EJERCICIO KANY
18
METODO DE KANI INGENIERIA CIVIL ESTRUCTURAS I I 20T 0,5T/m B 3m 3m seccion vigas= 40*45cm seccion columnas=40*40cm 5T/m 5T/m E 2,5m 4m G 0,5T/m F 1.CALCULAMOS LAS RIGIDECES BARRA INERCIA LONGITUD I / L k RELATIVA AB 303750 4 75937.5 1.42382813 AC 213333.3333 3 71111.1111111111 1.33333333 BD 213333.3333 3 71111.1111111111 1.33333333 CD 303750 4 75937.5 1.42382813 DE 303750 3 101250 1.8984375 DG 213333.3333 2.5 85333.3333333334 1.6 CF 213333.3333 4 53333.3333333333 1 2.CALCULAMOS LOS FACTORES DE GIRO NUDO BARRA Krelativa m A AB 1.42382813 2.75716145833333 -0.2582054 AC 1.33333333 -0.2417946 B BA 1.42382813 2.75716145833333 -0.2582054 BD 1.33333333 -0.2417946 C CA 1.33333333 3.75716145833333 -0.1774389 CD 1.42382813 -0.1894819 CF 1 -0.1330792 DB 1.33333333 -0.1065712 A 4m E=200 Tn/cm 2 C 4m D S k RELATIVAS
-
Upload
diego-fernando-yama-andrade -
Category
Documents
-
view
19 -
download
1
description
METODO DE KANY EN EXCEL
Transcript of EJERCICIO KANY
con desplazamientoMETODO DE KANIINGENIERIA CIVILESTRUCTURAS I I20T3.CALCULAMOS LOS FACTORES DE DESPLAZAMIENTO0,5T/mA 4mBPISOCOLUMNAk RELATIVACorreccionC x k RELATIVAC2 x k RELATS C2 X krG1AC1.333333333311.33333333331.33333333332.6666666667-0.753m3mBD1.333333333311.33333333331.3333333333-0.752CF11115.096-0.2943485086seccion vigas= 40*45cmDG1.61.62.564.096-0.7535321821seccion columnas=40*40cmE=200 Tn/cm25T/m5T/m4.CALCULAMOS LOS MOMENTOS DE FIJACIONC 4mD 3mEMfAC=-0.375MfCF=-0.6666666667MfCD=6.6666666667MfCA=0.375MfFC=0.6666666667MfDC=-6.66666666672,5mMfDE=3.75MfAB=10MfED=-3.75MfBA=-104mG5.CALCULAMOS LOS MOMENTOS DE PISOSABEMOS QUE: H1=0.750,5T/mH2=1.75FPOR LO TANTO TENEMOS QUE:MP1=-0.751.CALCULAMOS LAS RIGIDECESMP2=-3.3333333333BARRAINERCIALONGITUDI / Lk RELATIVAAB303750475937.51.4238281256..CALCULANDO LOS MOMENTOS FINALES TENEMOS:AC213333.333333333371111.11111111111.3333333333BD213333.333333333371111.11111111111.3333333333MAB=6.0170912528T/m0.00001MFC=1.3614435911T/mCD303750475937.51.423828125MAC=-6.0170782961T/mDE30375031012501.8984375MGD=3.2475315344T/mDG213333.3333333332.585333.33333333331.6MBA=-7.35209897T/m0.00001CF213333.333333333453333.33333333331MBD=7.3521072889T/mMED=-4.4699407196T/m2.CALCULAMOS LOS FACTORES DE GIROMCA=-3.0351087577T/m0.00000MCD=3.8178097912T/mNUDOBARRAKrelativaS k RELATIVASmMCF=-0.7826973444T/mAAB1.4238281252.7571614583-0.2582054309AC1.3333333333-0.2417945691MDB=3.9501431723T/m0BBA1.4238281252.7571614583-0.2582054309MDC=-8.901028414T/mBD1.3333333333-0.2417945691MDE=2.3101185607T/mCCA1.33333333333.7571614583-0.1774389187MDG=2.640766681T/mCD1.423828125-0.1894818922CF1-0.133079189DDB1.33333333336.2555989583-0.1065711966DC1.423828125-0.1138043003DE1.8984375-0.1517390671DG1.6-0.127885436SENTIDO A ITERAR B-A-C-DAB9.625-0.258210-10-0.2582-10-0.2418-3.25972.4368-0.2418-0.375-3.0525-3.52282.97252.2819-3.2989-3.53153.06442.7836-0.75-3.3071-3.53033.0842-0.752.86960.5625-3.3108-3.53723.08890.56252.88821.9093-3.3124-3.53813.09181.90932.89262.0660-3.3132-3.53813.09262.06602.8953-0.752.0738-3.3132-3.53793.09282.07382.89612.0705-3.3131-3.53793.09292.07052.89632.0684-3.3131-3.53793.09292.06842.89632.0666-3.3131-3.53793.09292.06662.89632.0657-3.3131-3.53793.09292.06572.89632.0653-3.31302.06532.89632.06522.06522.0651-1.08112.0651-0.50562.0651-1.08112.0651-0.5056-1.0811-0.5057-1.0811-0.5057-1.0812-0.5057-1.0813-0.5058-1.0817-0.5059-1.0825-0.5055-1.0851-0.5030-1.0906-0.4871-1.0781-0.41120.375-0.8634CD-0.1617-0.1774-0.10666.375-0.18956.6666666667-6.6666666667-0.1138-0.15173.75-3.75-0.1331-0.9221-0.1727-0.1279-0.2303E-0.6666666667-0.6476-1.1513-0.4391-2.9166666667-0.1941-0.5855-0.8086-1.1646-0.5201-0.4935-0.6935-0.2943-0.8179-1.1587-0.5371-0.7535-0.5845-0.71610.9812-0.8138-1.1560-0.53982.5118-0.6035-0.71971.2632-0.8119-1.1551-0.54023.2337-0.6066-0.7203-3.33333333331.4516-0.8113-1.1547-0.54013.7160-0.6070-0.72021.4972-0.8110-1.1545-0.54013.8328-0.6070-0.72011.5049-0.8109-1.1545-0.54003.8527-0.6069-0.72001.5058-0.8108-1.1545-0.54003.8549-0.6068-0.72001.5059-0.8108-1.1545-0.54003.8550-0.6068-0.71991.5057-0.8108-1.1545-0.54003.8547-0.6068-0.71991.5057-0.81083.8545-0.60681.50563.8544G1.50563.8543C=1.61.50563.8543C=1.60.6666666667FC=1
sin desplazamientoMETODO DE KANYDIEGO FERNANDO YAMA ANDRADEINGENIERIA CIVILESTRUCTURAS I I20T0,5T/mA 4mB3m3mseccion vigas= 40*45cmseccion columnas=40*40cmE=200 Tn/cm25T/m5T/mCALCULANDO LOS MOMENTOS DE FIJACIONC 4mD 3mEMfAC=-0.375MfCF=-0.6666666667MfCD=6.6666666667MfCA=0.375MfFC=0.6666666667MfDC=-6.66666666672,5mMfDE=3.75MfAB=10MfED=-3.75MfBA=-104mG0,5T/mFCALCULAMOS LAS RIGIDECESBARRAINERCIALONGITUDI / Lk RELATIVACALCULANDO LOS MOMENTOS FINALESAB303750475937.51.423828125AC213333.333333333371111.11111111111.3333333333BD213333.333333333371111.11111111111.3333333333MAB=6.9864933495T/m0.00000MFC=0.2121251891T/mCD303750475937.51.423828125MAC=-6.9864933095T/mDE30375031012501.8984375MGD=0.0486468118T/mDG213333.3333333332.585333.33333333331.6MBA=-6.4074628734T/m-0.00000CF213333.333333333453333.33333333331MBD=6.4074628601T/mMED=-3.6922794177T/mCALCULAMOS LOS FACTORES DE GIROMCA=-3.8398296099T/m-0.000000NUDOBARRAKrelativaS k RELATIVASmMCD=5.4155792239T/mAAB1.4238281252.7571614583-0.2582054309MCF=-1.5757496218T/mAC1.3333333333-0.2417945691BBA1.4238281252.7571614583-0.2582054309BD1.3333333333-0.2417945691MDC=-7.2272747329T/m-0.000000CCA1.33333333333.7571614583-0.1774389187MDB=3.2645399448T/mCD1.423828125-0.1894818922MDE=3.8654411646T/mCF1-0.133079189MDG=0.0972936235T/mDDB1.33333333336.2555989583-0.1065711966DC1.423828125-0.1138043003DE1.8984375-0.1517390671DG1.6-0.127885436SENTIDO A ITERAR B-A-C-DAB9.625-0.258210-10-0.2582-10-0.2418-3.15192.5821-0.2418-0.375-2.9516-3.19713.36432.4179-2.9939-3.20113.39573.15050-2.9977-3.20503.398003.17990.0000-3.0019-3.20633.39910.00003.18200.0000-3.0026-3.20653.39950.00003.18310.0000-3.0027-3.20653.39950.00003.183400.0000-3.0027-3.20653.39950.00003.18350.0000-3.0027-3.20653.39950.00003.18350.0000-3.0027-3.20653.39950.00003.18350.0000-3.0027-3.20653.39950.00003.18350.0000-3.0027-3.20653.39950.00003.18350.0000-3.00270.00003.18350.00000.00000.0000-0.60610.00000.04050.0000-0.60610.00000.0405-0.60610.0405-0.60610.0405-0.60610.0405-0.60610.0405-0.60610.0405-0.60610.0406-0.60630.0407-0.60800.0411-0.62310.04600.375-0.6074CD0.1223-0.1774-0.10666.375-0.18956.6666666667-6.6666666667-0.1138-0.15173.75-3.75-0.1331-0.64870.1306-0.12790.1741E-0.6666666667-0.4556-0.66540.0491-2.91666666670.14670.0655-0.4673-0.64930.04390.05520.05860.0000-0.4560-0.64750.04350.00000.04940.05800.0000-0.4547-0.64730.04330.00000.04890.05780.0000-0.4546-0.64720.04330.00000.04870.057700.0000-0.4546-0.64720.04330.00000.04870.05770.0000-0.4545-0.64720.04330.00000.04860.05770.0000-0.4545-0.64720.04330.00000.04860.05770.0000-0.4545-0.64720.04330.00000.04860.05770.0000-0.4545-0.64720.04330.00000.04860.05770.0000-0.4545-0.64720.04330.00000.04860.05770.0000-0.45450.00000.04860.00000.0000G0.00000.0000C=1.60.00000.00000.6666666667FC=1
desplazamiento en piso 1METODO DE KANYDIEGO FERNANDO YAMA ANDRADEINGENIERIA CIVILESTRUCTURAS I I20TCALCULAMOS LOS FACTORES DE DESPLAZAMIENTO0,5T/mA 4mBPISOCOLUMNAk RELATIVACorreccionC x k RELATIVAC2 x k RELATIVAS C2 X krG1AC1.333333333311.33333333331.33333333332.6666666667-0.753m3mBD1.333333333311.33333333331.3333333333-0.75seccion vigas= 40*45cmseccion columnas=40*40cmE=200 Tn/cm25T/m5T/mCALCULAMOS LOS MOMENTOS DE FIJACIONC 4mD 3mEMfAC=-0.375MfCF=-0.6666666667MfCD=6.6666666667MfCA=0.375MfFC=0.6666666667MfDC=-6.66666666672,5mMfDE=3.75MfAB=10MfED=-3.75MfBA=-104mGCALCULAMOS LOS MOMENTOS DE PISOSABEMOS QUE: H1=0.750,5T/mH2=1.75FPOR LO TANTO TENEMOS QUE:MP1=-0.75CALCULAMOS LAS RIGIDECESBARRAINERCIALONGITUDI / Lk RELATIVAAB303750475937.51.423828125CALCULANDO LOS MOMENTOS FINALES TENEMOS:AC213333.333333333371111.11111111111.3333333333BD213333.333333333371111.11111111111.3333333333CD303750475937.51.423828125MAB=6.2014020225T/m0.00001MCA=-3.015744607T/m0.0000DE30375031012501.8984375MAC=-6.2013945206T/mMCD=4.8856211596T/mDG213333.3333333332.585333.33333333331.6MCF=-1.8698757654T/mCF213333.333333333453333.33333333331MBA=-7.224571133T/m0.00000MBD=7.2245745627T/mCALCULAMOS LOS FACTORES DE GIRONUDOBARRAKrelativaS k RELATIVASmMDB=4.2425968616T/m0MFC=0.0650621173T/mAAB1.4238281252.7571614583-0.2582054309MDC=-7.6590132482T/mMGD=-0.0762817374T/mAC1.3333333333-0.2417945691MDG=-0.1525634748T/mMED=-3.8405100693T/mBBA1.4238281252.7571614583-0.2582054309MDE=3.5689798614T/mBD1.3333333333-0.2417945691CCA1.33333333333.7571614583-0.1774389187CD1.423828125-0.1894818922CF1-0.133079189DDB1.33333333336.2555989583-0.1065711966DC1.423828125-0.1138043003DE1.8984375-0.1517390671DG1.6-0.127885436SENTIDO A ITERAR B-A-C-DAB9.625-0.258210-10-0.2582-10-0.2418-3.25972.4368-0.2418-0.375-3.0525-3.49062.99022.2819-3.2687-3.47513.08662.8002-0.75-3.2542-3.45883.1085-0.752.89050.5625-3.2443-3.45983.11300.56252.91091.5928-3.2399-3.45853.11571.59282.91511.5970-3.2387-3.45793.11631.59702.9177-0.751.5096-3.2381-3.45763.11641.50962.91821.4707-3.2379-3.45763.11651.47072.91841.4581-3.2378-3.45753.11651.45812.91841.4535-3.2378-3.45753.11651.45352.91841.4520-3.2378-3.45753.11651.45202.91841.4515-3.23781.45152.91841.45141.45141.4513-0.80211.4513-0.06361.4513-0.80211.4513-0.0636-0.8021-0.0636-0.8022-0.0636-0.8022-0.0636-0.8024-0.0638-0.8029-0.0641-0.8043-0.0650-0.8095-0.0681-0.8256-0.0734-0.8501-0.06060.375-0.6894CD0.0861-0.1774-0.10666.375-0.18956.6666666667-6.6666666667-0.1138-0.15173.75-3.75-0.1331-0.73610.0920-0.12790.1227E-0.6666666667-0.5170-0.9078-0.0647-2.91666666670.1034-0.0863-0.6376-0.8817-0.0784-0.0727-0.10460.0000-0.6192-0.8644-0.07280.0000-0.0881-0.09700.0000-0.6071-0.8589-0.06940.0000-0.0818-0.09260.0000-0.6033-0.8574-0.06850.0000-0.0780-0.091300.0000-0.6022-0.8568-0.06810.0000-0.0769-0.09080.0000-0.6018-0.8567-0.06790.0000-0.0765-0.09060.0000-0.6017-0.8566-0.06790.0000-0.0764-0.09050.0000-0.6016-0.8566-0.06790.0000-0.0763-0.09050.0000-0.6016-0.8566-0.06790.0000-0.0763-0.09050.0000-0.6016-0.8566-0.06790.0000-0.0763-0.09050.0000-0.60160.0000-0.07630.00000.0000G0.00000.0000C=1.60.00000.00000.6666666667FC=1
