análisis sísmico estático
DESCRIPTION
HOJA DE CALCULO PARA UN ANÁLISIS SÍSMICO ESTÁTICO.TRANSCRIPT
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CURSO NORMAS DE MAMPOSTERAEJEMPLO DE DISEO (ETAPA 1).
1. CARACTERSTICAS DEL PROYECTO
Tipo de proyecto No. De Niveles Planta
Casa-Habitacin 2 BajaAlta
Planta Long trabes, m Lvent, mBaja 12.20Alta 0.00 11.00
2. MATERIALES
Muros (confinados) e, cm MorteroTabicon pesado 14 II
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Concreto f'c, kg/cm2Clase I 200
Acero fy, kg/cm2Grado 42 4200
Losas Lmx, m h, cmEntrepiso 10
Azotea 10
3. FACTORES DE RESISTENCIA
Para compresin axial, FrMuros confinados o ref interiormente 0.6
No confinados ni ref interiormente 0.3
Muros sujetos a flexocompresin FrSi PuPr/3, conf o ref interiormente 0.6
No conf ni ref interiormente 0.3
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Muros sujetos a fuerza cortante FrMuros confinados o ref interiormente 0.7 80% cuando absorban ms del 35% del sismo.
No confinados ni ref interiormente 0.4
4. FACTORES DE CARGACM + CVMAX 1.4 (Gravitacional)CM + CVINST 1.1 (Sismo)
5. DATOS DE MUROS
Planta Baja
MURO L,m DENSIDAD %1x 6.502x 2.20
DENSIDAD= SL*e/Aconst
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3x 0.784x 2.645x 5.306x 2.567x 3.308x 2.569x 8.50
SUMA 34.34 2.251y 3.002y 4.003y 7.704y 0.685y 2.256y 2.607y 0.668y 14.28
SUMA 35.17 2.30
Planta Alta
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MURO L,m DENSIDAD %1x 6.502x 1.233x 4.004x 0.685x 6.706x 2.567x 4.008x 4.309x 5.30
10x 0.8311x 0.6812x 0.8313x 0.6814x 10.50
SUMA 48.79 5.861y 4.002y 3.903y 3.90
DENSIDAD= SL*e/Aconst
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4y 12.705y 3.706y 4.587y 1.008y 1.109y 5.0010y 1.3611y 2.1512y 2.23
SUMA 45.62 5.48
6. CARGAS6.1 CARGAS MUERTAS, kg/m2
ENTREPISO
CONCEPTO ESPESOR (m) P V (kg/m3)Losa de concreto 0.10 2400
Yeso interior 0.01 1500Instalaciones
Teja curva ligera 0.01 40Loseta 0.015 1800
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Carga adicional Reglamento, Art. 228Carga muerta en Entrepiso
AZOTEACONCEPTO ESPESOR (m) P V (kg/m3)
Losa de concreto 0.10 2400Yeso interior 0.01 1500Instalaciones
Teja curva ligera 0.01 40Impermeabilizante 0.07 1900
Carga adicional Reglamento, Art. 228Carga muerta en azotea
PUERTASCONCEPTO ESPESOR (m) P V (kg/m3)
Puerta de madera (Pino) 0.03 450Sumah, mPeso
60%
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50%
TRABESCONCEPTO ESPESOR (m) P V (kg/m3)
Concreto Clase I 0.30 2400
Suma
6.2 CARGA VIVA, kg/m2
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6.3 CARGA MUERTA + CARGA VIVA, kg/m2
7.2 CONDICIONES DE REGULARIDAD
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Planta Baja
Planta simtricaAltura/base < 2.5
Largo/ancho < 2.5Entrantes y salientes
Sist techo rgido y resistente SIAberturas
0.7Wi-1Wi1.1Wi-1
columnas restringidasRigides y resistencia
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Coeficiente ssmico, C Q Qmod0.86
7.4 OBTENCION DE MASAS PARA ANALISIS SISMICO
Planta BajaCONCEPTO Area o long Carga unitm2 o m t/m2 o t/m
Losa de Entrepiso 207.79 0.432 Muros de tabique (t=14) 69.51 0.78
Escalera -6.04 0.333Puertas 12.20 0.02
Ventanas 12.20 2.74 Antepecho 0.64
Teja 63.45 0.00 TrabesDintelesPeso, t
t/m2
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7.5 ANALISIS SISMICO ESTATICO
NIVEL W ht mAzotea 0.18 2.80
Entrepiso 88.69 2.80 Suma 88.86 5.60 C/Q Vbase, t
0.000 0.00
7.5.1Centrodemasa
Planta Baja
MURO, LOSA, HUECO (A,m^2 ; L,m) P,tLosa de Entrepiso 207.79 0.00
Escalera
DENSIDAD=SL*e/Aconst
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1x 6.50 2,773.682x 2.20 938.783x 0.78 332.844x 2.64 1,126.545x 5.30 2,261.626x 2.56 1,092.407x 3.30 1,408.188x 2.56 1,092.409x 8.50 3,627.12
SUMA 34.34 14,653.561y 3.00 1,280.162y 4.00 1,706.883y 7.70 3,285.744y 0.68 290.175y 2.25 960.126y 2.60 1,109.477y 0.66 281.648y 14.28 6,093.56
SUMA 35.17 15,007.74TOTAL #REF!
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Planta Alta
MURO, LOSA, HUECO (A,m^2 ; L,m) P,t
Losa de AzoteaEscaleras
1x 6.50 2,311.402x 1.23 437.393x 4.00 1,422.404x 0.68 241.815x 6.70 2,382.526x 2.56 910.347x 4.00 1,422.408x 4.30 1,529.089x 5.30 1,884.68
10x 0.83 295.1511x 0.68 241.8112x 0.83 295.15
DENSIDAD=SL*e/Aconst
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13x 0.68 241.8114x 10.50 3,733.80
SUMA 48.79 17,349.721y 4.00 1,422.402y 3.90 1,386.843y 3.90 1,386.844y 12.70 4,516.125y 3.70 1,315.726y 4.58 1,628.657y 1.00 355.608y 1.10 391.169y 5.00 1,778.0010y 1.36 483.6211y 2.15 764.5412y 2.23 792.99
SUMA 45.62 16,222.47TOTAL #REF!
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7.6 RIGIDECES RELATIVAS DE MUROS
Planta Baja
Muro L HNo. m m1x 6.50 2.802x 2.20 2.803x 0.78 2.804x 2.64 2.805x 5.30 2.806x 2.56 2.807x 3.30 2.808x 2.56 2.809x 8.50 2.80
SUMA 34.341y 3.00 2.80
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2y 4.00 2.803y 7.70 2.804y 0.68 2.805y 2.25 2.806y 2.60 2.807y 0.66 2.808y 14.28 2.80
SUMA 35.17LONGITUD TOTAL 69.51
Planta Alta
Muro L HNo. m m1x 6.50 2.802x 1.23 2.803x 4.00 2.804x 0.68 2.805x 6.70 2.80
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6x 2.56 2.807x 4.00 2.808x 4.30 2.809x 5.30 2.80
10x 0.83 2.8011x 0.68 2.8012x 0.83 2.8013x 0.68 2.8014x 10.50 2.80
SUMA 48.791y 4.00 2.802y 3.90 2.803y 3.90 2.804y 12.70 2.805y 3.70 2.806y 4.58 2.807y 1.00 2.808y 1.10 2.809y 5.00 2.8010y 1.36 2.8011y 2.15 2.80
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12y 2.23 2.80SUMA 45.62
LONGITUD TOTAL 94.41
7.7. DISTRIBUCION DE FUERZAS SISMICAS (DIRECTAS Y DE TORSION).
Planta BajaMuro L, m Krel
1x 6.50 104,215.422x 2.20 13,925.023x 0.78 858.014x 2.64 21,121.295x 5.30 77,251.756x 2.56 19,729.857x 3.30 33,675.158x 2.56 19,729.859x 8.50 148,512.76
SUMA 34.34 439,019.111y 3.00 27,758.74
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2y 4.00 48,387.103y 7.70 130,918.034y 0.68 576.115y 2.25 14,682.586y 2.60 20,421.387y 0.66 528.058y 14.28 271,673.39
SUMA 35.17 514,945.38
Fuerzas debidas a la torsin ssmica
Libro "Diseo Estructural", Dr Roberto Meli
Vtor1x = Mt1x(K*Dct/Mpolar) Vtor1y = Mt1y(K*Dct/Mpolar)Vtor2x = Mt2x(K*Dct/Mpolar) Vtor2y = Mt2y(K*Dct/Mpolar)
Vtotx, t= 0.00Vtoty, t= 0.00
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Lx, m= 0.00 Lx=long perp a xLy, m= 0.00
Vdirx Vtorx Vtotx0.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.00
SUMA 0.00 0.000.00 0.000.00 0.000.00 0.00
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0.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.00
SUMA
Planta AltaMuro L, m Krel
1x 6.50 104,215.422x 1.23 3,110.203x 4.00 48,387.10
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4x 0.68 576.115x 6.70 108,689.886x 2.56 19,729.857x 4.00 48,387.108x 4.30 54,939.779x 5.30 77,251.75
10x 0.83 1,026.3411x 0.68 576.1112x 0.83 1,026.3411x 0.68 576.1112x 10.50 191,813.26
SUMA 48.79 660,305.331y 4.00 48,387.102y 3.90 46,228.603y 3.90 46,228.604y 12.70 238,540.035y 3.70 41,960.246y 4.58 61,134.417y 1.00 1,746.228y 1.10 2,282.37
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9y 5.00 70,515.2310y 1.36 4,089.2011y 2.15 13,184.5112y 2.23 14,377.54
SUMA 45.62 588,674.04
Fuerzas debidas a la torsin ssmica
Libro "Diseo Estructural", Dr Roberto Meli
Vtor1x = Mt1x(K*Dct/Mpolar) Vtor1y = Mt1y(K*Dct/Mpolar)
Vtor2x = Mt2x(K*Dct/Mpolar) Vtor2y = Mt2y(K*Dct/Mpolar)
Vtotx, t= 4.58Vtoty, t= 4.58Lx, m= 0.00 Lx=long perp a x
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Ly, m= 0.00
Vdirx Vtorx Vtotx0.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.00
SUMA 0.00 0.000.00 0.000.00 0.000.00 0.000.00 0.00
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0.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.00
SUMA
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CURSO NORMAS DE MAMPOSTERAEJEMPLO DE DISEO (ETAPA 1).
1. CARACTERSTICAS DEL PROYECTO
rea const, m2 Altura H, m Zona Rep Mex213.83 2.8 Oaxaca116.58 2.8
Long pret, m Long perp a "X", m Long perp a "Y", m0.00 18.58 10.50
12.70 10.50
2. MATERIALES
Vm*, kg/cm2 f*m, kg/cm2 E, kg/cm215 12000
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80% cuando absorban ms del 35% del sismo.
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80% cuando absorban ms del 35% del sismo.
5. DATOS DE MUROS
Planta Bajasin popo propuesto Localizacin de muros
Paz(t/m) Vars castillos As, cm2
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Planta Alta
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sin popo propuesto Localizacin de muros
Paz(t/m) Vars castillos As, cm2
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6. CARGAS6.1 CARGAS MUERTAS, kg/m2
ENTREPISO PESO PROPIO DE MUROS PLANTA BAJA , t/m
kg/m2 CONCEPTO240 Muro tabique e=14 cm15 Aplanado dos caras20 Suma0.4 h, m27 Peso, t/m
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40342.4
AZOTEA ESCALERAkg/m2 CONCEPTO
240 Rampa15 Escalones20 Loseta 0.4 Suma13320
428.4 VENTANASCONCEPTO
PUERTAS Vidrio Planokg/m2 Canceleria de Aluminio13.5 Suma13.5 h1, m2.2 h2, m
29.7 Peso 1, t/m17.82 Peso 2, t/m
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14.85
TRABESkg/m2
72000
720
6.2 CARGA VIVA, kg/m2
En AzoteaMxima 100
Instantnea 70
En EntrepisoMxima 170
Instantnea 90
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6.3 CARGA MUERTA + CARGA VIVA, kg/m2
En AzoteaPara sismo Para diseo
498.4 528.4
En EntrepisoPara sismo Para diseo
432.4 512.4
7. ANLISIS SSMICO7.1 APLICABILIDAD DEL MTODO SIMPLIFICADO
Muros simtricos >10%Longitud/ancho 0.57 >2.0
Altura/anchoCONCLUSIN
7.2 CONDICIONES DE REGULARIDAD
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Planta Alta
Planta simtricaAltura/base < 2.5Largo/ancho < 2.5
Entrantes y salientesSist techo rgido y resistente SI
Aberturas0.7Wi-1Wi1.1Wi-1
columnas restringidasRigides y resistencia
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C/Q
7.4 OBTENCION DE MASAS PARA ANALISIS SISMICO
Planta Baja Planta AltaPeso,t CONCEPTO
0.09 Losa de Concreto0.05 Muros de tabique (t=14)0.00 Puertas0.00 Ventanas0.03 Pretiles0.00 Teja0.00 Trabes0.00 Tinacos0.00 Dinteles0.18 Peso, t0.00 t/m2
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7.5 ANALISIS SISMICO ESTATICO
Wh Factor C/Q
0 0.00 0.00 248 1.00 0.00
248.82
7.5.1Centrodemasa
Planta BajaLocalizacin de muros
x, m y, m Px, m0.000.00
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3.25 7.61 9,014.467.61 10.11 7,144.1510.11 6.62 3,365.036.62 2.65 7,457.702.65 9.22 5,993.289.22 3.65 10,071.963.65 9.22 5,139.849.22 6.25 10,071.966.25 0.00 22,669.50
0.00 2.00 0.002.00 2.00 3,413.762.00 5.30 6,571.495.30 6.50 1,537.906.50 6.50 6,240.786.50 7.94 7,211.577.94 10.50 2,236.18
10.50 0.00 63,982.40
172,121.95
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XCMYCM
Planta AltaLocalizacin de muros
x, m y, m Px, m0.000.000.00
3.25 5.88 7,512.050.62 7.88 271.182.00 8.13 2,844.800.34 8.63 82.213.35 9.88 7,981.441.28 11.23 1,165.232.00 13.58 2,844.802.15 13.58 3,287.522.65 15.46 4,994.400.42 16.52 123.962.59 16.52 626.284.89 16.52 1,443.27
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2.59 17.32 626.285.25 18.58 19,602.45
33.38 179.710.00 7.88 0.002.00 7.43 2,773.686.50 7.43 9,014.46
10.50 12.23 47,419.261.03 11.73 1,355.195.30 13.17 8,631.832.93 14.96 1,041.912.00 14.91 782.320.00 16.16 0.001.48 17.90 715.752.92 17.51 2,232.465.30 17.51 4,202.84
131,575.59
XCMYCM
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7.6 RIGIDECES RELATIVAS DE MUROS
Planta Baja
e E EeL/Hcm kg/cm214 12,000 390,00014 12,000 132,00014 12,000 46,80014 12,000 158,40014 12,000 318,00014 12,000 153,60014 12,000 198,00014 12,000 153,60014 12,000 510,000
14 12,000 180,000
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14 12,000 240,00014 12,000 462,00014 12,000 40,80014 12,000 135,00014 12,000 156,00014 12,000 39,60014 12,000 856,800
Planta Alta
e E EeL/Hcm kg/cm214 12,000 390,00014 12,000 73,80014 12,000 240,00014 12,000 40,80014 12,000 402,000
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14 12,000 153,60014 12,000 240,00014 12,000 258,00014 12,000 318,00014 12,000 49,80014 12,000 40,80014 12,000 49,80014 12,000 40,80014 12,000 630,000
14 12,000 240,00014 12,000 234,00014 12,000 234,00014 12,000 762,00014 12,000 222,00014 12,000 274,80014 12,000 60,00014 12,000 66,00014 12,000 300,00014 12,000 81,60014 12,000 129,000
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14 12,000 133,800
7.7. DISTRIBUCION DE FUERZAS SISMICAS (DIRECTAS Y DE TORSION).
Planta BajaFd % x, m y, m23.74 3.25 7.613.17 7.61 10.110.20 10.11 6.624.81 6.62 2.65
17.60 2.65 9.224.49 9.22 3.657.67 3.65 9.224.49 9.22 6.25
33.83 6.25 0.00100.00
5.39 0.00 2.00
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9.40 2.00 2.0025.42 2.00 5.300.11 5.30 6.502.85 6.50 6.503.97 6.50 7.940.10 7.94 10.50
52.76 10.50 0.00100.00
Vtor1y = Mt1y(K*Dct/Mpolar) Mt1x= Vx(1.5ecx+0.10Lx)Vtor2y = Mt2y(K*Dct/Mpolar) Mt2x= Vx(ecx-0.10Lx)
Mt1x=Mt2x=
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Lx=long perp a x Mt1y=Mt2y=
Vdiry Vtory Vtoty0.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.00
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0.00 0.00
Planta AltaFd % x, m y, m
15.78 3.25 5.880.47 0.62 7.887.33 2.00 8.13
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0.09 0.34 8.6316.46 3.35 9.882.99 1.28 11.237.33 2.00 13.588.32 2.15 13.5811.70 2.65 15.460.16 0.42 16.520.09 2.59 16.520.16 4.89 16.520.09 2.59 17.32
29.05 5.25 18.58100.00
8.22 0.00 7.887.85 2.00 7.437.85 6.50 7.43
40.52 10.50 12.237.13 1.03 11.73
10.39 5.30 13.170.30 2.93 14.960.39 2.00 14.91
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11.98 0.00 16.160.69 1.48 17.902.24 2.92 17.512.44 5.30 17.51
100.00
Vtor1y = Mt1y(K*Dct/Mpolar) Mt1x= Vx(1.5ecx+0.10Lx)
Vtor2y = Mt2y(K*Dct/Mpolar) Mt2x= Vx(ecx-0.10Lx)
Mt1x=Mt2x=
Lx=long perp a x Mt1y=
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Mt2y=
Vdiry Vtory Vtoty0.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.000.00 0.00
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0.00 0.00
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CURSO NORMAS DE MAMPOSTERAEJEMPLO DE DISEO (ETAPA 1).
Tipo deTerreno
II
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5. DATOS DE MUROS
Planta BajaLocalizacin de muros
x, m y, m3.25 5.887.61 6.62
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10.11 6.626.62 8.132.65 9.889.22 11.233.65 13.589.22 13.586.25 18.58
0.00 7.382.00 7.882.00 9.735.30 9.216.50 7.006.50 12.367.94 6.95
10.50 11.44
Planta Alta
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Localizacin de muros
x, m y, m3.25 5.880.62 7.882.00 8.130.34 8.633.35 9.881.28 11.232.00 13.582.15 13.582.65 15.460.42 16.522.59 16.524.89 16.522.59 17.325.25 18.58
0.00 7.882.00 7.436.50 7.43
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10.50 12.231.03 11.735.30 13.172.93 14.962.00 14.910.00 16.161.48 17.902.92 17.515.30 17.51
6. CARGAS6.1 CARGAS MUERTAS, kg/m2
PESO PROPIO DE MUROS PLANTA BAJA , t/m
ESPESOR (m) PV(kg/m3) kg/m20.14 1600 2240.02 1500 30
2542.80
711.20
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60% 426.72
ESCALERAESPESOR (m) P V (kg/m3) kg/m2
0.12 2400 2880.10 2400 2400.02 1800 27
55560% 333
VENTANASESPESOR (m) P V (kg/m3) kg/m2
0.003 800 2.40.500 2700 1350
1352.42.381.00
3218.711352.40
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60% de H1 1931.227250% de H1 1609.35660% de H2 811.4450% de H2 676.2
6.2 CARGA VIVA, kg/m2
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6.3 CARGA MUERTA + CARGA VIVA, kg/m2
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7.4 OBTENCION DE MASAS PARA ANALISIS SISMICO
Planta AltaArea o long Carga unit Peso,tm2 o m t/m2 o t/m
110.54 498.400 55.09 94.41 355.60 33.57 11.00 0.00 11.00 0.00
0.00 59.04 0.40 0.02
0.00 0.00 0.00
88.69 0.76
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7.5 ANALISIS SISMICO ESTATICO
F V V*h MTon Ton-m0.00 0.00 0 00.00 0 0 00.00
7.5.1Centrodemasa
Planta Baja
Py, m0.000.00
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21107.709491.112203.412985.33
20852.103987.27
12983.386827.52
0.00
2560.323413.76
17414.441886.106240.788809.212957.17
0.00
123,719.61
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#REF!#REF!
Planta Alta
Py, m0.000.000.00
13591.033446.6211564.112086.80
23539.3010223.0719316.1920764.9129137.154875.843994.674875.84
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4188.1169374.00
11208.5110304.2210304.2255232.1515433.4021449.295319.785832.20
28732.488656.73
13387.1013885.22
420,722.95
#REF!#REF!
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7.6 RIGIDECES RELATIVAS DE MUROS
Planta BajaK=(Eel/H) * [[1/[3+4/(H/L)2]]
3+(4)(h/L)^2 K Fd %t/cm
3.74 104,215.42 23.749.48 13,925.02 3.17
54.55 858.01 0.207.50 21,121.29 4.814.12 77,251.75 17.607.79 19,729.85 4.495.88 33,675.15 7.677.79 19,729.85 4.493.43 148,512.76 33.83
439,019.11 100.006.48 27,758.74 5.39
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4.96 48,387.10 9.403.53 130,918.03 25.42
70.82 576.11 0.119.19 14,682.58 2.857.64 20,421.38 3.97
74.99 528.05 0.103.15 271,673.39 52.76
514,945.38 100.00
Planta AltaK=(Eel/H) * [[1/[3+4/(H/L)2]]
3+(4)(h/L)^2 K Fd %t/cm3.74 104,215.42 15.78
23.73 3,110.20 0.474.96 48,387.10 7.33
70.82 576.11 0.093.70 108,689.88 16.46
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7.79 19,729.85 2.994.96 48,387.10 7.334.70 54,939.77 8.324.12 77,251.75 11.70
48.52 1,026.34 0.1670.82 576.11 0.0948.52 1,026.34 0.1670.82 576.11 0.093.28 191,813.26 29.05
660,305.33 100.004.96 48,387.10 8.225.06 46,228.60 7.855.06 46,228.60 7.853.19 238,540.03 40.525.29 41,960.24 7.134.50 61,134.41 10.39
34.36 1,746.22 0.3028.92 2,282.37 0.394.25 70,515.23 11.98
19.96 4,089.20 0.699.78 13,184.51 2.24
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9.31 14,377.54 2.44588,674.04 100.00
7.7. DISTRIBUCION DE FUERZAS SISMICAS (DIRECTAS Y DE TORSION).
Planta BajaK*x K*y
338,700.11 793,079.34105,969.42 140,781.97
Xct, m 6.698,674.45 5,680.00139,822.96 55,971.43204,717.14 712,261.15 Yct, m 5.04181,909.26 72,013.97122,914.31 310,484.90 Centro de masa181,909.26 123,311.59928,204.73 0.00 Xcm, m #REF!
2,213,584.35 Ycm, m0.00 55,517.48
Centro de torsin
Xct=SK*x/SKYct=SK*y/SK
Excentricidades Calculadas
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96,774.19 96,774.19261,836.07 693,865.57
3,053.37 3,744.7095,436.79 95,436.79
132,738.96 162,145.754,192.73 5,544.54 ecx, m= #VALUE!
2,852,570.57 0.00 ecy, m= #REF!3,446,602.68
ecx/Lx = #VALUE!ecy/Ly =
Mt1x= Vx(1.5ecx+0.10Lx) Mt1y= Vy(1.5ecy+0.10Ly)Mt2x= Vx(ecx-0.10Lx) Mt2y= Vy(ecy-0.10Ly)
Excentricidades Calculadas
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Vu, t Mu, tm
0.00 0.00
-
0.00 0.00
Planta AltaK*x K*y
338,700.11 612,786.671,928.32 24,508.35
Xct, m 5.7796,774.19 393,387.10
Centro de torsin
Xct=SK*x/SKYct=SK*y/SK
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195.88 4,971.81 Xct, m 5.77364,111.08 1,073,855.9725,254.21 221,566.27
Yct, m 12.9496,774.19 657,096.77118,120.50 746,082.04204,717.14 1,194,312.07
431.06 16,955.17
Centro de masa1,492.12 9,517.305,018.81 16,955.171,492.12 9,978.19
1,007,019.62 3,563,890.39 Xcm, m 7.648,545,863.27 Ycm, m 74.99
0.00 381,290.3292,457.20 343,478.51
300,485.91 343,478.512,504,670.32 2,917,344.58
43,219.04 492,193.59324,012.38 805,140.19
5,116.41 26,123.40ecx, m= -62.054,564.73 34,030.08
Excentricidades Calculadas
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0.00 1,139,526.14ecx, m= -62.05
6,052.01 73,196.63ecy, m= 1.8738,498.77 230,860.80
76,200.98 251,750.793,395,277.77
ecx/Lx = #DIV/0!
ecy/Ly = #DIV/0!
Mt1x= Vx(1.5ecx+0.10Lx) Mt1y= Vy(1.5ecy+0.10Ly)
Mt2x= Vx(ecx-0.10Lx) Mt2y= Vy(ecy-0.10Ly)
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Vu, t Mu, tm
0.00 0.00
-
0.00 0.00
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6. CARGAS6.1 CARGAS MUERTAS, kg/m2
PESO PROPIO DE MUROS PLANTA ALTA, t/m
CONCEPTO ESPESOR (m) PV(kg/m3) kg/m2Muro tabique e=14 cm 0.14 1600 224
Aplanado dos caras 0.02 1500 30Suma 254h, m 2.80
Peso, t/m 711.20
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50% 355.60
PESO PROPIO DE PRETILES, t/mCONCEPTO ESPESOR (m) PV(kg/m3) kg/m2
Muro tabique e=14 cm 0.14 1700 238Aplanado dos caras 0.02 1500 30
Suma 268h, m 0.90
Peso, t/m 241.20
ANTEPECHOSCONCEPTO ESPESOR (m) P V (kg/m3) kg/m2
Muro tabique e=14 cm 0.14 1700 238Aplanado dos caras 0.02 1500 30
Suma 268h1, m 2.38h2, m 1
Peso 1, t/m 637.84 Peso 2, t/m 268.00
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Suma 906
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7.7. DISTRIBUCION DE FUERZAS SISMICAS (DIRECTAS Y DE TORSION).
Planta Baja Momento polarDct, m K*Dct K*Dct^2
2.57 267,613.33 687,200.555.07 70,570.42 357,642.871.58 1,353.84 2,136.20-2.39 -50,524.54 120,860.454.18 322,749.02 1,348,408.64-1.39 -27,466.20 38,236.084.18 140,690.95 587,790.771.21 23,831.42 28,785.64-5.04 -748,818.23 3,775,626.81
-6.69 -185,793.19 1,243,540.25
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-4.69 -227,087.53 1,065,754.09-4.69 -614,416.96 2,883,546.20-1.39 -802.60 1,118.14-0.19 -2,835.83 547.72-0.19 -3,944.23 761.801.25 658.41 820.943.81 1,034,221.93 3,937,135.73
16,079,912.88
>0.20
>0.20
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Planta AltaDct, m K*Dct K*Dct^2
-7.06 -735,999.55 5,197,842.55-5.06 -15,744.72 79,704.34-4.81 -232,852.76 1,120,555.09
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-4.31 -2,484.34 10,713.21-3.06 -332,839.96 1,019,252.59-1.71 -33,783.24 57,846.720.64 30,856.92 19,677.750.64 35,035.62 22,342.552.52 194,497.48 489,688.183.58 3,671.95 13,137.183.58 2,061.15 7,374.183.58 3,671.95 13,137.184.38 2,522.03 11,040.735.64 1,081,387.47 6,096,548.57
-5.77 -279,080.82 1,609,646.13-3.77 -174,174.12 656,230.670.73 33,854.58 24,792.724.73 1,128,850.09 5,342,090.86-4.74 -198,793.77 941,819.32-0.47 -28,590.74 13,371.04-2.84 -4,955.19 14,061.19-3.77 -8,599.20 32,398.96
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-5.77 -406,708.60 2,345,761.09-4.29 -17,533.13 75,176.28-2.85 -37,545.14 106,916.18-0.47 -6,723.95 3,144.59
25,324,269.86
>0.20
>0.20
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Hoja1