Diseño de losas y columnas
wl := 295 kg m f´c := 280
2
kg cm
2
fy := 4200
kg cm
2
Columnas de 40x40 l1 := 7.54m l2 := 6.15m
1. Calculo de hf ln := 7.54m − 0.40m ln 33 = 21.636⋅ cm ln = 7.14 m Por lo tanto hf := 22cm
2. Diseño viga de borde l1 = 40.757⋅ cm 18.5 l1 50 = 15.08⋅ cm
h := 45cm
Por ancho de columna usar b := 40cm
X
40 + 45 − 22 = 6340 + 4⋅ 22 = 128 x := 63cm
3. Calculo de wu ws := hf ⋅ 2400 wf := 0.10⋅ ws wu := 1.2 ws + wf + 1.6⋅ wl 4. Revision a corte A) Como viga Proponiendo v#13 ϕv d := hf − −e 2 ϕv := 1.29cm e := 2cm d = 19.36⋅ cm kg m
3
ws = 528 wf = 52.8
kg m
2
kg m
2
(
)
wu = 1168.96
kg m
2
Vu := wu ⋅ 3.38m⋅ 6.15m Vu = 24299.17 kg ϕ := 0.75 b := 6.15m kg cm ϕVc = 79174.34 kg ϕVc > VuO.K.
2
ϕVc := ϕ⋅ 0.53
f´c⋅ b⋅ d
B) Como losa
c := 40cm + d
c = 59.36⋅ cm
2 2
At := l1⋅ l2 − c
(
)
At = 46.02⋅ m
Vu := wu ⋅ At bo := 4 ⋅ c ϕVc := λ⋅ kg cm
2
Vu = 53794.02 kg λ := 1.0 ⋅ f´c⋅ bo⋅ d
ϕVc = 76893.48 kg ϕVc > Vu O.K.
5. Tabla de resumen (Franja interior) Mo := wu ⋅ l2 ⋅ ln 8
2
Mo = 45812.21 m⋅ kg
Para vano interior M- = 65% M+ = 35%Para vano exterior M-int = 70% M+ = 50% M-ext = 30%
Para franja de columna αf1 := 0 l2 l1 = 0.816 M-int = 75% M+ = 60%
1 3 Is := ⋅ l ⋅ hf 12 2 C1 = (40,45) + (22,23) C2 = (40,23) + (22,63) C1 βt := 2⋅ Is
Is = 545710⋅ cm
4 4 4
C1 := 468466cm C2 := 261198cm βt = 0.429 M-ext = 95.8%
7. Tabla de resumen (Franja exterior) l2 2 wu ⋅ ⋅ ln 2 Mo := 8 Para vano interior M- = 65% M+ = 35%Mo = 22906.1 m⋅ kg
Para vano exterior M-int = 70% M+ = 50% M-ext = 30%
Para franja de columna b := 40cm a hf = 2.045 b ⋅ a
3
a := 45cm b hf = 1.818
hf = 22⋅ cm
ln = 714 ⋅ cm f := 1.21
αf := l2 l1
⋅f ln hf
= 0.473
αf = 0.58
αf ⋅ l2 l1
= 0.816
M-int = 77.6% M+ = 69.5%
βt = 0.429 Para viga l2 αf ⋅ = 0.473 l1
M-ext = 96.2%
Viga = 39.1%
Diseñode columnas
Dos niveles cargando la losa solida con viga perimetral anteriormente calculada wu = 1168.96 kg m
2
f´c = 280 ⋅
kg cm
2
L := 2.65m
c := 40cm
Columnas del nivel superior
A) Columna Interior 1. Cargas sobre columna
29779kg-m 29779kg-m 32069kg-m 13744kg-m 7195kg/m 7195kg/m 7.54m 7.54m
R1
R2
7195 R 1 :=
kg
l m 1 kg m 2
2
2 7195⋅ −13744 ⋅ kg⋅ m + 32069⋅ kg⋅ m + ⋅ l1
R 1 = 27125.15 kg
R 2 := wpp := c ⋅ L⋅ 2400
2
l1 kg m
3
R 2 = 29555.52 kg wpp = 1017.6 kg Pu = 57698 kg M u = 2290 m⋅ kg
Pu := R1 + R2 + wpp M u := 32069kg⋅ m − 29779kg⋅ m 2. Momento minimo de diseño emin := 1.5cm + 0.03⋅ c M min := Pu ⋅ emin 3. Propiedades de seccion E := 15100 kg cm 1 3 Is := ⋅ l2⋅ hf 12 1 4 Ic := ⋅c 12 E⋅ Is EILs := ln EILc := E⋅ Ic L
2
emin= 2.7⋅ cm M min = 1558 m⋅ kg M u > M min Diseñar con Mu
⋅ f´c
E = 252671.33 ⋅
4
kg cm
2
Is = 545710⋅ cm
Ic = 213333.33 ⋅ cm
4
EILs = 193.12 × 10 ⋅ kg⋅ cm EILc = 203.41 × 10 ⋅ kg⋅ cm
6
6
4. Calculo de K ψA := ψB := EILc 2 ⋅ EILs 2EILc 2 ⋅ EILs ψA = 0.527 K := 1.25 ψB = 1.053
5. Revision de esbeltez r := 0.3⋅ c K⋅ L r = 27.604 27 > 22 Se considera esbeltez
6.Calculo de δ y Mu EI := 0.25⋅ E⋅ Ic Pc := π ⋅ EI ( K⋅ L) δ := 1− 1 Pu 0.75⋅ Pc M uδ = 2445⋅ kg⋅ m
2 2
EI = 1.348 × 10 ⋅ kg⋅ cm Pc = 1212112 ⋅ kg
10
2
δ = 1.068
M uδ := M u ⋅ δ 7. Diseño de columna ϕ := 0.65 Pn := Pu ϕ M uδ ϕ ton cm
2 2
Pn = 88767 ⋅ kg
Mn := Pn c
2
Mn = 3762⋅ kg⋅ m Mn c
3
= 0.061⋅
= 0.006⋅
ton cm
2
ρ := 0.01
As := c ⋅ ρ Po := 0.8⋅ ϕ⋅ 0.85⋅f´c⋅ c − As + fy⋅ As
As = 16⋅ cm
2
(2
)
Po = 230980 kg Po > Pn Redusir As
2
Ast :=
As 2
Ast = 8⋅ cm
Usando V#13 Ast NoV := Av
Av := 1.29cm NoV = 6.2
2
Usar 8V#13
S
16⋅ 1.27cm = 20.32⋅ cm 48⋅ 0.95cm = 45.6⋅ cm c = 40⋅ cm
S := 20cm Recubrimiento de 4cm Espacio entre varillas 14cm < 15cm No requiere estribos entre varillas
8. Croquis
8#13...
Regístrate para leer el documento completo.