1169-ib-ci-mc-01-r0 - memoria de cálculo edificio don horacio
TRANSCRIPT
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MEMORIA DE CLCULO
1169-IB-CI-MC-01 PROYECTO: EDIFICIO DON HORACIO
10/09/2012 INMOBILIARIA ANTOFAGASTA INGENIERO: JUAN OLMOS PARDO
REV. DESCRIPCION INGENIERO REVISOR CLIENTE FECHA
A EMITIDO PARA REVISION INTERNA J.O.P. C.M.O.S. INMOB. AFTA 28/08/12
B EMITIDO PARA APROBACION INTERNA J.O.P. C.M.O.S. INMOB. AFTA 10/09/12
0 EMITIDO PARA APROBACION INTERNA J.O.P. C.M.O.S. INMOB. AFTA 10/09/12
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Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 2 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
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CONTENIDO 1 INTRODUCCION ...................................................................................................................... 3
2 BASES DE DISEO ................................................................................................................... 4
2.1 CRITERIOS GENERALES Y CODIGOS APLICABLES .............................................................. 4
2.2 MATERIALES ................................................................................................................... 4
2.3 COMBINACIONES DE CARGA ........................................................................................... 5
2.3.1 NOMENCLATURA .................................................................................................... 5
2.3.2 COMBINACIONES PARA METODO ELSTICO ............................................................ 5
2.3.3 COMBINACION PARA METODO DE RESISTENCIA LTIMA ........................................ 5
2.3 ANALISIS GENERAL DE CARGAS DE TRABAJO ................................................................... 6
2.3.1 CARGAS PERMANENTES .......................................................................................... 6
2.3.2 SOBRECARGA .......................................................................................................... 6
2.3.3 SISMO ..................................................................................................................... 7
3 DISEO DE LOSAS ................................................................................................................. 14
4 DISEO DE MUROS .............................................................................................................. 20
5 DISEO DE VIGAS Y COLUMNAS ........................................................................................... 31
ANEXO A: MUROS ........................................................................................................................ 57
ANEXO B: VIGAS Y COLUMNAS ................................................................................................... 181
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Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
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1 INTRODUCCION
El presente documento tiene por finalidad el clculo estructural y planos de diseo,
para la construccin de un Edificio de 8 pisos, destinada a uso de oficinas,
perteneciente a la Empresa Inmobiliaria Antofagasta.
El edificio tiene 11.05m de frente por 19.85 de largo.
El inmueble se ubica en Calle Manuel Verbal N 1201 Sector Centro de la Ciudad de
Antofagasta. Su modelacin consiste principalmente en Muros de Hormign
Armado, como se muestra en la figura:
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Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
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2 BASES DE DISEO
2.1 CRITERIOS GENERALES Y CODIGOS APLICABLES
A menos que se especifique lo contrario, en este Criterio de Diseo, el dimensionamiento
de los elementos estructurales, estn de acuerdo a las Especificaciones, Normas y Cdigos
de Diseo publicados por el Instituto Nacional de Normalizacin (INN).
ACI: American Concrete Institute, 318-2005. Building Code Requirements for
Reinforced Concrete
NCh 433, Of. 1996: Diseo Ssmico de Edificios.
NCH1537: Norma de Cargas y Sobrecargas.
NCh03171. Of. 2010: Combinaciones de Carga
2.2 MATERIALES
Para Muros Vigas Losas y Pilares:
Para Zapatas, Muros de Contencin y Losa Estanque:
Hormign H-25: Resistencia a Compresin Especificada
Peso Especfico del Hormign
Acero de Refuerzo A63-42H: Tensin de Rotura del Acero
Tensin de Fluencia
Mdulo de Elasticidad
Peso Especfico
fc 200kgf
cm2
h 2500kgf
m3
fr 6300kgf
cm2
fy 4200kgf
cm2
Eac 2.1 106
kgf
cm2
s 7850kgf
m3
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2.3 COMBINACIONES DE CARGA
2.3.1 NOMENCLATURA
D: Peso Propio
L: Sobrecarga
Lr: Sobrecarga de Techo
E: Sismo en X e Y
H: Empuje de Suelo
S: Nieve
2.3.2 COMBINACIONES PARA METODO ELSTICO
D
D + L
D + (Lr o R o S)
D + 0.75 L + 0.75 (Lr o R o S)
D E
D 0.75 E + 0.75 L + 0.75 S
0.6 D E
2.3.3 COMBINACION PARA METODO DE RESISTENCIA LTIMA
1.4 D
1.2 D + 1.6 L
1.2 D +1.0 L 1.0 E
0.9 D 1.0 E + 1.6 H
Hormign H-30
Resistencia especificada a la Compresin fc 250kgf
cm2
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2.3 ANALISIS GENERAL DE CARGAS DE TRABAJO
Ac se enumeran las diferentes cargas de diseo que se utilizarn para observar el
comportamiento de la estructuras. Estos esfuerzos son bsicamente los siguientes:
Peso Propio.
Sobrecarga.
Cargas Ssmicas (Eventuales).
2.3.1 CARGAS PERMANENTES
Se considera carga permanente el peso de los materiales que forman parte
permanente de las estructuras. En este caso, se considera el peso especfico del
Hormign Armado igual a 2.50 (Ton/m3). Adems de 2.0 (Ton/m3), el peso
especfico de la Albailera.
Peso Propio Total= 978.48 Ton
2.3.2 SOBRECARGA
Se considera una sobrecarga de 250 (Kg/m2), para uso de oficinas y 100 (Kg/m2),
para techo.
Sobrecarga Total= 255.45 Ton
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2.3.3 SISMO
Tabla de Periodos para los diferentes modos de vibrar
Mode Period UX UY SumUX SumUY
1 0,20427 0,00 66,64 0,00 66,64
2 0,14335 58,17 0,01 58,17 66,65
3 0,09024 9,69 0,96 67,86 67,61
4 0,06477 0,04 21,05 67,90 88,66
5 0,05099 13,20 0,44 81,10 89,10
6 0,04350 0,00 0,32 81,10 89,42
7 0,03956 0,00 0,30 81,10 89,72
8 0,03867 3,89 0,00 84,99 89,72
9 0,02844 0,78 6,56 85,77 96,28
10 0,02665 0,00 0,22 85,77 96,49
11 0,02364 5,70 0,86 91,47 97,35
12 0,01871 1,94 1,42 93,41 98,77
13 0,01736 0,00 0,00 93,41 98,77
14 0,01706 2,06 0,19 95,47 98,96
15 0,01618 0,55 0,14 96,01 99,10
16 0,01577 0,00 0,00 96,01 99,10
17 0,01576 0,21 0,00 96,22 99,10
18 0,01570 0,00 0,00 96,22 99,10
19 0,01533 0,00 0,00 96,22 99,10
20 0,01529 0,06 0,01 96,28 99,11
21 0,01515 0,29 0,00 96,58 99,11
22 0,01512 0,00 0,00 96,58 99,11
23 0,01503 0,11 0,00 96,68 99,11
24 0,01499 0,00 0,00 96,68 99,11
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Desarrollo del Espectro de Diseo:
Edificio Categora C:
Zona ssmica III:
Factor de Modificacin de Respuesta:
Suelo Tipo II:
Periodo con mayor masa traslacional en el sentido X e Y:
Factor de Reduccin:
I 1.0
Ao 0.4 g
Ro 11
s 1.0
To 0.30
Ts 0.35
n 1.33
p 1.50
Tx 0.14335
Ty 0.20427
Rx 1Tx
0.1 ToTx
Ro
Rx 4.331
Ry 1Ty
0.1 ToTy
Ro
Ry 5.206
i 0 100
Ti i 0.01
i 0 100
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i
1 4.5T i
To
p
1T i
To
3
Saxi
I Ao i
Rx
Sayi
I Ao i
Ry
Sax augmentT Sax( )
Say augmentT Say( )
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Cortes por Piso:
Lmites para el corte basal:
D= 978.48 Ton Peso Propio
L= 255.45 Ton Sobrecarga
Psis=D + 0.25 L = 1042.34 Ton Peso Ssmico
I= 1.00 Importancia
Cmax=0.14 Coeficiente Ssmico Mximo
Cmin= Ao/6g= 0.067 Coeficiente Ssmico Mnimo.
Qomax=Cmax I Psis= 145.93 Ton Corte Basal Mximo
Qomin=Cmin I Psis= 69.49 Ton Corte Basal Mnimo
En Sentido X
Story Load Loc P VX VY T MX MY
Ton Ton Ton T-m T-m T-m
STORY8 SPECTX MAX Top 0,00 21,62 1,71 66,86 0,00 0,00
STORY8 SPECTX MAX Bottom 0,00 21,62 1,71 66,86 4,28 54,05
STORY7 SPECTX MAX Top 0,00 46,12 2,42 138,24 4,28 54,05
STORY7 SPECTX MAX Bottom 0,00 46,12 2,42 138,24 9,93 169,20
STORY6 SPECTX MAX Top 0,00 66,46 2,79 192,65 9,93 169,20
STORY6 SPECTX MAX Bottom 0,00 66,46 2,79 192,65 15,22 334,79
STORY5 SPECTX MAX Top 0,00 82,60 2,90 231,46 15,22 334,79
STORY5 SPECTX MAX Bottom 0,00 82,60 2,90 231,46 20,05 540,17
STORY4 SPECTX MAX Top 0,00 99,38 2,44 283,86 20,05 540,17
STORY4 SPECTX MAX Bottom 0,00 99,38 2,44 283,86 20,09 786,21
STORY3 SPECTX MAX Top 0,00 112,49 3,67 331,26 20,09 786,21
STORY3 SPECTX MAX Bottom 0,00 112,49 3,67 331,26 16,65 1.064,14
STORY2 SPECTX MAX Top 0,00 120,44 5,00 364,73 16,65 1.064,14
STORY2 SPECTX MAX Bottom 0,00 120,44 5,00 364,73 14,52 1.361,61
STORY1 SPECTX MAX Top 0,00 123,32 6,58 383,99 14,52 1.361,61
STORY1 SPECTX MAX Bottom 0,00 123,32 6,58 383,99 25,53 1.745,95
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Top 549,11
Bottom 549,11
Story Load Loc P VX VY T MX MY
Ton Ton Ton T-m T-m T-m
STORY8 SPECTX MIN Top 0,00 -21,62 -1,71 -66,86 0,00 0,00
STORY8 SPECTX MIN Bottom 0,00 -21,62 -1,71 -66,86 -4,28 -54,05
STORY7 SPECTX MIN Top 0,00 -46,12 -2,42 -138,24 -4,28 -54,05
STORY7 SPECTX MIN Bottom 0,00 -46,12 -2,42 -138,24 -9,93 -169,20
STORY6 SPECTX MIN Top 0,00 -66,46 -2,79 -192,65 -9,93 -169,20
STORY6 SPECTX MIN Bottom 0,00 -66,46 -2,79 -192,65 -15,22 -334,79
STORY5 SPECTX MIN Top 0,00 -82,60 -2,90 -231,46 -15,22 -334,79
STORY5 SPECTX MIN Bottom 0,00 -82,60 -2,90 -231,46 -20,05 -540,17
STORY4 SPECTX MIN Top 0,00 -99,38 -2,44 -283,86 -20,05 -540,17
STORY4 SPECTX MIN Bottom 0,00 -99,38 -2,44 -283,86 -20,09 -786,21
STORY3 SPECTX MIN Top 0,00 -112,49 -3,67 -331,26 -20,09 -786,21
STORY3 SPECTX MIN Bottom 0,00 -112,49 -3,67 -331,26 -16,65 -1.064,14
STORY2 SPECTX MIN Top 0,00 -120,44 -5,00 -364,73 -16,65 -1.064,14
STORY2 SPECTX MIN Bottom 0,00 -120,44 -5,00 -364,73 -14,52 -1.361,61
STORY1 SPECTX MIN Top 0,00 -123,32 -6,58 -383,99 -14,52 -1.361,61
STORY1 SPECTX MIN Bottom 0,00 -123,32 -6,58 -383,99 -25,53 -1.745,95
Top -549,11
Bottom -549,11
En Sentido Y
Story Load Loc P VX VY T MX MY
Ton Ton Ton T-m T-m T-m
STORY8 SPECTY MAX Top 0,00 1,57 25,78 298,92 0,00 0,00
STORY8 SPECTY MAX Bottom 0,00 1,57 25,78 298,92 64,45 3,92
STORY7 SPECTY MAX Top 0,00 2,53 54,18 636,44 64,45 3,92
STORY7 SPECTY MAX Bottom 0,00 2,53 54,18 636,44 199,77 10,13
STORY6 SPECTY MAX Top 0,00 2,92 76,89 903,86 199,77 10,13
STORY6 SPECTY MAX Bottom 0,00 2,92 76,89 903,86 391,48 16,76
STORY5 SPECTY MAX Top 0,00 3,19 94,38 1.107,07 391,48 16,76
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STORY5 SPECTY MAX Bottom 0,00 3,19 94,38 1.107,07 626,29 23,38
STORY4 SPECTY MAX Top 0,00 3,54 113,32 1.307,60 626,29 23,38
STORY4 SPECTY MAX Bottom 0,00 3,54 113,32 1.307,60 906,85 29,90
STORY3 SPECTY MAX Top 0,00 4,04 128,62 1.468,36 906,85 29,90
STORY3 SPECTY MAX Bottom 0,00 4,04 128,62 1.468,36 1.224,42 37,08
STORY2 SPECTY MAX Top 0,00 4,87 138,93 1.577,63 1.224,42 37,08
STORY2 SPECTY MAX Bottom 0,00 138,93 1.577,63 1.567,13 45,58
STORY1 SPECTY MAX Top 0,00 5,65 143,98 1.633,97 1.567,13 45,58
STORY1 SPECTY MAX Bottom 0,00 5,65 143,98 1.633,97 2.015,08 59,09
Top 632,1
Bottom 632,1
Story Load Loc P VX VY T MX MY
Ton Ton Ton T-m T-m T-m
STORY8 SPECTY MIN Top 0,00 -1,57 -25,78 -298,92 0,00 0,00
STORY8 SPECTY MIN Bottom 0,00 -1,57 -25,78 -298,92 -64,45 -3,92
STORY7 SPECTY MIN Top 0,00 -2,53 -54,18 -636,44 -64,45 -3,92
STORY7 SPECTY MIN Bottom 0,00 -2,53 -54,18 -636,44 -199,77 -10,13
STORY6 SPECTY MIN Top 0,00 -2,92 -76,89 -903,86 -199,77 -10,13
STORY6 SPECTY MIN Bottom 0,00 -2,92 -76,89 -903,86 -391,48 -16,76
STORY5 SPECTY MIN Top 0,00 -3,19 -94,38 -1.107,07 -391,48 -16,76
STORY5 SPECTY MIN Bottom 0,00 -3,19 -94,38 -1.107,07 -626,29 -23,38
STORY4 SPECTY MIN Top 0,00 -3,54 -113,32 -1.307,60 -626,29 -23,38
STORY4 SPECTY MIN Bottom 0,00 -3,54 -113,32 -1.307,60 -906,85 -29,90
STORY3 SPECTY MIN Top 0,00 -4,04 -128,62 -1.468,36 -906,85 -29,90
STORY3 SPECTY MIN Bottom 0,00 -4,04 -128,62 -1.468,36 -1.224,42 -37,08
STORY2 SPECTY MIN Top 0,00 -4,87 -138,93 -1.577,63 -1.224,42 -37,08
STORY2 SPECTY MIN Bottom 0,00 -4,87 -138,93 -1.577,63 -1.567,13 -45,58
STORY1 SPECTY MIN Top 0,00 -5,65 -143,98 -1.633,97 -1.567,13 -45,58
STORY1 SPECTY MIN Bottom 0,00 -5,65 -143,98 -1.633,97 -2.015,08 -59,09
Top -632,1
Bottom -632,1
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Deformaciones
Story Diaphragm Load UX UY H UADM STATUS
COMB (mm) (mm) (mm) (mm)
STORY1 D1 D + SPECTX 0,02 -0,01 3150 6,30 OK!!
STORY1 D1 D + SPECTY 0,00 -0,06 2500 5,00 OK!!
STORY2 D2 D + SPECTX -0,08 -0,08 2500 5,00 OK!!
STORY2 D2 D + SPECTY -0,02 -0,17 2500 5,00 OK!!
STORY3 D3 D + SPECTX -0,19 -0,13 2500 5,00 OK!!
STORY3 D3 D + SPECTY -0,06 -0,28 2500 5,00 OK!!
STORY4 D4 D + SPECTX -0,33 -0,20 2500 5,00 OK!!
STORY4 D4 D + SPECTY -0,11 -0,43 2500 5,00 OK!!
STORY5 D5 D + SPECTX -0,71 -0,27 2500 5,00 OK!!
STORY5 D5 D + SPECTY -0,28 -0,72 2500 5,00 OK!!
STORY6 D6 D + SPECTX -1,13 -0,36 2500 5,00 OK!!
STORY6 D6 D + SPECTY -0,48 -1,03 2500 5,00 OK!!
STORY7 D7 D + SPECTX -1,56 -0,47 2500 5,00 OK!!
STORY7 D7 D + SPECTY -0,69 -1,37 2500 5,00 OK!!
STORY8 D8 D + 0.75 L + 0.75 SPECTX -2,03 -0,72 2500 5,00 OK!!
STORY8 D8 D + SPECTY -0,92 -1,70 2500 5,00 OK!!
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3 DISEO DE LOSAS
LOSA DEL PRIMER NIVEL
MOMENTOS M11 (T-m): 1.2 D + 1.6 L
ARMADURA
LOSA ESPESOR
LOSA
B REC d Mu
(T-m)
S As
(cm) (cm) (cm) (cm) Ascalc(cm2) REP
ASumistrado (cm
2)
1 17 100 2 15 0,80 25 2,70 E10@250 3,14
1 17 100 2 15 0,60 25 2,70 E10@250 3,14
1 17 100 2 15 1,34 25 2,70 E10@250 3,14
1 17 100 2 15 1,70 25 3,06 E10@250 3,14
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MOMENTOS M22 (T-m): 1.2 D + 1.6 L
ARMADURA
LOSA ESPESOR
LOSA
B REC d Mu
(T-m)
S As
(cm) (cm) (cm) (cm) Ascalc(cm
2) REP ASuministrado
(cm2)
1 17 100 2 15 3,20 13 5,87 10@125 6,28
1 17 100 2 15 1,72 25 3,10 10@250 3,14
1 17 100 2 15 1,51 25 2,71 10@250 3,14
1 17 100 2 15 1,09 25 2,70 10@250 3,14
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LOSA DEL SEGUNDO AL CUARTO NIVEL
MOMENTOS M11 (T-m): 1.2 D + 1.6 L
ARMADURA
LOSA ESPESOR
LOSA
B REC d Mu
(T-m)
S As
(cm) (cm) (cm) (cm) Ascalc(cm
2) REP ASuministrado
(cm2)
2-4 17 100 2 15 3,20 13 5,87 10@125 6,28
2-4 17 100 2 15 3,10 13 5,68 10@125 6,28
2-4 17 100 2 15 1,65 25 2,97 10@250 3,14
2-4 17 100 2 15 1,38 25 2,70 10@250 3,14
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MOMENTOS M22 (T-m): 1.2 D + 1.6 L
ARMADURA
LOSA ESPESOR
LOSA
B REC d Mu
(T-m)
S As
(cm) (cm) (cm) (cm) Ascalc(cm
2) REP ASuministrado
(cm2)
2-4 17 100 2 15 2,24 15 4,06 10@150 5,22
2-4 17 100 2 15 1,47 25 2,70 10@250 3,14
2-4 17 100 2 15 1,73 25 3.12 10@250 3,14
2-4 17 100 2 15 1,29 25 2,70 10@250 3,14
LOSA DEL QUINTO AL OCTAVO NIVEL
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MOMENTOS M11 (T-m): 1.2 D + 1.6 L
ARMADURA
LOSA ESPESOR
LOSA
B REC d Mu
(T-m)
S As
(cm) (cm) (cm) (cm) Ascalc(cm
2) REP ASuministrado
(cm2)
5-8 17 100 2 15 3,45 15 6,35 12@150 7,54
5-8 17 100 2 15 0,88 25 2,70 10@250 3,14
5-8 17 100 2 15 1,20 25 2,70 10@250 3,14
5-8 17 100 2 15 1,27 25 2,70 10@250 3,14
MOMENTOS M22 (T-m): 1.2 D + 1.6 L
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ARMADURA
LOSA ESPESOR
LOSA
B REC d Mu
(T-m)
S As
(cm) (cm) (cm) (cm) Ascalc(cm
2) REP ASuministrado
(cm2)
5-8 17 100 2 15 2,26 13 4,10 10@125 6,28
5-8 17 100 2 15 1,71 25 3,08 10@250 3,14
5-8 17 100 2 15 4,00 15 7,42 12@150 7,54
5-8 17 100 2 15 3,90 15 7,23 12@150 7,54
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4 DISEO DE MUROS EJE A
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EJE B
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EJE B
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EJE C
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EJE D
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Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 25 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
EJE E
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Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 26 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
EJE E
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Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 27 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
EJE 0
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Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 28 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
EJE 1
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Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 29 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
EJE 4
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Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 30 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
EJE 5
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Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 31 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
5 DISEO DE VIGAS Y COLUMNAS EJE A
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Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 32 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
ETABS v9.7.2 File:1169 EDIF DON HORACIO JOP 05-09-12 Units:Ton-cm septiembre 6, 2012 10:56 PAGE 1
C O N C R E T E B E A M D E S I G N O U T P U T (ACI 318-08/IBC 2009)
FLEXURAL AND TORSION DESIGN OF BEAM-TYPE ELEMENTS
STORY BEAM SECTION STATION
ID BAY ID ID TOP COMBO BOTTOM COMBO TORSION COMBO
STORY8 B60 V20/115 0,000 1,943 COMB6 2,427 COMB4 0,000 COMB6
STORY8 B60 V20/115 36,250 1,222 COMB6 1,772 COMB4 0,000 COMB6
STORY8 B60 V20/115 72,500 0,628 COMB4 1,091 COMB4 0,000 COMB6
STORY8 B60 V20/115 72,500 0,628 COMB4 1,044 COMB4 0,000 COMB6
STORY8 B60 V20/115 108,750 0,628 COMB4 0,628 COMB4 0,000 COMB6
STORY8 B60 V20/115 145,000 0,628 COMB4 0,794 COMB4 0,000 COMB6
STORY8 B60 V20/115 145,000 0,654 COMB6 0,826 COMB4 0,000 COMB6
STORY8 B60 V20/115 181,250 1,553 COMB4 1,325 COMB6 0,000 COMB6
STORY8 B60 V20/115 217,500 2,527 COMB4 1,849 COMB6 0,000 COMB6
STORY7 B60 V20/115 0,000 3,391 COMB6 4,049 COMB4 0,000 COMB6
STORY7 B60 V20/115 36,250 2,208 COMB6 2,850 COMB4 0,000 COMB6
STORY7 B60 V20/115 72,500 1,054 COMB6 1,632 COMB4 0,000 COMB6
STORY7 B60 V20/115 72,500 1,048 COMB4 1,552 COMB4 0,000 COMB6
STORY7 B60 V20/115 108,750 1,048 COMB4 1,048 COMB4 0,000 COMB6
STORY7 B60 V20/115 145,000 1,115 COMB6 1,134 COMB4 0,000 COMB6
STORY7 B60 V20/115 145,000 1,201 COMB4 1,195 COMB6 0,000 COMB6
STORY7 B60 V20/115 181,250 2,696 COMB4 2,186 COMB6 0,000 COMB6
STORY7 B60 V20/115 217,500 4,231 COMB4 3,162 COMB6 0,000 COMB6
STORY6 B60 V20/115 0,000 4,332 COMB6 4,994 COMB4 0,000 COMB6
STORY6 B60 V20/115 36,250 2,839 COMB6 3,490 COMB4 0,000 COMB6
STORY6 B60 V20/115 72,500 1,380 COMB6 1,971 COMB4 0,000 COMB6
STORY6 B60 V20/115 72,500 1,290 COMB6 1,872 COMB4 0,000 COMB6
STORY6 B60 V20/115 108,750 1,263 COMB4 1,263 COMB4 0,000 COMB6
STORY6 B60 V20/115 145,000 1,381 COMB6 1,428 COMB4 0,000 COMB6
STORY6 B60 V20/115 145,000 1,484 COMB6 1,506 COMB4 0,000 COMB6
STORY6 B60 V20/115 181,250 3,271 COMB4 2,798 COMB6 0,000 COMB6
STORY6 B60 V20/115 217,500 5,110 COMB4 4,084 COMB6 0,000 COMB6
STORY5 B60 V20/115 0,000 4,953 COMB6 5,419 COMB4 0,000 COMB6
STORY5 B60 V20/115 36,250 3,254 COMB6 3,780 COMB4 0,000 COMB6
STORY5 B60 V20/115 72,500 1,592 COMB6 2,129 COMB4 0,000 COMB6
STORY5 B60 V20/115 72,500 1,489 COMB6 2,021 COMB4 0,000 COMB6
STORY5 B60 V20/115 108,750 1,355 COMB4 1,355 COMB4 0,000 COMB6
STORY5 B60 V20/115 145,000 1,505 COMB6 1,639 COMB4 0,000 COMB6
STORY5 B60 V20/115 145,000 1,617 COMB6 1,731 COMB4 0,000 COMB6
STORY5 B60 V20/115 181,250 3,514 COMB4 3,203 COMB6 0,000 COMB6
STORY5 B60 V20/115 217,500 5,487 COMB4 4,694 COMB6 0,000 COMB6
STORY4 B60 V20/115 0,000 4,445 COMB4 3,860 COMB6 0,000 COMB6
STORY4 B60 V20/115 40,833 2,699 COMB4 2,513 COMB6 0,000 COMB6
STORY4 B60 V20/115 81,667 1,100 COMB4 1,189 COMB4 0,000 COMB6
STORY4 B60 V20/115 122,500 1,100 COMB4 1,100 COMB4 0,000 COMB6
STORY4 B60 V20/115 122,500 1,100 COMB4 1,100 COMB4 0,000 COMB6
STORY4 B60 V20/115 170,000 2,009 COMB6 2,364 COMB4 0,000 COMB6
STORY4 B60 V20/115 217,500 3,793 COMB6 4,003 COMB4 0,000 COMB6
STORY3 B60 V20/115 0,000 4,505 COMB4 2,647 COMB6 0,000 COMB6
STORY3 B60 V20/115 40,833 2,745 COMB4 1,741 COMB6 0,000 COMB6
STORY3 B60 V20/115 81,667 1,115 COMB4 1,115 COMB4 0,000 COMB6
STORY3 B60 V20/115 122,500 1,115 COMB4 1,115 COMB4 0,000 COMB6
STORY3 B60 V20/115 122,500 1,115 COMB4 1,115 COMB4 0,000 COMB6
STORY3 B60 V20/115 170,000 1,405 COMB6 2,357 COMB4 0,000 COMB6
STORY3 B60 V20/115 217,500 2,684 COMB6 4,006 COMB4 0,000 COMB6
STORY2 B60 V20/115 0,000 5,510 COMB4 3,006 COMB6 0,000 COMB6
STORY2 B60 V20/115 40,833 3,390 COMB4 1,963 COMB6 0,000 COMB6
STORY2 B60 V20/115 81,667 1,361 COMB4 1,361 COMB4 0,000 COMB6
STORY2 B60 V20/115 122,500 1,361 COMB4 1,361 COMB4 0,000 COMB6
STORY2 B60 V20/115 122,500 1,361 COMB4 1,361 COMB4 0,000 COMB6
STORY2 B60 V20/115 170,000 1,612 COMB6 2,821 COMB4 0,000 COMB6
STORY2 B60 V20/115 217,500 3,048 COMB6 4,881 COMB4 0,000 COMB6
STORY1 B60 V20/115 0,000 6,582 COMB4 4,332 COMB6 0,000 COMB6
STORY1 B60 V20/115 40,833 4,094 COMB4 2,812 COMB6 0,000 COMB6
STORY1 B60 V20/115 81,667 1,678 COMB4 1,621 COMB4 0,000 COMB6
STORY1 B60 V20/115 122,500 1,621 COMB4 1,621 COMB4 0,000 COMB6
STORY1 B60 V20/115 122,500 1,621 COMB4 1,621 COMB4 0,000 COMB6
STORY1 B60 V20/115 170,000 2,248 COMB6 3,239 COMB4 0,000 COMB6
STORY1 B60 V20/115 217,500 4,231 COMB6 5,717 COMB4 0,000 COMB6
ETABS v9.7.2 File:1169 EDIF DON HORACIO JOP 05-09-12 Units:Ton-cm septiembre 6, 2012 10:56 PAGE 2
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Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 33 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
C O N C R E T E B E A M D E S I G N O U T P U T (ACI 318-08/IBC 2009)
TORSION AND SHEAR DESIGN OF BEAM-TYPE ELEMENTS
STORY BEAM SECTION STATION
ID BAY ID ID TORSION COMBO SHEAR COMBO
STORY8 B60 V20/115 0,000 0,000 COMB6 0,039 COMB4
STORY8 B60 V20/115 36,250 0,000 COMB6 0,038 COMB4
STORY8 B60 V20/115 72,500 0,000 COMB6 0,038 COMB6
STORY8 B60 V20/115 72,500 0,000 COMB6 0,040 COMB4
STORY8 B60 V20/115 108,750 0,000 COMB6 0,040 COMB4
STORY8 B60 V20/115 145,000 0,000 COMB6 0,041 COMB4
STORY8 B60 V20/115 145,000 0,000 COMB6 0,043 COMB4
STORY8 B60 V20/115 181,250 0,000 COMB6 0,044 COMB4
STORY8 B60 V20/115 217,500 0,000 COMB6 0,045 COMB4
STORY7 B60 V20/115 0,000 0,000 COMB6 0,062 COMB6
STORY7 B60 V20/115 36,250 0,000 COMB6 0,063 COMB4
STORY7 B60 V20/115 72,500 0,000 COMB6 0,063 COMB4
STORY7 B60 V20/115 72,500 0,000 COMB6 0,066 COMB4
STORY7 B60 V20/115 108,750 0,000 COMB6 0,066 COMB4
STORY7 B60 V20/115 145,000 0,000 COMB6 0,067 COMB4
STORY7 B60 V20/115 145,000 0,000 COMB6 0,070 COMB4
STORY7 B60 V20/115 181,250 0,000 COMB6 0,070 COMB4
STORY7 B60 V20/115 217,500 0,000 COMB6 0,071 COMB4
STORY6 B60 V20/115 0,000 0,000 COMB6 0,076 COMB6
STORY6 B60 V20/115 36,250 0,000 COMB6 0,076 COMB4
STORY6 B60 V20/115 72,500 0,000 COMB6 0,077 COMB4
STORY6 B60 V20/115 72,500 0,000 COMB6 0,079 COMB4
STORY6 B60 V20/115 108,750 0,000 COMB6 0,080 COMB4
STORY6 B60 V20/115 145,000 0,000 COMB6 0,080 COMB4
STORY6 B60 V20/115 145,000 0,000 COMB6 0,083 COMB4
STORY6 B60 V20/115 181,250 0,000 COMB6 0,083 COMB4
STORY6 B60 V20/115 217,500 0,000 COMB6 0,084 COMB4
STORY5 B60 V20/115 0,000 0,000 COMB6 0,083 COMB4
STORY5 B60 V20/115 36,250 0,000 COMB6 0,082 COMB4
STORY5 B60 V20/115 72,500 0,000 COMB6 0,081 COMB4
STORY5 B60 V20/115 72,500 0,000 COMB6 0,084 COMB4
STORY5 B60 V20/115 108,750 0,000 COMB6 0,084 COMB4
STORY5 B60 V20/115 145,000 0,000 COMB6 0,085 COMB4
STORY5 B60 V20/115 145,000 0,000 COMB6 0,088 COMB4
STORY5 B60 V20/115 181,250 0,000 COMB6 0,088 COMB4
STORY5 B60 V20/115 217,500 0,000 COMB6 0,089 COMB4
STORY4 B60 V20/115 0,000 0,000 COMB6 0,069 COMB4
STORY4 B60 V20/115 40,833 0,000 COMB6 0,068 COMB4
STORY4 B60 V20/115 81,667 0,000 COMB6 0,067 COMB4
STORY4 B60 V20/115 122,500 0,000 COMB6 0,067 COMB4
STORY4 B60 V20/115 122,500 0,000 COMB6 0,064 COMB4
STORY4 B60 V20/115 170,000 0,000 COMB6 0,065 COMB4
STORY4 B60 V20/115 217,500 0,000 COMB6 0,066 COMB4
STORY3 B60 V20/115 0,000 0,000 COMB6 0,076 COMB4
STORY3 B60 V20/115 40,833 0,000 COMB6 0,075 COMB4
STORY3 B60 V20/115 81,667 0,000 COMB6 0,074 COMB4
STORY3 B60 V20/115 122,500 0,000 COMB6 0,073 COMB4
STORY3 B60 V20/115 122,500 0,000 COMB6 0,069 COMB4
STORY3 B60 V20/115 170,000 0,000 COMB6 0,068 COMB4
STORY3 B60 V20/115 217,500 0,000 COMB6 0,068 COMB4
STORY2 B60 V20/115 0,000 0,000 COMB6 0,092 COMB4
STORY2 B60 V20/115 40,833 0,000 COMB6 0,091 COMB4
STORY2 B60 V20/115 81,667 0,000 COMB6 0,091 COMB4
STORY2 B60 V20/115 122,500 0,000 COMB6 0,090 COMB4
STORY2 B60 V20/115 122,500 0,000 COMB6 0,086 COMB4
STORY2 B60 V20/115 170,000 0,000 COMB6 0,085 COMB4
STORY2 B60 V20/115 217,500 0,000 COMB6 0,084 COMB4
STORY1 B60 V20/115 0,000 0,000 COMB6 0,104 COMB4
STORY1 B60 V20/115 40,833 0,000 COMB6 0,104 COMB4
STORY1 B60 V20/115 81,667 0,000 COMB6 0,103 COMB4
STORY1 B60 V20/115 122,500 0,000 COMB6 0,102 COMB4
STORY1 B60 V20/115 122,500 0,000 COMB6 0,098 COMB4
STORY1 B60 V20/115 170,000 0,000 COMB6 0,097 COMB4
STORY1 B60 V20/115 217,500 0,000 COMB6 0,096 COMB4
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Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 34 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
EJE B
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Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 35 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
ETABS v9.7.2 File:1169 EDIF DON HORACIO JOP 05-09-12 Units:Ton-cm septiembre 6, 2012 11:02 PAGE 1
C O N C R E T E B E A M D E S I G N O U T P U T (ACI 318-08/IBC 2009)
FLEXURAL AND TORSION DESIGN OF BEAM-TYPE ELEMENTS
STORY BEAM SECTION STATION
ID BAY ID ID TOP COMBO BOTTOM COMBO TORSION COMBO
STORY8 B36 V20/40 0,000 2,467 COMB6 2,313 COMB6 0,000 COMB6
STORY8 B36 V20/40 36,250 1,616 COMB6 1,771 COMB4 0,000 COMB6
STORY8 B36 V20/40 72,500 0,922 COMB4 1,414 COMB4 0,000 COMB6
STORY8 B36 V20/40 72,500 0,922 COMB4 1,272 COMB4 0,000 COMB6
STORY8 B36 V20/40 108,750 0,922 COMB4 0,945 COMB2 0,000 COMB6
STORY8 B36 V20/40 145,000 0,922 COMB4 1,114 COMB4 0,000 COMB6
STORY8 B36 V20/40 145,000 0,922 COMB4 1,179 COMB4 0,000 COMB6
STORY8 B36 V20/40 181,250 2,132 COMB4 1,366 COMB6 0,000 COMB6
STORY8 B36 V20/40 217,500 2,838 COMB4 1,859 COMB4 0,000 COMB6
STORY7 B36 V20/40 0,000 2,555 COMB4 2,467 COMB6 3,212 COMB4
STORY7 B36 V20/40 36,250 1,855 COMB6 2,010 COMB4 3,212 COMB4
STORY7 B36 V20/40 72,500 1,002 COMB4 1,473 COMB4 3,212 COMB4
STORY7 B36 V20/40 72,500 1,002 COMB4 1,295 COMB4 0,000 COMB6
STORY7 B36 V20/40 108,750 1,002 COMB4 1,002 COMB4 0,000 COMB6
STORY7 B36 V20/40 145,000 1,002 COMB4 1,103 COMB4 0,000 COMB6
STORY7 B36 V20/40 145,000 1,002 COMB4 1,197 COMB4 0,000 COMB6
STORY7 B36 V20/40 181,250 2,403 COMB4 1,572 COMB6 0,000 COMB6
STORY7 B36 V20/40 217,500 3,093 COMB4 2,027 COMB6 0,000 COMB6
STORY6 B36 V20/40 0,000 2,720 COMB4 2,467 COMB6 3,240 COMB4
STORY6 B36 V20/40 36,250 1,988 COMB6 2,146 COMB4 3,240 COMB4
STORY6 B36 V20/40 72,500 1,053 COMB4 1,543 COMB4 3,240 COMB4
STORY6 B36 V20/40 72,500 1,053 COMB4 1,349 COMB4 0,000 COMB6
STORY6 B36 V20/40 108,750 1,053 COMB4 1,053 COMB4 0,000 COMB6
STORY6 B36 V20/40 145,000 1,053 COMB4 1,171 COMB4 0,000 COMB6
STORY6 B36 V20/40 145,000 1,053 COMB4 1,280 COMB4 0,000 COMB6
STORY6 B36 V20/40 181,250 2,467 COMB4 1,701 COMB6 0,000 COMB6
STORY6 B36 V20/40 217,500 3,257 COMB4 2,210 COMB6 0,000 COMB6
STORY5 B36 V20/40 0,000 2,733 COMB4 2,467 COMB6 3,240 COMB4
STORY5 B36 V20/40 36,250 2,003 COMB6 2,178 COMB4 3,240 COMB4
STORY5 B36 V20/40 72,500 1,068 COMB4 1,552 COMB4 3,240 COMB4
STORY5 B36 V20/40 72,500 1,068 COMB4 1,354 COMB4 0,000 COMB6
STORY5 B36 V20/40 108,750 1,068 COMB4 1,068 COMB4 0,000 COMB6
STORY5 B36 V20/40 145,000 1,068 COMB4 1,170 COMB4 0,000 COMB6
STORY5 B36 V20/40 145,000 1,068 COMB4 1,280 COMB4 0,000 COMB6
STORY5 B36 V20/40 181,250 2,467 COMB4 1,711 COMB6 0,000 COMB6
STORY5 B36 V20/40 217,500 3,302 COMB4 2,225 COMB6 0,000 COMB6
STORY4 B36 V20/40 0,000 2,467 COMB6 2,467 COMB6 0,000 COMB6
STORY4 B36 V20/40 40,833 1,620 COMB6 1,726 COMB4 0,000 COMB6
STORY4 B36 V20/40 81,667 0,944 COMB4 1,074 COMB4 0,000 COMB6
STORY4 B36 V20/40 122,500 0,944 COMB4 1,062 COMB2 0,000 COMB6
STORY4 B36 V20/40 122,500 0,944 COMB4 1,119 COMB4 0,000 COMB6
STORY4 B36 V20/40 170,000 1,769 COMB4 1,360 COMB6 0,000 COMB6
STORY4 B36 V20/40 217,500 2,910 COMB4 1,905 COMB4 0,000 COMB6
STORY3 B36 V20/40 0,000 2,467 COMB6 1,977 COMB6 0,000 COMB6
STORY3 B36 V20/40 40,833 1,426 COMB4 1,361 COMB6 0,000 COMB6
STORY3 B36 V20/40 81,667 0,745 COMB4 0,881 COMB4 0,000 COMB6
STORY3 B36 V20/40 122,500 0,745 COMB4 0,914 COMB2 0,000 COMB6
STORY3 B36 V20/40 122,500 0,745 COMB4 0,963 COMB4 0,000 COMB6
STORY3 B36 V20/40 170,000 1,361 COMB4 1,205 COMB6 0,000 COMB6
STORY3 B36 V20/40 217,500 2,467 COMB6 1,695 COMB6 0,000 COMB6
STORY2 B36 V20/40 0,000 2,467 COMB6 1,840 COMB6 0,000 COMB6
STORY2 B36 V20/40 40,833 1,624 COMB4 1,278 COMB6 0,000 COMB6
STORY2 B36 V20/40 81,667 0,733 COMB4 0,816 COMB4 0,000 COMB6
STORY2 B36 V20/40 122,500 0,733 COMB4 0,936 COMB2 0,000 COMB6
STORY2 B36 V20/40 122,500 0,733 COMB4 0,983 COMB4 0,000 COMB6
STORY2 B36 V20/40 170,000 1,241 COMB4 1,257 COMB6 0,000 COMB6
STORY2 B36 V20/40 217,500 2,467 COMB6 1,793 COMB6 0,000 COMB6
STORY1 B59 V20/40 0,000 3,715 COMB4 2,467 COMB6 0,000 COMB6
STORY1 B59 V20/40 25,000 3,179 COMB4 2,467 COMB6 0,000 COMB6
STORY1 B59 V20/40 25,000 2,467 COMB6 2,077 COMB6 0,000 COMB6
STORY1 B59 V20/40 72,500 1,337 COMB4 1,337 COMB4 0,000 COMB6
STORY1 B59 V20/40 120,000 2,962 COMB6 4,171 COMB4 0,000 COMB6
ETABS v9.7.2 File:1169 EDIF DON HORACIO JOP 05-09-12 Units:Ton-cm septiembre 6, 2012 11:02 PAGE 2
C O N C R E T E B E A M D E S I G N O U T P U T (ACI 318-08/IBC 2009)
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Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 36 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
TORSION AND SHEAR DESIGN OF BEAM-TYPE ELEMENTS
STORY BEAM SECTION STATION
ID BAY ID ID TORSION COMBO SHEAR COMBO
STORY8 B36 V20/40 0,000 0,000 COMB6 0,053 COMB4
STORY8 B36 V20/40 36,250 0,000 COMB6 0,052 COMB4
STORY8 B36 V20/40 72,500 0,000 COMB6 0,051 COMB4
STORY8 B36 V20/40 72,500 0,000 COMB6 0,041 COMB4
STORY8 B36 V20/40 108,750 0,000 COMB6 0,041 COMB4
STORY8 B36 V20/40 145,000 0,000 COMB6 0,042 COMB4
STORY8 B36 V20/40 145,000 0,000 COMB6 0,057 COMB4
STORY8 B36 V20/40 181,250 0,000 COMB6 0,058 COMB4
STORY8 B36 V20/40 217,500 0,000 COMB6 0,059 COMB4
STORY7 B36 V20/40 0,000 0,012 COMB3 0,054 COMB4
STORY7 B36 V20/40 36,250 0,012 COMB3 0,053 COMB4
STORY7 B36 V20/40 72,500 0,012 COMB3 0,053 COMB4
STORY7 B36 V20/40 72,500 0,000 COMB6 0,044 COMB4
STORY7 B36 V20/40 108,750 0,000 COMB6 0,045 COMB4
STORY7 B36 V20/40 145,000 0,000 COMB6 0,045 COMB4
STORY7 B36 V20/40 145,000 0,000 COMB6 0,059 COMB4
STORY7 B36 V20/40 181,250 0,000 COMB6 0,060 COMB4
STORY7 B36 V20/40 217,500 0,000 COMB6 0,060 COMB4
STORY6 B36 V20/40 0,000 0,012 COMB3 0,055 COMB4
STORY6 B36 V20/40 36,250 0,012 COMB3 0,055 COMB4
STORY6 B36 V20/40 72,500 0,012 COMB3 0,054 COMB4
STORY6 B36 V20/40 72,500 0,000 COMB6 0,045 COMB4
STORY6 B36 V20/40 108,750 0,000 COMB6 0,046 COMB4
STORY6 B36 V20/40 145,000 0,000 COMB6 0,046 COMB4
STORY6 B36 V20/40 145,000 0,000 COMB6 0,060 COMB4
STORY6 B36 V20/40 181,250 0,000 COMB6 0,061 COMB4
STORY6 B36 V20/40 217,500 0,000 COMB6 0,062 COMB4
STORY5 B36 V20/40 0,000 0,012 COMB3 0,056 COMB4
STORY5 B36 V20/40 36,250 0,012 COMB3 0,055 COMB4
STORY5 B36 V20/40 72,500 0,012 COMB3 0,054 COMB4
STORY5 B36 V20/40 72,500 0,000 COMB6 0,045 COMB4
STORY5 B36 V20/40 108,750 0,000 COMB6 0,046 COMB4
STORY5 B36 V20/40 145,000 0,000 COMB6 0,047 COMB4
STORY5 B36 V20/40 145,000 0,000 COMB6 0,061 COMB4
STORY5 B36 V20/40 181,250 0,000 COMB6 0,062 COMB4
STORY5 B36 V20/40 217,500 0,000 COMB6 0,062 COMB4
STORY4 B36 V20/40 0,000 0,000 COMB6 0,048 COMB4
STORY4 B36 V20/40 40,833 0,000 COMB6 0,047 COMB4
STORY4 B36 V20/40 81,667 0,000 COMB6 0,047 COMB4
STORY4 B36 V20/40 122,500 0,000 COMB6 0,046 COMB4
STORY4 B36 V20/40 122,500 0,000 COMB6 0,057 COMB4
STORY4 B36 V20/40 170,000 0,000 COMB6 0,058 COMB4
STORY4 B36 V20/40 217,500 0,000 COMB6 0,059 COMB4
STORY3 B36 V20/40 0,000 0,000 COMB6 0,042 COMB4
STORY3 B36 V20/40 40,833 0,000 COMB6 0,041 COMB4
STORY3 B36 V20/40 81,667 0,000 COMB6 0,040 COMB4
STORY3 B36 V20/40 122,500 0,000 COMB6 0,039 COMB4
STORY3 B36 V20/40 122,500 0,000 COMB6 0,046 COMB4
STORY3 B36 V20/40 170,000 0,000 COMB6 0,047 COMB4
STORY3 B36 V20/40 217,500 0,000 COMB6 0,048 COMB4
STORY2 B36 V20/40 0,000 0,000 COMB6 0,043 COMB4
STORY2 B36 V20/40 40,833 0,000 COMB6 0,042 COMB4
STORY2 B36 V20/40 81,667 0,000 COMB6 0,041 COMB4
STORY2 B36 V20/40 122,500 0,000 COMB6 0,041 COMB4
STORY2 B36 V20/40 122,500 0,000 COMB6 0,043 COMB4
STORY2 B36 V20/40 170,000 0,000 COMB6 0,044 COMB4
STORY2 B36 V20/40 217,500 0,000 COMB6 0,045 COMB4
STORY1 B59 V20/40 0,000 0,000 COMB6 0,111 COMB4
STORY1 B59 V20/40 25,000 0,000 COMB6 0,111 COMB4
STORY1 B59 V20/40 25,000 0,000 COMB6 0,117 COMB4
STORY1 B59 V20/40 72,500 0,000 COMB6 0,116 COMB4
STORY1 B59 V20/40 120,000 0,000 COMB6 0,115 COMB4
-
Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 37 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
EJE C
-
Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 38 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
ETABS v9.7.2 File:1169 EDIF DON HORACIO JOP 05-09-12 Units:Ton-cm septiembre 6, 2012 11:04 PAGE 1
C O N C R E T E C O L U M N D E S I G N O U T P U T (ACI 318-08/IBC 2009)
BIAXIAL P-M INTERACTION AND SHEAR DESIGN OF COLUMN-TYPE ELEMENTS
STORY COLUMN SECTION STATION
ID LINE ID ID LONGITUDINAL COMBO SHEAR22 COMBO SHEAR33 COMBO
STORY1 C1 P-30/60 0,000 18,000 COMB6 0,000 COMB6 0,000 COMB6
STORY1 C1 P-30/60 157,500 18,000 COMB6 0,000 COMB6 0,000 COMB6
STORY1 C1 P-30/60 315,000 18,000 COMB6 0,000 COMB6 0,000 COMB6
STORY1 C4 P-30/60 0,000 18,000 COMB6 0,001 COMB6 0,003 COMB5
STORY1 C4 P-30/60 157,500 18,000 COMB6 0,001 COMB6 0,003 COMB5
STORY1 C4 P-30/60 315,000 18,000 COMB6 0,001 COMB6 0,003 COMB5
ETABS v9.7.2 File:1169 EDIF DON HORACIO JOP 05-09-12 Units:Ton-cm septiembre 6, 2012 11:04 PAGE 2
C O N C R E T E C O L U M N J O I N T O U T P U T (ACI 318-08/IBC 2009)
BEAM TO COLUMN CAPACITY RATIOS AND JOINT SHEAR CAPACITY CHECK
STORY COLUMN SECTION
ID LINE ID MAJOR COMBO MINOR COMBO MAJOR COMBO MINOR COMBO
STORY1 C1 P-30/60
STORY1 C4 P-30/60
ETABS v9.7.2 File:1169 EDIF DON HORACIO JOP 05-09-12 Units:Ton-cm septiembre 6, 2012 11:04 PAGE 3
C O N C R E T E B E A M D E S I G N O U T P U T (ACI 318-08/IBC 2009)
FLEXURAL AND TORSION DESIGN OF BEAM-TYPE ELEMENTS
STORY BEAM SECTION STATION
ID BAY ID ID TOP COMBO BOTTOM COMBO TORSION COMBO
STORY4 B20 VI-15/125 0,000 0,938 COMB4 0,468 COMB4 0,000 COMB6
STORY4 B20 VI-15/125 50,000 0,581 COMB4 0,324 COMB6 0,000 COMB6
STORY4 B20 VI-15/125 100,000 0,264 COMB4 0,422 COMB6 0,000 COMB6
STORY4 B20 VI-15/125 100,000 0,246 COMB4 0,426 COMB6 0,000 COMB6
STORY4 B20 VI-15/125 150,000 0,234 COMB4 0,489 COMB4 0,000 COMB6
STORY4 B20 VI-15/125 200,000 0,234 COMB4 0,542 COMB4 0,000 COMB6
STORY4 B20 VI-15/125 200,000 0,234 COMB4 0,541 COMB4 0,000 COMB6
STORY4 B20 VI-15/125 250,000 0,234 COMB4 0,468 COMB2 0,000 COMB6
STORY4 B20 VI-15/125 300,000 0,234 COMB4 0,367 COMB2 0,000 COMB6
STORY4 B20 VI-15/125 300,000 0,234 COMB4 0,354 COMB2 0,000 COMB6
STORY4 B20 VI-15/125 350,000 0,234 COMB4 0,234 COMB4 0,000 COMB6
STORY4 B20 VI-15/125 400,000 0,188 COMB4 0,094 COMB4 0,000 COMB6
STORY3 B20 VI-15/125 0,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY3 B20 VI-15/125 50,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY3 B20 VI-15/125 100,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY3 B20 VI-15/125 100,000 1,342 COMB4 4,544 COMB4 0,000 COMB6
STORY3 B20 VI-15/125 150,000 1,342 COMB4 3,872 COMB4 0,000 COMB6
STORY3 B20 VI-15/125 200,000 1,342 COMB4 3,163 COMB4 0,000 COMB6
STORY3 B20 VI-15/125 200,000 1,342 COMB4 3,131 COMB4 0,000 COMB6
STORY3 B20 VI-15/125 250,000 1,342 COMB4 2,248 COMB4 0,000 COMB6
STORY3 B20 VI-15/125 300,000 1,342 COMB4 1,342 COMB4 0,000 COMB6
STORY3 B20 VI-15/125 300,000 1,342 COMB4 1,342 COMB4 6,904 COMB4
STORY3 B20 VI-15/125 350,000 1,342 COMB4 1,342 COMB4 6,904 COMB4
STORY3 B20 VI-15/125 400,000 0,423 COMB4 0,211 COMB4 6,904 COMB4
STORY2 B20 VI-15/125 0,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY2 B20 VI-15/125 50,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY2 B20 VI-15/125 100,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY2 B20 VI-15/125 100,000 1,853 COMB6 3,918 COMB4 0,000 COMB6
STORY2 B20 VI-15/125 150,000 1,352 COMB6 3,365 COMB4 0,000 COMB6
STORY2 B20 VI-15/125 200,000 1,129 COMB4 2,775 COMB4 0,000 COMB6
STORY2 B20 VI-15/125 200,000 1,129 COMB4 2,747 COMB4 0,000 COMB6
STORY2 B20 VI-15/125 250,000 1,129 COMB4 1,976 COMB4 0,000 COMB6
STORY2 B20 VI-15/125 300,000 1,129 COMB4 1,170 COMB4 0,000 COMB6
STORY2 B20 VI-15/125 300,000 1,129 COMB4 1,129 COMB4 6,768 COMB4
STORY2 B20 VI-15/125 350,000 1,129 COMB4 1,129 COMB4 6,768 COMB4
STORY2 B20 VI-15/125 400,000 0,392 COMB4 0,196 COMB4 6,768 COMB4
STORY1 B25 VI-15/125 0,000 0,320 COMB4 0,160 COMB4 6,980 COMB4
-
Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 39 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
STORY1 B25 VI-15/125 50,000 1,413 COMB4 1,413 COMB4 6,980 COMB4
STORY1 B25 VI-15/125 100,000 1,413 COMB4 1,494 COMB4 6,980 COMB4
STORY1 B25 VI-15/125 100,000 1,413 COMB4 1,544 COMB4 0,000 COMB6
STORY1 B25 VI-15/125 150,000 1,413 COMB4 2,480 COMB4 0,000 COMB6
STORY1 B25 VI-15/125 200,000 1,413 COMB4 3,381 COMB4 0,000 COMB6
STORY1 B25 VI-15/125 200,000 1,413 COMB4 3,415 COMB4 0,000 COMB6
STORY1 B25 VI-15/125 250,000 1,413 COMB4 4,134 COMB4 0,000 COMB6
STORY1 B25 VI-15/125 300,000 1,413 COMB4 4,818 COMB4 0,000 COMB6
STORY1 B25 VI-15/125 300,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY1 B25 VI-15/125 350,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY1 B25 VI-15/125 400,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
ETABS v9.7.2 File:1169 EDIF DON HORACIO JOP 05-09-12 Units:Ton-cm septiembre 6, 2012 11:04 PAGE 4
C O N C R E T E B E A M D E S I G N O U T P U T (ACI 318-08/IBC 2009)
TORSION AND SHEAR DESIGN OF BEAM-TYPE ELEMENTS
STORY BEAM SECTION STATION
ID BAY ID ID TORSION COMBO SHEAR COMBO
STORY4 B20 VI-15/125 0,000 0,000 COMB6 0,008 COMB6
STORY4 B20 VI-15/125 50,000 0,000 COMB6 0,007 COMB6
STORY4 B20 VI-15/125 100,000 0,000 COMB6 0,007 COMB6
STORY4 B20 VI-15/125 100,000 0,000 COMB6 0,006 COMB6
STORY4 B20 VI-15/125 150,000 0,000 COMB6 0,006 COMB6
STORY4 B20 VI-15/125 200,000 0,000 COMB6 0,005 COMB6
STORY4 B20 VI-15/125 200,000 0,000 COMB6 0,005 COMB6
STORY4 B20 VI-15/125 250,000 0,000 COMB6 0,005 COMB6
STORY4 B20 VI-15/125 300,000 0,000 COMB6 0,006 COMB6
STORY4 B20 VI-15/125 300,000 0,000 COMB6 0,006 COMB6
STORY4 B20 VI-15/125 350,000 0,000 COMB6 0,006 COMB6
STORY4 B20 VI-15/125 400,000 0,000 COMB6 0,007 COMB6
STORY3 B20 VI-15/125 0,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY3 B20 VI-15/125 50,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY3 B20 VI-15/125 100,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY3 B20 VI-15/125 100,000 0,000 COMB6 0,026 COMB4
STORY3 B20 VI-15/125 150,000 0,000 COMB6 0,027 COMB4
STORY3 B20 VI-15/125 200,000 0,000 COMB6 0,028 COMB4
STORY3 B20 VI-15/125 200,000 0,000 COMB6 0,031 COMB4
STORY3 B20 VI-15/125 250,000 0,000 COMB6 0,031 COMB4
STORY3 B20 VI-15/125 300,000 0,000 COMB6 0,032 COMB4
STORY3 B20 VI-15/125 300,000 0,012 COMB4 0,032 COMB4
STORY3 B20 VI-15/125 350,000 0,012 COMB4 0,032 COMB4
STORY3 B20 VI-15/125 400,000 0,012 COMB4 0,033 COMB4
STORY2 B20 VI-15/125 0,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY2 B20 VI-15/125 50,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY2 B20 VI-15/125 100,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY2 B20 VI-15/125 100,000 0,000 COMB6 0,020 COMB4
STORY2 B20 VI-15/125 150,000 0,000 COMB6 0,021 COMB4
STORY2 B20 VI-15/125 200,000 0,000 COMB6 0,022 COMB4
STORY2 B20 VI-15/125 200,000 0,000 COMB6 0,025 COMB4
STORY2 B20 VI-15/125 250,000 0,000 COMB6 0,025 COMB4
STORY2 B20 VI-15/125 300,000 0,000 COMB6 0,026 COMB4
STORY2 B20 VI-15/125 300,000 0,013 COMB4 0,026 COMB4
STORY2 B20 VI-15/125 350,000 0,013 COMB4 0,027 COMB4
STORY2 B20 VI-15/125 400,000 0,013 COMB4 0,027 COMB4
STORY1 B25 VI-15/125 0,000 0,012 COMB4 0,035 COMB4
STORY1 B25 VI-15/125 50,000 0,012 COMB4 0,035 COMB4
STORY1 B25 VI-15/125 100,000 0,012 COMB4 0,034 COMB4
STORY1 B25 VI-15/125 100,000 0,000 COMB6 0,034 COMB4
STORY1 B25 VI-15/125 150,000 0,000 COMB6 0,033 COMB4
STORY1 B25 VI-15/125 200,000 0,000 COMB6 0,033 COMB4
STORY1 B25 VI-15/125 200,000 0,000 COMB6 0,030 COMB4
STORY1 B25 VI-15/125 250,000 0,000 COMB6 0,029 COMB4
STORY1 B25 VI-15/125 300,000 0,000 COMB6 0,028 COMB4
STORY1 B25 VI-15/125 300,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY1 B25 VI-15/125 350,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY1 B25 VI-15/125 400,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
-
Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 40 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
EJE D
-
Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 41 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
ETABS v9.7.2 File:1169 EDIF DON HORACIO JOP 05-09-12 Units:Ton-cm septiembre 6, 2012 11:11 PAGE 1
C O N C R E T E C O L U M N D E S I G N O U T P U T (ACI 318-08/IBC 2009)
BIAXIAL P-M INTERACTION AND SHEAR DESIGN OF COLUMN-TYPE ELEMENTS
STORY COLUMN SECTION STATION
ID LINE ID ID LONGITUDINAL COMBO SHEAR22 COMBO SHEAR33 COMBO
STORY1 C2 P-30/60 0,000 18,000 COMB6 0,001 COMB6 5,021E-04 COMB6
STORY1 C2 P-30/60 157,500 18,000 COMB6 0,001 COMB6 5,021E-04 COMB6
STORY1 C2 P-30/60 315,000 18,000 COMB6 0,001 COMB6 5,021E-04 COMB6
STORY1 C3 P-30/60 0,000 18,000 COMB6 0,001 COMB5 0,003 COMB5
STORY1 C3 P-30/60 157,500 18,000 COMB6 0,001 COMB5 0,003 COMB5
STORY1 C3 P-30/60 315,000 18,000 COMB6 0,001 COMB5 0,003 COMB5
ETABS v9.7.2 File:1169 EDIF DON HORACIO JOP 05-09-12 Units:Ton-cm septiembre 6, 2012 11:11 PAGE 2
C O N C R E T E C O L U M N J O I N T O U T P U T (ACI 318-08/IBC 2009)
BEAM TO COLUMN CAPACITY RATIOS AND JOINT SHEAR CAPACITY CHECK
STORY COLUMN SECTION
ID LINE ID MAJOR COMBO MINOR COMBO MAJOR COMBO MINOR COMBO
STORY1 C2 P-30/60
STORY1 C3 P-30/60
-
Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 42 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
EJE 0
-
Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 43 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
ETABS v9.7.2 File:1169 EDIF DON HORACIO JOP 05-09-12 Units:Ton-cm septiembre 6, 2012 11:12 PAGE 1
C O N C R E T E B E A M D E S I G N O U T P U T (ACI 318-08/IBC 2009)
FLEXURAL AND TORSION DESIGN OF BEAM-TYPE ELEMENTS
STORY BEAM SECTION STATION
ID BAY ID ID TOP COMBO BOTTOM COMBO TORSION COMBO
STORY8 B104 VI-15/125 0,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY8 B104 VI-15/125 40,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY8 B104 VI-15/125 40,000 0,982 COMB5 1,553 COMB3 0,000 COMB6
STORY8 B104 VI-15/125 85,000 0,703 COMB3 1,092 COMB3 0,000 COMB6
STORY8 B104 VI-15/125 130,000 0,703 COMB3 0,703 COMB3 0,000 COMB6
STORY8 B104 VI-15/125 130,000 0,703 COMB3 0,703 COMB3 6,645 COMB1
STORY8 B104 VI-15/125 172,500 0,703 COMB3 0,902 COMB3 6,645 COMB1
STORY8 B104 VI-15/125 215,000 0,902 COMB5 1,241 COMB3 6,645 COMB1
STORY8 B104 VI-15/125 215,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY8 B104 VI-15/125 259,167 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY8 B104 VI-15/125 303,333 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY8 B105 VI-15/125 0,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY8 B105 VI-15/125 50,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY8 B105 VI-15/125 50,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY8 B105 VI-15/125 100,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY8 B105 VI-15/125 150,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY8 B105 VI-15/125 150,000 1,221 COMB3 1,221 COMB3 6,521 COMB4
STORY8 B105 VI-15/125 200,000 1,221 COMB3 1,221 COMB3 6,521 COMB4
STORY8 B105 VI-15/125 250,000 1,221 COMB3 1,577 COMB3 6,521 COMB4
STORY8 B105 VI-15/125 250,000 1,221 COMB3 1,621 COMB3 0,000 COMB6
STORY8 B105 VI-15/125 300,000 1,221 COMB3 2,336 COMB3 0,000 COMB6
STORY8 B105 VI-15/125 350,000 1,221 COMB3 3,014 COMB3 0,000 COMB6
STORY8 B105 VI-15/125 350,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY8 B105 VI-15/125 400,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY7 B104 VI-15/125 0,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY7 B104 VI-15/125 40,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY7 B104 VI-15/125 40,000 2,411 COMB5 2,696 COMB3 0,000 COMB6
STORY7 B104 VI-15/125 85,000 1,315 COMB5 1,801 COMB3 0,000 COMB6
STORY7 B104 VI-15/125 130,000 1,038 COMB3 1,038 COMB3 0,000 COMB6
STORY7 B104 VI-15/125 130,000 1,038 COMB3 1,038 COMB3 6,646 COMB4
STORY7 B104 VI-15/125 172,500 1,038 COMB3 1,038 COMB3 6,646 COMB4
STORY7 B104 VI-15/125 215,000 1,375 COMB5 1,592 COMB3 6,646 COMB4
STORY7 B104 VI-15/125 215,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY7 B104 VI-15/125 259,167 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY7 B104 VI-15/125 303,333 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY7 B105 VI-15/125 0,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY7 B105 VI-15/125 50,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY7 B105 VI-15/125 50,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY7 B105 VI-15/125 100,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY7 B105 VI-15/125 150,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY7 B105 VI-15/125 150,000 1,720 COMB3 1,720 COMB3 0,000 COMB6
STORY7 B105 VI-15/125 200,000 1,720 COMB3 1,720 COMB3 0,000 COMB6
STORY7 B105 VI-15/125 250,000 1,720 COMB3 2,009 COMB3 0,000 COMB6
STORY7 B105 VI-15/125 250,000 1,720 COMB3 2,080 COMB3 7,175 COMB3
STORY7 B105 VI-15/125 300,000 1,720 COMB3 3,328 COMB3 7,175 COMB3
STORY7 B105 VI-15/125 350,000 2,311 COMB5 4,546 COMB3 7,175 COMB3
STORY7 B105 VI-15/125 350,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY7 B105 VI-15/125 400,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
-
Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 44 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
STORY6 B104 VI-15/125 0,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY6 B104 VI-15/125 40,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY6 B104 VI-15/125 40,000 2,877 COMB5 2,722 COMB3 0,000 COMB6
STORY6 B104 VI-15/125 85,000 1,563 COMB5 1,797 COMB3 0,000 COMB6
STORY6 B104 VI-15/125 130,000 1,080 COMB3 1,080 COMB3 0,000 COMB6
STORY6 B104 VI-15/125 130,000 1,080 COMB3 1,080 COMB3 7,107 COMB1
STORY6 B104 VI-15/125 172,500 1,080 COMB3 1,080 COMB3 7,107 COMB1
STORY6 B104 VI-15/125 215,000 1,548 COMB5 2,044 COMB3 7,107 COMB1
STORY6 B104 VI-15/125 215,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY6 B104 VI-15/125 259,167 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY6 B104 VI-15/125 303,333 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY6 B105 VI-15/125 0,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY6 B105 VI-15/125 50,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY6 B105 VI-15/125 50,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY6 B105 VI-15/125 100,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY6 B105 VI-15/125 150,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY6 B105 VI-15/125 150,000 1,734 COMB3 1,734 COMB3 7,198 COMB4
STORY6 B105 VI-15/125 200,000 1,734 COMB3 1,734 COMB3 7,198 COMB4
STORY6 B105 VI-15/125 250,000 1,734 COMB3 1,972 COMB3 7,198 COMB4
STORY6 B105 VI-15/125 250,000 1,734 COMB3 2,043 COMB3 0,000 COMB6
STORY6 B105 VI-15/125 300,000 1,734 COMB3 3,287 COMB3 0,000 COMB6
STORY6 B105 VI-15/125 350,000 2,652 COMB5 4,502 COMB3 0,000 COMB6
STORY6 B105 VI-15/125 350,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY6 B105 VI-15/125 400,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY5 B104 VI-15/125 0,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY5 B104 VI-15/125 40,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY5 B104 VI-15/125 40,000 3,642 COMB3 2,734 COMB5 0,000 COMB6
STORY5 B104 VI-15/125 85,000 1,965 COMB3 1,711 COMB5 0,000 COMB6
STORY5 B104 VI-15/125 130,000 1,281 COMB3 1,281 COMB3 0,000 COMB6
STORY5 B104 VI-15/125 130,000 1,281 COMB3 1,281 COMB3 7,127 COMB1
STORY5 B104 VI-15/125 172,500 1,281 COMB3 1,281 COMB3 7,127 COMB1
STORY5 B104 VI-15/125 215,000 1,586 COMB5 2,356 COMB3 7,127 COMB1
STORY5 B104 VI-15/125 215,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY5 B104 VI-15/125 259,167 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY5 B104 VI-15/125 303,333 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY5 B105 VI-15/125 0,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY5 B105 VI-15/125 50,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY5 B105 VI-15/125 50,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY5 B105 VI-15/125 100,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY5 B105 VI-15/125 150,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY5 B105 VI-15/125 150,000 1,800 COMB3 1,800 COMB3 7,085 COMB2
STORY5 B105 VI-15/125 200,000 1,800 COMB3 1,800 COMB3 7,085 COMB2
STORY5 B105 VI-15/125 250,000 1,800 COMB3 1,949 COMB3 7,085 COMB2
STORY5 B105 VI-15/125 250,000 1,800 COMB3 2,023 COMB3 0,000 COMB6
STORY5 B105 VI-15/125 300,000 1,800 COMB3 3,320 COMB3 0,000 COMB6
STORY5 B105 VI-15/125 350,000 2,988 COMB5 4,589 COMB3 0,000 COMB6
STORY5 B105 VI-15/125 350,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY5 B105 VI-15/125 400,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B104 VI-15/125 0,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B104 VI-15/125 38,333 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B104 VI-15/125 38,333 3,273 COMB3 2,799 COMB5 0,000 COMB6
STORY4 B104 VI-15/125 84,167 1,761 COMB5 1,785 COMB3 0,000 COMB6
STORY4 B104 VI-15/125 130,000 1,143 COMB3 1,143 COMB3 0,000 COMB6
-
Memoria de Clculo Edificio Don Horacio
1169-IB-CI-MC-01 Pagina 45 de 242
Manuel Antonio Matta 2451 Piso 3. Antofagasta Fonos (56) 55 223699 / email: [email protected]
www.asaping.cl
STORY4 B104 VI-15/125 130,000 1,143 COMB3 1,143 COMB3 6,914 COMB1
STORY4 B104 VI-15/125 172,500 1,143 COMB3 1,143 COMB3 6,914 COMB1
STORY4 B104 VI-15/125 215,000 1,600 COMB5 2,167 COMB3 6,914 COMB1
STORY4 B104 VI-15/125 215,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B104 VI-15/125 259,167 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B104 VI-15/125 303,333 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B105 VI-15/125 0,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B105 VI-15/125 50,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B105 VI-15/125 50,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B105 VI-15/125 100,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B105 VI-15/125 150,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B105 VI-15/125 150,000 1,473 COMB3 1,473 COMB3 6,983 COMB2
STORY4 B105 VI-15/125 200,000 1,473 COMB3 1,473 COMB3 6,983 COMB2
STORY4 B105 VI-15/125 250,000 1,473 COMB3 1,515 COMB3 6,983 COMB2
STORY4 B105 VI-15/125 250,000 1,473 COMB3 1,570 COMB3 0,000 COMB6
STORY4 B105 VI-15/125 300,000 1,911 COMB5 2,493 COMB3 0,000 COMB6
STORY4 B105 VI-15/125 350,000 3,076 COMB5 3,382 COMB3 0,000 COMB6
STORY4 B105 VI-15/125 350,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B105 VI-15/125 400,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B125 VI-15/125 0,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B125 VI-15/125 39,375 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B125 VI-15/125 39,375 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B125 VI-15/125 82,813 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B125 VI-15/125 126,250 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B125 VI-15/125 126,250 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B125 VI-15/125 163,125 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY4 B125 VI-15/125 200,000 Shear stress due to shear force and torsion together exceeds maximum
allowed
STORY3 B104 VI-15/125 0,000 4,262 COMB3 3,568 COMB5 0,000 COMB6
STORY3 B104 VI-15/125 38,333 3,455 COMB3 3,003 COMB5 0,000 COMB6
STORY3 B104 VI-15/125 38,333 3,177 COMB3 2,805 COMB5 7,119 COMB2
STORY3 B104 VI-15/125 84,167 1,735 COMB5 1,761 COMB3 7,119 COMB2
STORY3 B104 VI-15/125 130,000 1,068 COMB3 1,068 COMB3 7,119 COMB2
STORY3 B104 VI-15/125 130,000 1,068 COMB3 1,068 COMB3 0,000 COMB6
STORY3 B104 VI-15/125 172,500 1,068 COMB3 1,068 COMB3 0,000 COMB6
STORY3 B104 VI-15/125 215,000 1,594 COMB5 2,114 COMB3 0,000 COMB6
STORY3 B104 VI-15/125 215,000 1,676 COMB5 2,188 COMB3 0,000 COMB6
STORY3 B104 VI-15/125 259,167 2,953 COMB5 3,215 COMB3 0,000 COMB6
STORY3 B104 VI-15/125 303,333 4,324 COMB3 4,277 COMB5 0,000 COMB6
STORY3 B105 VI-15/125 0,000 3,320 COMB5 4,065 COMB3 6,778 COMB2
STORY3 B105 VI-15/125 50,000 2,555 COMB5 3,473 COMB3 6,778 COMB2
STORY3 B105 VI-15/125 50,000 2,395 COMB5 3,347 COMB3 0,000 COMB6
STORY3 B105 VI-15/125 100,000 1,412 COMB5 2,514 COMB3 0,000 COMB6
STORY3 B105 VI-15/125 150,000 1,155 COMB3 1,646 COMB3 0,000 COMB6
STORY3 B105 VI-15/125 150,000 1,155 COMB3 1,600 COMB3 0,000 COMB6
STORY3 B105 VI-15/125 200,000 1,155 COMB3 1,155 COMB3 0,000 COMB6
STORY3 B105 VI-15/125 250,000 1,155 COMB3 1,368 COMB3 0,000 COM