Hoja1 MEMORIA DESCRIPTIVA DEL CALCULO ESTRUCTURAL

En el anlisis y diseo estructural , de la estructuras de concreto armado , que almacenan agua potable el anlisis , se diseara por que es mtodo ms econmicoel mtodo de la rotura Concreto f'c = 210 kg/ cm2Acero fy = 4200 kg/cm2

Se combinaciones de cargas 1.5 cm + 1.8 cv

Cm Es la carga muertaCv Es la carga viva

La normas que se van utilizar las siguientes:

E050 Norma Tecnica de suelos y cimentaciones.

E060 Norma Tecnica de concreto Armado

Calculo de los esfuerzos sumergidos , se debe tener en cuenta lo siguiente

Peso especifico del suelo sumergido2.1ton/m3

Angulo de friccion del suelo25

Calculo de el empuje activo en suelo sumergido

Ka=tg2(45-O/2)=0.406

Se analizara el caso en que el reservorio esta sumergido , y vasio

Entonces se tiene lo siguiente

peso especifico neto del suelo sumergido1.1ton/m3

Donde se superpondra los efectos del empuje activos y empuje hidrostatico

El peso especifico debido a la superpocision1.45ton/m3PRESION MEDIA EN MENBRANAPRESIONPRESIONPRESIONAGUASUELORESULTANTEALTURASE CONSIDERADO LA CARGA HIDROSTATICA0000010.740.740.33037076711.07037076710.535185383514.26CON EL TANQUE LLENO21.481.480.66074153412.14074153411.605556150623.5232.222.220.99111230123.21111230122.675926917732.7842.962.961.32148306834.28148306833.746297684742.0453.73.71.65185383535.35185383534.816668451851.363.963.961.76793005085.72793005085.53989194316*74.224.221.88400626626.10400626625.9159681585784.484.482.00008248176.48008248176.29204437480.2694.744.742.11615869726.85615869726.6681205894910552.23223491267.23223491267.044196804910EL MODELAJE SE HA REALIZADO TENIENDO ENCUENTA ESTA CARGA HIDROSTICASE HA REALIZADO EL MODELAJE CON MENBRANAS ,SE HA DIVIDIDO EN 100 MENBRANAS LA PAREDES DEL TANQUE IMHOFFSE HA CONSIDERADO CUANDO EL TANQUE ESTA LLENOLOS EXFUERZOS MAXIMOS EL VALOR ABSOLUTO EL LA SECCION DETERMINADA PARA PONER LA ARMADURA SIMETRICA TANTO EN LA CARA INTERIOR E EXTERIOR SE DEBE TENER LA PRESENCIA DE NAPA FREATICA ALTA Y TANQUE VACIO GENERARIA UNA REVERSION DEDE EXFUEZOS,PARA EL MODELAJE SE HA INICIADO CON UN ESPESOR CONSTANTE 0,30 MPERO SE HA RECTIFICADO ESTE ESPESOR SEGN LO QUE REQUIERA LAS PAREDES DEL RESERVORIOSEGN LOS EXFUERZOS REQUERIDOS,

PROFUNDIDAD DEL TANQUE IMHOFF5Y9.7

14.55EN EJE XXXDIAGRAMACION DE LAS MENBRANAS EJE1A2A3a4a5a6a,1L,1L,1L,1L,1L,1L,1HM1M11M21M31M41M51,1HM2M12M22M32M42M52,1HM3M13M23M33M43M53,1HM4M14M24M34M44M54,1HM5M15M25M35M45M55,1HM6M16M26M36M46M56,1HM7M17M27M37M47M57,1HM8M18M28M38M48M58,1HM9M19M29M39M49M59,1HM10M20M30M40M50M60

DONDE L =14.55H =9.7ETAB JATU 3MOMENTOS M22 EL MURO XX KGXMEJE1A2A3a4a5a6a,1L,1L,1L,1L,1L,1LMAX01170-25567.07-23-10-1511701170-255,1H1423584-17.58-300-468-53514231423-535,1H1560460-429-1040-1425-154515601560-1545,1H1722178-1065-2010-2604-281028101722-2810,1H1910-100-1730-3010-3803-407640761910-4076,1H2030-255-2263-3790-4745-505550552030-5055,1H1983-380-2520-4100-5030-540054001983-5400,1H1680-372-2200-3440-4120-434243421680-4342,1H106011-780-1000-1030-110011001060-1100,1H4901345270043455390589058905890490,1H318430098951437317100179751797517975318

MOMENTOS M11 EL MURO XX KGXMEJE1A2A3a4a5a6a,1L,1L,1L,1L,1L,1LMAX071303400-590-3590-5460-61007130,1H76783010-790-3742-5560-62007678,1H78902985-1112-4080-5865-64607890,1H86352980-1500-4468-6210-67778635,1H96802917-1732-4740-6415-69309680,1H103102795-1967-4790-6261-671010310,1H103052430-2025-4430-5600-594010305,1H90361817-1805-3525-4273-45009036,1H62751068-1147-1980-2238-22906275,1H23705801182564275202370,1H7285019702853341035603560

MOMENTO M22

SECCIONMomento ultimoanchoalturarecubrimientoCONCRETOACERODIAM ACEROCuantia.Cuantia minima.Cuantia maximaCuantia a utilizarArea de acero # de fierrosespacimientoABCwDiamareaDiamcalidad concretotn x mtcmcmcmkg/cm2kg/cm21/40.320.63501.1710025721042001/20.000970.001800.021250.001803.240003.0033.3333333333-0.591-0.0191064080.01932678763/80.710.95310.971.4210025721042001/20.001180.001800.021250.001803.240003.0033.3333333333-0.591-0.02323796460.02356561411/21.291.272.0021.941.5610025721042001/20.001290.001800.021250.001803.240003.0033.3333333333-0.591-0.02547521070.02587007455/821.58732.912.8110025721042001/20.002360.001800.021250.002364.248234.0025-0.591-0.04588803970.04720261073/42.841.90543.884.0810025721042001/20.003470.001800.021250.003476.246375.0020-0.591-0.0665621530.069404144815.12.5454.855.0610025721042001/20.004350.001800.021250.004357.831527.0014.2857142857-0.591-0.08254948070.087016928813/810.063.5865.825.4010030721042005/80.002790.001800.021250.002796.422824.0025-0.591-0.05401026190.055850645876.794.3410030721042005/80.002230.001800.021250.002235.129233.0033.3333333333-0.591-0.04342825140.044601958987.761.1010030721042005/80.000550.001800.021250.001804.140003.0033.3333333333-0.591-0.01100209040.0110744598.735.8910035721042005/80.002040.001800.021250.002045.702023.0033.3333333333-0.591-0.0397500270.0407287367109.717.9810035721042005/80.006580.001800.021250.0065818.4118010.0010-0.591-0.1213084440.131512868411MOMENTO M11

SECCIONMomento ultimoanchoalturarecubrimientoCONCRETOACERODIAM ACEROCuantia.Cuantia minima.Cuantia maximaCuantia a utilizarArea de acero # de fierrosespacimientoABCwDiamareaDiamcalidad concretotn x mtcmcmcmkg/cm2kg/cm21/40.320.63507.1310025721042001/20.006290.001800.021250.0062911.319039.0011.1111111111-0.591-0.11643477690.12576700773/80.710.9530.977.6810025721042001/20.006820.001800.021250.0068212.2717810.0010-0.591-0.12538376120.1363531481/21.291.272.001.947.8910025721042001/20.007020.001800.021250.0070212.6441910.0010-0.591-0.1288457770.14049103895/821.5872.918.6410025721042005/80.007760.001800.021250.0077613.970557.0014.2857142857-0.591-0.14101182310.15522837343/42.841.9053.889.6810025721042005/80.008820.001800.021250.0088215.880098.0012.5-0.591-0.15807694820.176445407515.12.544.8510.3110025721042005/80.009480.001800.021250.0094817.061049.0011.1111111111-0.591-0.1683650140.189567059313/810.063.585.8210.3110025721042005/80.009470.001800.021250.0094717.051579.0011.1111111111-0.591-0.16828336270.18946188916.799.0410025721042005/80.008160.001800.021250.0081614.696308.0012.5-0.591-0.14756025870.16329222587.766.2810025721042005/80.005480.001800.021250.005489.859825.0020-0.591-0.10247240190.10955357328.732.3710025721042005/80.001980.001800.021250.001983.566642.0050-0.591-0.03870272390.03962930839.73.5610025721042005/80.003010.001800.021250.003015.425163.0033.3333333333-0.591-0.05813573710.0602795773VERIFICACION POR CORTEEXFUERZOS F12 EL MURO XX KG/M2EJE1A2A3a4a5a6a7a8a9a10A11A,1L,1L,1L,1L,1L,1L,1L,1L,1L,1L,1LF12 MAX0-5930-4465-3900-2500-12201459303.44VU AnchoAlturarecubrimiento FcFyAcerodVC=.53(F'C)^.5*B*DObservacion( ton) (cm)(cm)(cm)kg/cm2kg/cm2pulg(cm)ton 5.93100252.521042003/822.517.28okEJE YYDIAGRAMACION DE LAS MENBRANAS EJE1A2A3a4a5a6a,1L,1L,1L,1L,1L,1L,1HM1M11M21M31M41M51,1HM2M12M22M32M42M52,1HM3M13M23M33M43M53,1HM4M14M24M34M44M54,1HM5M15M25M35M45M55,1HM6M16M26M36M46M56,1HM7M17M27M37M47M57,1HM8M18M28M38M48M58,1HM9M19M29M39M49M59,1HM10M20M30M40M50M60DONDE L =4.1H =6.3MOMENTOS M22 EL MURO YYKGXM1A2A3a4a5a6aM22,1L,1L,1L,1L,1L,1LMAX01107-200-80-37-29311107,1H16501190945101810308701650,1H1691136012501163112211191691,1H1872136011439558458031872,1H204213509005253142332042,1H21001212515-53-410-5402100,1H2020947-14-785-1280-14322020,1H1643528-640-1510-2060-22412241,1H91020-1100-1772-2218-23582358,1H-16.5-66-515-564-531-522564,1H83585824754072530056255625MOMENTOS M11 EL MURO YYKGXM1A2A3a4a5a6aM11,1L,1L,1L,1L,1L,1LMAX0685752302860-320-1650-6506857,1H760048902550675-435-8257600,1H790850632680843-310-6777908,1H871053722660640-560-9608710,1H964055902440223-1080-15009640,1H1035755302045-350-1700-214010357,1H1028249971440-900-2205-261410282,1H89423990713-1280-2345-26778942,1H62662260119-1210-1890-20906266,1H2245915-59-512-690-7402245,1H173173486820104511231123MOMENTO M22

SECCIONMomento ultimoanchoalturarecubrimientoCONCRETOACERODIAM ACEROCuantia.Cuantia minima.Cuantia maximaCuantia a utilizarArea de acero # de fierrosespacimientoABCwDiamareaDiamcalidad concretotn x mtcmcmcmkg/cm2kg/cm21/40.320.6351.11100252.521042001/20.000580.001800.021250.001804.050004.0025-0.591-0.01156966490.01164973763/80.710.9531.65100252.521042001/20.000870.001800.021250.001804.050004.0025-0.591-0.0172447580.0174238771/21.291.272.001.69100252.521042001/20.000890.001800.021250.001804.050004.0025-0.591-0.01767326410.01786149355/821.5871.87100252.521042001/20.000990.001800.021250.001804.050004.0025-0.591-0.01956496180.01979617613/42.841.9052.04100252.521042001/20.001080.001800.021250.001804.050004.0025-0.591-0.02134169440.021617408715.12.542.10100252.521042005/80.001110.001800.021250.001804.050003.0033.3333333333-0.591-0.02194787380.0222396913/810.063.582.02100252.521042005/80.001070.001800.021250.001804.050003.0033.3333333333-0.591-0.02111176430.02138149362.24100252.521042005/80.001190.001800.021250.001804.050003.0033.3333333333-0.591-0.02342151680.0237544382.36100252.521042005/80.001250.001800.021250.001804.050003.0033.3333333333-0.591-0.02464432690.02501347450.56100252.521042005/80.000300.001800.021250.001804.050003.0033.3333333333-0.591-0.00589457180.00591521585.63100252.521042005/80.003050.001800.021250.003056.860604.0025-0.591-0.05878894770.060983123MOMENTO M11

SECCIONMomento ultimoanchoalturarecubrimientoCONCRETOACERODIAM ACEROCuantia.Cuantia minima.Cuantia maximaCuantia a utilizarArea de acero # de fierrosespacimientoABCwDiamareaDiamcalidad concretotn x mtcmcmcmkg/cm2kg/cm21/40.320.6356.86100252.521042001/20.003750.001800.021250.003758.435507.0014.2857142857-0.591-0.07166503360.07498220943/80.710.9537.60100252.521042001/20.004180.001800.021250.004189.399248.0012.5-0.591-0.07943040040.08354884171/21.291.272.007.91100252.521042001/20.004360.001800.021250.004369.801948.0012.5-0.591-0.08264942190.08712831445/821.5878.71100252.521042005/80.004830.001800.021250.0048310.859516.0016.6666666667-0.591-0.09103141940.09652894323/42.841.9059.64100252.521042005/80.005380.001800.021250.0053812.102697.0014.2857142857-0.591-0.10075119210.107579463215.12.5410.36100252.521042005/80.005810.001800.021250.0058113.073977.0014.2857142857-0.591-0.10824482330.116213052713/810.063.5810.28100252.521042005/80.005770.001800.021250.0057712.971837.0014.2857142857-0.591-0.10746097070.11530518998.94100252.521042005/80.004960.001800.021250.0049611.167916.0016.6666666667-0.591-0.09345613690.09927035266.27100252.521042005/80.003410.001800.021250.003417.676484.0025-0.591-0.06548827490.06823535222.25100252.521042005/80.001190.001800.021250.001804.050003.0033.3333333333-0.591-0.02346332220.02379745021.12100252.521042005/80.000590.001800.021250.001804.050003.0033.3333333333-0.591-0.01173688680.0118193075VERIFICACION POR CORTEEXFUERZOS F12 EL MURO YYKG/M21A2A3a4a5a6a,1L,1L,1L,1L,1L,1LF12 MAX0-1235-1700-1735-2160-1705-8802160VU AnchoAlturarecubrimiento FcFyAcerodVC=.53(F'C)^.5*B*DObservacion( ton) (cm)(cm)(cm)kg/cm2kg/cm2pulg(cm)ton 2.16100252.521042003/822.517.28okCALCULO DEL SEDIMENTADOR

SE HA MODELADO TENIENDO EN CUENTA CUANDO EL SEDIMENTADOR SE QUEDA OBSTRUIDO OSEA SE COMPORTA COMO UN PEQUEO RESERVORIO CON CARGA HIDROSTATICA EN UN SECTORY EN EL OTRO SECTOR VACIO.ALTURA DEL SEDIMENTADOR3.2

PRESION MEDIAALTURAPRESION EN MENBRANA0000.10.3232016010.20.6464048020.30.9696080030.41.281280112040.51.61600144050.61.921920176060.72.242240208070.82.562560240080.92.8828802720913.23200304010EJE ZDIAGRAMACION DE LAS MENBRANAS EJE1A2A3a4a5a6a,1L,1L,1L,1L,1L,1L,1HM1M11M21M31M41M51,1HM2M12M22M32M42M52,1HM3M13M23M33M43M53,1HM4M14M24M34M44M54,1HM5M15M25M35M45M55,1HM6M16M26M36M46M56,1HM7M17M27M37M47M57,1HM8M18M28M38M48M58,1HM9M19M29M39M49M59,1HM10M20M30M40M50M60DONDE L =6.5H =3.2MOMENTOS M22 KGXM1A2A3a4a5a6aM22,1L,1L,1L,1L,1L,1LMAX +MIN -0857-24070-203.7-5857-240,1H124030713294645512400,1H1465635224782-231465-23,1H1645820272-6-150-1891645-189,1H1820920272-130-335-4001820-400,1H2004982235-267-535-6202004-620,1H22001048175-400-700-8002200-800,1H24101094103-495-789-8782410-878,1H2650106010-507-746-8202650-820,1H2860711-130-352-516-5602860-560,1H2910-720161-5115-122910-720

MOMENTOS M11 EL MURO ZKGXM1A2A3a4a5a6aM11,1L,1L,1L,1L,1L,1LMAX +MIN -042904355846-1730-3389-39604355-3960,1H62003680758-1830-3500-40546200-4054,1H73023810650-2000-3665-42337302-4233,1H83004050520-2200-3897-44698300-4469,1H90864311410-2436-4170-47549086-4754,1H100114600310-2681-4473-506410011-5064,1H109884869207-2950-4776-538310988-5383,1H120435104112-3200-5085-570612043-5706,1H13130531050-3430-5370-602013130-6020,1H141935480-32-3635-5654-631814193-6318,1H14553601530-3793-5905-661314553-6613MOMENTO M22 +

SECCIONMomento ultimoanchoalturarecubrimientoCONCRETOACERODIAM ACEROCuantia.Cuantia minima.Cuantia maximaCuantia a utilizarArea de acero # de fierrosespacimientoABCwDiamareaDiamcalidad concretotn x mtcmcmcmkg/cm2kg/cm21/40.320.63500.8610030521042001/20.000360.001800.021250.001804.500004.0025-0.591-0.00725502650.00728635013/80.710.95310.321.2410030521042001/20.000530.001800.021250.001804.500004.0025-0.591-0.01049735450.01056318721/21.291.272.0020.641.4710030521042001/20.000620.001800.021250.001804.500004.0025-0.591-0.01240211640.01249421865/821.58730.961.6510030521042001/20.000700.001800.021250.001804.500004.0025-0.591-0.01392592590.01404226523/42.841.90541.281.8210030521042001/20.000780.001800.021250.001804.500004.0025-0.591-0.01540740740.015550072215.12.5451.62.0010030521042001/20.000860.001800.021250.001804.500004.0025-0.591-0.01696507940.017138376513/810.063.5861.922.2010030521042001/20.000940.001800.021250.001804.500004.0025-0.591-0.01862433860.018833614672.242.4110030521042001/20.001030.001800.021250.001804.500004.0025-0.591-0.02040211640.020653798282.562.6510030521042001/20.001140.001800.021250.001804.500004.0025-0.591-0.02243386240.022738927192.882.8610030521042001/20.001230.001800.021250.001804.500004.0025-0.591-0.02421164020.024567749103.22.9110030521042001/20.001250.001800.021250.001804.500004.0025-0.591-0.02463492060.025003782211MOMENTO M22 -

SECCIONMomento ultimoanchoalturarecubrimientoCONCRETOACERODIAM ACEROCuantia.Cuantia minima.Cuantia maximaCuantia a utilizarArea de acero # de fierrosespacimientoABCwDiamareaDiamcalidad concretotn x mtcmcmcmkg/cm2kg/cm21/40.320.63500.2410030521042001/20.000100.001800.021250.001804.500004.0025-0.591-0.0020317460.00203418743/80.710.9530.320.0010030521042001/20.000000.001800.021250.001804.500004.0025-0.591001/21.291.272.000.640.0210030521042001/20.000010.001800.021250.001804.500004.0025-0.591-0.0001947090.00019473145/821.5870.960.1910030521042001/20.000080.001800.021250.001804.500004.0025-0.591-0.00160.00160151333/42.841.9051.280.4010030521042001/20.000170.001800.021250.001804.500004.0025-0.591-0.00338624340.003393035915.12.541.60.6210030521042001/20.000260.001800.021250.001804.500004.0025-0.591-0.00524867720.005265032413/810.063.581.920.8010030521042001/20.000340.001800.021250.001804.500004.0025-0.591-0.00677248680.00679976652.240.8810030521042001/20.000370.001800.021250.001804.500004.0025-0.591-0.00743280420.00746568882.560.8210030521042001/20.000350.001800.021250.001804.500004.0025-0.591-0.00694179890.00697046552.880.5610030521042001/20.000240.001800.021250.001804.500004.0025-0.591-0.00474074070.00475407553.20.7210030521042001/20.000310.001800.021250.001804.500004.0025-0.591-0.00609523810.0061173168MOMENTO M11 +

SECCIONMomento ultimoanchoalturarecubrimientoCONCRETOACERODIAM ACEROCuantia.Cuantia minima.Cuantia maximaCuantia a utilizarArea de acero # de fierrosespacimientoABCwDiamareaDiamcalidad concretotn x mtcmcmcmkg/cm2kg/cm21/40.320.63504.3610030521042001/20.001890.001800.021250.001894.713324.0025-0.591-0.03686772490.03770657873/80.710.9530.326.2010030521042001/20.002710.001800.021250.002716.777676.0016.6666666667-0.591-0.05248677250.05422134551/21.291.272.000.647.3010030521042001/20.003210.001800.021250.003218.031447.0014.2857142857-0.591-0.0618158730.06425154725/821.5870.968.3010030521042005/80.003670.001800.021250.003679.180915.0020-0.591-0.07026455030.07344730963/42.841.9051.289.0910030521042005/80.004040.001800.021250.0040410.095916.0016.6666666667-0.591-0.07691851850.080767298915.12.541.610.0110030521042005/80.004470.001800.021250.0044711.184046.0016.6666666667-0.591-0.08474920630.089472332313/810.063.581.9210.9910030521042005/80.004940.001800.021250.0049412.347087.0014.2857142857-0.591-0.09302010580.09877663132.2412.0410030521042005/80.005450.001800.021250.0054513.619427.0014.2857142857-0.591-0.10195132280.10895537412.5613.1310030521042005/80.005980.001800.021250.0059814.948978.0012.5-0.591-0.11115343920.11959172592.8814.1910030521042005/80.006510.001800.021250.0065116.268229.0011.1111111111-0.591-0.1201523810.13014575183.214.5510030521042005/80.006690.001800.021250.0066916.719429.0011.1111111111-0.591-0.12320.133755399MOMENTO M11-

SECCIONMomento ultimoanchoalturarecubrimientoCONCRETOACERODIAM ACEROCuantia.Cuantia minima.Cuantia maximaCuantia a utilizarArea de acero # de fierrosespacimientoABCwDiamareaDiamcalidad concretotn x mtcmcmcmkg/cm2kg/cm21/40.320.63503.9610030521042001/20.001710.001800.021250.001804.500004.0025-0.591-0.03352380950.03421448173/80.710.9530.324.0510030521042001/20.001750.001800.021250.001804.500004.0025-0.591-0.03431957670.03504415131/21.291.272.000.644.2310030521042001/20.001830.001800.021250.001834.578304.0025-0.591-0.03583492060.03662640175/821.5870.964.4710030521042005/80.001940.001800.021250.001944.839653.0033.3333333333-0.591-0.03783280420.03871722833/42.841.9051.284.7510030521042005/80.002060.001800.021250.002065.156173.0033.3333333333-0.591-0.04024550260.041249395115.12.541.65.0610030521042005/80.002200.001800.021250.002205.501593.0033.3333333333-0.591-0.04286984130.04401274313/810.063.581.925.3810030521042005/80.002340.001800.021250.002345.858283.0033.3333333333-0.591-0.04557037040.04686627452.245.7110030521042005/80.002490.001800.021250.002496.220754.0025-0.591-0.04830476190.04976598752.566.0210030521042005/80.002630.001800.021250.002636.574384.0025-0.591-0.0509629630.05259504382.886.3210030521042005/80.002760.001800.021250.002766.911164.0025-0.591-0.05348571430.05528928853.26.6110030521042005/80.002900.001800.021250.002907.245684.0025-0.591-0.05598306880.057965466CALCULO DE LA CIMENTACION DEL IMHOFFCuadradan0.52594517920.51332082550.42721893491.58536585370.5260.5130.4271.585Geometra de la losa:RectangularLargo =0.65metrosAncho =0.41metros

Tipo de terreno:Arenoso 100ArenosoArcillosoMixtonK30 =0.8kp/cm3 00.5260.5130.5261.585

Karenoso =0.526kp/cm3525.95t/m35,259.5kN/m3Karcilloso = kp/cm3 t/m3 kN/m3Kmixto = kp/cm3 t/m3 kN/m3

Tabla orientativa:2
covejero: 1: CYPE2: CURSO DE CIMENTACIONES-TERZAGHI3: CURSO DE CIMENTACIONES-DIVERSOS AUTORES

Coeficiente de Balasto en funcin del tipo de suelo para placa de 30x30 cm. VALORES DE K30 PROPUESTOS POR TERZAGHIClases de sueloCoeficiente de balasto (kp/cm3)

Arena seca o hmeda - Suelta0,64-1,92 (1,3) - Media1,92-9,60 (4,0) - Compacta9,60-32 (16,0)Arena sumergida - Suelta (0,8) - Media (2,50) - Compacta (10,0)Arcilla qu = 1-2 kp/cm21,6-3,2 (2,5) qu = 2-4 kp/cm23,2-6,4 (5,0) qu > 4 kp/cm2 >6,4 (10) Entre parntesis los valores medios propuestos ENTONCES SE TIENE POR MENBRANAK =140.1643902439TON/M3CALCULO LA LOZA DE PISO DE PISODIAGRAMACION DE LAS MENBRANAS 1A2A3a4a5a,1L,1L,1L,1L,1L,1HM1M11M21M31M41,1HM2M12M22M32M42,1HM3M13M23M33M43,1HM4M14M24M34M44,1HM5M15M25M35M45S1S3S2S4EN LA DIAGRAMACION SE ANALIZA UN SECTOR S1 DADO QUE ES SIMETRICO CON LOS 4 SECTORESA-SE ANALIZA UN CASO CUANDO EL FONDO LO CONSIDERO EMPOTRADO ESTO DEBIDO HA HA QUE EL TERRENOPERIFERICO NO DE JA ROTAR LOS VERTICE S DEL TANQUEB-SE ANALIZA CUANDO EL RESERVORIO SE ENCUENTRA VACIO Y LA NAPA FREATICA HA SUBIDO ENCIMADE LA RAZANTE DEL TERRENO.JATU3CASO AMOMENTOS M11 EL PISOKGXM0A1A2A3a4a5a0,1L,1L,1L,1L,1L0-64-668-1706-2402-2780-2880,1H-1493-430-290-657-910-1008,1H-4566-356-883-912-680-600,1H-7480-5701720209219431900,1H-9360-7602213283027302670,1H-10105-8602380308030002900MOMENTOS M22 EL PISOKGXM0A1A2A3a4a5a0,1L,1L,1L,1L,1L0-730-3360-8510-12301-13847-14400,1H-300-1210-3000-4590-5600-6000,1H-920122422350180100,1H-15007802440346039384074,1H-18779813500516060606400,1H-203010503800570067257050

V130A1A2A3a4a5a0,1L,1L,1L,1L,1L023302432375826661411430,1H-1384,1H-6878,1H-11343,1H-14155,1H-15031V230A1A2A3a4a5a0,1L,1L,1L,1L,1L0-147743181382185102034520811,1H-307016358416126481470015200,1H-2990,1H-2060,1H-730,1H721

PARA EL ANALISIS MAS CRITICO ANALIZAMOS LA SECCIONHDONDE OCURRE 20811TON/M0CM15200TON/M40CM

SE DEBE ANALIZAR EN D SE TIENE EL ESPESOR DE LA LOSA 30 CM

D =2317.65VU AnchoAlturarecubrimiento FcFyAcerodVC=.53(F'C)^.5*B*DObservacion( ton) (cm)(cm)(cm)kg/cm2kg/cm2pulg(cm)ton 17.6510030721042003/82317.66okCASOB

EL CASO QUE LA NAPA FREATICA SUBA UN METRO ENCIMA DEL SUELOPRESION MEDIAALTURAPRESION EN MENBRANA00.20.66003000.41.212009000.61.8180015000.82.4240021001330002700MOMENTOS M11 EL PISOKGXM0A1A2A3a4a5a0,1L,1L,1L,1L,1L0672755718309301015,1H7701702483173171,1H176287-490-545-545-470,1H2610130-840-1062-1045-1030,1H3140180-1020-1380-1360-1650,1H3345-1150-1500-1500-1460-1480

MOMENTOS M22 EL PISOKGXM0A1A2A3a4a5a0,1L,1L,1L,1L,1L08514303151434050905090,1H210440950142017521760,1H350-144-425-490-630-560,1H510-486-1300-1800-1990-2130,1H620-620-1710-2470-2860-2990,1H644-689-1870-2666-3132-3230DONDE ANALIZANDO EL CASO A ES EL MAS CRITICOSE REALIZARA LA INTEGRACION DE MOMENTO M22ESTE ANALISIS SE HA EFECTUADO EN EN EJE 5aEL M22 RESULTANTE EN PRIMER METRO DESDE EL BORDE DE LA PARED-5390.5tonxm

SE REALIZARA LA INTEGRACION DE MOMENTO M11ESTE ANALISIS SE HA EFECTUADO EN EN EJE 5aEL M11 RESULTANTE EN PRIMER METRO DESDE EL BORDE DE LA PARED-3695.3125tonxm

SECCIONMomento ultimoanchoalturarecubrimientoCONCRETOACERODIAM ACEROCuantia.Cuantia minima.Cuantia maximaCuantia a utilizarArea de acero # de fierrosespacimientoABCwDiamareaDiamtn x mtcmcmcmkg/cm2kg/cm21/40.320.635,1H5.3910030721042005/80.002790.001800.021250.002796.411134.0025-0.591-0.05391524390.05574893043/80.710.953,1H3.7010030521042001/20.001590.001800.021250.001804.500004.0025-0.591-0.03128306880.03188281191/21.291.272.00

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