stress check for e.j pier

Length of Column along X 3Length of Column along Y 2

Area Vertices Load CasesX Y P 1000 x y

0 0 Mx -350 -1 ###0 2 My -450 4 ###3 2 Load X 1.53 0 Load Y 1 1.15 0.550 0

Xintercept #MACRO?Steels Y intercept #MACRO?X Y Dia stress m

0.1 0.1 0.02 #MACRO? 100.5 0.1 0.02 #MACRO?0.9 0.1 0.02 #MACRO?1.3 0.1 0.02 #MACRO?1.7 0.1 0.02 #MACRO?2.1 0.1 0.02 #MACRO?2.5 0.1 0.02 #MACRO?2.9 0.1 0.02 #MACRO?0.1 1.9 0.02 #MACRO?0.5 1.9 0.02 #MACRO?0.9 1.9 0.02 #MACRO?1.3 1.9 0.02 #MACRO?1.7 1.9 0.02 #MACRO?2.1 1.9 0.02 #MACRO?2.5 1.9 0.02 #MACRO?2.9 1.9 0.02 #MACRO?0.1 0.15 0.02 #MACRO?0.1 0.49 0.02 #MACRO?0.1 0.83 0.02 #MACRO?0.1 1.17 0.02 #MACRO?0.1 1.51 0.02 #MACRO?0.1 1.85 0.02 #MACRO?2.9 0.15 0.02 #MACRO?2.9 0.49 0.02 #MACRO?2.9 0.83 0.02 #MACRO?2.9 1.17 0.02 #MACRO?2.9 1.51 0.02 #MACRO?2.9 1.85 0.02 #MACRO?

StressesX Y

0 0 #MACRO?0 2 #MACRO?3 2 #MACRO?3 0 #MACRO?

Gross area #MACRO?Cracked area #MACRO?X intercept of neutral axis #MACRO?Y intercept of neutral axis #MACRO?

Percentage area in contact #MACRO?

OuterLength of Column along X 4.000 mLength of Column along Y 0.900 m

InnerLength of Column along X 2.500 mLength of Column along Y 0.600 m

CoverOuter Cover 0.100 mCover Edge 0.100 m

Reinft Detail no Dia areaBar dia Lx Outer 0.032 m 10 0.032 0.000804Bar dia Ly Outer 0.025 m 10 0.025 0.000491Bar dia Lx Inner 0.020 m 10 0.020 0.000314Bar dia Ly Inner 0.016 m 10 0.016 0.000201

Modulus of Elasticity 10

Area VerticesS. No X Y Stress stress

1 0.000 0.000 #MACRO? #MACRO?2 0.000 0.900 #MACRO? #MACRO?3 4.000 0.900 #MACRO? #MACRO?4 4.000 0.000 #MACRO? #MACRO?5 0.000 0.000 #MACRO? #MACRO?6 0.750 0.150 #MACRO? #MACRO?7 3.250 0.150 #MACRO? #MACRO?8 3.250 0.750 #MACRO? #MACRO?9 0.750 0.750 #MACRO? #MACRO?10 0.750 0.150 #MACRO? #MACRO?11 0.000 0.000 #MACRO? #MACRO?

SteelsS. No X Y Dia Stress stress Delta x

1 0.100 0.100 0.032 #MACRO? ###2 0.522 0.100 0.032 #MACRO? ###3 0.944 0.100 0.032 #MACRO? ###4 1.367 0.100 0.032 #MACRO? ###5 1.789 0.100 0.032 #MACRO? ### (1) Lx Bottom Outer6 2.211 0.100 0.032 #MACRO? ###7 2.633 0.100 0.032 #MACRO? ###8 3.056 0.100 0.032 #MACRO? ###9 3.478 0.100 0.032 #MACRO? ###10 3.900 0.100 0.032 #MACRO? ###11 0.100 0.800 0.032 #MACRO? ###12 0.522 0.800 0.032 #MACRO? ###13 0.944 0.800 0.032 #MACRO? ###14 1.367 0.800 0.032 #MACRO? ###15 1.789 0.800 0.032 #MACRO? ###16 2.211 0.800 0.032 #MACRO? ### (2) Lx Top Outer

0.000 1.000 2.000 3.000 4.000

0.000

0.500

1.000

1.500

2.000

2.500

3.000

3.500

4.000

17 2.633 0.800 0.032 #MACRO? ###18 3.056 0.800 0.032 #MACRO? ###19 3.478 0.800 0.032 #MACRO? ###20 3.900 0.800 0.032 #MACRO? ###21 0.100 0.200 0.025 #MACRO? ### Delta x22 0.100 0.256 0.025 #MACRO? ###23 0.100 0.311 0.025 #MACRO? ###24 0.100 0.367 0.025 #MACRO? ###25 0.100 0.422 0.025 #MACRO? ### (3) Ly Left Outer26 0.100 0.478 0.025 #MACRO? ###27 0.100 0.533 0.025 #MACRO? ###28 0.100 0.589 0.025 #MACRO? ###29 0.100 0.644 0.025 #MACRO? ###30 0.100 0.700 0.025 #MACRO? ###31 3.900 0.200 0.025 #MACRO? ###32 3.900 0.256 0.025 #MACRO? ###33 3.900 0.311 0.025 #MACRO? ###34 3.900 0.367 0.025 #MACRO? ###35 3.900 0.422 0.025 #MACRO? ### (4) Ly Right Outer36 3.900 0.478 0.025 #MACRO? ###37 3.900 0.533 0.025 #MACRO? ###38 3.900 0.589 0.025 #MACRO? ###39 3.900 0.644 0.025 #MACRO? ###40 3.900 0.700 0.025 #MACRO? ###41 0.650 0.050 0.020 #MACRO? ### 0.342 0.950 0.050 0.020 #MACRO? ###43 1.250 0.050 0.020 #MACRO? ###44 1.550 0.050 0.020 #MACRO? ###45 1.850 0.050 0.020 #MACRO? ###46 2.150 0.050 0.020 #MACRO? ### (5) Lx Bottom Inner47 2.450 0.050 0.020 #MACRO? ###48 2.750 0.050 0.020 #MACRO? ###49 3.050 0.050 0.020 #MACRO? ###50 3.350 0.050 0.020 #MACRO? ###51 0.650 0.850 0.020 #MACRO? ###52 0.950 0.850 0.020 #MACRO? ###53 1.250 0.850 0.020 #MACRO? ###54 1.550 0.850 0.020 #MACRO? ###55 1.850 0.850 0.020 #MACRO? ###56 2.150 0.850 0.020 #MACRO? ###57 2.450 0.850 0.020 #MACRO? ### (6) Lx Top Inner58 2.750 0.850 0.020 #MACRO? ###59 3.050 0.850 0.020 #MACRO? ###60 3.350 0.850 0.020 #MACRO? ###61 0.650 0.150 0.016 #MACRO? ### delta Y 0.06762 0.650 0.217 0.016 #MACRO? ###63 0.650 0.283 0.016 #MACRO? ###64 0.650 0.350 0.016 #MACRO? ###65 0.650 0.417 0.016 #MACRO? ###66 0.650 0.483 0.016 #MACRO? ### (7) Ly Left Inner67 0.650 0.550 0.016 #MACRO? ###68 0.650 0.617 0.016 #MACRO? ###69 0.650 0.683 0.016 #MACRO? ###70 0.650 0.750 0.016 #MACRO? ###

71 3.350 0.150 0.016 #MACRO? ### Delta y 0.06772 3.350 0.217 0.016 #MACRO? ###73 3.350 0.283 0.016 #MACRO? ###74 3.350 0.350 0.016 #MACRO? ###75 3.350 0.417 0.016 #MACRO? ###76 3.350 0.483 0.016 #MACRO? ### (8) Ly Right Inner77 3.350 0.550 0.016 #MACRO? ###78 3.350 0.617 0.016 #MACRO? ###79 3.350 0.683 0.016 #MACRO? ###80 3.350 0.750 0.016 #MACRO? ###

Load CasesP 1929.6Mx -1719.24My 0.1

Gross area #MACRO?Cracked area ( Inclusive of Steel) #MACRO?X intercept of neutral axis #MACRO?Y intercept of neutral axis #MACRO?

Cracked area ( Exlusive of Steel) #MACRO?Percentage area in contact #MACRO?

Stress in Concrete #MACRO?

Stress in Steel along X

Compression #MACRO?

Tension #MACRO?

Stress in Steel along Y

Compression #MACRO?

Tension #MACRO?

t/m2

t/m2

t/m2

t/m2

t/m2

0.422 Area 0.0008040.0008040.0008040.0008040.0008040.0008040.0008040.0008040.0008040.0008040.0008040.0008040.0008040.0008040.0008040.000804

0.000 1.000 2.000 3.000 4.000

0.000

0.500

1.000

1.500

2.000

2.500

3.000

3.500

4.000

0.0008040.0008040.0008040.000804

0.056 0.0004910.0004910.0004910.0004910.0004910.0004910.0004910.0004910.0004910.0004910.0004910.0004910.0004910.0004910.0004910.0004910.0004910.0004910.0004910.0004910.0003140.0003140.0003140.0003140.000314

(5) Lx Bottom Inner 0.0003140.0003140.0003140.0003140.0003140.0003140.0003140.0003140.0003140.0003140.000314

(6) Lx Top Inner 0.0003140.0003140.0003140.0003140.0002010.0002010.0002010.0002010.000201

(7) Ly Left Inner 0.0002010.0002010.0002010.0002010.000201

0.0002010.0002010.0002010.0002010.000201

(8) Ly Right Inner 0.0002010.0002010.0002010.0002010.000201

Total 0.036207

X Y### 0.000

0.000 ###

m2

Radius 0.5Effective Cover 0.05

Load CasesP 201Mx 0 Xintercept #MACRO?My -100 Y intercept #MACRO?Load X 0.5Load Y 0.5

del theta -0.083776Area VerticesS. No Theta X Y Stress

1 0.000 1.000 0.500 #MACRO?2 -0.084 0.998 0.458 #MACRO?3 -0.168 0.993 0.417 #MACRO?4 -0.251 0.984 0.376 #MACRO?5 -0.335 0.972 0.336 #MACRO?6 -0.419 0.957 0.297 #MACRO?7 -0.503 0.938 0.259 #MACRO?8 -0.586 0.916 0.223 #MACRO?9 -0.670 0.892 0.189 #MACRO?

10 -0.754 0.864 0.158 #MACRO?11 -0.838 0.835 0.128 #MACRO?12 -0.922 0.802 0.102 #MACRO?13 -1.005 0.768 0.078 #MACRO?14 -1.089 0.732 0.057 #MACRO?15 -1.173 0.694 0.039 #MACRO?16 -1.257 0.655 0.024 #MACRO?17 -1.340 0.614 0.013 #MACRO?18 -1.424 0.573 0.005 #MACRO?19 -1.508 0.531 0.001 #MACRO?20 -1.592 0.490 0.000 #MACRO?21 -1.676 0.448 0.003 #MACRO?22 -1.759 0.406 0.009 #MACRO?23 -1.843 0.366 0.018 #MACRO?24 -1.927 0.326 0.031 #MACRO?25 -2.011 0.287 0.048 #MACRO?26 -2.094 0.250 0.067 #MACRO?27 -2.178 0.215 0.089 #MACRO?28 -2.262 0.181 0.115 #MACRO?29 -2.346 0.150 0.143 #MACRO?30 -2.429 0.122 0.173 #MACRO?31 -2.513 0.095 0.206 #MACRO?32 -2.597 0.072 0.241 #MACRO?33 -2.681 0.052 0.278 #MACRO?34 -2.765 0.035 0.316 #MACRO?35 -2.848 0.021 0.355 #MACRO?36 -2.932 0.011 0.396 #MACRO?37 -3.016 0.004 0.437 #MACRO?38 -3.100 0.000 0.479 #MACRO?39 -3.183 0.000 0.521 #MACRO?40 -3.267 0.004 0.563 #MACRO?

0.000 1.000 2.000 3.000 4.000

0.000

1.000

2.000

3.000

4.000

41 -3.351 0.011 0.604 #MACRO?42 -3.435 0.021 0.645 #MACRO?43 -3.519 0.035 0.684 #MACRO?44 -3.602 0.052 0.722 #MACRO?45 -3.686 0.072 0.759 #MACRO?46 -3.770 0.095 0.794 #MACRO?47 -3.854 0.122 0.827 #MACRO?48 -3.937 0.150 0.857 #MACRO?49 -4.021 0.181 0.885 #MACRO?50 -4.105 0.215 0.911 #MACRO?51 -4.189 0.250 0.933 #MACRO?52 -4.273 0.287 0.952 #MACRO?53 -4.356 0.326 0.969 #MACRO?54 -4.440 0.366 0.982 #MACRO?55 -4.524 0.406 0.991 #MACRO?56 -4.608 0.448 0.997 #MACRO?57 -4.691 0.490 1.000 #MACRO?58 -4.775 0.531 0.999 #MACRO?59 -4.859 0.573 0.995 #MACRO?60 -4.943 0.614 0.987 #MACRO?61 -5.027 0.655 0.976 #MACRO?62 -5.110 0.694 0.961 #MACRO?63 -5.194 0.732 0.943 #MACRO?64 -5.278 0.768 0.922 #MACRO?65 -5.362 0.802 0.898 #MACRO?66 -5.445 0.835 0.872 #MACRO?67 -5.529 0.864 0.842 #MACRO?68 -5.613 0.892 0.811 #MACRO?69 -5.697 0.916 0.777 #MACRO?70 -5.781 0.938 0.741 #MACRO?71 -5.864 0.957 0.703 #MACRO?72 -5.948 0.972 0.664 #MACRO?73 -6.032 0.984 0.624 #MACRO?74 -6.116 0.993 0.583 #MACRO?75 -6.199 0.998 0.542 #MACRO?76 -6.283 1.000 0.500 #MACRO?

m 10 Max steel #MACRO?Min Steel #MACRO? % of Steel 1.536

Steels Total 0.012064S.NO Theta X Y Dia Stress area

1 0 0.950 0.500 0.0320 #MACRO? 0.0008042 0.418879 0.911 0.683 0.0320 #MACRO? 0.0008043 0.837758 0.801 0.834 0.0320 #MACRO? 0.0008044 1.256637 0.639 0.928 0.0320 #MACRO? 0.0008045 1.675516 0.453 0.948 0.0320 #MACRO? 0.0008046 2.094395 0.275 0.890 0.0320 #MACRO? 0.0008047 2.513274 0.136 0.765 0.0320 #MACRO? 0.0008048 2.932153 0.060 0.594 0.0320 #MACRO? 0.0008049 3.351032 0.060 0.406 0.0320 #MACRO? 0.000804

10 3.769911 0.136 0.235 0.0320 #MACRO? 0.00080411 4.18879 0.275 0.110 0.0320 #MACRO? 0.000804

12 4.607669 0.453 0.052 0.0320 #MACRO? 0.00080413 5.026548 0.639 0.072 0.0320 #MACRO? 0.00080414 5.445427 0.801 0.166 0.0320 #MACRO? 0.00080415 5.864306 0.911 0.317 0.0320 #MACRO? 0.00080416 6.283185 0.950 0.500 0.0000 #MACRO? 0

Gross area #MACRO?Cracked area #MACRO?X intercept of neutral axis #MACRO?Y intercept of neutral axis #MACRO?

Percentage area in contact #MACRO?

Results

Max Stress in concrete #MACRO?

Max Stress in Steel (Tension) #MACRO?

Max Stress in Steel (Compression) #MACRO?

t/m2

t/m2

t/m2

x y### 0

0 #MACRO?

0.000 1.000 2.000 3.000 4.000

0.000

1.000

2.000

3.000

4.000

Area Vertices Load CasesX Y P 1500

2 4 Mx 7503 -1 My 25000 -2 Load X 0.31

-3 3 Load Y -0.84-1 4

0.5 2 Consider lift-up 12 4

StressesX Y

2 4 Err:5113 -1 Err:5110 -2 Err:511

-3 3 Err:511-1 4 Err:511

0.5 2 Err:511

Gross area Err:511Cracked area Err:511X intercept of neutral axis Err:511Y intercept of neutral axis Err:511

Percentage area in contact Err:511

x y-4 Err:5114 Err:511

0.81 0.826667

L&T-RAMBOLL Consulting Engineers Limited

/ 318350361.xls/Test Rect

Analysis of Rectangular Sections under Axial Load and Bi-Axial Bending moments

Yend spacing

X

Length of section along X direction: 1.000 m

Length of section along Y direction: 3.000 m

Effective Cover 0.066 mEnd Spacing 0.1 m

No of bars along X direction (one side) 15 Nos.Diameter of bar 0.025 m

No of bars along Y direction (one side) 22 Nos.Diameter of bar 0.025 m

Code of Practise IRCModular Ratio m 10

Permissible Stresses in Concrete for bending Compression 11.67

Permissible Stresses in Concrete for bending Compression 0

Permissible Stresses in Steel for Compression 200

Permissible Stresses in Steel for Tension 200

Area of Concrete 3.0000

Area of Steel =2×3.14/4×(0.025^2×15+0.025^2×22)×1e6 36325Percentage of Steel 1.21 %

Area of concrete to resist axial load only

= 525.3 / 11.67 450111

Area of Steel = 0.8% of above 3601Steel Prov > Min reqd

Area of Steel = 0.3% of gross Area 9000

S.No P MX MY ex ey Remark

t t t m m1 525.3 395.5 104.3 0.753 0.199 #MACRO? ### ### Normal +temp+def +sei.Long2 477.9 384.7 105.1 0.805 0.220 #MACRO? ### ### Normal +temp+def +sei.Long3 520.8 399.1 60.1 0.766 0.115 #MACRO? ### ### Normal +temp+def +sei.Long4 487.4 394.1 104.3 0.809 0.214 #MACRO? ### ### Normal +temp+def +sei.Long5 466.2 383.5 105.1 0.823 0.226 #MACRO? ### ### Normal +temp+def +sei.Long6 497.4 399.1 60.1 0.802 0.121 #MACRO? ### ### Normal +temp+def +sei.Long7 525.3 395.5 104.3 0.753 0.199 #MACRO? ### ### Normal +temp+def +sei.Trans8 477.9 384.7 105.1 0.805 0.220 #MACRO? ### ### Normal +temp+def +sei.Trans9 520.8 399.1 60.1 0.766 0.115 #MACRO? ### ### Normal +temp+def +sei.Trans

10 487.4 394.1 104.3 0.809 0.214 #MACRO? ### ### Normal +temp+def +sei.Trans11 466.2 383.5 105.1 0.823 0.226 #MACRO? ### ### Normal +temp+def +sei.Trans12 497.4 399.1 60.1 0.802 0.121 #MACRO? ### ### Normal +temp+def +sei.Trans

MX

LY MY

LX

N/mm2

N/mm2

N/mm2

N/mm2

m2

mm2

mm2

mm2

mm2

CONCRETE ST COMP ST TENSION

N/mm2 N/mm2 N/mm2

Analysis of Circular Sections under Axial Load and Bending moment

Y

XDiameter "D"

Radius 0.600 m

Effective Cover 0.091 m

No of bars 26 Nos.Diameter of bar 0.032 m






A concrete 1.131

Area of Steel 20910Percentage of Steel 1.85 %


= 267.8×10000 / 11.667 229516

Area of Steel = 0.8% of above 1836


S.No P MY e Yn

t tm m1 35.0 3409.0 4.000 ### ### #MACRO? ###2 204.0 799.8 3.920 ### ### #MACRO? ###3 209.0 802.6 3.840 ### ### #MACRO? ###4 0.0 0.0 3.760 ### ### #MACRO? ###5 0.0 0.0 3.680 ### ### #MACRO? ###6 0.0 0.0 3.600 ### ### #MACRO? ###7 0.0 0.0 3.520 ### ### #MACRO? ###

MY

N/mm2

N/mm2

N/mm2

N/mm2

m2

mm2

mm2

mm2

mm2

CONCRETE

ST COMP

ST TENSION

N/mm2 N/mm2 N/mm2

8 0.0 0.0 3.440 ### ### #MACRO? ###9 244.8 822.7 3.360 ### ### #MACRO? ###

10 252.0 826.7 3.280 ### ### #MACRO? ###11 259.7 831.0 3.200 ### ### #MACRO? ###12 267.8 835.5 3.120 ### ### #MACRO? ###

Steel Prov > Min reqd

Remarks

### ###### ###### ###### ###### ###### ###### ###

CONCRETE

ST COMP

t/m2 t/m2

### ###### ###### ###### ###### ###

Yn

### ###### ###### ###### ###### ###### ###### ###

ST TENSION

t/m2

### ###### ###### ###### ###### ###

Analysis of Rectangular Sections under Axial Load and Bi-Axial Bending moments

MX end spacing Y

Thk = 0.450 m

MY

X Thk = 0.750 m

Length of Outer section along X direction: 4.500 m

Length of Outer section along Y direction: 1.500 m

Length of inner section along X direction: 3.000 m 0.667

Length of inner section along Y direction: 0.600 m 0.400

Effective Cover 0.068 m 0.902

End Spacing 0.1 m 0.326

No of bars along X direction (one side) Outer 13 Nos.

Diameter of bar 0.012 m 1470

No of bars along X direction (one side) Inner 21 Nos.


No of bars along Y direction (one side) Outer 12 Nos.


No of bars along Y direction (one side) Inner 5 Nos.




Permissible Stresses in Concrete for bending Compression 15



Area of Concrete 4.950



= 2292.0× 1e4 / 11.25 2037333

Area of Steel = 0.8% of above 16299NOT OK


S.No P MX MY eL eB Remarks

t tm tm m m1 2175.0 938.0 0 0.431 0.000 #MACRO? ### #MACRO? DL + Pre Max2 2292.0 1291.0 0 0.563 0.000 #MACRO? ### #MACRO? DL + Pre Max + LL3 1.0 1.0 1 1.000 1.000 #MACRO? ### #MACRO?4 1.0 1.0 1 1.000 1.000 #MACRO? ### #MACRO?5 1.0 1.0 1 1.000 1.000 #MACRO? ### #MACRO?6 1.0 1.0 1 1.000 1.000 #MACRO? ### #MACRO?7 1.0 1.0 1 1.000 1.000 #MACRO? ### #MACRO?8 1.0 1.0 1 1.000 1.000 #MACRO? ### #MACRO?9 1.0 1.0 1 1.000 1.000 #MACRO? ### #MACRO?10 1.0 1.0 1 1.000 1.000 #MACRO? ### #MACRO?11 1 1.0 1 1.000 1.000 #MACRO? ### #MACRO?12 1 1.0 1 1.000 1.000 #MACRO? ### #MACRO?

L X - IN

LY - IN

LY - OUT

L X - OUT

L X - OUT

LY - OUT

L X - IN

fL =

LY - IN

fB =

eL MAX

=

eB MAX

=

mm2

mm2

mm2

mm2

N/m2

N/m2

N/m2

N/m2

m2

mm2

mm2

mm2

mm2

CONC

ST COM

ST TEN

N/mm2 N/mm2 N/mm2

Analysis of Elliptical Sections under Axial Load and Bending moment

Y

2 b

X 2 a

a 1.000 mb 0.500 m

Effective Cover 0.05 m

No of bars 50 Nos.Diameter of bar 0.032 m






A concrete 1.571



= 200.0×10000 / 11.67 228571

Area of Steel = 0.8% of above 1829


S.No P Mx My ex ey

t tm tm m m1 200.0 60.0 0.0 0.300 0.000 #VALUE! #VALUE!2 200.0 0.1 35.0 #VALUE! #VALUE!3 0.0 0.04 0.0 0.05 0.0 0.06 0.0 0.0

MY

N/mm2

N/mm2

N/mm2

N/mm2

m2

mm2

mm2

mm2

mm2

CONCRETE

ST COMP

N/mm2 N/mm2

7 0.0 0.08 0.0 0.09 0.0 0.0

10 0.0 0.011 0.0 0.012 0.0 0.0

1.932708

103.4818

Steel Prov > Min reqd

Yn Remarks

m#VALUE! #VALUE!#VALUE! #VALUE!

0.0 0.0000.0 0.0000.0 0.0000.0 0.000

ST TENSION

N/mm2

0.0 0.0000.0 0.0000.0 0.0000.0 0.0000.0 0.0000.0 0.000

Xn Y

#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

CONCRETE

ST COMP

ST TENSION

t/m2 t/m2 t/m2

stress check for e.j pier

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