Hoja1DISEO DE UNA LOSA DE CIMENTACION1.00Conocer los valore de ancho y largo de losa ( dimensiones Constante2.00Conocer los Valores de Areas, cuando se trate de seccion conpuestaCosnocimiento de las Cargas PM y PV (cargas Muertas y Cargas Vivas)

AinfPMPVA*(PM)A(PV)PISOS (A*PM +A*PV)CARGAS FACTORADAS1.4*A(PM)1.7*A(PV)(1.4*A(PM)+1.7*A(PV))P11050025050002500430000280001700045000P221.58500250107905395464740604243668697110P318.7150025093554677.5456130523883180784195P49.8450025049202460429520275521672844280P511.9150025059552977.5435730333482024753595P621.64500250108205410464920605923678897380P723.31500250116555827.54699306526839627104895P812.6950025063453172.5438070355322157357105P929.465002501473073654883808248850082132570P1027.51500250137556877.54825307702846767123795P1112.6950025063453172.5438070355322157357105P1238.44500250192209610411532010763265348172980P1330.35002501515075754909008484051510136350P1418.1250025090604530454360507363080481540P1534.11500250170558527.541023309550857987153495P1631.97500250159857992.54959108951654349143865P1716.9950025084954247.5450970475722888376455P1824.41500250122056102.54732306834841497109845P1925.83500250129156457.54774907232443911116235P2013.6250025068103405440860381362315461290p2123.13500250115655782.54693906476439321104085P2225.845002501292064604775207235243928116280P2313.550025067503375440500378002295060750P2420.45500250102255112.5461350572603476592025P2524.91500250124556227.54747306974842347112095P2613.250025066003300439600369602244059400P2715.9150025079553977.5447730445482704771595P2815.7750025078853942.5447310441562680970965P294.2950025021451072.541287012012729319305P3016.6150025083054152.5449830465082823774745P311550025075003750445000420002550067500P32750025035001750421000196001190031500P237.55002503750187542250021000127503375005002500040000Pr1,908,720.00PTr2,863,080.00Conocimiento del area total de losa ( tener en cuenta tipo de poligono)RectangulobaselongitudfactorAREAXYA*XA*Ynota= terner en cuenta si es triangulo A111.6342.261491.48389.5431.654688.75545215555.46227o rectanguloA23.7242.420.578.90122.4838.72195.6749763055.054464facto 1 si es rectangulo, y factor 0.5 si esA35.5910.43158.30377.575.218441.359009304.2287066trianguloA41.07710.430.55.6165554.4386.95324.9262710939.051906915 AREA634.305255(A*X)5350.7157080918953.797347515Xcg8.4355531756Ycg29.8811923725

Conocimiento del Momento de Inercia en Cada ejeEJE X-XRECTANGULOTRIANGULOBASEALTURAIx (BH/12)BASEALTURAIx (BH/12)A111.6342.2673145.3878080733A23.7242.427887.73718376A2042.420A41.07710.4333.9442430011A35.5910.43528.5468478442A3050A4010.430A4040ix73673.9346559175Mix7921.6814267611 Ix81595.6160826786Conocimiento del Momento de Inercia en Cada ejeEJE Y-YRECTANGULOTRIANGULOBASEALTURAIx (BH/12)BASEALTURAIx (BH/36)A142.2611.6373145.3878080733A142.423.727887.73718376A2060A210.431.07733.9442430011A310.435.59528.5468478442A3050A4040A4040ix73673.9346559175Mix7921.6814267611 Iy81595.6160826786Calculando excentricidadesXPX'*PYPX'*PP10.25300007500P152.71300001581300P24.864740310752P252.71647403412445.4P310.156130566913P352.71561302958612.3P415.129520445752P452.71295201555999.2P50.8723573031156.56P545.536357301627001.28P64.80464920311875.68P645.536649202956197.12P710.10469930706572.72P745.536699303184332.48P815.138070574857P845.536380701733555.52P94.888380424224P942.636883803768169.68P1010.1182530834378.3P1042.636825303518749.08P1115.138070574857P1142.636380701623152.52P124.8115320553536P1235.6361153204109543.52P1310.1190900918999P1335.636909003239312.4P1415.154360820836P1435.636543601937172.96P154.8102330491184P1530.2861023303099166.38P1610.1195910969650.1P1630.286959102904730.26P1715.150970769647P1730.286509701543677.42P184.873230351504P1823.286732301705233.78P1910.1177490783423.9P1923.286774901804432.14P2015.140860616986P1023.28640860951465.96P214.869390333072P1120.386693901414584.54P2210.1177520783727.2P1220.386775201580322.72P2315.140500611550P1320.38640500825633P243.95361350242516.55P1413.38661350821231.1P2510.1174730755520.3P1513.386747301000335.78P2615.139600597960P1613.38639600530085.6P273.95347730188676.69P1710.6147730506415.3P2810.1147310478304.1P1810.6147310501959.1P2915.112870194337P1910.6112870136550.7P304.5649830227224.8P204.8549830241675.5P3110.1145000454950P214.8545000218250P325.0321000105630P220210000P3310.1122500227475P230225000SUMA190872016265547.9SUMA190872056991292.74X'8.5217045455Y'29.8583829687Ex=X'-Xcg0.0861513699ey=-0.0228094038para nuestro caso los momentos estan representados por (X*P) y (Y*P)Mx=pt*Ey-65,305.15t.mMy=pt*Ex246,658.26kg.m qmax; = (PR/A)+ (Mx/Iy)+ (My/Ix)4,515.95kg/m qmin; = (PR/A)- (Mx/Iy)- (My/Ix)4,511.50kg/mqprom=4513.725808562t/m4.5137258086kg/m0.45kg/cmMENOR QUE1.25 KG/CM(delas franjas)Carga Promedioqprom(modif)= qprom*B1*B+(p1+p2+p3+p4)/2seaB1=4.86B=15.35carga pro261664.229522267 ' Factor de Compensacionqpeomedio modif=3507.516380776SEA EN EL EJE POSTERIORL14.44LPROM4.91L25.3L35VIGA DE TRES TREMOSTANTEAMOS CON LOS MOMENTOSQL/10MOMENTO MEGATIVOS HACIA ARRIBAQL/9MOMENTOS POSITIVOS HACIA ABAJOM(-)8467.4407334653KG-M846744.07334653KG-CMM(-)9408.2674816281KG-M940826.748162811KG-CMPARA EL CORTANTE TANTEAREMOS V=QL/28616.7985754396 QUE DEBE SER MENOR AVC=0.53(F'c)^.5F'C=210KG/CM377.3651113886ENTONCES SEATANTEAREMOS CON d=L/100.4913333333

Hoja2

Hoja3