Page 1 of 10

Print Calculation Sheet

Isolated Footing Design (IS 456-2000)

Footing No. Group ID Foundation Geometry
- - Length Width Thickness
1 1 3.00m 3.00m 0.50m

Footing No. Footing Reinforcement Pedestal Reinforcement

- Bottom Reinforcement(Mz) Bottom Reinforcement(Mx) Top Reinforcement(Mz) Top Reinforcement(Mx) Main Steel Trans Steel
1 Ø12 @ 130 mm c/c Ø12 @ 130 mm c/c N/A N/A N/A

Isolated Footing 1

0.5 m

0.5 m
Elevation

X 1.5 m

0.45 m

0.45 m
3m
1.5 m

3m

Plan

Input Values

Footing Geometry

Calculate Dimension with user

Design Type : specified minimums as
starting value
Minimum Footing Length - X(Fl) : 3000.00 mm
Minimum Footing Width - Z (Fw) : 3000.00 mm
Minimum Footing Thickness(Ft) : 500.00 mm
Eccentricity along X (Oxd) : 0.00 mm
Eccentricity along Z (Ozd) : 0.00 mm

Column Dimensions

Column Shape : Rectangular

Column Length - X (Pl) : 0.45 m
Column Width - Z (Pw) : 0.45 m

Pedestal

Include Pedestal : No

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Pedestal Shape : N/A

Design Parameters

Concrete and Rebar Properties

Unit Weight of Concrete : 24.00 kN/m3

Strength of Concrete : 20.00 N/mm2
Yield Strength of Steel : 415.00 N/mm2
Minimum Bar Size : Ø10
Maximum Bar Size : Ø12
Pedestal Minimum Bar Size : Ø8
Pedestal Maximum Bar Size : Ø40
Minimum Bar Spacing : 100.00 mm
Maximum Bar Spacing : 450.00 mm
Pedestal Clear Cover (P, CL) : 50.00 mm
Footing Clear Cover (F, CL) : 50.00 mm

Soil Properties

Unit Weight : 18.00 kN/m3

Base Value of Soil Bearing Capacity : 200.00 kPa
Multiplying factor for soil bearing
: 1.70
capacity for ultimate loads
Soil Bearing Capacity Type : Gross Bearing Capacity
Soil Surcharge : 0.00 kN/m2
Height of Soil above Footing : 500.00 mm
Type of Depth : Fixed Top
Minimum Percentage of Slab area in
: 0.00
Contact for Service Loads
Minimum Percentage of Slab area in
: 0.00
Contact for Ultimate Loads

Sliding and Overturning

Coefficient of Friction : 0.50

Factor of Safety Against Sliding : 1.50
Factor of Safety Against Overturning : 1.50

Global Settings

Top Reinforcement Option : Calculate only when foundation is subjected to uplift forces
Concrete Design Option : Net Pressure(Gross Pressure - Self Weight Pressure)

------------------------------------------------------

Design Calculations

Load Combinations

Load Combination/s- Service Stress Level

Load Case Soil Self
Load Combination
Load Combination Title Multiplier Bearing Weight Code
Number
(a) Factor (b) Factor (c)
a - Value specified in the Load Multiplier table
b - Value specified in the Pile/Soil Bearing Capacity Factors table
c - Value specified in the Apply Self Weight and Dead Weight Factor table
1 AXIAL 1.00 1.00 1.00 -
Load Combination/s- Strength Level
Load Case Soil Self
Load Combination
Load Combination Title Multiplier Bearing Weight Code
Number
(a) Factor (b) Factor (c)
a - Value specified in the Load Multiplier table
b - Value specified in the Pile/Soil Bearing Capacity Factors table
c - Value specified in the Apply Self Weight and Dead Weight Factor table
1 AXIAL 1.00 1.00 1.00 -

Applied Loads on Top of Pedestal

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Before consideration of self weight and load multiplier table

Moments are About the center of Column / Pedestal (does not include moments caused by lateral loads)
For the loads shown in this table, the sign convention is the same as that for JOINT LOADS in STAAD.Pro when global Y is the vertical axis.

Applied Loads for Column - Service Stress Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
1 0.00 -1400.00 0.00 0.00 0.00

Applied Loads for Column - Strength Level

Fy
(kN)
Fx Fz Mx Mz
Load Case Downwards is
(kN) (kN) (kNm) (kNm)
negative Upwards
is positive
1 0.00 -1400.00 0.00 0.00 0.00

------------------------------------------------------

Footing Size

Initial Length (Lo) = 3.00 m

Initial Width (Wo) = 3.00 m

2
Area from initial length and width, Ao = = 9.00 m

2
Min. area required from bearing pressure, Amin = = 7.94 m

Note: Amin is an initial estimation.

P = Vertical load from column + selfweight of footing + weight of soil.
qmax = Respective Factored Bearing Capacity.

Final Footing Size

Length (L2) = 3.00 m Governing Load Case : #1

Width (W2) = 3.00 m Governing Load Case : #1

Depth (D2) = 0.50 m

2
Area (A2) = 9.00 m

Depth is governed by Ultimate Load Case

(Service check is performed with footing thickness requirements from concrete check)

Final Soil Height = 0.50 m

Weight of the footing + pedestal (if any) = 108.00 kN

Weight of the soil above the footing (dry) = 79.18 kN
Uplift force due to buoyancy = 0.00 kN
Effect due to adhesion = 0.00 kN

------------------------------------------------------

Gross Pressures at 4 Corners

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Pressure at Pressure at Pressure at Pressure at Area of Gross

Load top left top right bottom bottom left footing in Bearing
Case corner corner right corner corner uplift (Au) Capacity
2
(kN/m2) (kN/m2) (kN/m2) (kN/m2) (m ) (kN/m2)

1 176.3531 176.3531 176.3531 176.3531 0.00 200.0000

1 176.3531 176.3531 176.3531 176.3531 0.00 200.0000

1 176.3531 176.3531 176.3531 176.3531 0.00 200.0000

1 176.3531 176.3531 176.3531 176.3531 0.00 200.0000

If Au is zero, there is no uplift and no pressure adjustment is necessary. Otherwise, to account for uplift, areas of negative pressure will be set to zero and the
pressure will be redistributed to remaining corners.

Summary of adjusted Gross Pressures at Four Corners

Pressure at Pressure at Pressure at Pressure at

Gross Bearing
top left top right bottom right bottom left
Load Case Capacity
corner corner corner corner
(kN/m2)
(kN/m2) (kN/m2) (kN/m2) (kN/m2)

1 176.3531 176.3531 176.3531 176.3531 200.0000

1 176.3531 176.3531 176.3531 176.3531 200.0000

1 176.3531 176.3531 176.3531 176.3531 200.0000

1 176.3531 176.3531 176.3531 176.3531 200.0000

Details of Out-of-Contact Area
(If Any)
Governing load case = N/A
Plan area of footing = 9.00 sq.m
Area not in contact with soil = = 0.00 sq.m
% of total area not in contact = 0.00%

------------------------------------------------------

Stability Check

OTM

0.5 m

.
Sliding Force

Frictional Force 0.5 m

Factor of safety against

- Factor of safety against sliding
overturning

Load
Along X- Along Z- Required About X- About Z- Required
Case Resultant
Direction Direction FOS Direction Direction FOS
No.

1 N/A N/A N/A 1.50 N/A N/A 1.50

Critical Load Case And The Governing Factor Of Safety For Overturning and Sliding X Direction
Critical Load Case for Sliding along X-Direction : N/A
Governing Disturbing Force : N/A
Governing Restoring Force : N/A
Minimum Sliding Ratio for the Critical Load Case : N/A
Critical Load Case for Overturning About X-Direction : N/A
Governing Overturning Moment : N/A
Governing Resisting Moment : N/A
Minimum Overturning Ratio for the Critical Load Case : N/A
Critical Load Case And The Governing Factor Of Safety For Overturning and Sliding Z Direction
Critical Load Case for Sliding along Z-Direction : N/A
Governing Disturbing Force : N/A
Governing Restoring Force : N/A
Minimum Sliding Ratio for the Critical Load Case : N/A
Critical Load Case for Overturning About Z-Direction : N/A

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Governing Overturning Moment : N/A

Governing Resisting Moment : : N/A
Minimum Overturning Ratio for the Critical Load Case : N/A

Critical Load Case And The Governing Factor Of Safety For Sliding Along Resultant Direction
Critical Load Case for Sliding along Resultant Direction : : N/A
Governing Disturbing Force : N/A
Governing Restoring Force : N/A
Minimum Sliding Ratio for the Critical Load Case : N/A

------------------------------------------------------

Top Reinforcement Design Requirement

Top Reinforcement needs to be provided because of resultant negative pressure coming from net pressure calculations
for bending.

Ultimate Gross Pressures

The base pressures reported in this table and the area of footing in contact include the effect of buoyancy (if any).

Gross
Factored Area of
Load Case / Pressure at Pressure at Pressure at Pressure at Bearing footing in
Load top left top right bottom bottom left Capacity Contact
Combination corner corner right corner corner For with soil
ID (kN/m2) (kN/m2) (kN/m2) (kN/m2) Ultimate (Au)
2
Load Case (m )
(kN/m2)

1 176.3531 176.3531 176.3531 176.3531 339.9999 9.00

Minimum Required Contact Area for Ultimate Loads : 0.00 m2

Actual Area in Contact for all ultimate load cases exceeds the minimum required. Hence Safe

Maximum Corner Pressure from all ultimate load cases is less than the allowable. Hence Safe

Moment Calculation

Check Trial Depth against moment (About Z Axis)

Critical Load Case = #1

Effective Depth = = 0.43 m
Governing moment (Mu) = = 379.31 kNm

As Per IS 456 2000 ANNEX G G-1.1C

Limiting Factor1 (Kumax) = = 0.48

Limiting Factor2 (Rumax) = = 2755.43 kN/m2

Limiting Moment Of Resistance
= = 1542.66 kNm
(Mumax)
Mu <= Mumax hence, safe

Check Trial Depth against moment (About X Axis)

Critical Load Case = #1

Effective Depth = = 0.43 m
Governing moment (Mu) = = 379.31 kNm

As Per IS 456 2000 ANNEX G G-1.1C

Limiting Factor1 (Kumax) = = 0.48

Limiting Factor2 (Rumax) = = 2755.43 kN/m2

Limiting Moment Of Resistance
= = 1542.66 kNm
(Mumax)
Mu <= Mumax hence, safe

------------------------------------------------------

One-Way Shear in XY plane

(Shear Plane Parallel to Global X Axis)

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X 1.5 m

Z 0.845 m

1.5 m
0.845 m

Plan

Critical Load Case = # 1

Distance of critical section from top left corner along Z,
= 0.84 m
DZ
Shear Force(S) = 392.00 kN
Shear Stress(Tv) = 302.47 kN/m2
Percentage Of Steel(Pt) = 0.2007

As Per IS 456 2000 Clause 40 Table 19

Shear Strength Of Concrete(Tc) = 326.75 kN/m2
Shear Enhancement Factor (if considered) is applied to (Tc), as per IS456 -2000 Clause No 40.5.1 and Fig 24
Tv< Tc hence, safe

One-Way Shear in YZ plane

(Shear Plane Parallel to Global Z Axis)

X 1.5 m

0.845 m 0.845 m
1.5 m

Plan

Critical Load Case = #1

Distance of critical section from top left corner along X,
= 0.84 m
DX
Shear Force(S) = 392.00 kN
Shear Stress(Tv) = 302.47 kN/m2
Percentage Of Steel(Pt) = 0.20
As Per IS 456 2000 Clause 40 Table 19
Shear Strength Of Concrete(Tc) = 326.75 kN/m2
Shear Enhancement Factor (if considered) is applied to (Tc), as per IS456 -2000 Clause No 40.5.1 and Fig 24
Tv< Tc hence, safe

Punching Shear Check

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X 1.5 m

Z
0.22 m

1.5 m
Plan

Critical Load Case = #1

Shear Force(S) = 1278.16 kN
Shear Stress(Tv) = 824.37 kN/m2
As Per IS 456 2000 Clause 31.6.3.1

Ks = = 1.00

Shear Strength(Tc) = = 1118.03 kN/m2

Ks x T c = 1118.03 kN/m2

Tv<= Ks x Tc hence, safe

------------------------------------------------------

Reinforcement Calculation

Calculation of Maximum Bar Size

Along X Axis

Bar diameter corresponding to max bar size (db) = 12 mm

As Per IS 456 2000 Clause 26.2.1

Development Length(ld) = = 0.54 m

Available Development Length(ldb) = = 1.23 m

ldb >=ld hence, safe

Along Z Axis

Bar diameter corresponding to max bar size(db) = 12 mm

As Per IS 456 2000 Clause 26.2.1

Development Length(ld) = = 0.54 m

Available Development Length(ldb) = = 1.23 m

ldb >=ld hence, safe

Flexure About X-Axis

Design For Bottom Reinforcement Parallel to Z Axis

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23 - 12 mm

For moment About X Axis (Mx)

As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #1
Minimum Area of Steel (Astmin) = 1800 mm2
Calculated Area of Steel (Ast) = 2535 mm2
Note - "Area of Steel required" reported here is the larger
value between the calculated area of steel and minimum
steel required as per code stipulations
Provided Area of Steel (Ast,Provided) = 2601 mm2
Ast,Provided >= Astmin Hence OK.

Selected bar Size (db) = Ø12

Minimum spacing allowed (Smin) = 100.00 mm
Selected spacing (S) = 131.27 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size. Hence OK.

Based on spacing reinforcement increment; provided reinforcement is

Ø12 @ 130mm o.c.

Flexure About Z-Axis

Design For Bottom Reinforcement Parallel to X Axis

23 - 12 mm

For moment About Z Axis (Mz)

As Per IS 456 2000 Clause 26.5.2.1
Critical Load Case = #1

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Minimum Area of Steel (Astmin) = 1800 mm2

Calculated Area of Steel (Ast) = 2535 mm2
Note - "Area of Steel required" reported here is the larger
value between the calculated area of steel and minimum
steel required as per code stipulations
Provided Area of Steel (Ast,Provided) = 2601 mm2
Ast,Provided >= Astmin Hence OK.

Selected bar Size (db) = Ø12

Minimum spacing allowed (Smin) = 100.00 mm
Selected spacing (S) = 131.27 mm
Smin<= S <= Smax and selected bar size < selected maximum bar size. Hence OK.

Based on spacing reinforcement increment; provided reinforcement is

Ø12 @ 130mm o.c.

Crack Width Calculation (for Mz)

Modulus of Elasticity of Concrete(Ec) = 22360679.77 kN/m2 Clause No. 6.2.3.1
Modulus of Elasticity of Steel(Es) = 200000000.00 kN/m2 Annexure F
Annexure G, Clause No. G-
Depth of Neutral Axis(Xu) = 0.21 m
1.1.a
Effective MOI(Ieff) = 10060184964.50 mm4
Average Steel Strain at Considered Level(Ɛm) = 23.49 X 10
-5

Distance from Nearest Tension Rod (acr) = 0.09 m

Crack Width (Wcr) = 0.05 mm Annexure F
From IS 456-2000 Clause No. 35.3.2
Crack Width calculated at critical tension face(bottom face) is less than 0.2 mm.Hence OK.

Crack Width Calculation (for Mx)

Modulus of Elasticity of Concrete(Ec) = 22360679.77 kN/m2 Clause No. 6.2.3.1
Modulus of Elasticity of Steel(Es) = 200000000.00 kN/m2 Annexure F
Annexure G, Clause No. G-
Depth of Neutral Axis(Xu) = 0.21 m
1.1.a
Effective MOI(Ieff) = 10060184964.50 mm4
Average Steel Strain at Considered Level(Ɛm) = 23.49 X 10-5

Distance from Nearest Tension Rod (acr) = 0.09 m

Crack Width (Wcr) = 0.05 mm Annexure F
From IS 456-2000 Clause No. 35.3.2
Crack Width calculated at critical tension face(bottom face) is less than 0.2 mm...Hence OK.

------------------------------------------------------

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X 1.5 m
Z
0.45 m
0.45 m
3m

0.5 m
1.5 m

3m
0.5 m
Plan
1.5 m
Elevation
BOTTOM 23 - 12 mm
Dimensions (m) Reinforcement

TOP N/A
L B D AstX(T) AstZ(T) AstX(B) AstZ(B)
Foundation
1.5 m

3m 3m 0.5 m N/A N/A 23 - 12 mm 23 - 12 mm

l b h Main Reinforcement Trans Reinforcement
TOP N/A Pedestal
N/A N/A N/A N/A N/A
BOTTOM 23 - 12 mm
Plan


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PAGE NO. 1

****************************************************
* *
* STAAD.Pro *
* Version 22.11.00.156 *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= OCT 18, 2024 *
* Time= 15:37:47 *
* *
* Licensed to: *
****************************************************

1. STAAD SPACE
INPUT FILE: E:\VINAY TARJULE 157 B4\PRACTICAL 10.STD
2. START JOB INFORMATION
3. JOB NAME DESIGN OF FRAME
4. JOB CLIENT NA
5. JOB NO PRACTICAL 10
6. JOB REV NA
7. JOB PART FRAME MODEL
8. JOB REF IS456, IS800
9. ENGINEER NAME VINAY TARJULE
10. ENGINEER DATE 10/18/2024
11. CHECKER NAME SSM
12. CHECKER DATE 10/25/2024
13. APPROVED NAME YCCE
14. APPROVED DATE 10/25/2024
15. END JOB INFORMATION
16. INPUT WIDTH 79
17. UNIT METER KN
18. JOINT COORDINATES
19. 1 0 0 0; 2 4 0 0; 3 4 0 5; 4 0 0 5; 5 0 -4 0; 6 4 -4 0; 7 4 -4 5; 8 0 -4 5
20. MEMBER INCIDENCES
21. 1 1 2; 2 2 3; 3 3 4; 4 4 1; 5 1 5; 6 2 6; 7 3 7; 8 4 8
22. DEFINE MATERIAL START
23. ISOTROPIC CONCRETE
24. E 2.17185E+07
25. POISSON 0.17
26. DENSITY 23.5616
27. ALPHA 1E-05
28. DAMP 0.05
29. G 9.28139E+06
30. TYPE CONCRETE
31. STRENGTH FCU 27579
32. END DEFINE MATERIAL
33. MEMBER PROPERTY
34. 2 4 PRIS YD 0.5 ZD 0.23
35. 1 3 PRIS YD 0.4 ZD 0.23
36. 5 TO 8 PRIS YD 0.4 ZD 0.4
37. CONSTANTS
38. MATERIAL CONCRETE ALL

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STAAD SPACE -- PAGE NO. 2

39. SUPPORTS
40. 5 TO 8 PINNED
41. LOAD 1 LOADTYPE DEAD TITLE DL
42. SELFWEIGHT Y -1 LIST ALL
43. FLOOR LOAD
44. YRANGE 0 0 FLOAD -4 GY
**NOTE** about Floor/OneWay Loads/Weights.
Please note that depending on the shape of the floor you may
have to break up the FLOOR/ONEWAY LOAD into multiple commands.
For details please refer to Technical Reference Manual
Section 5.32.4.2 Note d and/or "5.32.4.3 Note f.

45. LOAD 2 LOADTYPE LIVE TITLE LL

46. FLOOR LOAD
47. YRANGE 0 0 FLOAD -2.5 GY
48. LOAD COMB 3 1.5(DL+LL)
49. 1 1.5 2 1.5
50. LOAD COMB 4 DL+LL
51. 1 1.0 2 1.0
52. PERFORM ANALYSIS PRINT ALL

P R O B L E M S T A T I S T I C S
-----------------------------------

NUMBER OF JOINTS 8 NUMBER OF MEMBERS 8

NUMBER OF PLATES 0 NUMBER OF SOLIDS 0
NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 4

Using 64-bit analysis engine.

SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER

TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 36

TOTAL LOAD COMBINATION CASES = 2 SO FAR.

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STAAD SPACE -- PAGE NO. 3

LOADING 1 LOADTYPE DEAD TITLE DL

-----------

SELFWEIGHT Y -1.000

ACTUAL WEIGHT OF THE STRUCTURE = 104.755 KN

MEMBER LOAD - UNIT KN METE

MEMBER UDL L1 L2 CON L LIN1 LIN2

1 -0.1250 GY 0.17
1 -0.3750 GY 0.39
1 -0.6250 GY 0.63
1 -0.8750 GY 0.88
1 -1.1250 GY 1.13
1 -1.3750 GY 1.38
1 -1.6250 GY 1.63
1 -1.8750 GY 1.88
1 -1.8750 GY 2.12
1 -1.6250 GY 2.37
1 -1.3750 GY 2.62
1 -1.1250 GY 2.87
1 -0.8750 GY 3.12
1 -0.6250 GY 3.37
1 -0.3750 GY 3.61
1 -0.1250 GY 3.83
2 -0.1250 GY 0.17
2 -0.3750 GY 0.39
2 -0.6250 GY 0.63
2 -0.8750 GY 0.88
2 -1.1250 GY 1.13
2 -1.3750 GY 1.38
2 -1.6250 GY 1.63
2 -1.8750 GY 1.88
2 -8.0000 GY 2.00 3.00
2 -1.8750 GY 3.12
2 -1.6250 GY 3.37
2 -1.3750 GY 3.62
2 -1.1250 GY 3.87
2 -0.8750 GY 4.12
2 -0.6250 GY 4.37
2 -0.3750 GY 4.61
2 -0.1250 GY 4.83
3 -0.1250 GY 0.17
3 -0.3750 GY 0.39
3 -0.6250 GY 0.63
3 -0.8750 GY 0.88
3 -1.1250 GY 1.13
3 -1.3750 GY 1.38
3 -1.6250 GY 1.63
3 -1.8750 GY 1.88
3 -1.8750 GY 2.12

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STAAD SPACE -- PAGE NO. 4

3 -1.6250 GY 2.37
3 -1.3750 GY 2.62
3 -1.1250 GY 2.87
3 -0.8750 GY 3.12
3 -0.6250 GY 3.37
3 -0.3750 GY 3.61
3 -0.1250 GY 3.83
4 -0.1250 GY 0.17
4 -0.3750 GY 0.39
4 -0.6250 GY 0.63
4 -0.8750 GY 0.88
4 -1.1250 GY 1.13
4 -1.3750 GY 1.38
4 -1.6250 GY 1.63
4 -1.8750 GY 1.88
4 -8.0000 GY 2.00 3.00
4 -1.8750 GY 3.12
4 -1.6250 GY 3.37
4 -1.3750 GY 3.62
4 -1.1250 GY 3.87
4 -0.8750 GY 4.12
4 -0.6250 GY 4.37
4 -0.3750 GY 4.61
4 -0.1250 GY 4.83

LOADING 2 LOADTYPE LIVE TITLE LL

-----------

MEMBER LOAD - UNIT KN METE

MEMBER UDL L1 L2 CON L LIN1 LIN2

1 -0.0781 GY 0.17
1 -0.2344 GY 0.39
1 -0.3906 GY 0.63
1 -0.5469 GY 0.88
1 -0.7031 GY 1.13
1 -0.8594 GY 1.38
1 -1.0156 GY 1.63
1 -1.1719 GY 1.88
1 -1.1719 GY 2.12
1 -1.0156 GY 2.37
1 -0.8594 GY 2.62
1 -0.7031 GY 2.87
1 -0.5469 GY 3.12
1 -0.3906 GY 3.37
1 -0.2344 GY 3.61
1 -0.0781 GY 3.83
2 -0.0781 GY 0.17
2 -0.2344 GY 0.39
2 -0.3906 GY 0.63
2 -0.5469 GY 0.88
2 -0.7031 GY 1.13
2 -0.8594 GY 1.38

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STAAD SPACE -- PAGE NO. 5

2 -1.0156 GY 1.63
2 -1.1719 GY 1.88
2 -5.0000 GY 2.00 3.00
2 -1.1719 GY 3.12
2 -1.0156 GY 3.37
2 -0.8594 GY 3.62
2 -0.7031 GY 3.87
2 -0.5469 GY 4.12
2 -0.3906 GY 4.37
2 -0.2344 GY 4.61
2 -0.0781 GY 4.83
3 -0.0781 GY 0.17
3 -0.2344 GY 0.39
3 -0.3906 GY 0.63
3 -0.5469 GY 0.88
3 -0.7031 GY 1.13
3 -0.8594 GY 1.38
3 -1.0156 GY 1.63
3 -1.1719 GY 1.88
3 -1.1719 GY 2.12
3 -1.0156 GY 2.37
3 -0.8594 GY 2.62
3 -0.7031 GY 2.87
3 -0.5469 GY 3.12
3 -0.3906 GY 3.37
3 -0.2344 GY 3.61
3 -0.0781 GY 3.83
4 -0.0781 GY 0.17
4 -0.2344 GY 0.39
4 -0.3906 GY 0.63
4 -0.5469 GY 0.88
4 -0.7031 GY 1.13
4 -0.8594 GY 1.38
4 -1.0156 GY 1.63
4 -1.1719 GY 1.88
4 -5.0000 GY 2.00 3.00
4 -1.1719 GY 3.12
4 -1.0156 GY 3.37
4 -0.8594 GY 3.62
4 -0.7031 GY 3.87
4 -0.5469 GY 4.12
4 -0.3906 GY 4.37
4 -0.2344 GY 4.61
4 -0.0781 GY 4.83

FOR LOADING - 1
APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
1 0.00000E+00-3.86490E+01 0.00000E+00 1.80532E+01 0.00000E+00-9.56720E+00
2 0.00000E+00-3.86490E+01 0.00000E+00 1.80532E+01 0.00000E+00 9.56720E+00
3 0.00000E+00-3.86490E+01 0.00000E+00-1.80532E+01 0.00000E+00 9.56720E+00
4 0.00000E+00-3.86490E+01 0.00000E+00-1.80532E+01 0.00000E+00-9.56720E+00
5 0.00000E+00-7.53971E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
6 0.00000E+00-7.53971E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00
7 0.00000E+00-7.53971E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00

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APPLIED JOINT EQUIVALENT LOADS

JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
8 0.00000E+00-7.53971E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1

LOADTYPE DEAD TITLE DL

CENTER OF FORCE BASED ON Y FORCES ONLY (METE).

(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)

X = 0.199999999E+01
Y = -0.652948345E+00
Z = 0.250000009E+01
TOTAL APPLIED LOAD 1

***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 1 )

SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = -184.75
SUMMATION FORCE-Z = 0.00

SUMMATION OF MOMENTS AROUND THE ORIGIN-

MX= 461.89 MY= 0.00 MZ= -369.51

TOTAL REACTION LOAD 1

***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 1 )

SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 184.75
SUMMATION FORCE-Z = -0.00

SUMMATION OF MOMENTS AROUND THE ORIGIN-

MX= -461.89 MY= -0.00 MZ= 369.51

MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 1)

MAXIMUMS AT NODE
X = -1.72635E-04 2
Y = -4.44886E-03 2
Z = -2.81579E-04 3
RX= 3.26747E-04 1
RY= 8.50018E-12 1
RZ= 2.00325E-04 2

EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KN METE )-

JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/
INT FX INT FY INT FZ INT MX INT MY INT MZ

SUPPORT=1
5 0.00 -7.54 0.00 0.00 0.00 0.00
-1.72 -38.65 -2.81 0.00 0.00 0.00 111000

6 0.00 -7.54 0.00 0.00 0.00 0.00

1.72 -38.65 -2.81 -0.00 0.00 0.00 111000

7 0.00 -7.54 0.00 0.00 0.00 0.00

1.72 -38.65 2.81 -0.00 0.00 0.00 111000

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8 0.00 -7.54 0.00 0.00 0.00 0.00

-1.72 -38.65 2.81 0.00 -0.00 0.00 111000

FOR LOADING - 2
APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z
1 0.00000E+00-1.25000E+01 0.00000E+00 7.75515E+00 0.00000E+00-4.17311E+00
2 0.00000E+00-1.25000E+01 0.00000E+00 7.75515E+00 0.00000E+00 4.17311E+00
3 0.00000E+00-1.25000E+01 0.00000E+00-7.75515E+00 0.00000E+00 4.17311E+00
4 0.00000E+00-1.25000E+01 0.00000E+00-7.75515E+00 0.00000E+00-4.17311E+00

STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 2

LOADTYPE LIVE TITLE LL

CENTER OF FORCE BASED ON Y FORCES ONLY (METE).

(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS)

X = 0.199999999E+01
Y = 0.000000000E+00
Z = 0.250000009E+01
TOTAL APPLIED LOAD 2

***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 2 )

SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = -50.00
SUMMATION FORCE-Z = 0.00

SUMMATION OF MOMENTS AROUND THE ORIGIN-

MX= 125.00 MY= 0.00 MZ= -100.00

TOTAL REACTION LOAD 2

***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 2 )

SUMMATION FORCE-X = -0.00
SUMMATION FORCE-Y = 50.00
SUMMATION FORCE-Z = 0.00

SUMMATION OF MOMENTS AROUND THE ORIGIN-

MX= -125.00 MY= -0.00 MZ= 100.00

MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 2)

MAXIMUMS AT NODE
X = -7.53017E-05 2
Y = -1.43887E-03 4
Z = -1.20959E-04 3
RX= 1.40362E-04 1
RY= 4.26572E-12 1
RZ= 8.73796E-05 2

EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KN METE )-

JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/
INT FX INT FY INT FZ INT MX INT MY INT MZ

SUPPORT=1

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5 0.00 0.00 0.00 0.00 0.00 0.00

-0.75 -12.50 -1.21 -0.00 0.00 0.00 111000

6 0.00 0.00 0.00 0.00 0.00 0.00

0.75 -12.50 -1.21 -0.00 -0.00 0.00 111000

7 0.00 0.00 0.00 0.00 0.00 0.00

0.75 -12.50 1.21 -0.00 0.00 0.00 111000

8 0.00 0.00 0.00 0.00 0.00 0.00

-0.75 -12.50 1.21 0.00 -0.00 0.00 111000

LOAD COMBINATION NO. 3

1.5(DL+LL)

LOADING- 1. 2.
FACTOR - 1.50 1.50

LOAD COMBINATION NO. 4

DL+LL

LOADING- 1. 2.
FACTOR - 1.00 1.00

************ END OF DATA FROM INTERNAL STORAGE ************

53. START CONCRETE DESIGN

CONCRETE DESIGN
54. CODE INDIAN
55. FYMAIN 415000 ALL
56. FC 20000 ALL
57. DESIGN BEAM 1 TO 4

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BEAM

====================================================
IS 456 - 2000 B E A M D E S I G N R E S U L T S
====================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
B E A M N O. 1 D E S I G N R E S U L T S

M20 Fe415 (Main) Fe415 (Sec.)

LENGTH: 4000.0 mm SIZE: 230.0 mm X 400.0 mm COVER: 30.0 mm

SUMMARY OF REINF. AREA (Sq.mm)

----------------------------------------------------------------------------
SECTION 0.0 mm 1000.0 mm 2000.0 mm 3000.0 mm 4000.0 mm
----------------------------------------------------------------------------
TOP 188.43 0.00 0.00 0.00 188.43
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

BOTTOM 0.00 171.47 171.47 171.47 0.00

REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------

SUMMARY OF PROVIDED REINF. AREA

----------------------------------------------------------------------------
SECTION 0.0 mm 1000.0 mm 2000.0 mm 3000.0 mm 4000.0 mm
----------------------------------------------------------------------------
TOP 2-12d 2-12d 2-12d 2-12d 2-12d
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

BOTTOM 2-12d 2-12d 2-12d 2-12d 2-12d

REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

SHEAR 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d

REINF. @ 270 mm c/c @ 270 mm c/c @ 270 mm c/c @ 270 mm c/c @ 270 mm c/c
----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
-----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT 564.0 mm AWAY FROM START SUPPORT

VY = 22.12 MX = 0.00 LD= 3
Provide 2 Legged 8d @ 270 mm c/c

SHEAR DESIGN RESULTS AT 564.0 mm AWAY FROM END SUPPORT

VY = -23.67 MX = 0.00 LD= 3
Provide 2 Legged 8d @ 270 mm c/c

============================================================================

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============================================================================
IS-456 L I M I T S T A T E D E S I G N
B E A M N O. 2 D E S I G N R E S U L T S

M20 Fe415 (Main) Fe415 (Sec.)

LENGTH: 5000.0 mm SIZE: 230.0 mm X 500.0 mm COVER: 30.0 mm

SUMMARY OF REINF. AREA (Sq.mm)

----------------------------------------------------------------------------
SECTION 0.0 mm 1250.0 mm 2500.0 mm 3750.0 mm 5000.0 mm
----------------------------------------------------------------------------
TOP 218.58 0.00 0.00 0.00 218.58
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

BOTTOM 0.00 219.05 227.68 219.05 0.00

REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------

SUMMARY OF PROVIDED REINF. AREA

----------------------------------------------------------------------------
SECTION 0.0 mm 1250.0 mm 2500.0 mm 3750.0 mm 5000.0 mm
----------------------------------------------------------------------------
TOP 2-12d 2-12d 2-12d 2-12d 2-12d
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

BOTTOM 3-10d 3-10d 3-10d 3-10d 3-10d

REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

SHEAR 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d

REINF. @ 300 mm c/c @ 300 mm c/c @ 300 mm c/c @ 300 mm c/c @ 300 mm c/c
----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
-----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT 664.0 mm AWAY FROM START SUPPORT

VY = 36.01 MX = 0.00 LD= 3
Provide 2 Legged 8d @ 300 mm c/c

SHEAR DESIGN RESULTS AT 664.0 mm AWAY FROM END SUPPORT

VY = -34.80 MX = 0.00 LD= 3
Provide 2 Legged 8d @ 300 mm c/c

============================================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
B E A M N O. 3 D E S I G N R E S U L T S

M20 Fe415 (Main) Fe415 (Sec.)

LENGTH: 4000.0 mm SIZE: 230.0 mm X 400.0 mm COVER: 30.0 mm

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SUMMARY OF REINF. AREA (Sq.mm)

----------------------------------------------------------------------------
SECTION 0.0 mm 1000.0 mm 2000.0 mm 3000.0 mm 4000.0 mm
----------------------------------------------------------------------------
TOP 171.95 0.00 0.00 0.00 171.95
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

BOTTOM 0.00 171.47 171.47 171.47 0.00

REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------

SUMMARY OF PROVIDED REINF. AREA

----------------------------------------------------------------------------
SECTION 0.0 mm 1000.0 mm 2000.0 mm 3000.0 mm 4000.0 mm
----------------------------------------------------------------------------
TOP 2-12d 2-12d 2-12d 2-12d 2-12d
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

BOTTOM 2-12d 2-12d 2-12d 2-12d 2-12d

REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

SHEAR 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d

REINF. @ 270 mm c/c @ 270 mm c/c @ 270 mm c/c @ 270 mm c/c @ 270 mm c/c
----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
-----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT 564.0 mm AWAY FROM START SUPPORT

VY = 22.12 MX = 0.00 LD= 3
Provide 2 Legged 8d @ 270 mm c/c

SHEAR DESIGN RESULTS AT 564.0 mm AWAY FROM END SUPPORT

VY = -23.67 MX = 0.00 LD= 3
Provide 2 Legged 8d @ 270 mm c/c

============================================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
B E A M N O. 4 D E S I G N R E S U L T S

M20 Fe415 (Main) Fe415 (Sec.)

LENGTH: 5000.0 mm SIZE: 230.0 mm X 500.0 mm COVER: 30.0 mm

SUMMARY OF REINF. AREA (Sq.mm)

----------------------------------------------------------------------------
SECTION 0.0 mm 1250.0 mm 2500.0 mm 3750.0 mm 5000.0 mm
----------------------------------------------------------------------------
TOP 218.58 0.00 0.00 0.00 218.58
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)

BOTTOM 0.00 219.05 227.68 219.05 0.00

REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm) (Sq. mm)
----------------------------------------------------------------------------

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SUMMARY OF PROVIDED REINF. AREA

----------------------------------------------------------------------------
SECTION 0.0 mm 1250.0 mm 2500.0 mm 3750.0 mm 5000.0 mm
----------------------------------------------------------------------------
TOP 2-12d 2-12d 2-12d 2-12d 2-12d
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

BOTTOM 3-10d 3-10d 3-10d 3-10d 3-10d

REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)

SHEAR 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d 2 legged 8d

REINF. @ 300 mm c/c @ 300 mm c/c @ 300 mm c/c @ 300 mm c/c @ 300 mm c/c
----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPORT
-----------------------------------------------------------------------------

SHEAR DESIGN RESULTS AT 664.0 mm AWAY FROM START SUPPORT

VY = 36.01 MX = 0.00 LD= 3
Provide 2 Legged 8d @ 300 mm c/c

SHEAR DESIGN RESULTS AT 664.0 mm AWAY FROM END SUPPORT

VY = -34.80 MX = 0.00 LD= 3
Provide 2 Legged 8d @ 300 mm c/c

============================================================================

********************END OF BEAM DESIGN RESULTS********************

58. DESIGN COLUMN 5 TO 8

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COLUMN

=========================================================
IS 456 - 2000 C O L U M N D E S I G N R E S U L T S
=========================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
C O L U M N N O. 5 D E S I G N R E S U L T S

M20 Fe415 (Main) Fe415 (Sec.)

LENGTH: 4000.0 mm CROSS SECTION: 400.0 mm X 400.0 mm COVER: 40.0 mm

** GUIDING LOAD CASE: 3 END JOINT: 1 SHORT COLUMN

REQD. STEEL AREA : 472.62 Sq.mm.

REQD. CONCRETE AREA: 59077.53 Sq.mm.
MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.57%, 904.78 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

----------------------------------------------------------
Puz : 1582.85 Muz1 : 40.21 Muy1 : 40.21

INTERACTION RATIO: 0.97 (as per Cl. 39.6, IS456:2000)

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

----------------------------------------------------------
WORST LOAD CASE: 3
END JOINT: 1 Puz : 1713.47 Muz : 63.76 Muy : 63.76 IR: 0.61
============================================================================

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============================================================================
IS-456 L I M I T S T A T E D E S I G N
C O L U M N N O. 6 D E S I G N R E S U L T S

M20 Fe415 (Main) Fe415 (Sec.)

LENGTH: 4000.0 mm CROSS SECTION: 400.0 mm X 400.0 mm COVER: 40.0 mm

** GUIDING LOAD CASE: 3 END JOINT: 2 SHORT COLUMN

REQD. STEEL AREA : 472.62 Sq.mm.

REQD. CONCRETE AREA: 59077.53 Sq.mm.
MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.57%, 904.78 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

----------------------------------------------------------
Puz : 1582.85 Muz1 : 40.21 Muy1 : 40.21

INTERACTION RATIO: 0.97 (as per Cl. 39.6, IS456:2000)

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

----------------------------------------------------------
WORST LOAD CASE: 3
END JOINT: 2 Puz : 1713.47 Muz : 63.76 Muy : 63.76 IR: 0.61
============================================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
C O L U M N N O. 7 D E S I G N R E S U L T S

M20 Fe415 (Main) Fe415 (Sec.)

LENGTH: 4000.0 mm CROSS SECTION: 400.0 mm X 400.0 mm COVER: 40.0 mm

** GUIDING LOAD CASE: 3 END JOINT: 3 SHORT COLUMN

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REQD. STEEL AREA : 472.62 Sq.mm.

REQD. CONCRETE AREA: 59077.53 Sq.mm.
MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.57%, 904.78 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

----------------------------------------------------------
Puz : 1582.85 Muz1 : 40.21 Muy1 : 40.21

INTERACTION RATIO: 0.97 (as per Cl. 39.6, IS456:2000)

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

----------------------------------------------------------
WORST LOAD CASE: 3
END JOINT: 3 Puz : 1713.47 Muz : 63.76 Muy : 63.76 IR: 0.61
============================================================================

============================================================================
IS-456 L I M I T S T A T E D E S I G N
C O L U M N N O. 8 D E S I G N R E S U L T S

M20 Fe415 (Main) Fe415 (Sec.)

LENGTH: 4000.0 mm CROSS SECTION: 400.0 mm X 400.0 mm COVER: 40.0 mm

** GUIDING LOAD CASE: 3 END JOINT: 4 SHORT COLUMN

REQD. STEEL AREA : 472.62 Sq.mm.

REQD. CONCRETE AREA: 59077.53 Sq.mm.
MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.57%, 904.78 Sq.mm.)
(Equally distributed)
TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

----------------------------------------------------------
Puz : 1582.85 Muz1 : 40.21 Muy1 : 40.21

INTERACTION RATIO: 0.97 (as per Cl. 39.6, IS456:2000)

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

----------------------------------------------------------
WORST LOAD CASE: 3
END JOINT: 4 Puz : 1713.47 Muz : 63.76 Muy : 63.76 IR: 0.61

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============================================================================

********************END OF COLUMN DESIGN RESULTS********************

59. CONCRETE TAKE

60. END CONCRETE DESIGN

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************** CONCRETE TAKE OFF **************

(FOR BEAMS, COLUMNS AND PLATES DESIGNED ABOVE)
NOTE: CONCRETE QUANTITY REPRESENTS VOLUME OF CONCRETE IN BEAMS, COLUMNS, AND PLATES DESIGNED ABOVE.
REINFORCING STEEL QUANTITY REPRESENTS REINFORCING STEEL IN BEAMS AND COLUMNS DESIGNED ABOVE.
REINFORCING STEEL IN PLATES IS NOT INCLUDED IN THE REPORTED QUANTITY.

TOTAL VOLUME OF CONCRETE = 4.4 CU.METER

BAR DIA WEIGHT

(in mm) (in New)
-------- --------
8 691
10 181
12 1567
------------
*** TOTAL= 2440

61. FINISH

*********** END OF THE STAAD.Pro RUN ***********

**** DATE= OCT 18,2024 TIME= 15:37:48 ****

************************************************************
* For technical assistance on STAAD.Pro, please visit *
* http://www.bentley.com/en/support/ *
* *
* Details about additional assistance from *
* Bentley and Partners can be found at program menu *
* Help->Technical Support *
* *
* Copyright (c) Bentley Systems, Inc. *
* http://www.bentley.com *
************************************************************

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