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PRIMER NOMBRE: 6
SEGUNDO NOMBRE: 4
PRIMER APELLIDO: 6
SEGUNDO APELLIDO: 9
NUMERO DE CRUJIAS EN X-X: LETRAS DE SU PRIMER NOMBRE
NUMERO DE CRUJIAS EN Y-Y: LETRAS DE SU PRIMER APELLIDO
NUMERO DE PISOS: LETRAS DE SU PRIMER NOMBRE IGUAL O MAYOR 6.50
L1X = NUMERO DE LETRAS DE PRIMER NOMBRE = MAYOR 6.50 6.00 L1Y = 1.10*
L2X = NUMERO DE LETRAS DE SEGUNDO APELLIDO = MAYOR 6.50 6.50 L2Y = 1.15*
L3X = NUMERO DE LETRAS DE PRIMER APELLIDO = MAYOR 6.50 6.00 L3Y = 1.20*
L4X = (L1X+L2X)/2 6.25 L4Y = 1.05*
L5X = (L2X+L3X)/2 6.25 L5Y = (L1Y+
L6X = (L3X+L4X)/2 6.13
L7X = (L4X+L5X)/2 6.25
L8X = (L5X+L6X)/2 6.19
L9X = (L6X+L7X)/2 6.19
L10X = (L7X+L8X)/2 6.22
3.00 3.06
43 44 45 46 47 48
36 37 38 39 40 41
29 30 31 32 33 34
22 23 24 25 26 27
15 16 17 18 19 20
8 9 10 11 12 13
1 2 3 4 5 6
ANALIZAR LA SIGUIENTE EDIFICACIO
L6Y 7.34
L5Y
L4Y
L3Y
L2Y
L1Y
7.04
6.93
7.20
7.48
6.60
6 00 6 50 6 00 6 25 6 25 6 13
DISTANCIA EN X - X
CARACTERISTICAS
6.25 6.25 6.13 6.25 6.19
a) DETERMIMAR LAS DIMENSIONES MINIMAS DE LA LOSA DE ENTREPISO, VIGAS Y COLUMNAS DE CONCRETO A
b) COMPROBAR QUE Kc= 1.2 kv (ANALISIS SERA EN DOS DIRECCIONES)
c) DETERMIMAR CADA UNO DE LOS PORTICOS POR EL METODO DE MUTO Y DETERMINAR LA RIGIDEZ LATERAL
d) DETERMIMAR LA FUERZA SISMICA DE CADA UNO DE LOS ENTREPISOS
e) DETERMIMAR LAS FUERZAS TANTO SISMICAS COMO DE GRAVEDAD EN CADA UNO DE LOS PORTICOS, EFECT
f) DETERMIMAR EL D.M.F. Y D.F.C. DE UNO DE LOS PORTICOS DEL ITEM e), MEDIANTE EL ANALISIS MATRICIALg) DETERMIMAR EL DIAGRAMA DE MOMENTO FLECTOR Y DIAGRAMA DE LA LOSA UNIDIRECCIONAL
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PRIMER PISO: 3.50 M.
SEGUNDO PISO HASTA EL ULTIMO PISO: 2.60 M. h= L h= 6.50
25 25
V-P
h= L h = 7.48 = 0.62 cm. b = 0.30 x h = 0.19 cm.
12 12 0.50 x h = 0.31 cm.
b = 0
V-S
h= L h = 6.50 = 0.46 cm. b = 0.30 x h = 0.14 cm.
14 14 0.50 x h = 0.23 cm.
b = 0
0.30 x 0.30 x 49
6.25 x 7.34 = m2
Avx = ( 6.25 - 0.30 ) x 0.30
Avy = ( 7.34 - 0.30 ) x 0.30
( 45.86 - 4.41 - 3.90 ) x 350
( 45.86 - 4.41 ) x
( 45.86 x ) 3.44 Tn.
Tn.==
=
Pen =
PAl =
Pc =
Pen = ( Atp x gen ) / 1000
=1000
3108.70
PAl = ( Atp - Ac - Av ) x gAL / 1000
Pc = ( Atp - Ac ) x gc / 1000
PESO CONTRAPISO
PESO ENLUCIDO
3.11
=
13.14
VIGAS SECUNDARIAS (V-S)
LOSA ALIGERADA
Ac = AREA DE COLUMNAS
At =
Av = AREA DE VIGA
6.25
ALTURAS DE PISOS
1000
13143.59
1000
PESO DE LOSA ALIGERADA
45.867.34
VIGAS PRINCIPALES (V-P)
SELECCIONAR LA COLUMNA CON MAYOR AREA TRIBUTARIA
ASUMIMOS:
75
75
1000 1000
3439.45
1000
=
Tn.
V-S
V-P
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( 45.86 - 4.41 ) x 4974
1000
( 45.86 x )
S/Ct1 = (At-Ac) x S/C1 ( - 4.41 ) x 300 12434.81
1000
S/Ct1 = (At-Ac) x S/C2 ( - 4.41 ) x 350 14507.28
1000
S/Ct2 = (At-Ac) x S/C3 ( - 4.41 ) x 400 16579.75
1000
S/Ct3 = (At-Ac) x S/C4 ( - 4.41 ) x 250 10362.34
1000
S/Ct4 = (At-Ac) x S/C5 ( - 4.41 ) x 250 10362.34
1000
S/Ct5 = (At-Ac) x S/C6 ( - 4.41 ) x 300 12434.81
1000
S/Ct6 = (At-Ac) x /Cult. ( - 4.41 ) x 100 4144.938
1000
( 6.25 - 0.30 ) x 0.25 x 0.45 x 2400
( 7.34 - 0.30 ) x 0.30 x 0.60 x 2400
h col. x St x Sb x gca
3.50 x 0.30 x 0.30 x 2400
2.60 x 0.30 x 0.30 x 2400
0
01000
C1er Piso
1000 1000
C hpiso =
=
=
=
=
=
=
1er Piso
2do Piso
3er Piso
4to Piso
5to Piso
= = 4.97 Tn.
1000
6to Piso
=
=
=
=
Tn.
=
=
=
=
=
=
=
=
=
=
=
=
PESO COBERTURA
=
=
( Atp - Ac ) x gtr / 1000Ptr =
Ptr =
Pcob =
Pcob = ( Atp x gcob ) / 1000
120
1000
1000
=
=
1606.50
C2do piso/Ult. Piso
1000
1000
=
=
756.00
1000
561.60
=
TOTAL PESO VIGAS
1000
45.86
45.86
1000
=
=
1000 1000
4585.94
SOBRECARGAS O CARGAS VIVAS
45.86=1000
100= 4.59
45.86
1000
PESO DE VIGAS
PESO DE COLUMNAS
1000
Pvx
3040.20
=
1000
45.86
1000
45.86
1000
45.86
=
Pvy
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)/2 7.34
)/2 7.07
)/2 6.98
)/2 7.19
)/2 7.02
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0.26 cm.
0.25 REDONDEO
h= 0.62
REDONDEO 60
30 REDONDEO
h= 0.46
REDONDEO 45
25 REDONDEO
4.41 m2
1.785
2.111
3.90 m2
RIBUTARIA
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Tn.
Tn.
Tn.
36 Tn.
Tn.
Tn.
43 Tn.
Tn.
36 Tn.
43
51
Tn.
Tn.
58
4
Tn.
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Techo PLA Pcont Penl Ptr Pcob Pcol Pvigas Pm Pv Pserv Pult
6 13.14 0.00 3.44 0.00 4.59 0.56 4.65 26.38 4.14 30.52 43.97
5 13.14 3.11 3.44 4.97 0.00 0.56 4.65 29.87 12.43 42.31 62.96
4 13.14 3.11 3.44 4.97 0.00 0.56 4.65 29.87 10.36 40.24 59.44
3 13.14 3.11 3.44 4.97 0.00 0.56 4.65 29.87 10.36 40.24 59.44
2 13.14 3.11 3.44 4.97 0.00 0.56 4.65 29.87 16.58 46.45 70.011 13.14 3.11 3.44 4.97 0.00 0.76 4.65 30.07 14.51 44.58 66.76
171.50 255.65
Pserv: Ac1 = Pser/(0.45*f'c)
Pult: 1.4*Pm+1.7*Pv Ac2 = C*Pu/(0.85*(0.85*fc+1.5*fy/100))
f'c= 245 kg/cm fy = 4200
Ac1 = Ac2 =
b = 35
t = 44.44
min: 0.35 0.45
30 60
Kv = Iv/Lv= 722.41
b*t^3
4200
t
b*t^3
b 4200
b = 35
t = 47.03
min: 35 45
25 45 Kv = 292.07
t
kc = t*b^3/12/h1 459.38 cm
b
Inercia:
459.38 > = 350.48
Kc =
=
Asumo:
Pm+Pv
3.50h1 :
kc = 1.20*kv
b*h^3/12
1555.57
Ic/hc
6.50
= (b*t^3/12)/h1 =
1441.43
ANALIZAR EN LA DIRECCION PRINCIPAL
Asumo:
VP :
7.48
3640936.45
PRINCIPAL
b*t^3 =866.89
VS :
ANALIZAR EN LA DIRECCION SECUNDARIA
RESUMEN DE CARGAS
Kc > = 1.2*Kv
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kv:
kc 1022.24 1022.24 1022.24 1022.24
k 0.800 1.507 1.440 1.496
a 0.286 0.430 0.419 0.428
D 292.17 439.28 427.98 437.43
Kl 12177.02 18308.40 17837.36 18231.1
kc 1022.24 1022.24 1022.24 1022.24
k 0.800 1.507 1.440 1.496
a 0.286 0.430 0.419 0.428D 292.17 439.28 427.98 437.43
Kl 12177.02 18308.40 17837.36 18231.1
kc 1022.24 1022.24 1022.24 1022.24
k 0.800 1.507 1.440 1.496
a 0.286 0.430 0.419 0.428
D 292.17 439.28 427.98 437.43
Kl 12177.02 18308.40 17837.36 18231.1
kc 1022.24 1022.24 1022.24 1022.24
k 0.800 1.507 1.440 1.496
a 0.286 0.430 0.419 0.428
D 292.17 439.28 427.98 437.43
Kl 12177.02 18308.40 17837.36 18231.1
kc 1022.24 1022.24 1022.24 1022.24
k 0.800 1.507 1.440 1.496
a 0.286 0.430 0.419 0.428
D 292.17 439.28 427.98 437.43
Kl 12177.02 18308.40 17837.36 18231.1
kc 759.38 759.38 759.38 759.38
k 1.077 2.029 1.939 2.014
a 0.513 0.628 0.619 0.626
D 389.24 476.64 470.20 475.59
Kl 8952.39 10962.56 10814.33 10938.3
Viga P : 30 60
Iv = Iv = E =
Columna 35 45
Ic = Ic =
kv:kc 618.39 618.39 618.39 618.39
k 0.512 0.984 0.984 1.003
a 0.204 0.330 0.330 0.334
D 125.97 203.91 203.91 206.52
Kl 5250.40 8498.78 8498.78 8607.47
kc 618.39 618.39 618.39 618.39
k 0.512 0.984 0.984 1.003
a 0.204 0.330 0.330 0.334
D 125.97 203.91 203.91 206.52
Kl 5250.40 8498.78 8498.78 8607.47
kc 618.39 618.39 618.39 618.39
k 0.512 0.984 0.984 1.003
15000*raiz(f'c)540000.00
722.41
7.20
818.18 722.41 750.00
818.18
750.00
750.00722.41
316.41
265781.25
316.41
b*h^3/12
b*t^3/12
316.41
35
316.41 292.07
SECUNDARIA
316.41
6.60 7.48
818.18
292.07
45
818.18 722.41
818.18
750.00
750.00
722.41 750.00
818.18 722.41
316.41 292.07
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a 0.204 0.330 0.330 0.334
D 125.97 203.91 203.91 206.52
Kl 5250.40 8498.78 8498.78 8607.47
kc 618.39 618.39 618.39 618.39
k 0.512 0.984 0.984 1.003
a 0.204 0.330 0.330 0.334
D 125.97 203.91 203.91 206.52
Kl 5250.40 8498.78 8498.78 8607.47
kc 618.39 618.39 618.39 618.39
k 0.512 0.984 0.984 1.003
a 0.204 0.330 0.330 0.334
D 125.97 203.91 203.91 206.52
Kl 5250.40 8498.78 8498.78 8607.47
kc 459.38 459.38 459.38 459.38
k 0.689 1.325 1.325 1.350
a 0.442 0.549 0.549 0.552
D 203.10 252.11 252.11 253.68
Kl 4671.24 5798.45 5798.45 5834.64
45
35
Viga S : 25 45
Iv = Iv = E =
Columna 45 35
Ic = Ic =
15000*raiz(f'c)189843.75
6.00 6.50
316.41
160781.25
6.00
b*h^3/12
b*t^3/12
316.41
316.41 292.07
316.41 292.07
316.41
316.41 292.07
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E = 5000*raiz(f'c) kg/cm234787.14
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E = 5000*raiz(f'c) kg/cm234787.14
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1.30h/2
h/2
h/2
h/2
h/2
h/2
h/2
h/2
h/2
h/2
h/2
1.75h/2
PAL = ( At - Ac - Avp ) x gAL
At = ( 6.00 + 6.50 + 6.00 + 6.25 + 6.25 +
( 6.60 + 7.48 + 7.20 + 6.93 + 7.04 +
At = ( ) x ( )
At =
Ac =
Ac = ( 49 x 0.35 x 0.45 )
Ac =
AVP = + AVY
( N Columnas x St)
h6
2.60
2.60
2.60
2.60
1580.78
h4
h3
h2
h1
2.60
2.60
2.60
h5
2.60
3.50
37.13 42.58
2.60
3.05
PESO DE LOSA ALIGERADA
7.72
AVX
METRADOS DE CARGAS
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Pvx = 60.68 x 0.45 x 2400 = TN Pvy = 82.80 x
65.54 + 119.24 =
+ ) x =
- ) x =
( x ) =
- ) x =
Pcol 1piso = ( 3.50 x 2400 x 49 x 0.35 x 0.45 ) =
Pv =
65.54
184.77
P Cob. = ( At x PESO Cober. )
P Cober. = 1580.78
Pvy Pvx = Avx x hvx x Ca
Pv = Pvx + Pvy
PESO DE CONTRAPISO
PESO DE COBERTURA
Pcont. = ( 1580.78 7.7175 75
7.7175 75
Pcont. = ( At + Ac ) x PESO cont.
PESO DE TABIQUERIA REPARTIDA
PT rep. = ( At - Ac ) x PESO T rep.
PT rep. = ( 1580.78 7.7175 120
PESO DE COLUMNAS
100
PESO DE ENLUCIDO
P Enl. = ( At - Ac ) X PESO Enluc.
P Enl. = ( 1580.78
P Col. = hc x PESO ca x N colum. x St col.
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2.60 - 60 ) x x 0.13 x
- 7.718 ) x
- 7.718 ) x
- 7.718 ) x
- 7.718 ) x
- 7.718 ) x
- 7.718 ) x
h Pv Pcon Ptrep Pcob Penl. P col Ptp PM PV
16.50 184.77 0.00 0.00 158.08 117.98 24.08 27.68 1012.94 157.31
13.90 184.77 119.14 190.62 0.00 117.98 48.16 27.68 1188.70 471.92
11.30 184.77 119.14 190.62 0.00 117.98 48.16 27.68 1188.70 393.27
8.70 184.77 119.14 190.62 0.00 117.98 48.16 27.68 1188.70 393.27
6.10 184.77 119.14 190.62 0.00 117.98 48.16 27.68 1188.70 629.23
3.50 184.77 119.14 190.62 0.00 117.98 64.83 40.14 1217.83 550.57
6985.57 2595.56
Asumiendo que la edificacin esta en la ciudad de chiclayo se tiene:
V = Z*U*S*C/R * Ps V = 2004.04 Tn
SI SISTEMA ESTRUCTURAL ES APORTICAD
Ps/c1c = ( At - Ac ) x s/c2
PESO DE SOBRECARGAS
RESUMEN DE SOBRECARGAS
500.35
500.35
4
3
2
1
ENTRE PISOS Pla
500.35
500.35
500.35
500.35
Ps/c5c = ( 1580.78 300.00
Ps/c6c = ( 1580.78 100.00
Ps/c3c = ( 1580.78 250.00
Ps/c4c = ( 1580.78 250.00
Ps/c2c = ( 1580.78 400.00
Ps/c1c = ( 1580.78 350.00
6
5
39.43Ptper. 2do al 6to = (
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Techo PLA Pcont Penl Ptr Pcob Pcol Pvigas Pm Pv Pserv4 11.76 0 2.74 0 3.65 0.36 3.35 21.86 3.65 25.51
3 11.76 3.65 2.74 3.65 0 0.36 3.35 25.51 14.6 40.11
2 11.76 3.65 2.74 3.65 0 0.36 3.35 25.51 9.12 34.63
111.76 3.65 2.74 3.65 0 0.53 3.35 25.68 12.77 38.45
138.7
Pserv: Pm+Pv Ac1 = Pser/(0.45*f'c)
Pult: 1.4*Pm+1.7*Pv
Ac2 = C*Pu/(0.85*(0.85*f c+1.5*f
f'c= 245 kg/cm fy = 4200
Ac1 = 1258.049887 Ac2 = 1162.8 mayor.
asumo: b = 30
kc >= 1.20*Kv t = 41.935 col = 30 40
Analizar en la direccin principal.
Svp: 0.25 0.55
h1 : 3.5
6.75
Kv = Iv/Lv= 513.5
Kc = Ic/hc = (b*t^3/12)/h1 = b*t^3
4200
b
kc = 1.20*kv
b*t^3 = 616.2
4200
Asumo: b = 30
t = 44.186
min: 30 50
Analizar en la direccin secundaria
Vs: 25 40 Kv = 231.88
t
b 5.75 kc = t*b^3/12/h1
Inercia: b*h^3/12 Kc >= 1.2*Kv
321.43 >= 278.26
PRINCIPAL
kv:
kc 949.22 949.22 949.22
k 0.5618 1.146 1.1252
a 0.2193 0.3643 0.36
D 208.16 345.78 341.76
Kl 10182 16913 16717
533.25 554.58 513
t
b*t^3 = 2588055.556
533.25 554.58 513
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kc 949.22 949.22 949.22
k 0.5618 1.146 1.1252
a 0.2193 0.3643 0.36
D 208.16 345.78 341.76
Kl 10182 16913 16717
kc 949.22 949.22 949.22
k 0.5618 1.146 1.1252
a 0.2193 0.3643 0.36
D 208.16 345.78 341.76
Kl 10182 16913 16717
kc 650.89 650.89 650.89
k 0.8193 1.6713 1.641
a 0.4679 0.5914 0.588
D 304.58 384.95 382.74
Kl 7005.3 8853.8 8802.8
30
45Vigas:
25 55 Kv =
Iv = Iv = b*h^3/12
Columna
30 45
Ic = Ic = b*t^3/12
SECUNDARIA
kv:kc 421.88 421.88 421.88
k 0.6078 1.1824 1.1243
a 0.2331 0.3715 0.3599
D 98.325 156.75 151.81
Kl 4809.5 7667.1 7425.8
kc 421.88 421.88 421.88
k 0.6078 1.1824 1.1243
a 0.2331 0.3715 0.3599
D 98.325 156.75 151.81
Kl 4809.5 7667.1 7425.8
kc 421.88 421.88 421.88
k 0.6078 1.1824 1.1243
a 0.2331 0.3715 0.3599
D 98.325 156.75 151.81
Kl 4809.5 7667.1 7425.8
kc 289.29 289.29 289.29
k 0.8864 1.7244 1.6396
a 0.4803 0.5972 0.5879
D 138.95 172.77 170.06
256.41 242.42 231
256.41 242.42 231
346614.58
227812.50
256.41 242.42 231
256.41 242.42 231
533.25 554.58 513
6.5 6.25
533.25 554.58 513
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Kl 3195.7 3973.7 3911.3
45
30
Vigas:
25 40 Kv =
Iv = Iv = b*h^3/12
Columna
45 30
Ic = Ic = b*t^3/12
5.2 5.5
133333.33
101250.00
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Pult36.809
60.534
51.218
57.661
206.222
y/100))
321.43 cm
Tn/cm
949.21875
0.540974445
0.212900388
202.0890401
9884.98068 53.69725774
2.4
.50
.50K= k_v1^ + k_v2^ + k_v3^
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949.21875
0.540974445
0.212900388
202.0890401
9884.98068 53.69725774
949.21875 E = 15000*raiz(f'c)
0.540974445
0.212900388
202.0890401
9884.98068 53.69725774
650.8928571
0.788921066
0.4621576
300.8150806
6918.613393 31.58047558
Iv/Lv
Tn/cm421.875
0.5496511
0.215578947
90.94736842
4448.598397 24.35096342
421.875
0.5496511
0.215578947
90.94736842
4448.598397 24.35096342
421.875 E = 15000*raiz(f'c)
0.5496511
0.215578947
90.94736842
4448.598397 24.35096342
289.2857143
0.801574521
0.464586793
134.39832223.5
2.4
.88
2.4
.88
.88
2.4
.88
2.4
.50
3.5
6.75
2.4
.50
K= k_v1^ + k_v2^
k_L^
K= k_v1^ + k_v2^ + k_v3^
K= k_v1^ + k_v2^
k_L^
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3091.101783 14.17191613
Iv/Lv
5.75
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+ k_v4^ a= K D= a * k_c
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234787.1376 kg/cm
234787.1376 kg/cm
a= 0.5+K
D= a * k_c
D* (12* E * ko)
h^
+ k_v4^ a= K
a= 0.5+K
= *
D* (12* E * ko)
h^