CALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS1/26PROYECTO: #REF! CONTENIDO:4/30/2007Direccin:BUGA CALCULO: LUIS CARLOS QUINTEROZAPATAS TIPO DATOSArea de diseo Medidas de la columna AREA AFTE.Tipo de zapata fy: 4200 kg/cm2a(cm) b(cm) m2 fc': 210 kg/cm2 my mx8 30 30 A - 3 Central 1 1.9 0.19 30 30 A - 4 Central 1 qa: 2.3 kg/cm2 2.5 0.110 30 30 A - 5 medianera 3 2.5 0.211 30 30 A - 6 medianera 3 N.T: 1.5 m 2.5 0.212 30 30 A - 7 Esquinera 2 2.5 0.213 30 30 A - 8 Central 1 1.8 T/m3 2.6 0.014 30 30 A - 9 medianera 3 0.4 0.015 30 30 A - 10 Central 1 Ps: 0.27 kg/cm2 0.5 0.116 30 30 A - 11 medianera 3 0.4 0.017 100 30 B - 11 Central 1 qe: 2.03 kg/cm2 0.1 0.118 30 30 D - 11 medianera 3 0.2 0.019 30 30 E - 11 Central 1 0.4 0.020 30 60 F - 11 medianera 3 0.5 0.024+51 30 95 B - 10 Central 1 0.1 0.125+52 30 95 B - 9 medianera 3 0.7 0.026+53 30 95 B - 8 medianera 3 0.5 0.127+54 35 95 B - 7 medianera 8 1.5 0.128+60 30 95 B - 6 Esquinera 2 0.6 0.129+70 30 95 B - 530+69 30 95 B - 4EVALUO DE CARGAS SALON PRINCIPALPL. FECHA:Momento max. (T-m)s:Especificaciones EspecificacionesCALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS2/26PROYECTO: #REF! CONTENIDO:4/30/2007Direccin:BUGA CALCULO: LUIS CARLOS QUINTEROEVALUO DE CARGAS SALON PRINCIPALPL. FECHA:31+63 30 40 B - 343 30 30 F - 10'44 30 30 E - 10'45 30 30 D - 10'46 30 30 B - 10'DISEO ZAPATAS CENTRICASfy: 4200 kg/cm2 1.8 T/m3fc': 210 kg/cm2Ps: 0.27 kg/cm2qe: 2.03 kg/cm2N.T: 1.50 mpZ/propio: 337 kgMy Mx8 4218 1.9 0.13Areq.= 2077.8Lo= 46L: 80Ad = 64008 5916qu= 0.9T= 30 do: 22bo= 208CHEQUEO DE PUNZONAMIENTOVu1= 3417vc1 vc2 vc3 Controla23.5 20.2 15.9 15.962002 OK CHEQUEO ACCION VIGAVu2= 22211490 OKs:VcVc=cm2 cm2cm cmcm cmcm2 cm2kg/cm2 kg/cm2cm cmcm cmkg kgkg kgkg kgkg kgkg kgkg/cm2 kg/cm2 kg/cm2 kg/cm2 kg/cm2 kg/cm2 kg/cm2 kg/cm2kg kgPt= Pt=PU= PU=Ton-m Ton-mTon-m Ton-mCALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS3/26PROYECTO: #REF! CONTENIDO:4/30/2007Direccin:BUGA CALCULO: LUIS CARLOS QUINTEROEVALUO DE CARGAS SALON PRINCIPALPL. FECHA:CALCULO DE REFUERZOMu= 23111b= 80fc=21 T= 30fy=420 d= 8 22Mu= 2.31Mn= 2.57k= 0.07a= 49560.08459 0.000160.02138 0.01604 Err:508As =Err:508REFUERZO TEMPERATURA - RETRACCION DEL FRAGUADO 0As =4.32USE: As =Err:508#: 5 1.99USAR: Err:508As =Err:5085 Err:508 en ambas direccionesAPLASTAMIENTOA1= 900 A2= 6400Pu 6.6 299.9 > 5.92 OKA1224.91 < OKb max.Pn=0,85**fc'*A1*2=kg-cm kg-cmcm2MpacmcmcmKN-mKN-mMpaMpa d=cm2As= As= cm2cm2@ @ 1# 1# cm cmcm2 cm2= =kg/cm2 kg/cm2ton. ton. Pu= Pu=Pn PnCALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS4/26PROYECTO: #REF! CONTENIDO:4/30/2007Direccin:BUGA CALCULO: LUIS CARLOS QUINTEROEVALUO DE CARGAS SALON PRINCIPALPL. FECHA:SIGUIENTE PASO DE CALCULO DE REFUERZO_ _ _ _Diseo final de las zapatas CENTRICAS tipo 10301.5Err:508 5 Err:50822 3080.080.0 cm# # @ @cm cmZ- Z-CALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS5/26LOSA #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) columna8 4218.0 4180.9 37.1 5916 309 5661.4 4966.5 694.9 8134 3010 6583.9 6768.7 -184.7 9162 3011 9110.4 7594.4 1516.0 13209 3012 5264.9 4821.8 443.1 7504 3013 1802.1 1497.7 304.4 2614 3014 2561.4 2440.5 120.9 3622 3015 4490.0 4078.1 411.9 6410 3016 4521.6 3847.7 673.9 6532 3017 4597.2 3917.5 679.7 6640 3018 513.7 513.7 0.0 719 3019 471.2 471.2 0.0 660 3020 3.0 3.0 0.0 4 6024 4879.7 4537.1 342.6 6934 40 51 7380.0 7348.42 31.58 10341 5525 6487.6 5851.9 635.6 9273 40 52 11815.6 11753.23 62.35 16561 5526 5216.7 4784.6 432.1 7433 40 53 11718.8 11656.77 62.05 16425 5527 5298.4 4854.6 443.9 7551 40 54 11741.8 11679.57 62.23 16457 5528 5257.7 4819.3 438.4 7492 40 60 11732.1 11669.98 62.13 16444 5529 5221.2 4786.8 434.4 7440 40 70 8419.8 8386.9 32.92 11798 5530 5197.6 4765.6 432.0 7406 40 69 11620.1 11559.15 60.91 16286 55CALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS6/2631 4458.2 4124.2 334.0 6342 40 63 11306.3 11248.39 57.95 15846 5543 1071.0 1006.0 65.0 1519 4044 3142.0 2840.0 302.0 4489 4045 2967.4 2700.0 267.4 4235 4046 416.0 416.0 0.0 582 4011 7253.0 7214.6 38.37 10166 6012 12245.7 12171.12 74.62 17166 6013 12202.5 12126.66 75.86 17106 6014 12325.9 12248.99 76.92 17279 6015 12401.6 12323.9 77.74 17386 6016 12424.1 12346.13 77.98 17417 6017 12395.3 12317.64 77.65 17377 6018 12290.9 12214.06 76.79 17230 6024 12409.0 12332.68 76.33 17396 6025 7231.0 7192.86 38.15 10135 6062 12989.8 12927.57 62.24 18204 10079 2787.9 2788.6 -0.66 3903 10061 11695.8 11634.01 61.76 16393 100CALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS7/26CALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS8/26CALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS9/26LOSA #4 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) columna8.0 4218.0 4180.9 37.1 5916.3 309.0 5661.4 4966.5 694.9 8134.4 3010.0 6583.9 6768.7 -184.7 9162.1 3011.0 9110.4 7594.4 1516.0 13209.4 3012.0 5264.9 4821.8 443.1 7503.8 3013.0 1802.1 1497.7 304.4 2614.2 3014.0 2561.4 2440.5 120.9 3622.3 3015.0 4490.0 4078.1 411.9 6409.6 3016.0 4521.6 3847.7 673.9 6532.4 3017.0 4597.2 3917.5 679.7 6640.0 3018.0 513.7 513.7 0.0 719.2 3019.0 471.2 471.2 0.0 659.7 3020.0 3.0 3.0 0.0 4.2 6024+51 12259.7 11885.5 374.2 17275.8 9525+52 18303.1 17605.2 698.0 25833.8 9526+53 16935.5 16441.4 494.1 23857.9 9527+54 17040.2 16534.1 506.1 24008.2 9528+60 16989.8 16489.3 500.5 23935.8 9529+70 13641.1 13173.7 467.3 19237.7 9530+69 16817.7 16324.8 492.9 23692.6 95CALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS10/2631+63 15764.5 15372.6 391.9 22187.9 951071.0 1006.0 65.0 1518.9 403142.0 2840.0 302.0 4489.4 402967.4 2700.0 267.4 4234.6 40416.0 416.0 0.0 582.4 4014 1611.7 1611.67 0 2256 6015 2043.2 2043.18 0 2860 6016 2044.8 2044.81 0 2863 6017 2045.0 2044.96 0 2863 6018 2045.0 2045 0 2863 6019 2044.8 2044.76 0 2863 6020 2046.2 2046.2 0 2865 6021 1692.1 1692.11 0 2369 6025 2045.0 2045.01 0 2863 6035 416.5 416.46 0 583 601 562.1 562.13 0 787 302 584.4 584.36 0 818 303 2804.6 2804.57 0 3926 304 912.8 912.83 0 1278 305 917.2 917.21 0 1284 306 915.5 915.51 0 1282 309 915.8 915.81 0 1282 3010 915.7 915.72 0 1282 3011 916.2 916.17 0 1283 3012 918.0 918 0 1285 3013 2446.8 2446.77 0 3425 30CALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS11/26CALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS12/26CALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS13/26LOSA #2+losa #4# D+L (kg) D(kg) L(kg) 1.4D+1.7L(kg) columnaCALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS14/2611+14 8864.6 8826.3 38.4 12422.0 120.012+15 14288.9 14214.3 74.6 20026.9 120.013+16 14247.3 14171.5 75.9 19969.0 120.014+17 14370.9 14294.0 76.9 20142.3 120.015+18 14446.6 14368.9 77.7 20248.6 120.016+19 14468.9 14390.9 78.0 20279.8 120.017+20 14441.5 14363.8 77.7 20241.4 120.018+21 13983.0 13906.2 76.8 19599.2 120.024+25 14454.0 14377.7 76.3 20258.5 120.025+35 7647.5 7609.3 38.2 10717.9 120.0CALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS15/26CALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS16/26CALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS17/26ZAPATAS TIPO# D+L (kg) D(kg) L(kg) 1.4D+1.7L(kg) columnaMX MY8 4218.0 4180.9 37.1 5916.3 30.0 45.88 82.659 5661.4 4966.5 694.9 8134.4 30.0 -453.96 -86.4910 6583.9 6768.7 -184.7 9162.1 30.0 -14.47 240.2611 9110.4 7594.4 1516.0 13209.4 30.0 -1032.04 114.9212 5264.9 4821.8 443.1 7503.8 30.0 17.93 86.7213 1802.1 1497.7 304.4 2614.2 30.0 -126.56 14.3914 2561.4 2440.5 120.9 3622.3 30.0 -198.37 -2.3015 4490.0 4078.1 411.9 6409.6 30.0 1027.51 20.5416 4521.6 3847.7 673.9 6532.4 30.0 -1155.46 75.4717 4597.2 3917.5 679.7 6640.0 30.0 -1232.83 73.2918 513.7 513.7 0.0 719.2 30.0 0.00 0.0019 471.2 471.2 0.0 659.7 30.0 0.00 0.0020 3.0 3.0 0.0 4.2 60.0 -95.12 986.2724+51 12259.7 11885.5 374.2 17275.8 95.0 2934.45 -238.1225+52 18303.1 17605.2 698.0 25833.8 95.0 3752.57 -174.7426+53 16935.5 16441.4 494.1 23857.9 95.0 3968.70 -124.8527+54 17040.2 16534.1 506.1 24008.2 95.0 -1121.65 189.7028+60 16989.8 16489.3 500.5 23935.8 95.0 3686.10 -155.1329+70 13641.1 13173.7 467.3 19237.7 95.0 4587.85 -277.9830+69 16817.7 16324.8 492.9 23692.6 95.0 1201.30 -231.04CALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS18/2631+63 15764.5 15372.6 391.9 22187.9 95.0 127.09 -289.5643 1071.0 1006.0 65.0 1518.9 40.0 -100.6 -61.144 3142.0 2840.0 302.0 4489.4 40.0 -2.8 -63.845 2967.4 2700.0 267.4 4234.6 40.0 -80.4 -68.346 416.0 416.0 0.0 582.4 40.0 117.8 -103.011+14 8864.6 8826.3 38.4 12422.0 120.0 2307.95 24.1012+15 14288.9 14214.3 74.6 20026.9 120.0 821.29 191.5513+16 14247.3 14171.5 75.9 19969.0 120.0 408.03 197.8414+17 14370.9 14294.0 76.9 20142.3 120.0 8.81 196.6015+18 14446.6 14368.9 77.7 20248.6 120.0 -352.69 197.2016+19 14468.9 14390.9 78.0 20279.8 120.0 -665.89 193.8717+20 14441.5 14363.8 77.7 20241.4 120.0 -922.14 193.2318+21 13983.0 13906.2 76.8 19599.2 120.0 -1150.23 240.0824+25 14454.0 14377.7 76.3 20258.5 120.0 -1187.21 185.2425+35 7647.5 7609.3 38.2 10717.9 120.0 -228.78 282.1662 12989.8 12927.6 62.2 18204.4 100.0 10261.86 -191.3679 2787.9 2788.6 -0.7 3902.9 100.0 5185.90 -303.0061 11695.8 11634.0 61.8 16392.6 100.0 3711.75 -158.561 562.1 562.1 0.0 787.0 30.0 -40.24 -83.152 584.4 584.4 0.0 818.1 30.0 40.51 -97.043 2804.6 2804.6 0.0 3926.4 30.0 -6.4 22.544 912.8 912.8 0.0 1278.0 30.0 -50 0.925 917.2 917.2 0.0 1284.1 30.0 -49.69 0.586 915.5 915.5 0.0 1281.7 30.0 -49.67 0.669 915.8 915.8 0.0 1282.1 30.0 -49.67 0.6710 915.7 915.7 0.0 1282.0 30.0 -49.67 0.6911 916.2 916.2 0.0 1282.6 30.0 -49.69 0.7312 918.0 918.0 0.0 1285.2 30.0 -50 0.713 2446.8 2446.8 0.0 3425.5 30.0 -34.82 94.72CALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS19/26CALCULOS ESTRUCTURALMEMORIA DE CALCULOEVALUO DE CARGAS20/26MEMORIA DE CALCULOSCALCULO ESTRUCTURALDISEO DE CIMENTACIONCALCULOS ESTRUCTURALESING. LUIS CARLOS QUINTERO A.CRRA. 11 No. 14-74 Buga Tel. 2371239-3136536398PROYECTO: #REF! CONTENIDO: DISEO DE ZAPATAS6/22/2011Direccin:#REF!CALCULO:LUIS CARLOS QUINTEROAREA DE ZAPATAS TIPODETALLE DE ZAPATASEjeSALON DE JUEGOS20 A - 3 4180.9 37.11 4218.01 45.88 82.65 80 80 Z-456 A - 4 4966.5 694.88 5661.38 -453.96 -86.49 100 100 Z-2 Zapata54 A - 5 6768.68 -184.74 6583.94 -14.47 240.26 100 100 Z-258 A - 6 7594.39 1516.03 9110.42 -1032.04 114.92 80 100 Z-2 CENTRICA24 A - 7 4821.82 443.1 5264.92 17.93 86.72 100 100 Z-1 L26 A - 8 1497.71 304.38 1802.09 -126.56 14.39 90 90 Z-328 A - 9 2440.51 120.93 2561.44 -198.37 -2.30 80 100 Z-2 B84 A - 10 4078.1 411.93 4490.03 1027.51 20.54 90 90 Z-381 A - 11 3847.7 673.92 4521.62 -1155.46 75.47 90 90 Z-395 B - 11 3917.47 679.73 4597.20 -1232.83 73.29 100 100 Z-1 L CENTRICA18 D - 11 513.7 0.0 513.69 0.00 0.00 80 100 Z-219 E - 11 471.2 0.0 471.20 0.00 0.00 100 100 Z-120 F - 11 3.0 0.0 3.00 -95.12 986.27 B24 B - 10 4537.1 342.6 4879.68 -184.28 188.0525 B - 9 5851.9 635.6 6487.56 -302.95 -50.1626 B - 8 4784.6 432.1 5216.68 -705.07 -39.4527 B - 7 4854.6 443.9 5298.44 -1107.18 -50.5728 B - 6 4819.27 438.39 5257.66 -1491.70 -58.4029 B - 5 4786.8 434.4 5221.23 -1863.90 -64.2130 B - 4 4765.6 432.0 5197.62 -2255.28 -67.3031 B - 3 4124.2 334.0 4458.15 -2785.65 -122.6943 F - 10' 1006.0 65.0 1071.00 -100.57 -61.0644 E - 10' 2840.0 302.0 3142.00 -2.79 -63.7845 D - 10' 2700.0 267.4 2967.40 -80.43 -68.3246 B - 10' 416.0 0.0 416.00 117.80 -103.03PL.

FECHA:Medidas requertidasArea de cada sectorPD kgPL kgD+L kgMXkg-mMY kg-mL

cmb cmZapata tipoMEMORIA DE CALCULOSCALCULO ESTRUCTURALDISEO DE CIMENTACIONCALCULOS ESTRUCTURALESING. LUIS CARLOS QUINTERO A.CRRA. 11 No. 14-74 Buga Tel. 2371239-3136536398PROYECTO: #REF! CONTENIDO: DISEO DE ZAPATAS6/22/2011Direccin:#REF!CALCULO:LUIS CARLOS QUINTEROAREA DE ZAPATAS TIPODETALLE DE ZAPATASEjePL.

FECHA:Medidas requertidasArea de cada sectorPD kgPL kgD+L kgMXkg-mMY kg-mL

cmb cmZapata tipoLOSA #211 F - 10 7214.6 38.37 7252.97 2321.99 52.4612 F - 9 12171.12 74.62 12245.74 725.58 184.2813 F - 8 12126.66 75.86 12202.52 304.71 190.2414 F - 7 12248.99 76.92 12325.91 -94.34 188.1515 F - 6 12323.9 77.74 12401.64 -455.84 187.8516 F - 5 12346.13 77.98 12424.11 -769.22 182.1717 F - 4 12317.64 77.65 12395.29 -1018.07 178.9018 F - 3 12214.06 76.79 12290.85 -1188.20 168.5424 F - 2 12332.68 76.33 12409.01 -1290.37 174.8025 F - 1 7192.86 38.15 7231.01 -228.78 282.1651 C - 10 7348.42 31.58 7380.00 2916.52 -324.8452 C - 9 11753.23 62.35 11815.58 4055.52 -124.58 Zapata53 C - 8 11656.77 62.05 11718.82 4095.26 -139.2454 C - 7 11679.57 62.23 11741.80 4007.02 -145.78 CENTRICA60 C - 6 11669.98 62.13 11732.11 3884.47 -152.83 L70 C - 5 8386.9 32.92 8419.82 6451.75 -213.7769 C - 4 11559.15 60.91 11620.06 3456.58 -163.74 B63 C - 3 11248.39 57.95 11306.34 2912.74 -166.8762 C - 2 12927.57 62.24 12989.81 10261.86 -191.3679 C - 1' 2788.6 -0.66 2787.94 5185.90 -303.00 L CENTRICA61 C - 1 11634.01 61.76 11695.77 3711.75 -158.56LOSA #41 H - 1' 562.13 0 562.13 -40.24 -83.15 B2 G - 1' 584.36 0 584.36 40.51 -97.043 H - 1 2804.57 0 2804.57 -6.4 22.544 H - 2 912.83 0 912.83 -50 0.925 H - 3 917.21 0 917.21 -49.69 0.586 H - 4 915.51 0 915.51 -49.67 0.669 H - 5 915.81 0 915.81 -49.67 0.6710 H - 6 915.72 0 915.72 -49.67 0.6911 H - 7 916.17 0 916.17 -49.69 0.7312 H - 8 918 0 918.00 -50 0.713 H - 9 2446.77 0 2446.77 -34.82 94.7214 G - 1 1611.67 0 1611.67 -14.05 -28.3615 G - 2 2043.18 0 2043.18 95.71 7.2716 G - 3 2044.81 0 2044.81 103.32 7.617 G - 4 2044.96 0 2044.96 103.15 8.4518 G - 5 2045 0 2045.00 103.15 9.3519 G - 6 2044.76 0 2044.76 103.33 11.720 G - 7 2046.2 0 2046.20 95.93 14.3321 G - 8 1692.11 0 1692.11 37.97 71.5425 G - 9 2045.01 0 2045.01 103.17 10.4435 G - 1'' 416.46 0 416.46 0 0CALCULOS ESTRUCTURALMEMORIA DE CALCULODiseo de ZAPATASING. HECTOR FABIO COLLAZOS B.M.P. 17202-48725CLDCALCULOS ESTRUCTURALESCra. 12 No. 6-54 Local 50 Buga Tel. 237155623/26PROYECTO: CONTENIDO: Diseo de zapatasPL: 1 4Direccin:CALCULO: Ing. LUIS CARLOS QUINTERO Fecha: 6/22/2011ZAPATAS TIPOZ 3DATOSTipo de zapata PU1.4D+1.7L fy: 4200 kg/cm2a(cm) b(cm) Ton. Ton. fc': 210 kg/cm2 mx my20 30 30 Central 4.22 5.92 qa: 4.5 kg/cm2 0.05 0.0856 30 30 Central 5.66 8.13 -0.45 -0.1054 30 30 Central 6.58 9.16 N.T: 1.8 m -0.01 -0.1058 30 30 Central 9.11 13.21 -1.03 -0.1024 30 30 Central 5.26 7.5 1.8 T/m3 0.02 0.0826 30 30 Central 1.8 2.61 -0.13 0.0828 30 30 Central 2.56 3.62 Ps: 0.38 kg/cm2 -0.20 -0.0684 30 30 Central 4.49 6.41 1.03 0.0081 30 30 Central 4.52 6.53 qe: 4.12 kg/cm2 -1.16 0.0095 30 30 Central 4.6 6.64 -1.23 0.00PEDESTAL tipo de diseoMedidas de la columna que llega a zapataP D+ LMomento max. (T-m)s:Especificaciones EspecificacionesCALCULOS ESTRUCTURALMEMORIA DE CALCULODiseo de ZAPATASING. HECTOR FABIO COLLAZOS B.M.P. 17202-48725CLDCALCULOS ESTRUCTURALESCra. 12 No. 6-54 Local 50 Buga Tel. 237155624/26PROYECTO: CONTENIDO: Diseo de zapatasPL: 1 4Direccin:CALCULO: Ing. LUIS CARLOS QUINTERO Fecha: 6/22/2011DISEO ZAPATAS CENTRICASfy: 4200 kg/cm2 1.8 T/m3fc': 210 kg/cm2Ps: 0.38 kg/cm2qa: 4.5 kg/cm2qe: 4.12 kg/cm2N.T: 1.80 mpZ/propio: 359 kgPredimensionamiento:Mx MyCentral 84 4490 1.03 0.00Areq.= 871Lo= 30L: 120Ad = 14400Chequeo Excentricidad: e= 22.9 Psemax.= 20.0 6Hay traccin entre suelo y zapata e > emax.Presin de diseo: qu84 6410 MU= 1027.51e= 0.160 Psqumax= 0.8 < 4.5 CHEQUEAqumin= 0.1Presiones en las caras de las columnasIx= 0.17 Mx= 1027.51 A= 1.4q1= 1.04 < 4.5 CHEQUEAq2= 0.15Espesor de la zapata T:Tmin= 12T= 30 do: 22Chequeo de presin de contacto:Pz= 1037Ps= 388884 Pservicio= 9415e= 0.11 qmax= 0.7 < 4.5 CHEQUEAbo= 208CHEQUEO DE PUNZONAMIENTOVu1= 9379vc1 vc2 vc3 Controla23.5 20.2 15.9 15.962002 OK CHEQUEO ACCION VIGAVu2= 221317235 OKs: Me= Bemax.= Me= = P/A+Mx/IxVcVc=cm2 cm2cm cmcm cmcm2 cm2cm cmcm cmkg kgkg kgkg kgkg kgkg kgkg/cm2 kg/cm2kg/cm2 kg/cm2 kg/cm2 kg/cm2 kg/cm2 kg/cm2kg kg Pt= Pt=PU= PU=Ton-m Ton-mTon-m Ton-mm4 m4kg-m kg-mm mkg/cm2 kg/cm2 kg/cm2 kg/cm2kg-m kg-m m2 m2kg/cm2 kg/cm2kg/cm2 kg/cm2kg/cm2 kg/cm2kg/cm2 kg/cm2cm cmcm cmcm cmkg kgkg kgkg kgm mkg/cm2 kg/cm2 kg/cm2 kg/cm2kg kgCALCULOS ESTRUCTURALMEMORIA DE CALCULODiseo de ZAPATASING. HECTOR FABIO COLLAZOS B.M.P. 17202-48725CLDCALCULOS ESTRUCTURALESCra. 12 No. 6-54 Local 50 Buga Tel. 237155625/26PROYECTO: CONTENIDO: Diseo de zapatasPL: 1 4Direccin:CALCULO: Ing. LUIS CARLOS QUINTERO Fecha: 6/22/2011CALCULO DE REFUERZO 84Mu= 75755 30b= 120 Zapata rigida 45 45fc=21 T= 3030fy=420 d= 8 22 120Mu= 7.580.80.530.1Mn= 8.42k= 0.14a= 4956 l1= 15.0 R1= ### kg0.08440 0.00035 l2= 30.0 R2= ### kg0.02138 0.01604 Mu= 0.76 T-m Err:508As =Err:508REFUERZO TEMPERATURA - RETRACCION DEL FRAGUADO 0As =6.48USE: As =Err:508#: 4 1.29 db= 1.27USAR: Err:508As =Err:5084 Err:508 en ambas direccionesChequeo de longitud de desarrolllo Err:508Menor distancia del centro de la barrac= = Err:508 ###10.6= Err:508 Err:508 Err:508APLASTAMIENTOA1= 900 A2= 14400 = 4.0Pu 7.1 112.5 > 6.41OKA1= 224.91 > OKb max.Pn=kg-cm kg-cmcm2MpacmcmcmKN-mKN-mMpaMpa d=cm2As= As= cm2cm2@ @1# 1# cm cmcm2 cm2= =kg/cm2 kg/cm2ton. ton. Pu= Pu=Pu PucmcmR1 R1R2 R2kg/cm2 kg/cm2kg/cm2 kg/cm2cms cmscms cmscms cmston. ton.min'910bdtrcbfydlc kfd ] ] ] ]| ` + ] ] . ,]2.5trbc kd| ` + . ,30dl cm 212AA' 2110.7*0.85* * *nb cAP f AA CALCULOS ESTRUCTURALMEMORIA DE CALCULODiseo de ZAPATASING. HECTOR FABIO COLLAZOS B.M.P. 17202-48725CLDCALCULOS ESTRUCTURALESCra. 12 No. 6-54 Local 50 Buga Tel. 237155626/26PROYECTO: CONTENIDO: Diseo de zapatasPL: 1 4Direccin:CALCULO: Ing. LUIS CARLOS QUINTERO Fecha: 6/22/2011SIGUIENTE PASO DE CALCULO DE REFUERZO_ _ _ _Diseo final de las zapatas CENTRICAS tipo 3 301.80Err:508 4 Err:50822 30120.0120.0 cm# # @ @cm cmZ- Z-