Losa de Cimentacion

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Página 1 DISEÑO DE LOSA DE CIMENTACIÓN 1 DATOS: F´c 210 Kg/cm2 γs = 1700 Kg/m3 Fy 4200 Kg/cm2 γcº = 2400 Kg/m3 S/C= 450 Kg/m2 Ks = 1 Kg/cm3 Df= 90 cm E= 217370.651 Kg/cm2 qa= 1.4 K/cm2 CUADRO DE CARGAS Columna b (cm) t (cm) PD (t) PL (t) 1.4Pd+1.7pL 1 40 40 45 25 105500 2 40 40 60 30 135000 3 40 40 60 30 135000 4 40 40 60 30 135000 5 40 40 100 40 208000 6 40 40 70 30 149000 7 40 40 60 30 135000 8 40 40 70 30 149000 9 40 40 60 30 135000 585 275 450 Ks (kg/cm3) 1700 1.00 90 Y A B C D 20 E F Y 450 X 980 G H 450 40 60 J K L X 540 540 60 1160.00 DEFINIR EL METODO A USAR: Asumiendo t = 50 cm T = 50 cm Ks = 1 Kg/cm3 λ = 3 Ks E = 15000 (F'C)^1/2 E x T^3 E = 217370.651 Kg/cm2 λ = 0.00324 = 539.87 > Lc usamos metodo γs (kg/m3)= 1,75 / λ 1 1 1 4 1 1 2 1 1 7 1 1 5 1 1 8 1 1 3 1 1 6 1 1 9 1 1 ht hc S/C(kg/cm2) = P1 P2 P3 Df 1/4

Transcript of Losa de Cimentacion

LOSA DE CIMENTDISEO DE LOSA DE CIMENTACIN1DATOS:Fc210Kg/cm2s = 1700Kg/m3Fy4200Kg/cm2c =2400Kg/m3S/C=450Kg/m2Ks =1Kg/cm3Df=90cmE=217370.651192842Kg/cm2qa=1.4K/cm2

CUADRO DE CARGASColumnab (cm)t (cm)PD (t)PL (t)1.4Pd+1.7pL1404045251055002404060301350003404060301350004404060301350005404010040208000640407030149000740406030135000840407030149000940406030135000585275

450

s (kg/m3)= Ks (kg/cm3) 17001.0090Y

ABCD20

EFY450

X980GH450

4060JKLX20540540601160.00

DEFINIR EL METODO A USAR:

Asumiendo t =50cmT =50cmKs =1Kg/cm3 =3 KsE =15000 (F'C)^1/2E x T^3E =217370.651192842Kg/cm2

=0.003241,75 / =539.87>Lcusamos metodo rigido

1CALCULO DEL AREA DE LA LOSA

Lcx=540Lcy=450Area Losa=1136800cm2Lx=1160.00cmLy=980.00cm

2CALCULO DE LA PRESON NETA

qn=qa-s1 x h1- s2 x h2 - i x hi -c x hc - s/c

qn=1.1670K/cm23CALCULO DE LAS PRESIONES POR DEBAJO DE LOS PUNTOS PERIMETRALES

X' =Pi x X' iY' =Pi x Y' iPi Pi

X=578.84cmY =494.30cmex=X- B/2ey=Y- L/2ex=-1.16cmey=4.30cmEntonces :q =Pu+/-My X +/-Mx Y AIyIxPu=1286500.00KgIx=(B x L^3)/12Ix=90981893333.3333cm4Iy=(L x B^3)/12Iy=127473173333.333cm4Mx= Pu x exMx=5534941.8604651k-cmMy= Pu x eyMy=-1495930k-cmdonde q =1.1316854328+/--1.174E-05X +/-0.0000608356YTablaPUNTOSPu/AX cm(My X)/IyY cm(My Y)/Ixq (K/cm2)VERIFICACINA1.132-5800.00684900.0301.160qn > q OKB1.132-2900.00344900.0301.165qn > q OKC1.132250-0.00294900.0301.159qn > q OKD1.132580-0.00684900.0301.155qn > q OKE1.132-5800.00682450.0151.153qn > q OKF1.132580-0.00682450.0151.140qn > q OKG1.132-5800.0068-205-0.0121.126qn > q OKH1.132580-0.0068-205-0.0121.112qn > q OKI1.132-5800.0068-490-0.0301.109qn > q OKJ1.132-2900.0034-490-0.0301.105qn > q OKK1.132250-0.0029-490-0.0301.099qn > q OKL1.132580-0.0068-490-0.0301.095qn > q OK4CALCULO DEL PERALTE DE LA LOSA , VERIFICANDO EL CORTE POR PUNZONAMIENTOEn las columnas de mayor carga y de menor desarrollo de superficie de punzonamientoCOLUMNA 5

Vu= Pu - qnu x m x npu=208000Kgqnu=1.1670K/cm2m =40+dn =40+d40+dVu= 208000-1.1670...................1

Vc = 1.1(Fc)^1/2 bodbo = 2m +2n4040+d

Vc = 14.35x 4 x (40+d) x d.....................240Igualando 1 = 2d=44cm

COLUMNA 24040+d/2pu=135000Kg40qnu=1.1670K/cm2Igualando Vu = Vc40+dd=45cmCOLUMNA 140pu=105500Kg40+d/2qnu=1.1670K/cm240Igualando Vu = Vcd=55cm40+d/2

tomamos el mayor valor de "d"d=55cmd=57cmTomamos t=67cm

Verificacin de la condicin de diseotomando t =67cm =3 KsE x T^3 =0.002601,75 / =672.38>OK! METODO RIGIDO

5CALCULO DEL FACTOR DE MODIFICACION DE CARGA "F" PARA CADA FRANJAFRANJA 1qq prombLPPCPFA1.161.1552451160.00P1375500351906.951B1.1648981212P2C1.1585610834P3D1.1546884491E1.1533966131F1.1397837169E1.15339661311.1334501160.00P4492000541687.461.10F1.1397837169P51.22H1.1124076782P6G1.1260205743G1.12602057431.1082851160.00P7419000392608.361.00H1.1124076782P8I1.1086824165P9J1.1052791924K1.0989421546L1.0950695203A1.161.136290980.00P1375500349229.521.00B1.1648981212P4J1.1052791924P7I1.1086824165G1.1260205743E1.1533966131B1.16489812121.132540980.00P2492000545506.071.11C1.1585610834P51.22J1.1052791924P8K1.0989421546C1.15856108341.127330980.00P3419000391667.251.00D1.1546884491P6F1.1397837169P9H1.1124076782K1.0989421546L1.0950695203

6.-DISEO DE LA LOSAFRANJA 1Calculo de la cargas actuantesLADO IZQqLADO DEREqbPP (Kg)fp*fA1.160D1.15524511055001.00105500E1.153F1.14021350001.013500031350001.0135000q1283.391q2281.073q=w=282.000k/cm2

105500135000135000

W=282.000

205405406069700

52420

5640

-65300

-82580-99860

-17624485.8156028-24213830X1 Max=374.11X2 Max=478.72

5640050760012752400Verificacin del corte por flexinb=245Vu=78146.00d=57Vc=107257.20t=67Vc=91168.62OkVmax=99860L=20

Refuerzo SuperiorMu=24213829.787234Kg-cm

AS=Mua =As Fy0.9 Fy (d-a/2)0.85 Fc b

Por tanteoaAsa5.00117.53711.28811.29124.73311.97911.979125.57812.06012.060125.67812.070 As =125.68cm2As min=29.55cm2Ing.db1plgN varillasEspaciamiento259cmu s a r 26 1" @ 9cm

Refuerzo InferiorrMu=12752400Kg-cm

AS=Mua =As Fy0.9 Fy (d-a/2)0.85 Fc b

Por tanteoaAsa5.0061.9025.945.9462.4436.006.0062.4736.006.0062.4756.00

As =62.47cm2As min=29.55cm2

Ing.db3/4plgN varillasEspaciamiento2211cm

u s a r 23 3/4" @ 10 cm

FRANJA 2LADO IZQqLADO DEREqbPP (Kg)fp*fE1.153F1.14045041350001.10148500G1.126H1.11252080002288006149000163900q1512.869q2506.743q=w=510.000k/cm2

162000249600178800W=510.0002054054060

14940012360010200

-29400

-126000-151800X1 Max=317.65X2 Max=350.59-22489411.7647059-20614588

1020009180007512000Verificacin del corte por flexinb=450Vu=112530d=57Vc=197003.02t=67Vc=167452.57OkVmax=151800L=20

Refuerzo SuperiorMu=22489411.7647059Kg-cmAS=Mua =As Fy0.9 Fy (d-a/2)0.85 Fc b

Por tanteoaAsa5.00109.1675.715.71109.8805.755.745109.9185.7475.747109.9205.747Usar As =109.92cm2As min=54.27cm2Ing.db1plg

N varillasEspaciamiento2221cm

u s a r 23 1" @ 20 cm.

Refuerzo InferiorrMu=7512000Kg-cmAS=Mua =As Fy0.9 Fy (d-a/2)0.85 Fc bPor tanteoaAsa5.0036.4641.911.9135.4581.851.8535.4411.851.8535.4411.85As =54.27cm2As min=54.27cm2Ing.db3/4plg

N varillasEspaciamiento1924cm

u s a r 18 3/4" @ 25 cm.FRANJA 3LADO IZQqLADO DEREqbPP (Kg)fp*fG1.126H1.11228541350001.00135000I1.109L1.09552080001.0020800061490001.00149000q1318.445q2314.566q=w=317.000k/cm2

135000208000149000W=317.0002054054060

570042520X1 Max=425.8675078864X2 Max=470.03154574136340-143300-165480-128660

-26046056.7823344-26077350

6340057060023194400Verificacin del corte por flexinb=285Vu=104251.00d=57Vc=124768.58t=67Vc=106053.29OkVmax=128660L=20

Refuerzo SuperiorMu=26077350.1577287Kg-cmAS=Mua =As Fy0.9 Fy (d-a/2)0.85 Fc bPor tanteoaAsa5.00126.58310.4510.45133.24611.0011.001133.95811.05911.06134.03411.07

Usar As =134.03cm2As min=34.37cm2Ing.db1plg

N varillasEspaciamiento2611cmu s a r 26 1" @ 11

Refuerzo InferiorrMu=23194400Kg-cmAS=Mua =As Fy0.9 Fy (d-a/2)0.85 Fc bPor tanteoaAsa5.00112.5899.309.30117.2079.689.68117.6369.719.71117.6769.729.72117.6799.72

Usar As =117.68cm2As min=34.37cm2Ing.db1plg

N varillasEspaciamiento2312cmu s a r 23 1" @ 12 cm.FRANJA 4

LADO IZQqLADO DEREqbPP (Kg)fp*fA1.160B1.16529011055001.00105500I1.109J1.10541350001.0013500071350001.00135000q1328.959q2329.176q=w=329.000k/cm2

105500135000135000W=329.0002045045060

6218049130X1 Max=320.6686930091X2 Max=410.33434650466580

-72820

-85870-98920

-14805273.556231-19597568

6580059220011136950Verificacin del corte por flexinb=290Vu=73587.00d=57Vc=126957.50t=67Vc=107913.88OkVmax=98920L=20

Refuerzo SuperiorMu=19597568.3890578Kg-cmAS=Mua =As Fy0.9 Fy (d-a/2)0.85 Fc bPor tanteoaAsa5.0095.1297.727.7297.5627.927.91697.7447.937.9397.7577.93

As =97.76cm2As min=34.97cm2Ing.db1plg

N varillasEspaciamiento1916cm

u s a r 19 1" @ 16 cm.Refuerzo InferiorrMu=11136950Kg-cmAS=Mua =As Fy0.9 Fy (d-a/2)0.85 Fc bPor tanteoaAsa5.0054.0604.394.3953.7584.364.3653.7454.364.3653.7454.364.3653.7454.36

Usar As =53.75cm2As min=34.97cm2Ing.db3/4plg

N varillasEspaciamiento1916cm

u s a r 19 3/4" @ 16 cm.FRANJA 5LADO IZQqLADO DEREqbPP (Kg)fp*fB1.165J1.10554021350001.11149850C1.159K1.09952080001.1123088081490001.11165390q1627.334q2595.140q=w=611.000k/cm2

149850230880165390W=6112045045060

181390X1 Max=245.2536824877X2 Max=270.68739770871373201222016000-93560-137630

-15378632.1603928-12461094

122200109980052450Verificacin del corte por flexinb=540Vu=134343.00d=57Vc=236403.63t=67Vc=200943.08OkVmax=181390L=20

Refuerzo SuperiorMu=15378632.1603928Kg-cmAS=Mua =As Fy0.9 Fy (d-a/2)0.85 Fc bPor tanteoaAsa5.0074.6503.253.2573.4723.203.20173.4383.203.2073.4373.20Usar As =73.44cm2As min=65.12cm2Ing.d.b3/4plgN varillasEspaciamiento2621cmu s a r 26 3/4" @ 21

Refuerzo InferiorrMu=1099800Kg-cmAS=Mua =As Fy0.9 Fy (d-a/2)0.85 Fc bPor tanteoaAsa5.005.3390.230.235.1150.220.225.1140.220.225.1140.22

Usar As =65.12cm2As min=65.12cm2Ing.db3/4plgN varillasEspaciamiento2324cmu s a r 23 3/4" @ 24 cmFRANJA 6LADO IZQqLADO DEREqbPP (Kg)fp*fC1.159K1.09933031350001.00135000D1.155L1.09561490001.0014900091350001.00135000q1381.686q2362.012q=w=372.000k/cm2

135000149000135000W=3722045045060

58240X1 Max=362.9032258065X2 Max=362.903225806539840

7440

-76760-109160-127560-21795967.7419355-16395968

7440066960019662600

Verificacin del corte por flexinb=330Vu=98916.00d=57Vc=144468.88t=67Vc=122798.55OkVmax=127560L=20Refuerzo SuperiorMu=0Kg-cmAS=Mua =As Fy0.9 Fy (d-a/2)0.85 Fc bPor tanteoaAsa5.000.0000.000.000.0000.000.000.0000.000.000.0000.00 As =39.80cm2As min=39.80cm2Ing.d.b1plgN varillasEspaciamiento846cmu s a r 21 1" @ 16 cm.Refuerzo InferiorrMu=19662600Kg-cmAS=Mua =As Fy0.9 Fy (d-a/2)0.85 Fc bPor tanteoaAsa5.0095.4456.816.8197.0526.926.9297.1566.936.9397.1636.93

Usar As =97.16cm2As min=39.80cm2Ing.d.b1plg

N varillasEspaciamiento1918cmu s a r 19 1" @ 18 cm

Pgina &P

111411211711511811311611911bLcS/C (kg/cm2) =

DfhthcP1P2hthcS/C(kg/cm2) =P1P2P3Df1/4 x (40+d)x(40+d) 1/4