LIFT CORE
7
Caculation Sheet Date: Project No: Project Title: Designed by: MURII Checked by: JNK Sheet: of: Element: LIFT CORE File Ref: Rev: Item Output BUILDING DATA Building Length , L = 20.000 M 13.000 M No. of Stories 5.00 Floor to Floor Height 3.60 M (excluding basement and roof) Height, H = 23.00 M WALL DATA Length , L = 1800.000 mm l1= 2200 1800.000 mm w1= 1800 Wall thickness , D = 200.000 mm A1= 0.88 A2= 0.72 Height, H = 23.00 M A= 1.6 Minimum Overhang of base 500.000 mm from wall face (assumed) Materials Specifications Grade of Concrete 25.00 Grade of Steel 425.00 24.00 78.50 18.00 Bearing capacity of Soil 300.00 safety factor for Dead Load , = 1.40 safety factor for Live Load , = 1.60 Building Width , W = Width , W = N/mm 2 N/mm 2 Concrete kN/m 3 Steel kN/m 3 Soil kN/m 3 kN/m 2
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Transcript of LIFT CORE
Caculation SheetDate:
Project No:
Project Title: Designed by: MURII
Checked by: JNK Sheet: of:
Element: LIFT CORE File Ref: Rev:
Item Output
BUILDING DATA
Building Length , L = 20.000 M
13.000 M
No. of Stories 5.00
Floor to Floor Height 3.60 M
(excluding basement and roof)Height, H = 23.00 M
WALL DATA
Length , L = 1800.000 mm l1= 2200
1800.000 mm w1= 1800
Wall thickness , D = 200.000 mm A1= 0.88A2= 0.72
Height, H = 23.00 M A= 1.6
Minimum Overhang of base 500.000 mm
from wall face (assumed)
Materials Specifications
Grade of Concrete 25.00
Grade of Steel 425.00
24.00
78.50
18.00
Bearing capacity of Soil 300.00
safety factor for Dead Load , = 1.40
safety factor for Live Load , = 1.60
Building Width , W =
Width , W =
N/mm2
N/mm2
Concrete
kN/m3
Steel
kN/m3
Soil
kN/m3
kN/m2
Caculation SheetDate:
Project No:
Project Title: Designed by: MURII
Checked by: JNK Sheet: of:
Element: LIFT CORE File Ref: Rev:
Item Output
LOADING
Operating Self Weight of lift 10 kNCarrying Capacity of lift 100 kN
WIND LOAD CONDITION
Basic Wind Speed, vb 65.840 M/S
1.000
0.970
1.000
63.86 M/S
q = 2.50
1.000
Calculation of operating LoadGravity Load
Depth of Wall Below GFL 1.50 mDepth of base 400.00 mmWeight of wall (neglecting openings) 940.80 KNWeight of Wall + Lift Car Accessories 1034.88 kN
(10% of wall weight assumed)Loading from slab 1137.93
Operating Load 2282.81 kNWind Load
250.03 kNWind moment 1437.64 kNm
Seismic LoadSeismic Moment 0.00 kNm
Shear at Base Due to Wind 250.03 kN
Gravity load from Roof 275.00 kN
Gravity load from slab 275.00 kN
s1 =
s2 =
s3 =
vs =
kN/m2
cf
Wind load= cf .q .Ae
Caculation SheetDate:
Project No:
Project Title: Designed by: MURII
Checked by: JNK Sheet: of:
Element: LIFT CORE File Ref: Rev:
Item Output
KN
Ht. (m) (KN)
21.60 ROOF
KN
18.00
FR N
KN
14.40
FR 3
KN
10.80
FR 2
KN
7.20 FR 1
KN
3.60
GRD
KN
0.00 BASE
180.02
180.02
180.02
180.02
180.02
275.00
90.01
275.00
275.00
275.00
275.00
275.00
275.00
Caculation SheetDate:
Project No:
Project Title: Designed by: MURII
Checked by: JNK Sheet: of:
Element: LIFT CORE File Ref: Rev:
Item Output
Ht. (m) V (KN) M (KNM) N (KN)
18.00 90.01 324.0 275.00
14.40 270.03 550.00
10.80 450.05 825.00
7.20 630.06 1100.00
3.60 810.08 1375.00
0.00 990.10 1650.00
Caculation SheetDate:
Project No:
Project Title: Designed by: MURII
Checked by: JNK Sheet: of:
Element: LIFT CORE File Ref: Rev:
Item Output
Area of shell Wall 1.6Perimeter of shell wall 4.10
Check for Bearing Pressure
Area of Raft 7.61
2800 mm
2800 mm
Area of lift core base provided 7.84
Service Gravity Dead loads 1120.14 KN
Service Gravity Live loads 100 KNGravity factored loads 3378.2016 KN
= 823.95 KN/M
Design Moments
For the purpose of analysis of the lift base slab, it may be assumed to be supported onfictitious supports at the outer periphery and loaded with:
Ultimate uniform pressure, p 430.89
Aspect ratio 1Span Supports
moment Msx 33.51 43.28
Msy 33.51 44.67
M2
A = Dl / Po M2
Minimum Length of base=
Minimum Width of base=
M2
kN/M2
Caculation SheetDate:
Project No:
Project Title: Designed by: MURII
Checked by: JNK Sheet: of:
Element: LIFT CORE File Ref: Rev:
Item Output
KN/M KN/M
KN.M
KN.M
Maximum Moments for Design
53.86 kNm
33.51 kNmCheck for Effective Depth
117.5 mm
340.0 mmReinforcement Calculation
Main Reinforcement
0.012Lever arm, Z = 323
Area of steel Required 257
Provided steel bar diameter 12.00 mm
Support moment at cantilever edge, Mc
Span moment of base, Mi
Required effective depth from flexure, d
Provided effective depth, dp
k=Mu/fcubd2 = N/mm2
mm2
823.95
823.95
430.8933.51
53.86
Caculation SheetDate:
Project No:
Project Title: Designed by: isu
Checked by: jk Sheet: of:
Element: LIFT CORE File Ref: Rev:
Item Output
Spacing of Reinforcement Required 425 mmSecondary Reinforcement
Z 334
Area of steel Required 413
Min Area of Steel 520Provided steel bar diameter 12.00 mmSpacing of Reinforcement Required 200 mm
Provide 12mm diameter bars @200mm C/C B1 (main) 565.7
Provide 12mm diameter bars @200mm C/C B2 (distribution) 565.7
Check for shear
Footing acts as a wide beam, therefore critical section for shear is at a distance equalto the effective depth= 340 mm from the face of tank shell
or 160.0 mm from edge of footingMax shear per meter length
= 68.94 KN
Applied shear stress ν = 0.203
100As/bd= 0.166 vc= 3.043section ok for shear
Deflection and CrackingNo need to check deflection in foundations
cracks,no need to provide side reinforcement
mm2
mm2/ m width
N/mm2
Check Allowable Shear stress νc
N/mm2
