kg/m
ABC
Wuv=136.15Wuv=331.36
Wum=1425.87Wum=1799.11
3.03 m4.07 m
VIGA EJE 4:
> Tramo A-BWuqum=562.07 Kg/m562.07 Kg/mquv=128.78 Kg/m128.78 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=342.00 Kg/m478.80 Kg/m
Wum=1393.67 Kg/mWuv=128.78 Kg/m
> Tramo B-CWuqum=1800.93 Kg/m1800.93 Kg/mquv=412.61 Kg/m412.61 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=2153.73 Kg/mWuv=412.61 Kg/m
ABC
Wuv=128.78Wuv=412.61
Wum=1393.67Wum=2153.73
3.03 m4.07
VIGA EJE 3:
> Tramo A-BWuqum=1245.92 Kg/m1245.92 Kg/mquv=285.45 Kg/m285.45 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=342.00 Kg/m478.80 Kg/m
Wum=2077.52 Kg/mWuv=285.45 Kg/m
> Tramo B-CWuqum=1701.02 Kg/m1701.02 Kg/mquv=389.72 Kg/m389.72 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=2053.82 Kg/mWuv=389.72 Kg/m
ABC
Wuv=285.45Wuv=389.72
Wum=2077.52Wum=2053.82
3.03 m4.07
VIGA EJE 2:
> Tramo A-BWuqum=1692.98 Kg/m1692.98 Kg/mquv=387.88 Kg/m387.88 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=2045.78 Kg/mWuv=387.88 Kg/m
> Tramo B-CWuqum=1843.54 Kg/m1843.54 Kg/mquv=422.37 Kg/m422.37 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=2196.34 Kg/mWuv=422.37 Kg/m
ABC
Wuv=387.88Wuv=422.37
Wum=2045.78Wum=2196.34
3.07 m1.00 m
3.03 m4.07
b) VIGAS EN DIRECCIN Y-Y: V-2020.30 mx0.40 m
VIGA EJE A:> Tramo 2-3> Tramo 6-7WuWuqum=103.40 Kg/m103.40 Kg/mqum=347.22 Kg/m347.22 Kg/mquv=23.69 Kg/m23.69 Kg/mquv=79.55 Kg/m79.55 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=342.00 Kg/m478.80 Kg/mMuro=342.00 Kg/m478.80 Kg/mWum=935.00 Kg/mWum=1178.82 Kg/mWuv=23.69 Kg/mWuv=79.55 Kg/m
> Tramo 5-6> Tramo 1'-2WuWuqum=487.87 Kg/m487.87 Kg/mqum=0.00 Kg/m0.00 Kg/mquv=111.78 Kg/m111.78 Kg/mquv=0.00 Kg/m0.00 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=342.00 Kg/m478.80 Kg/mMuro=342.00 Kg/m478.80 Kg/m
Wum=1319.47 Kg/mWum=831.60 Kg/mWuv=111.78 Kg/mWuv=0.00 Kg/m
> Tramo 4-5Wuqum=0.00 Kg/m0.00 Kg/mquv=0.00 Kg/m0.00 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=342.00 Kg/m478.80 Kg/m
Wum=831.60 Kg/mWuv=0.00 Kg/m
> Tramo 3-4Wuqum=562.07 Kg/m562.07 Kg/mquv=128.78 Kg/m128.78 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=342.00 Kg/m478.80 Kg/m
Wum=1393.67 Kg/mWuv=128.78 Kg/m
77
Wuv=79.55Wum=1178.822.95 m
66
Wuv=111.78Wum=1319.472.83 m
55Wum=831.602.29 m
44
Wuv=128.78Wum=1393.673.03 m
33
Wuv=23.69Wum=935.002.03 m
22831.601.36 m
1'1'
VIGA EJE B:> Tramo 2-3> Tramo 6-7WuWuqum=148.70 Kg/m148.70 Kg/mqum=671.58 Kg/m671.58 Kg/mquv=34.07 Kg/m34.07 Kg/mquv=153.87 Kg/m153.87 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/mMuro=0.00 Kg/m0.00 Kg/mWum=501.50 Kg/mWum=1024.38 Kg/mWuv=34.07 Kg/mWuv=153.87 Kg/m
> Tramo 5-6> Tramo 1'-2WuWuqum=487.87 Kg/m487.87 Kg/mqum=0.00 Kg/m0.00 Kg/mquv=111.78 Kg/m111.78 Kg/mquv=0.00 Kg/m0.00 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=342.00 Kg/m478.80 Kg/mMuro=342.00 Kg/m478.80 Kg/mEsc (rm)1112.57 Kg/m1557.60 Kg/mEsc (rv)840.00 Kg/m1428.00 Kg/mWum=831.60 Kg/mWuv=0.00 Kg/mWum=2877.06 Kg/mWuv=1539.78 Kg/m
> Tramo 4-5Wuqum=34.02 Kg/m34.02 Kg/mquv=7.79 Kg/m7.79 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=342.00 Kg/m478.80 Kg/m
Wum=865.62 Kg/mWuv=7.79 Kg/m
> Tramo 3-4Wuqum=768.45 Kg/m768.45 Kg/mquv=176.06 Kg/m176.06 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=0.00 Kg/m0.00 Kg/m
Wum=1121.25 Kg/mWuv=176.06 Kg/m
77
Wuv=153.87Wum=1024.382.95 m
661539.782877.062.00 m
2.83 mWuv=111.78Wum=1319.47
55Wuv=7.79Wum=865.622.29 m
44
Wuv=176.06Wum=1121.253.03 m
331.15 mWuv=34.07Wum=501.502.03 m
22831.601.50 m
1'1'VIGA EJE C:> Tramo 2-3> Tramo 6-7WuWuqum=45.30 Kg/m45.30 Kg/mqum=324.37 Kg/m324.37 Kg/mquv=10.38 Kg/m10.38 Kg/mquv=74.32 Kg/m74.32 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=342.00 Kg/m478.80 Kg/mMuro=342.00 Kg/m478.80 Kg/mWum=876.90 Kg/mWum=1155.97 Kg/mWuv=10.38 Kg/mWuv=74.32 Kg/m
> Tramo 5-6> Tramo 1'-2WuWuqum=0.00 Kg/m0.00 Kg/mqum=0.00 Kg/m0.00 Kg/mquv=0.00 Kg/m0.00 Kg/mquv=0.00 Kg/m0.00 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=342.00 Kg/m478.80 Kg/mMuro=342.00 Kg/m478.80 Kg/m
Wum=831.60 Kg/mWum=831.60 Kg/mWuv=0.00 Kg/mWuv=0.00 Kg/m
> Tramo 4-5Wuqum=34.02 Kg/m34.02 Kg/mquv=7.79 Kg/m7.79 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=342.00 Kg/m478.80 Kg/m
Wum=865.62 Kg/mWuv=7.79 Kg/m
> Tramo 3-4Wuqum=206.39 Kg/m206.39 Kg/mquv=47.29 Kg/m47.29 Kg/mPP.Viga=252.00 Kg/m352.80 Kg/mMuro=342.00 Kg/m478.80 Kg/m
Wum=1037.99 Kg/mWuv=47.29 Kg/m
77
Wuv=74.32Wum=1155.972.95 m
66
Wum=831.602.83 m
55Wuv=7.79Wum=865.622.29 m
44
Wuv=47.29Wum=1037.993.03 m
33
Wuv=10.38Wum=876.902.03 m
22831.601.50 m
1'1'
&"-,Negrita"&K05-017EDIFICACIN 5 PISOS- CONCRETO ARMADO IIDISTRIBUCIN DE CARGAS EN VIGAS-MTODO DEL ACI
&K03+000Ing. OVIDIO SERRANO ZELADA&K03+000ING CIVIL-UNPRG&K03+000Pgina &P
Hoja1
Hoja2
Hoja3
