Design calculation report - Pipe rack - and foundation
Full description
Full description
ADEN TOURISTIC RESIDENTIAL PROJECT - APARTMENT BUILDING - MAT FOUNDATION DESIGN
Mat Foundation calculation c alculation General remarks: 1- Type Type of foundation (mat foundation) foundation) 2- mat foundation dimension ( L=42.20 m & W=40.70m) mat foundation Analysis: using staadpro200 8 Program Prog ram for analysis analysis results are attached
ADEN TOURISTIC RESIDENTIAL PROJECT - APARTMENT BUILDING - MAT FOUNDATION DESIGN
Design of mat foundation thick acoording to Design Code ACI 318 -02 1 cheak punching under shear wall 1; Fc = Fy = Assume t of footing = d= Support dimention a= (shear wall 1) b= Ultimate Load Pu=
30 420 1.10 1.03 6.4 0.3 15587
MPa. MPa. m m m m kN
from analysis result under shear wall 1 Load compination 35
Result 1- Check of depth for Tow-way shear (Punching) bo=2*(a+d)+2*(b+d)= m 17.52 Section strength for Punching
2 x 4 1
β 6
Vc = 1 +
α d
Vc =
s
o
c
o
1
1 f .b .d + 2 12 '
o
c
b
Vc =
'
f .b .d
16988
KN
26882
KN
24710
KN
> Pu
ok
c
'
f .b .d o
c
3
1 cheak punching under shear wall 2; Fc = 30 Fy = 420 Assume t of footing = 1.10 d= 1.03 Support dimention a= 6.4 (shear wall 2) b= 0.3 Ultimate Load Pu= 15990
MPa. MPa. m m m m kN
from analysis result under shear wall 2 Load compination 33
Result 1- Check of depth for Tow-way shear (Punching) bo=2*(a+d)+2*(b+d)= m 17.52 Section strength for Punching
2 x 4 1
β 6
Vc = 1 +
α d
Vc =
s
o
1 3
o
c
1 f .b .d + 2 12 '
c
b
Vc =
'
f .b .d
16988
KN
26882
KN
24710
KN
c
'
f .b .d c
o
o
> Pu
ok
ADEN TOURISTIC RESIDENTIAL PROJECT - APARTMENT BUILDING - MAT FOUNDATION DESIGN
1 cheak punching under shear wall 3; Fc = 30 Fy = 420 Assume t of footing = 0.8 d= 0.73 Support dimention a= 6.4 (shear wall 4) b= 0.3 Ultimate Load Pu= 10325
MPa. MPa. m m m m kN
from analysis result under shear wall 4 Load compination 47
Result 1- Check of depth for Tow-way shear (Punching) bo=2*(a+d)+2*(b+d)= m 16.32 Section strength for Punching
Vc = 1 +
2 x 4 1
KN
1 f .b .d + 2 12
15454
KN
16313
KN
> Pu
ok
c
α d s
o
1
'
o
c
b
Vc =
11215
o
c
Vc =
'
f .b .d β 6
'
f .b .d o
c
3
1 cheak punching under shear wall 4; Fc = 30 Fy = 420 Assume t of footing = 1.03 d= 0.96 Support dimention a= 2.8 (shear wall 4) b= 0.3 Ultimate Load Pu= 12253
MPa. MPa. m m m m kN
from analysis result under shear wall 4 Load compination 32
Result 1- Check of depth for Tow-way shear (Punching) bo=2*(a+d)+2*(b+d)= m 10.04 Section strength for Punching
2 x 4 1
β 6
Vc = 1 +
α d
Vc =
s
o
1 3
o
c
1 f .b .d + 2 12 '
c
b
Vc =
'
f .b .d
12255
KN
19218
KN
13198
KN
c
'
f .b .d c
o
o
> Pu
ok
ADEN TOURISTIC RESIDENTIAL PROJECT - APARTMENT BUILDING - MAT FOUNDATION DESIGN
1 cheak punching under Shear wall 5; Fc = 30 Fy = 420 Assume t of footing = 1.1 d= 1.03 Support dimention a= 5.6 (Column 1) b= 0.3 Ultimate Load Pu= 12000
MPa. MPa. m m m m kN
from analysis result under Shear wall 5
Result 1- Check of depth for Tow-way shear (Punching) bo=2*(a+d)+2*(b+d)= m 15.92 Section strength for Punching
2 x 4 1
β 6
Vc = 1 +
s
o
1
1 f .b .d + 2 12 '
o
c
b
Vc =
o
c
16038
KN
25754
KN
22453
KN
> Pu
ok
c
α d
Vc =
'
f .b .d
'
f .b .d o
c
3
1 cheak punching under core wall 6; Fc = 30 Fy = 420 Assume t of footing = 1.1 d= 1.03 Support dimention a= 3.05 (Column 1) b= 3.05 Ultimate Load Pu= 22230
MPa. MPa. m m m m kN
from analysis result under shear wall 5 Load compination 49
Result 1- Check of depth for Tow-way shear (Punching) bo=2*(a+d)+2*(b+d)= m 16.32 Section strength for Punching
2 x 4 1
β 6
Vc = 1 +
s
o
1 3
1 f .b .d + 2 12 '
c
b
Vc =
o
c
103579
KN
26036
KN
23017
KN
c
α d
Vc =
'
f .b .d
'
f .b .d c
o
o
> Pu
ok
ADEN TOURISTIC RESIDENTIAL PROJECT - APARTMENT BUILDING - MAT FOUNDATION DESIGN
1 cheak punching under core wall 7; Fc = Fy = Assume t of footing = d= Support dimention a= (Column 1) b= Ultimate Load Pu=
30 420 1.1 1.03 27.7 0.3 39500
MPa. MPa. m m m m kN
from analysis result under shear wall 6 Load compination 47
Result 1- Check of depth for Tow-way shear (Punching) bo=2*(a+d)+2*(b+d)= m 60.12 Section strength for Punching
2 x 4 1
β 6
Vc = 1 +
s
o
1 3
1 f .b .d + 2 12 '
c
b
Vc =
o
c
c
α d
Vc =
'
f .b .d
'
f .b .d c
o
o
46070
KN
56923
KN
84792
KN
> Pu
ok
ADEN TOURISTIC RESIDENTIAL PROJECT - APARTMENT BUILDING - MAT FOUNDATION DESIGN
Design of mat foundation Reinf. acoording to Design Code ACI 318 -02 INPUT Fc = Fy =
30 420 1.20 1.13
t of footing = d=
MPa. MPa. m m
Result 1 (main Reinforcement): 1- Design of steel in long direction (L) Bottom kN.m Mu = 2400 MPa. Ru = 1.880 Ratio of rainforcement = % 0.0052 min Ratio of rainf. % 0.0020 mm2 As = 5869.87
from analysis result
12.0
φ
25
/m'
2- Design of steel in short direction (B) Bottom from analysis result kN .m Mu = 1250.00 MPa. Ru = 0.979 Ratio of rainforcement = % 0.0026 min Ratio of rainf. % 0.0020 mm2 As = 2925 6.0
φ
3- Design of steel in long direction (L) top kN.m Mu = 2400 MPa. Ru = 1.880 Ratio of rainforcement = % 0.0052 min Ratio of rainf. % 0.0020 mm2 As = 5869.87
from analysis result
25
12.0
φ
25
/m'
4- Design of steel in short direction (B) top from analysis result Mu = 1250.00 kN .m MPa. Ru = 0.979 Ratio of rainforcement = % 0.0026 min Ratio of rainf. % 0.0020 mm2 As = 2925
/m'
6.0
φ
25
/m'
Result 2 (Additional reinforcement under shear wall 1): 2- add bottom steel in long direction (L) from analysis result
Mu = Ru = Ratio of rainforcement = As = 0.0
φ
0 0.000 0.0000 0.00 25
3- add bottom steel in short direction (B) kN.m MPa. % mm2
from analysis result
Mu = Ru = Ratio of rainforcement = As =
/m'
7.0
φ
1300 1.018 0.0028 3114.18 25
kN.m MPa. % mm2
/m'
Result 3 (Additional reinforcement under shear wall 6): 2- add bottom steel in long direction (L) from analysis result
Mu = Ru = Ratio of rainforcement = As = 7.0
φ
1400 1.096 0.0030 3359.89 25
3- add b ottom steel in short direction (B) kN.m MPa. % mm2
