Diseño Cimetacion
9
C25X70 ‐ Diseño de Cimentacion Columna: ≔ Ton 1000 ≔ b 30 ≔ γ 2.4 ―― Ton 3 ≔ t 30 ≔ dif − t b = dif 0 Zapata: Cargas Suelo Concreto ≔ P CM ⋅ 37.90 Ton ≔ σ t ⋅ 13.423 ―― 2 ≔ f'c 210 ≔ P CV ⋅ 14.99 Ton ≔ fy 4200 ≔ P SY ⋅ 0.39 Ton ≔ P SX ⋅ 17.26 Ton ≔ σ t ⋅ ――― 134.23 3 ―― Ton 2 ≔ ϕ 0.85 ≔ M YCM ⋅ ⋅ 0.03 Ton ≔ M XCM ⋅ ⋅ 0.42 Ton ≔ D f ⋅ 1.20 ≔ M YCV ⋅ ⋅ 0.0007 Ton ≔ M XCV ⋅ ⋅ 0.18 Ton ≔ M YS ⋅ ⋅ 25.69 Ton ≔ M XS ⋅ ⋅ 2.20 Ton Analisis en la Direccion Y‐Y Analisis EstaƟco ≔ P + P CM P CV ≔ M Y ⋅ ⋅ 35 Ton = P 52.89 Ton = M Y 35 ⋅ Ton m ≤ σt 2 ―― kg cm 2 ≔ ppzap ⋅ % 10 P = ppzap 5.289 Ton ≔ P T ⋅ 230 Ton = P T 230 Ton Predimensionamiento ≔ A ―― P T σ t = A 5.1404 2 ≔ l' ‾‾ A = l' 2.2673 ≔ l 2.0 ≔ L 3.5 = L 3.5 ≔ B 2.5 = B 2.5 B b L t
-
Upload
jorge-ancalla-castro -
Category
Documents
-
view
213 -
download
0
Transcript of Diseño Cimetacion
-
C25X70 Diseo de CimentacionColumna:
Ton 1000
b 30 2.4 Ton
3
t 30
dif t b=dif 0
Zapata:
Cargas Suelo Concreto
PCM 37.90 Ton t 13.423 2 f'c 210PCV 14.99 Ton fy 4200
PSY 0.39 Ton PSX 17.26 Ton t 134.23
3Ton
2
0.85MYCM 0.03 Ton MXCM 0.42 Ton Df 1.20MYCV 0.0007 Ton MXCV 0.18 Ton
MYS 25.69 Ton MXS 2.20 Ton
Analisis en la Direccion YYAnalisis Estaco
P +PCM PCV MY 35 Ton=P 52.89 Ton =MY 35 Ton m
t 2 kg
cm2ppzap %10 P=ppzap 5.289 Ton
PT 230 Ton=PT 230 Ton
Predimensionamiento
A PTt
=A 5.1404 2
l' A=l' 2.2673
l 2.0L 3.5 =L 3.5B 2.5 =B 2.5
B b L t
-
m1 B b
2m2
L t
2
=m1 1.1 =m2 1.6
Propiedades de la Seccion de Zapata
hz 0.7
A B L =A 8.75 2
I B L3
12=I 8.9323 4
v L
2=v 1.75
Diseo de la Zapata
ppzap B L hz =ppzap 14.7 Ton
e MY+PT ppzap
=e 14.3032
1
|||||||||||
|
||||||||||||
if
else
e L
6
1 PTA
+1
6 e
L
1 2 PT
3 B
L
2e
=1 32.7309 Ton
m2=t 44.7433
Ton
m2
Diseo
|||||
|
||||||
if
else
1 t Diseo Ok
Diseo Incorrecto
=Diseo Ok
-
Analisis Sismico
ts 1.3 t =ts 58.1663 Ton
m2
P +++PCM PCV PSY ppzap =P 67.98 Ton
MY ++MYCM MYCV MYS =MY 25.7207 Ton m
e MYP
=e 37.8357
1
||||||||||||
||||||||||
|
if
else
e L
6
1 P
A
+1
6 e
L
1 2 P
3 B
L
2e
=1 12.8083 Ton
m2=ts 58.1663
Ton
m2
Diseo
|||||
|
||||||
if
else
1 ts Diseo Ok
Diseo Incorrecto
=Diseo Ok
Analisis en la Direccion XXAnalisis Estaco
=PT 230 Ton MX 45 Ton=MX 45 Ton m
e MX+PT ppzap
=e 18.3899
1
||||||
||||||
if e L
6
1 PTA
+1
6 e
L
-
||||||
|
|||||||
else A L
1 2 PT
3 B
L
2e
=1 34.5724 Ton
m2=t 44.7433
Ton
m2
Diseo
|||||
|
||||||
if
else
1 t Diseo Ok
Diseo Incorrecto
=Diseo Ok
Analisis Sismico
ts 1.3 t =ts 58.1663 Ton
m2
P +++PCM PCV PSX ppzap =P 84.85 Ton
MX ++MXCM MXCV MXS =MX 2.8 Ton m
e MXP
=e 3.2999
1
||||||||||||
||||||||||
|
if
else
e L
6
1 P
A
+1
6 e
L
1 2 P
3 B
L
2e
=1 10.2457 Ton
m2=ts 58.1663
Ton
m2
Diseo
|||||
|
||||||
if
else
1 ts Diseo Ok
Diseo Incorrecto
-
||
=Diseo Ok
Diseo Concreto Armado
1. Corte por Punzonamiento
d hz 10 =d 60
x0 +b d =x0 0.9y0 +t d =y0 0.9
b0 2 +x0 y0 =b0 3.6A0 x0 y0 =A0 0.81
2
t
b= 1 s 30
1ra Hipotesis
Pu +PT ppzap
Mu MX
e Mu
Pu
u1
||||||||||||
||||||||||
|
if
else
e L
6
1 Pu
A
+1
6 e
L
1 2 Pu
3 B
L
2e
=u1 2.8514 2
2da Hipotesis
Pu +1.25 +PCM PCV PSY
Mu +1.25 +MYCM MYCV MYS
e Mu
Pu
-
u2
||||||||||||
||||||||||
|
if
else
e L
6
1 P
A
+1
6 e
L
1 2 P
3 B
L
2e
=u2 1.6128 2
u max ,u1 u2 =u 2.8514 2
VC1 0.53+1 2
f'c b0 d 2 =VC1 497.6918 Ton
VC2 0.27
+s d
b02
f'c b0 d 2 =VC2 591.596 Ton
VC3 1.06 f'c b0 d 2 =VC3 331.7946 Ton
VC min ,,VC1 VC2 VC3 =VC 331.7946 Ton
Vu u A A0 =Vu 226.403 Ton
VS 0
Vn +VC VS =Vn 331.7946 Ton
Diseo
||||||
|
|||||||
if
else
Vu
Vn
Diseo Ok
Diseo Incorrecto
=Diseo Ok
2. Corte por Flexion
Vu u 1 (( m1 d)) =Vu 14.2571 Ton
Vc 0.35 f'c 1 hz 2 =Vc 35.5039 Ton
-
Diseo
||||||
|
|||||||
if
else
Vu
Vc
Diseo Ok
Diseo Incorrecto
=Diseo Ok
3. Flexion
=d 60
Mu u 1
2m12 =Mu 17.2511 Ton
Ku Mu
1 d2=Ku 4.792
2
Ku Ku 2
=Ku 4.792
0
,0.9 fy1 0.59
fy
f'c
Ku
= 0.0013
k1 0.85 Es 2 106
b 0.85 f'c
fy
k1 0.003 Es
+0.003 Es fy=b 0.0213
max 0.75 b =max 0.0159
min 0.0018
|||||
|
||||||
if
else
-
Area ACERO
2
4=Area 1.9793
2
S AreaAs
=S 0.18
S 20 Usamos para el alma aceros de 5/8'' con separacion de 20 cm
5/8" @ 20cm
4. Aplastamiento
A1 b t =A1 0.092
A2 (( +b 2 m1)) (( +t 2 m1)) =A2 6.252
Pu +1.4 PCM 1.7 PCV
=Pu 78.543 Ton
Pn
||||||||||||
||||||||||
|
if
else
A2A1
2
Pn 0.85 f'c A1A2A1
2
Pn 0.85 f'c A1 2
=Pn 160.65 Ton
Diseo
||||||
|
|||||||
if
else
Pu
Pn
Diseo Ok
Diseo Incorrecto
=Diseo Ok
5. Corte por Friccion
1 Concreto Normal 0.6 = 0.6Avf 19.32 2
Vu 11.30 Ton
-
Vn Avf fy 2
=Vn 48.6864 Ton
=Vu
13.2941 Ton
Diseo
||||||
|
|||||||
if
else
Vu
Vn
Diseo Ok
Diseo Incorrecto
=Diseo Ok
