DISEÑO EN CONCRETO ARMADo
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Transcript of DISEÑO EN CONCRETO ARMADo
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DISEÑO EN CONCRETO ARMADO
OPCION 1
A)PREDIMENSIONAMIENTO DE LOSA ALIGERADAH>= L/25
L 4.5 mH>= 0.18 m
ENTONCES H= 0.20 mESCOJEMOS
B)PREDIMENSIONAMIENTO DE LOSA MACIZAH>= L/30 mH>= 0.150 m
ENTONCES H= 0.15 mESCOJEMOS
C)PREDIMENSIONAMIENTO DE VIGASVIGA PRINCIPAL L= 9.6
0.80 <=H<= 0.96ENTONCES H= 0.80 mESCOJEMOS
0.24 <=B<= 0.4ENTONCES B= 0.40ESCOJEMOS
SECCION DE VIGA 0.40 x 0.80D)PREDIMENSIONAMIENTO DE COLUMNAS
POR ESTETICAB= 0.40 mH= 0.40 m
VIGA SECUNDARIA L= 4.50.38 <=H<= 0.45
ENTONCES H= 0.40 mESCOJEMOS
0.12 <=B<= 0.2ENTONCES B= 0.25ESCOJEMOS
SECCION DE VIGA 0.25 x 0.40
opcion 1 b harea de 40 60
f´c=
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predimensionamiento de columnaCM CU=
l a h pe kg =ppla 5.125 4 300 6150ppvp 4.52 0.40 0.80 2400 3471.36ppvs 3.95 0.25 0.40 2400 948pptr 5.125 4.4 120 2706 para cada piso se tendpppt 5.125 4.4 100 2255
total 15530.36 kgCVsobrecarga 5.125 4.4 400 9020
total 9020 kg
metrado de cargas para vigaCM
l a h pe kgppla 1 4 300 1200ppvp 1 0.40 0.80 2400 768pptr 1 4.4 120 528pppt 1 4.4 100 440
total CM 2936 kgCVsobrecarga 1 4.4 400 1760
total CV 1760 kg
metrado de cargas para vigCM
l a h pe kgppla 1 1 300 300ppvs 1 0.25 0.40 2400 240pptr 1 1.25 120 150pppt 1 1.25 100 125
total CM 815 kgCVsobrecarga 1 1.25 400 500
total CV 500 kg
calculo de fuerza horizontalfactor zona Z= 0.4factor suelos S= 1.2
U= 1
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8
Tp= 0.6T= 0.0857 ct= 35
C= 17.5 hn= 3C= 2.5P= 1 tn/m2 area 237= 237 tn
V= 35.55
CALCULO DE FUERZA VERTICAL
Sa= 1.2Yd= 1
R= 8C= 0.15
C= 0.15W= 63675.2Vo= 9551.28
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W7= 9096.45714285714 h7= 19.8 F7 9551.28 180110W6= 18192.9142857143 h6= 17 F6 6036.12491 309280W5= 27289.3714285714 h5= 14.2 F5 4220.79386 387509
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W4= 36385.8285714286 h4= 11.4 F4 3067.17161 414798W3= 45482.2857142857 h3= 8.6 F3 2220.02724 391148W2= 54578.7428571428 h2= 5.8 F2 1512.21358 316557W1= 63675.2 h1= 3 F1 832.960465 191025.6WT= #NAME? SUMA 2190427
1-PARA VIGA PRINCIPALL= 4.10 mWDP.P.V.P. 0.40 0.80 1 2400P.P.L.A. 6.60 1 380P.P.ACAB. 7 1 100P.P.PISO TERM. 7 1 150
WDESCOGER
WL S/C 7 1 600WL
ESCOGERWU 1.2 4.93 + 1.6 4.2 =
ESCOGERMOMENTOS DE DISEÑO
2TRAMOS (1/16) (1/9)(1/14)
3TRAMOS (1/16) (1/10)(1/14)
4TRAMOS (1/16) (1/10)(1/14)
W L MU escoger(1/16)= 9.2 4.10 9.67 25.21 16(1/14)= 9.2 4.10 11.047 28.81 14(1/10)= 9.2 4.10 15.465 40.34 9(1/11)= 9.2 4.10 14.06 36.67 2CAPAS H-9
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CALCULO DE As 1 CAPA H-6MU FI FY f'c b d a25.21 1 4200 210 40 71 14.228.81 1 4200 210 40 71 14.240.34 1 4200 210 40 71 14.236.67 1 4200 210 40 71 14.2
VERIFICACION DE CUANTIAƿ min 7.84 cm2ƿ max 45.582no menor que
9.53 cm2PARA As requerido
8.77 12.5210.08 18.214.39 20.213.00 18.2
verificacion de espaciamiento para el agregadoe= 5.1375 >= 2.5 cm
DISEÑO POR FLEXIONGANCHO STANDAR
ɸ '' Ld ESCOGER(1/4) 7.68 8(3/8) 11.4 12(1/2) 15.24 16(5/8) 19.08 20(3/4) 22.92 25
LONGITUD DE DESARROLLOɸ '' FY Fc ɸ cm Ldh ESCOGEMOS(1/4) 4200 210 0.64 Ldh>= 13.986 15(3/8) 4200 210 0.95 Ldh>= 20.76 25(1/2) 4200 210 1.27 Ldh>= 27.753 30(5/8) 4200 210 1.59 Ldh>= 34.746 35(3/4) 4200 210 1.91 Ldh>= 41.739 45
1'' 4200 210 2.54 Ldh>= 55.507 60
PUNTOS DE CORTE M- 25.21 40.34M+ 28.81
PARA LADO IZQ=DERWU 9.2 TN/MLL 4.10 MM1 61.18 TN*M
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Mmax 39.33 TN*M→V1= 43.00 TN →X=
SI: AS 10.78→MU -28.93 TN*M
COMPROBACION ESCOGER -22.37 TN*MSI: X= 1.01 → X1 1.01 M OK
MU en g -22.37 OK → X2 8.34 M NO
Ld 1.72 M
ESCOGER 1.50 M
NOTA: EN MOMENTO NEGATIVO ESCOGER Ld el mayor
en momento positivo elegir el MENOR
DISEÑO POR FUERZA CORTANTE SEGUN TEODORO HARMSENWU 9.2 TN/MLL 4.10 TN/MLd 0.71 mVu-d= 36.47 TNCALCULO DE CORTE DEL CONCRETOVC= 21812.42 kgCALCULO DE CORTE NOMINALVn= 48629.95 kgCALCULO DE VsVs= 26817.533 kgCALCULO DE ESPACIAMIENTOS= 15.79 cm
VERIFICANDO segun RNE26817.53 Vs<= 45271.061 kg → 35.5
60 cm.
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210
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1.2CM+1.6CV33068.432 kg33.068432 tn
para cada piso se tend 33.068432 tn
para los 7 p 231.479024 tn
AG= 2449.51348AG= 2400
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FUERZA UNITARIA1591.88
1006.02082703.465643
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511.195268370.004541252.035596138.826744
7682508
70010505026 KG/ML4.93 TN/ML
42004200 KG/ML
4.2 TN/ML12.636
9.2 TN/ML
(1/16)(1/14)(1/11) (1/11) (1/10) (1/16)
(1/16) (1/14)(1/11) (1/11) (1/11) (1/10) (1/16)
(1/16) (1/16) (1/14)
ESCOGER
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1 ITERACION 2 ITERACION 3 ITERACION 4TO ITERACIONAs a As a As a As a
9.39 5.53 8.80 5.17 8.77 5.16 8.77 5.1610.73 6.31 10.11 5.95 10.08 5.93 10.08 5.9315.03 8.84 14.43 8.49 14.39 8.46 14.39 8.4613.66 8.04 13.03 7.67 13.00 7.65 13.00 7.65
ɸ '' ɸ cm area cm2(1/4) 0.64 0.32(3/8) 0.95 0.71(1/2) 1.27 1.29(5/8) 1.59 2(3/4) 1.91 2.84
1'' 2.54 5.1
ESCOGEMOS COLUMNA F NUEVO Ldh ESCOGERcm 40.00 0.8 12cm 40.00 0.8 20cm 40.00 0.8 24cm 40.00 0.8 28cm 40.00 0.8 36cm 40.00 0.8 48
36.67 36.67 40.34 25.2125.21 28.81
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4.67 M
SEGUN TEODORO HARMSENwu 9.2 TN/MLR mayor 43.00 tn → x= 0 m ɸvcvu d 36.47 tn → x= 0.71 m vcvu 2d 29.94 tn → x= 1.42 m vsvc 21812.42 kg sɸvc 16359.32 kg → x= 2.90 mɸvc/2 8179.66 kg → x= 3.79 m
xtotal 4.67 mtramo Ra-vu 2dvs 18108.20 kgvsmax 45271.06 >= 18108.20 oks 23.38 cm
O:s 35.5 cm
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pptr 4.48 2.82pppt 4.48 2.82
CVsobrecarga 4.48 2.82
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14055.19 kg18740.25 kg
0.00333333 kg127033200
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200 2526.72 para cada piso se tendra 0 tn100 1263.36
total 3790.08 kg para los 7 pis 0 tn
350 4421.76 AG= #DIV/0!total 4421.76 kg AG= 0
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METRADO DE CARGAS DISEñO DE COLUMNASC.M. PARA 1ER, 2DO Y ETC PISOS
P.P.V.P. 0.4 0.7 6.6 2400 4435.2P.P.V.S. 0.4 0.7 4.6 2400 3091.2P.P.L.A. 6.6 4.6 1 380 11536.8P.P.TAB. 7 5 1 100 3500P.P.P.T. 7 5 1 100 3500P.P.COL. 0.4 0.4 2.7 2400 1036.8
C.M.= 27100 KG/MLC.V. ESCOGER 27.1 TN/ML
S/C 7 5 1 600 21000C.V.= 21000 KG/ML
ESCOGER 21 TN/ML
WU= 1.2 27.1 + 1.6 21 = 66.12ESCOGER 66.12 TN/ML
CARGA TOTAL 108.86 TN/MLAREA 1151.95767 KG/MLCALCULO DE FUERZAS HORIZONTALESSE CONSIDERARA UN PESO DE 1TN/ML EN LA EDIFICACIONAREA TOTAL TECHADA 222.56 M2PESO PRIMER PISO 222.56 TNPESO SEGUNDO PISO 222.56 TNTOTAL 445.12 TN
AHORA HALLAMOS EL PESO DEL PORTICO PRINCIPALP= 60.72 TN
P2 60%= 36.43 TNP3 40%= 24.29 TN
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DISEñO DE COLUMNASPARA AZOTEA O ULTIMO PISO
C.M.P.P.V.P. 0.4 0.7 6.6 2400 4435.2P.P.V.S. 0.4 0.7 4.6 2400 3091.2P.P.L.A. 6.6 4.6 1 380 11536.8P.P.CUB. 6.6 4.6 1 50 1518P.P.COL. 0.4 0.4 2.7 2400 1036.8
C.M.= 21618 KG/MLC.V. ESCOGER 21.62 TN/ML
S/C 7 5 1 300 10500C.V.= 10500 KG/ML
ESCOGER 10.5 TN/ML
TN/ML WU= 1.2 21.62 + 1.6 10.5 =ESCOGER
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42.744 TN/ML42.74
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DISEÑO EN CONCRETO ARMADO
OPCION 1
A)PREDIMENSIONAMIENTO DE LOSA ALIGERADAH>= L/25
L 4 mH>= 0.16 m
ENTONCES H= 0.20 mESCOJEMOS
B)PREDIMENSIONAMIENTO DE LOSA MACIZAH>= L/30 mH>= 0.133 m
ENTONCES H= 0.15 mESCOJEMOS
C)PREDIMENSIONAMIENTO DE VIGASVIGA PRINCIPAL L= 4
0.33 <=H<= 0.40ENTONCES H= 0.20 mESCOJEMOS
0.06 <=B<= 0.1ENTONCES B= 0.30ESCOJEMOS
SECCION DE VIGA 0.30 x 0.20D)PREDIMENSIONAMIENTO DE COLUMNAS
POR ESTETICAB= 0.30 mH= 0.30 m
VIGA SECUNDARIA L= 30.25 <=H<= 0.30
ENTONCES H= 0.20 mESCOJEMOS
0.06 <=B<= 0.1ENTONCES B= 0.20ESCOJEMOS
SECCION DE VIGA 0.20 x 0.20
opcion 2 Darea de columna 40
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predimensionamiento de columna centralCM
l a h pe kgppla 4.25 3.13 300 3990.75ppvp 4.05 0.30 0.20 2400 583.2ppvs 3 0.20 0.20 2400 288pptr 4.25 3.13 120 1596.3pppt 4.25 3.13 100 1330.25
total 7788.5 kgCVsobrecarga 4 4.2 300 5040
total 5040 kg
B Harea de colu 30 30
predimensionamiento de columna perimetricaCM
l a h pe kgppla 4.25 4.2 300 5355ppvp 4.05 0.30 0.20 2400 583.2ppvs 4 0.20 0.20 2400 384pptr 4.25 4.2 120 2142pppt 4.25 4.2 100 1785
total 10249.2 kgCVsobrecarga 4.25 4.2 300 5355
total 5355 kg
metrado de cargas para vigaCM
l a h pe kgppla 1 4 300 1200ppvp 1 0.30 0.20 2400 144pptr 1 4.2 120 504pppt 1 4.2 100 420
total CM 2268 kgCVsobrecarga 1 4.2 300 1260
total CV 1260 kg
metrado de cargas para viga
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CMl a h pe kg
ppla 1 4 300 1200ppvs 1 0.20 0.20 2400 96pptr 1 3.8 120 456pppt 1 3.8 100 380
total CM 2132 kgCVsobrecarga 1 4 300 1200
total CV 1200 kg
calculo de fuerza horizontalfactor zona Z= 0.4factor suelos S= 1.2
U= 18
Tp= 0.6T= 0.08571429 ct= 35
C= 17.5 hn= 3C= 2.5P= 1 tn/m2 area 237= 237 tn
V= 35.55
CALCULO DE FUERZA VERTICAL
Sa= 1.2Yd= 1
R= 8C= 0.15
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C= 0.15W= 57835.2Vo= 8675.28
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W7= 8262.171428571 h7= 19.8 F7 8675.28W6= 16524.34285714 h6= 17 F6 5482.51896W5= 24786.51428571 h5= 14.2 F5 3833.68183W4= 33048.68571429 h4= 11.4 F4 2785.86456W3= 41310.85714286 h3= 8.6 F3 2016.41643W2= 49573.02857143 h2= 5.8 F2 1373.52022W1= 57835.2 h1= 3 F1 756.565116WT= #NAME? SUMA
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f´c= 210
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CU= 1.2CM+1.6CV= 17410.2 kg
17.4102 tn
para cada piso se tendra 17.4102 tnN° pisos 5 pisos
para los 7 pis 87.051 tn
AG= 921.174603AG= 1256.64 ok!!!
f´c= 210
CU= 1.2CM+1.6CV= 20867.04 kg
20.86704 tn
para cada piso se tendra 20.86704 tnN° pisos 4 pisos
para los 7 pis 83.46816 tn
AG= 883.260952AG= 900 ok!!!
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FUERZA UNITARIA163590.994 1445.88280913.829 913.75316351968.503 638.946971376755.017 464.310761355273.371 336.069405287523.566 228.920036
173505.6 126.0941861989530.88
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CM= 2300 KgCV= 1300 Kg Carga ultima 4.84 tn seccion de vigaL1 5.5 L4 3.8 B=L2 6 L5 3 H=L3 5.5 L6 4.2
(1/16) (1/10) (1/11) (1/11) (1/11) (1/11)(1/14) (1/16) (1/16)
L1 L2 L39.15 10.46 14.64 15.84 10.89 15.84 13.31 9.15 13.31tn-m tn-m tn-m tn-m tn-m tn-m tn-m tn-m tn-m
calculo de acero
1 CAPA H-6 1 ITERACIONMU FI FY f'c b d a As a
9.15 0.9 4200 210 25 41 8.2 6.56 6.1710.46 0.9 4200 210 25 41 8.2 7.50 7.0614.64 0.9 4200 210 25 41 8.2 10.50 9.8815.84 0.9 4200 210 25 41 8.2 11.36 10.6910.89 0.9 4200 210 25 41 8.2 7.81 7.3515.84 0.9 4200 210 25 41 8.2 11.36 10.6913.31 0.9 4200 210 25 41 8.2 9.54 8.98
9.15 0.9 4200 210 25 41 8.2 6.56 6.1713.31 0.9 4200 210 25 41 8.2 9.54 8.98
6.35 0.9 4200 210 25 41 8.2 4.56 4.294.37 0.9 4200 210 25 41 8.2 3.13 2.956.35 0.9 4200 210 25 41 8.2 4.56 4.293.96 0.9 4200 210 25 41 8.2 2.84 2.672.72 0.9 4200 210 25 41 8.2 1.95 1.843.96 0.9 4200 210 25 41 8.2 2.84 2.678.54 0.9 4200 210 25 41 8.2 6.12 5.766.10 0.9 4200 210 25 41 8.2 4.37 4.115.34 0.9 4200 210 25 41 8.2 3.83 3.60
longitud de desarrollof´y= 4200f´c= 210 1/4
diametro de barra= 1.91 cm 8 mmlongitud de desarrollo= 44.2856473 cm 3/8longitud de desarrollo= 41.7392226 cm 12 mm
1/2longitud de anclaje 22.92 cm 5/8
3/4
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1 1 3/8
zapatas
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seccion de viga0.25 m
0.5 m
(1/11) (1/11) (1/11) (1/11) (1/10) (1/16)(1/16) (1/16) (1/14)
L4 L5 L66.35 4.37 6.35 3.96 2.72 3.96 8.54 6.10 5.34tn-m tn-m tn-m tn-m tn-m tn-m tn-m tn-m tn-m
4.5
2 ITERACION 3 ITERACION 4TO ITERACION CUANTIASAs a As a As a Asmin Asmin
6.39 6.01 6.37 6.00 6.37 6.00 2.8292688 3.441071437.38 6.95 7.37 6.94 7.37 6.94 2.8292688 3.44107143
10.74 10.11 10.78 10.14 10.78 10.15 2.8292688 3.4410714311.75 11.06 11.81 11.12 11.82 11.13 2.8292688 3.44107143
7.72 7.26 7.71 7.26 7.71 7.26 2.8292688 3.4410714311.75 11.06 11.81 11.12 11.82 11.13 2.8292688 3.44107143
9.64 9.08 9.66 9.09 9.66 9.09 2.8292688 3.441071436.39 6.01 6.37 6.00 6.37 6.00 2.8292688 3.441071439.64 9.08 9.66 9.09 9.66 9.09 2.8292688 3.441071434.33 4.07 4.31 4.06 4.31 4.06 2.8292688 3.441071432.92 2.75 2.92 2.74 2.92 2.74 2.8292688 3.441071434.33 4.07 4.31 4.06 4.31 4.06 2.8292688 3.441071432.64 2.49 2.64 2.48 2.63 2.48 2.8292688 3.441071431.80 1.69 1.79 1.69 1.79 1.69 2.8292688 3.441071432.64 2.49 2.64 2.48 2.63 2.48 2.8292688 3.441071435.93 5.58 5.91 5.56 5.91 5.56 2.8292688 3.441071434.14 3.90 4.13 3.89 4.13 3.89 2.8292688 3.441071433.60 3.39 3.59 3.38 3.59 3.38 2.8292688 3.44107143
db (cm) A (cm2)0.64 0.320.80 0.50 9.70.95 0.711.20 1.131.27 1.271.59 1.981.91 2.85
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2.54 5.073.49 9.58
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zapatas conectadascircular y cuadrada luz = 4
columna exterior columna interiorB= 30 cm D= 30 cmH= 30 cm
PD= 20 tn PD= 20 tnPL= 10 tn PL= 10 tn
datos adicionales y suelocapacidad portante= 3 kg/cm2 diametro de barra de columnapeso especifico= 1.6 tn/m3 profundida total=S/C= 300 kg peso especifico del concreto=f´c colum 210 altura de piso terminadof'c zapa 175fy= 4200
longitud de desarrolloLd= 48.512496 cm
Hf= 58.512496 cmescoger= 60 cm
capacidad portante neta del terreno:
qsn= 2.80072
area para zapata interiosA= 10711.5313 cm2 L= 103.496528
escoger= 130 cmarea para zapata exterior A=1.5BA= 10711.5313 cm2
Lado A= 126.756842Lado B= 84.5045613
escoger= A= 70 cmB= 70 cm
diseño de viga… calculo de momento y fuerza sin amplificar aplicados a la vigaM= 9000 kg-mV= 2432.43243 kg
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El área de zapata requerida para nosobrepasar los esfuerzos del suelo es
A= 11580.0339 cm2S= 165.429055 cm
Diseño de la viga de cimentación
seccion a asumirB= 30 cm cuantia= 0.76 %H= 50 cm
El momento flector yfuerza cortante amplificados serán:
M= 12000V= 3243.24324 Vc= 6916.5
Ru= 25
As min= 4.02857143 cm2cuantia = 11.4 cm2
columna exterior columna interiorreaccion amplificada del suelo 8.91 kg/cm2 2.37
Vu por punzonamiento 4453.94374 kg 29585.7988
Vc por ponzonamiento 103680.38 kg ok!! 103680.38
Vu por flexion -18706.5637 kg 0
Vc por flexion 18404.5076 kg ok!! 34179.7997
5.25 cm2 9.75
5.25 cm2
14.19
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m
1.91 cm1.5 m
240010 cm
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columna interiorkg/cm2
kg
kg ok!!
kg
kg ok!!