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CALCULOS ESTRUCTURALMEMORIA DE CALCULO EVALUO DE CARGAS
1/18
PROYECTO: #REF! CONTENIDO:
4/30/2007
Dirección:BUGA CALCULO: LUIS CARLOS QUINTERO
ZAPATAS TIPO DATOS
Area de diseño Medidas de la columna AREA AFTE.
Tipo de zapata fy: 4200 kg/cm2
a(cm) b(cm) m2 fc': 210 kg/cm2 my mx
8 30 30 A - 3 Central 1 1.9 0.1
9 30 30 A - 4 Central 1 qa: 2.3 kg/cm2 2.5 0.1
10 30 30 A - 5 medianera 3 2.5 0.2
11 30 30 A - 6 medianera 3 N.T: 1.5 m 2.5 0.2
12 30 30 A - 7 Esquinera 2 2.5 0.2
13 30 30 A - 8 Central 1 1.8 T/m3 2.6 0.0
14 30 30 A - 9 medianera 3 0.4 0.0
15 30 30 A - 10 Central 1 Ps: 0.27 kg/cm2 0.5 0.1
16 30 30 A - 11 medianera 3 0.4 0.0
17 100 30 B - 11 Central 1 qe: 2.03 kg/cm2 0.1 0.1
18 30 30 D - 11 medianera 3 0.2 0.0
19 30 30 E - 11 Central 1 0.4 0.0
20 30 60 F - 11 medianera 3 0.5 0.0
24+51 30 95 B - 10 Central 1 0.1 0.1
25+52 30 95 B - 9 medianera 3 0.7 0.0
26+53 30 95 B - 8 medianera 3 0.5 0.1
27+54 35 95 B - 7 medianera 8 1.5 0.1
28+60 30 95 B - 6 Esquinera 2 0.6 0.1
29+70 30 95 B - 5
30+69 30 95 B - 4
EVALUO DE CARGAS SALON PRINCIPAL
PL. FECHA:
Momento max.
(T-m)
gs:
EspecificacionesEspecificaciones
CALCULOS ESTRUCTURALMEMORIA DE CALCULO EVALUO DE CARGAS
2/18
PROYECTO: #REF! CONTENIDO:
4/30/2007
Dirección:BUGA CALCULO: LUIS CARLOS QUINTERO
EVALUO DE CARGAS SALON PRINCIPAL
PL. FECHA:
31+63 30 40 B - 3
43 30 30 F - 10'
44 30 30 E - 10'
45 30 30 D - 10'
46 30 30 B - 10'
DISEÑO ZAPATAS CENTRICAS
fy: 4200 kg/cm2 1.8 T/m3
fc': 210 kg/cm2
Ps: 0.27 kg/cm2
qe: 2.03 kg/cm2
N.T: 1.50 m
pZ/propio: 337 kg
My Mx
8 4218 1.9 0.13
Areq.= 2077.8
Lo= 46
L: 80
Ad = 6400
8 5916
qu= 0.9
T= 30 do: 22
bo= 208CHEQUEO DE PUNZONAMIENTO
Vu1= 3417vc1 vc2 vc3 Controla
23.5 20.2 15.9 15.962002 OK
CHEQUEO ACCION VIGAVu2= 222
11490 OK
gs:
fVc=
fVc=
cm2cm2
cmcm
cmcm
cm2cm2
kg/cm2kg/cm2
cmcm
cmcm
kgkg
kgkg
kgkg
kgkg
kgkgkg/cm2kg/cm2 kg/cm2kg/cm2 kg/cm2kg/cm2 kg/cm2kg/cm2
kgkgPt=Pt=
PU=PU=
Ton-mTon-mTon-mTon-m
CALCULOS ESTRUCTURALMEMORIA DE CALCULO EVALUO DE CARGAS
3/18
PROYECTO: #REF! CONTENIDO:
4/30/2007
Dirección:BUGA CALCULO: LUIS CARLOS QUINTERO
EVALUO DE CARGAS SALON PRINCIPAL
PL. FECHA:
CALCULO DE REFUERZOMu= 23111
b= 80
f´c= 21 T= 30
fy= 420 d´= 8 22Mu= 2.31Mn= 2.57
k= 0.07a= 4956
0.08459 0.00016
0.02138 0.01604
r = 0.00016
As = 5.81
REFUERZO TEMPERATURA - RETRACCION DEL FRAGUADO
r = 0.0018
As = 4.32
USE: As = 5.81
F#: 5 1.99
USAR: 3
As = 6.0
5 35 en ambas direcciones
APLASTAMIENTOA1= 900 A2= 6400
Pu 6.6 299.9 > 5.916347 OKA1
224.91 < OK
rb= rmax.=
fPn=
0,85*f*fc'*A1*2=
kg-cmkg-cm
cm2
Mpa
cm
cm
cm
KN-mKN-mMpa
Mpa d=
cm2
As=As= cm2
cm2
@@1#1# cmcm
cm2 cm2
== kg/cm2kg/cm2 ton.ton. Pu=Pu=
fPnfPn
CALCULOS ESTRUCTURALMEMORIA DE CALCULO EVALUO DE CARGAS
4/18
PROYECTO: #REF! CONTENIDO:
4/30/2007
Dirección:BUGA CALCULO: LUIS CARLOS QUINTERO
EVALUO DE CARGAS SALON PRINCIPAL
PL. FECHA:
SIGUIENTE PASO DE CALCULO DE REFUERZO
_ _ _ _
Diseño final de las zapatas CENTRICAS tipo 10
30
1.53 5 35
22 30
80.0
80.0 cm
## @@ cmcm
Z-Z-
CALCULOS ESTRUCTURALMEMORIA DE CALCULO EVALUO DE CARGAS
5/18
LOSA #1 LOSA #2
# D+L (kg) D(kg) L(kg) 1.4D+1.7L(kg) columna # D+L (kg) D(kg) L(kg) 1.4D+1.7L(kg) columna
8 4218.0 4180.9 37.1 5916 30
9 5661.4 4966.5 694.9 8134 30
10 6583.9 6768.7 -184.7 9162 30
11 9110.4 7594.4 1516.0 13209 30
12 5264.9 4821.8 443.1 7504 30
13 1802.1 1497.7 304.4 2614 30
14 2561.4 2440.5 120.9 3622 30
15 4490.0 4078.1 411.9 6410 30
16 4521.6 3847.7 673.9 6532 30
17 4597.2 3917.5 679.7 6640 30
18 513.7 513.7 0.0 719 30
19 471.2 471.2 0.0 660 30
20 3.0 3.0 0.0 4 60
24 4879.7 4537.1 342.6 6934 40 51 7380.0 7348.42 31.58 10341 55
25 6487.6 5851.9 635.6 9273 40 52 11815.6 11753.23 62.35 16561 55
26 5216.7 4784.6 432.1 7433 40 53 11718.8 11656.77 62.05 16425 55
27 5298.4 4854.6 443.9 7551 40 54 11741.8 11679.57 62.23 16457 55
28 5257.7 4819.3 438.4 7492 40 60 11732.1 11669.98 62.13 16444 55
29 5221.2 4786.8 434.4 7440 40 70 8419.8 8386.9 32.92 11798 55
30 5197.6 4765.6 432.0 7406 40 69 11620.1 11559.15 60.91 16286 55
CALCULOS ESTRUCTURALMEMORIA DE CALCULO EVALUO DE CARGAS
6/18
31 4458.2 4124.2 334.0 6342 40 63 11306.3 11248.39 57.95 15846 55
43 1071.0 1006.0 65.0 1519 40
44 3142.0 2840.0 302.0 4489 40
45 2967.4 2700.0 267.4 4235 40
46 416.0 416.0 0.0 582 40
11 7253.0 7214.6 38.37 10166 60
12 12245.7 12171.12 74.62 17166 60
13 12202.5 12126.66 75.86 17106 60
14 12325.9 12248.99 76.92 17279 60
15 12401.6 12323.9 77.74 17386 60
16 12424.1 12346.13 77.98 17417 60
17 12395.3 12317.64 77.65 17377 60
18 12290.9 12214.06 76.79 17230 60
24 12409.0 12332.68 76.33 17396 60
25 7231.0 7192.86 38.15 10135 60
62 12989.8 12927.57 62.24 18204 100
79 2787.9 2788.6 -0.66 3903 100
61 11695.8 11634.01 61.76 16393 100
CALCULOS ESTRUCTURALMEMORIA DE CALCULO EVALUO DE CARGAS
7/18
LOSA #4 LOSA #1+losa #2
# D+L (kg) D(kg) L(kg) columna # D+L (kg) D(kg) L(kg) 1.4D+1.7L(kg) columna
8.0 4218.0 4180.9 37.1 5916.3 30
9.0 5661.4 4966.5 694.9 8134.4 30
10.0 6583.9 6768.7 -184.7 9162.1 30
11.0 9110.4 7594.4 1516.0 13209.4 30
12.0 5264.9 4821.8 443.1 7503.8 30
13.0 1802.1 1497.7 304.4 2614.2 30
14.0 2561.4 2440.5 120.9 3622.3 30
15.0 4490.0 4078.1 411.9 6409.6 30
16.0 4521.6 3847.7 673.9 6532.4 30
17.0 4597.2 3917.5 679.7 6640.0 30
18.0 513.7 513.7 0.0 719.2 30
19.0 471.2 471.2 0.0 659.7 30
20.0 3.0 3.0 0.0 4.2 60
24+51 12259.7 11885.5 374.2 17275.8 95
25+52 18303.1 17605.2 698.0 25833.8 95
26+53 16935.5 16441.4 494.1 23857.9 95
27+54 17040.2 16534.1 506.1 24008.2 95
28+60 16989.8 16489.3 500.5 23935.8 95
29+70 13641.1 13173.7 467.3 19237.7 95
30+69 16817.7 16324.8 492.9 23692.6 95
1.4D+1.7L(kg)
CALCULOS ESTRUCTURALMEMORIA DE CALCULO EVALUO DE CARGAS
8/18
31+63 15764.5 15372.6 391.9 22187.9 95
1071.0 1006.0 65.0 1518.9 40
3142.0 2840.0 302.0 4489.4 40
2967.4 2700.0 267.4 4234.6 40
416.0 416.0 0.0 582.4 40
14 1611.7 1611.67 0 2256 60
15 2043.2 2043.18 0 2860 60
16 2044.8 2044.81 0 2863 60
17 2045.0 2044.96 0 2863 60
18 2045.0 2045 0 2863 60
19 2044.8 2044.76 0 2863 60
20 2046.2 2046.2 0 2865 60
21 1692.1 1692.11 0 2369 60
25 2045.0 2045.01 0 2863 60
35 416.5 416.46 0 583 60
1 562.1 562.13 0 787 30
2 584.4 584.36 0 818 30
3 2804.6 2804.57 0 3926 30
4 912.8 912.83 0 1278 30
5 917.2 917.21 0 1284 30
6 915.5 915.51 0 1282 30
9 915.8 915.81 0 1282 30
10 915.7 915.72 0 1282 30
11 916.2 916.17 0 1283 30
12 918.0 918 0 1285 30
13 2446.8 2446.77 0 3425 30
CALCULOS ESTRUCTURALMEMORIA DE CALCULO EVALUO DE CARGAS
9/18
LOSA #2+losa #4
# D+L (kg) D(kg) L(kg) columna1.4D+1.7L(kg)
CALCULOS ESTRUCTURALMEMORIA DE CALCULO EVALUO DE CARGAS
10/18
11+14 8864.6 8826.3 38.4 12422.0 120.0
12+15 14288.9 14214.3 74.6 20026.9 120.0
13+16 14247.3 14171.5 75.9 19969.0 120.0
14+17 14370.9 14294.0 76.9 20142.3 120.0
15+18 14446.6 14368.9 77.7 20248.6 120.0
16+19 14468.9 14390.9 78.0 20279.8 120.0
17+20 14441.5 14363.8 77.7 20241.4 120.0
18+21 13983.0 13906.2 76.8 19599.2 120.0
24+25 14454.0 14377.7 76.3 20258.5 120.0
25+35 7647.5 7609.3 38.2 10717.9 120.0
CALCULOS ESTRUCTURALMEMORIA DE CALCULO EVALUO DE CARGAS
11/18
ZAPATAS TIPO
# D+L (kg) D(kg) L(kg) columnaMX MY
8 4218.0 4180.9 37.1 5916.3 30.0 45.88 82.65
9 5661.4 4966.5 694.9 8134.4 30.0 -453.96 -86.49
10 6583.9 6768.7 -184.7 9162.1 30.0 -14.47 240.26
11 9110.4 7594.4 1516.0 13209.4 30.0 -1032.04 114.92
12 5264.9 4821.8 443.1 7503.8 30.0 17.93 86.72
13 1802.1 1497.7 304.4 2614.2 30.0 -126.56 14.39
14 2561.4 2440.5 120.9 3622.3 30.0 -198.37 -2.30
15 4490.0 4078.1 411.9 6409.6 30.0 1027.51 20.54
16 4521.6 3847.7 673.9 6532.4 30.0 -1155.46 75.47
17 4597.2 3917.5 679.7 6640.0 30.0 -1232.83 73.29
18 513.7 513.7 0.0 719.2 30.0 0.00 0.00
19 471.2 471.2 0.0 659.7 30.0 0.00 0.00
20 3.0 3.0 0.0 4.2 60.0 -95.12 986.27
24+51 12259.7 11885.5 374.2 17275.8 95.0 2934.45 -238.12
25+52 18303.1 17605.2 698.0 25833.8 95.0 3752.57 -174.74
26+53 16935.5 16441.4 494.1 23857.9 95.0 3968.70 -124.85
27+54 17040.2 16534.1 506.1 24008.2 95.0 2899.84 -196.35
28+60 16989.8 16489.3 500.5 23935.8 95.0 3686.10 -155.13
29+70 13641.1 13173.7 467.3 19237.7 95.0 4587.85 -277.98
30+69 16817.7 16324.8 492.9 23692.6 95.0 1201.30 -231.04
1.4D+1.7L(kg)
CALCULOS ESTRUCTURALMEMORIA DE CALCULO EVALUO DE CARGAS
12/18
31+63 15764.5 15372.6 391.9 22187.9 95.0 127.09 -289.56
43 1071.0 1006.0 65.0 1518.9 40.0 -100.6 -61.1
44 3142.0 2840.0 302.0 4489.4 40.0 -2.8 -63.8
45 2967.4 2700.0 267.4 4234.6 40.0 -80.4 -68.3
46 416.0 416.0 0.0 582.4 40.0 117.8 -103.0
11+14 8864.6 8826.3 38.4 12422.0 120.0 2307.94 24.10
12+15 14288.9 14214.3 74.6 20026.9 120.0 821.29 191.55
13+16 14247.3 14171.5 75.9 19969.0 120.0 408.03 197.84
14+17 14370.9 14294.0 76.9 20142.3 120.0 8.81 196.60
15+18 14446.6 14368.9 77.7 20248.6 120.0 -352.69 197.20
16+19 14468.9 14390.9 78.0 20279.8 120.0 -665.89 193.86
17+20 14441.5 14363.8 77.7 20241.4 120.0 -922.14 193.23
18+21 13983.0 13906.2 76.8 19599.2 120.0 -1150.23 240.08
24+25 14454.0 14377.7 76.3 20258.5 120.0 -1187.21 185.24
25+35 7647.5 7609.3 38.2 10717.9 120.0 -228.78 282.16
62 12989.8 12927.6 62.2 18204.4 100.0 10261.86 -191.36
79 2787.9 2788.6 -0.7 3902.9 100.0 5185.90 -303.00
61 11695.8 11634.0 61.8 16392.6 100.0 3711.75 -158.56
1 562.1 562.1 0.0 787.0 30.0 -40.236 -83.145
2 584.4 584.4 0.0 818.1 30.0 40.513 -97.038
3 2804.6 2804.6 0.0 3926.4 30.0 -6.397 22.54
4 912.8 912.8 0.0 1278.0 30.0 -49.996 0.916
5 917.2 917.2 0.0 1284.1 30.0 -49.692 0.577
6 915.5 915.5 0.0 1281.7 30.0 -49.669 0.664
9 915.8 915.8 0.0 1282.1 30.0 -49.667 0.67
10 915.7 915.7 0.0 1282.0 30.0 -49.669 0.692
11 916.2 916.2 0.0 1282.6 30.0 -49.691 0.731
12 918.0 918.0 0.0 1285.2 30.0 -49.999 0.703
13 2446.8 2446.8 0.0 3425.5 30.0 -34.824 94.723
MEMORIA DE CALCULOSCALCULO ESTRUCTURAL
DISEÑO DE CIMENTACION
CALCULOS ESTRUCTURALESING. LUIS CARLOS QUINTERO A.
CRRA. 11 No. 14-74 Buga Tel. 2371239-3136536398
PROYECTO: #REF! CONTENIDO: DISEÑO DE ZAPATAS4/7/2023
Dirección:#REF!
CALCULO:LUIS CARLOS QUINTERO
AREA DE ZAPATAS TIPODETALLE DE ZAPATAS
Eje
SALON DE JUEGOS
20 A - 3 4180.9 37.11 4218.01 45.88 82.65 80 80 Z-4
56 A - 4 4966.5 694.88 5661.38 -453.96 -86.49 100 100 Z-2 Zapata
54 A - 5 6768.68 -184.74 6583.94 -14.47 240.26 100 100 Z-2
58 A - 6 7594.39 1516.03 9110.42 -1032.04 114.92 80 100 Z-2 CENTRICA
24 A - 7 4821.82 443.1 5264.92 17.93 86.72 100 100 Z-1 L
26 A - 8 1497.71 304.38 1802.09 -126.56 14.39 90 90 Z-3
28 A - 9 2440.51 120.93 2561.44 -198.37 -2.30 80 100 Z-2 B
84 A - 10 4078.1 411.93 4490.03 1027.51 20.54 90 90 Z-3
81 A - 11 3847.7 673.92 4521.62 -1155.46 75.47 90 90 Z-3
95 B - 11 3917.47 679.73 4597.20 -1232.83 73.29 100 100 Z-1 L CENTRICA
18 D - 11 513.7 0.0 513.69 0.00 0.00 80 100 Z-2
19 E - 11 471.2 0.0 471.20 0.00 0.00 100 100 Z-1
20 F - 11 3.0 0.0 3.00 -95.12 986.27 B
24 B - 10 4537.1 342.6 4879.68 -184.28 188.05
25 B - 9 5851.9 635.6 6487.56 -302.95 -50.16
26 B - 8 4784.6 432.1 5216.68 -705.07 -39.45
27 B - 7 4854.6 443.9 5298.44 -1107.18 -50.57
28 B - 6 4819.27 438.39 5257.66 -1491.70 -58.40
29 B - 5 4786.8 434.4 5221.23 -1863.90 -64.21
30 B - 4 4765.6 432.0 5197.62 -2255.28 -67.30
31 B - 3 4124.2 334.0 4458.15 -2785.65 -122.69
43 F - 10' 1006.0 65.0 1071.00 -100.57 -61.06
44 E - 10' 2840.0 302.0 3142.00 -2.79 -63.78
45 D - 10' 2700.0 267.4 2967.40 -80.43 -68.32
46 B - 10' 416.0 0.0 416.00 117.80 -103.03
PL.
FECHA
Medidas requertidas
Area de cada sector
PD kg
PL kg
D+L kg
MX kg-m
MY kg-m
L
cm
b cm
Zapata tipo
MEMORIA DE CALCULOSCALCULO ESTRUCTURAL
DISEÑO DE CIMENTACION
CALCULOS ESTRUCTURALESING. LUIS CARLOS QUINTERO A.
CRRA. 11 No. 14-74 Buga Tel. 2371239-3136536398
PROYECTO: #REF! CONTENIDO: DISEÑO DE ZAPATAS4/7/2023
Dirección:#REF!
CALCULO:LUIS CARLOS QUINTERO
AREA DE ZAPATAS TIPODETALLE DE ZAPATAS
Eje
PL.
FECHA
Medidas requertidas
Area de cada sector
PD kg
PL kg
D+L kg
MX kg-m
MY kg-m
L
cm
b cm
Zapata tipo
LOSA #211 F - 10 7214.6 38.37 7252.97 2321.99 52.46
12 F - 9 12171.12 74.62 12245.74 725.58 184.28
13 F - 8 12126.66 75.86 12202.52 304.71 190.24
14 F - 7 12248.99 76.92 12325.91 -94.34 188.15
15 F - 6 12323.9 77.74 12401.64 -455.84 187.85
16 F - 5 12346.13 77.98 12424.11 -769.22 182.17
17 F - 4 12317.64 77.65 12395.29 -1018.07 178.90
18 F - 3 12214.06 76.79 12290.85 -1188.20 168.54
24 F - 2 12332.68 76.33 12409.01 -1290.37 174.80
25 F - 1 7192.86 38.15 7231.01 -228.78 282.16
51 C - 10 7348.42 31.58 7380.00 2916.52 -324.84
52 C - 9 11753.23 62.35 11815.58 4055.52 -124.58 Zapata
53 C - 8 11656.77 62.05 11718.82 4095.26 -139.24
54 C - 7 11679.57 62.23 11741.80 4007.02 -145.78 CENTRICA
60 C - 6 11669.98 62.13 11732.11 3884.47 -152.83 L
70 C - 5 8386.9 32.92 8419.82 6451.75 -213.77
69 C - 4 11559.15 60.91 11620.06 3456.58 -163.74 B
63 C - 3 11248.39 57.95 11306.34 2912.74 -166.87
62 C - 2 12927.57 62.24 12989.81 10261.86 -191.36
79 C - 1' 2788.6 -0.66 2787.94 5185.90 -303.00 L CENTRICA
61 C - 1 11634.01 61.76 11695.77 3711.75 -158.56
LOSA #41 H - 1' 562.13 0 562.13 -40.236 -83.145 B
2 G - 1' 584.36 0 584.36 40.513 -97.038
3 H - 1 2804.57 0 2804.57 -6.397 22.54
4 H - 2 912.83 0 912.83 -49.996 0.916
5 H - 3 917.21 0 917.21 -49.692 0.577
6 H - 4 915.51 0 915.51 -49.669 0.664
9 H - 5 915.81 0 915.81 -49.667 0.67
10 H - 6 915.72 0 915.72 -49.669 0.692
11 H - 7 916.17 0 916.17 -49.691 0.731
12 H - 8 918 0 918.00 -49.999 0.703
13 H - 9 2446.77 0 2446.77 -34.824 94.723
14 G - 1 1611.67 0 1611.67 -14.045 -28.364
15 G - 2 2043.18 0 2043.18 95.713 7.268
16 G - 3 2044.81 0 2044.81 103.32 7.599
17 G - 4 2044.96 0 2044.96 103.147 8.453
18 G - 5 2045 0 2045.00 103.15 9.354
19 G - 6 2044.76 0 2044.76 103.33 11.695
20 G - 7 2046.2 0 2046.20 95.934 14.33
21 G - 8 1692.11 0 1692.11 37.968 71.54
25 G - 9 2045.01 0 2045.01 103.165 10.44
35 G - 1'' 416.46 0 416.46 0 0
CALCULOS ESTRUCTURALMEMORIA DE CALCULO
Diseño de ZAPATAS
ING. HECTOR FABIO COLLAZOS B.M.P. 17202-48725CLD
CALCULOS ESTRUCTURALESCra. 12 No. 6-54 Local 50 Buga Tel. 2371556
15/18
PROYECTO: CONTENIDO: Diseño de zapatas
PL: 1 4
Dirección:CALCULO: Ing. LUIS CARLOS QUINTERO Fecha: 4/7/2023
ZAPATAS TIPO Z 3 DATOS
Tipo de zapata PU 1.4D+1.7L fy: 4200 kg/cm2
a(cm) b(cm) Ton. Ton. fc': 210 kg/cm2 mx my
20 30 30 Central 4.21801 5.916347 qa: 4.5 kg/cm2 0.05 0.08
56 30 30 Central 5.66138 8.134396 -0.45 -0.10
54 30 30 Central 6.58394 9.162094 N.T: 1.8 m -0.01 -0.10
58 30 30 Central 9.11042 13.209397 -1.03 -0.10
24 30 30 Central 5.26492 7.503818 1.8 T/m3 0.02 0.09
26 30 30 Central 1.80209 2.61424 -0.13 0.01
28 30 30 Central 2.56144 3.622295 Ps: 0.378 kg/cm2 -0.20 0.00
84 30 30 Central 4.49003 6.409621 1.03 0.00
81 30 30 Central 4.52162 6.532444 qe: 4.12 kg/cm2 -1.16 0.00
95 30 30 Central 4.5972 6.639999 -1.23 0.00
PEDESTAL tipo de diseño
Medidas de la columna que llega a zapata
P D+ L
Momento max. (T-m)
gs:
pecificacionespecificaciones
CALCULOS ESTRUCTURALMEMORIA DE CALCULO
Diseño de ZAPATAS
ING. HECTOR FABIO COLLAZOS B.M.P. 17202-48725CLD
CALCULOS ESTRUCTURALESCra. 12 No. 6-54 Local 50 Buga Tel. 2371556
16/18
PROYECTO: CONTENIDO: Diseño de zapatas
PL: 1 4
Dirección:CALCULO: Ing. LUIS CARLOS QUINTERO Fecha: 4/7/2023
DISEÑO ZAPATAS CENTRICAS
fy: 4200 kg/cm2 1.8 T/m3fc': 210 kg/cm2
Ps: 0.378 kg/cm2qa: 4.5 kg/cm2
qe: 4.122 kg/cm2N.T: 1.80 m
pZ/propio: 359 kg
Predimensionamiento:Mx My
Central 84 4490 1.03 0.00Areq.= 871
Lo= 30L: 120
Ad = 14400Chequeo Excentricidad:
e= 22.9 Ps
emax.= 20.0 6
Hay tracción entre suelo y zapata e > emax.
Presión de diseño: qu
84 6410 MU= 1027.51
e= 0.160 Ps
qumax= 0.8 < 4.5 CHEQUEAqumin= 0.1
Presiones en las caras de las columnas
Ix= 0.17 Mx= 1027.51 A= 1.4
q1= 1.04 < 4.5 CHEQUEAq2= 0.15
Espesor de la zapata T:
Tmin= 12T= 30 do: 22
Chequeo de presión de contacto:
Pz= 1037Ps= 3888
84 Pservicio= 9415
e= 0.11 qmax= 0.7 < 4.5 CHEQUEA
bo= 208CHEQUEO DE PUNZONAMIENTO
Vu1= 9379vc1 vc2 vc3 Controla
23.5 20.2 15.9 15.962002 OK
CHEQUEO ACCION VIGAVu2= 2213
17235 OK
gs:
M e=
B emax.=
M e=
s = P/A+Mx/Ix
fVc=
fVc=
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kgkgPt=Pt=
PU=PU=
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kg-mkg-m
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CALCULOS ESTRUCTURALMEMORIA DE CALCULO
Diseño de ZAPATAS
ING. HECTOR FABIO COLLAZOS B.M.P. 17202-48725CLD
CALCULOS ESTRUCTURALESCra. 12 No. 6-54 Local 50 Buga Tel. 2371556
17/18
PROYECTO: CONTENIDO: Diseño de zapatas
PL: 1 4
Dirección:CALCULO: Ing. LUIS CARLOS QUINTERO Fecha: 4/7/2023
CALCULO DE REFUERZO 84Mu= 75755 30
b= 120 Zapata rigida 45 45
f´c= 21 T= 30 30
fy= 420 d´= 8 22 120
Mu= 7.58
0.8 0.5
3
0.1
Mn= 8.42k= 0.14a= 4956 l1= 15.0 R1= 2165 kg
0.08440 0.00035 l2= 30.0 R2= 1443 kg
0.02138 0.01604 Mu= 0.7576 T-m
r = 0.00035
As = 8.71
REFUERZO TEMPERATURA - RETRACCION DEL FRAGUADO
r = 0.0018
As = 6.48
USE: As = 8.71
F#: 4 1.29 db= 1.27
USAR: 6
As = 7.7
4 21 en ambas direcciones
Chequeo de longitud de desarrolllo 21Menor distancia del centro de la barra c= = 8.4 2.5
10.6
= 41.90 OK
APLASTAMIENTOA1= 900 A2= 14400 = 4.0
Pu 7.1 112.5 > 6.41 OK
A1
= 224.91 > OK
rb= rmax.=
Suficiente, hay espacio mas halla de la cara de la columna
fPn=
kg-cmkg-cm
cm2
Mpa
cm
cm
cm
KN-mKN-mMpa
Mpa d=
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PuPu
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9
10b
d
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fydl
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c k
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1
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AP f A
Af =
CALCULOS ESTRUCTURALMEMORIA DE CALCULO
Diseño de ZAPATAS
ING. HECTOR FABIO COLLAZOS B.M.P. 17202-48725CLD
CALCULOS ESTRUCTURALESCra. 12 No. 6-54 Local 50 Buga Tel. 2371556
18/18
PROYECTO: CONTENIDO: Diseño de zapatas
PL: 1 4
Dirección:CALCULO: Ing. LUIS CARLOS QUINTERO Fecha: 4/7/2023
SIGUIENTE PASO DE CALCULO DE REFUERZO
_ _ _ _
Diseño final de las zapatas CENTRICAS tipo 3
30
1.806 4 21
22 30
120.0
120.0 cm
## @@ cmcm
Z-Z-
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