beam.xls

DESIGN OF REINFORCED CONCRETE BEAMS : by AJAY BAFNA

BEAM DESIGNATION WB20 WB20 WB22 WB22 WB21 WB21 WB21 WB21 SB2 SB1Width of Beam ( mm ) b 230 230 230 230 230 230 230 230 230 230 230Eff Depth to Tension Renf ( mm ) d 315 315 415 415 365 365 365 365 315 515 350

Eff Depth to Comp Renf ( mm ) 35 35 35 35 35 35 35 35 30 30 84.375

20 20 20 20 20 20 20 20 20 20 20

250 250 250 250 250 250 250 250 250 250 250

Design Bending Moment ( kN-m ) 56.25 28.125 100 50 116 26 87 32 50 50 352.8

Design Shear ( kN ) 67.5 67.5 90 90 171 73 76 0 62 62

REQUIRED AREA OF STEEL :

Percentage of Tension Steel 0.82 0.37 0.85 0.38 1.27 0.25 0.98 0.31 0.71 0.24 4.52

Percentage of Compression Steel 0.00 0.00 0.00 0.00 0.33 0.00 0.03 0.00 0.00 0.00 4.02

597 268 811 362 1065 208 822 260 516 283 3636

0 0 0 0 277 0 21 0 0 0 3239

PROVIDED AREA OF STEEL : Tension Steel ( No. of Bars ) #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

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

Compression Steel ( No. of Bars ) #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! #VALUE!

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

SHEAR REINFORCEMENT : 250 250 250 250 250 250 250 250 250 250 250Spacing Of 8mm dia Bars mm 236 187 238 185 70 186 238 238 236 238 238Spacing Of 10mm dia Bars mm 236 236 311 288 109 274 274 274 236 371 263Spacing Of 12mm dia Bars mm 236 236 311 311 157 274 274 274 236 386 263

Actual Shear Stress (N/mm2) 0.931677 0.931677 0.942902 0.942902 2.036927 0.869565 0.905301 0 0.855763 0.523428 0

d1

Grade of Concrete ( N/mm2 ) fck

Grade Of Steel for Shear( N/mm2 ) fy

Mu

Vu

$$ WARNING IF tv > tcmax

pt

pc

Area of Tension Steel (mm2) Ast

Area of Compression Steel (mm2) Asc

Area Of Tension Steel ( mm2 )

Area Of Compression Steel ( mm2 )

fy

tv

DESIGN OF REINFORCED CONCRETE BEAMS : by AJAY BAFNA

Permissible Shear Stress (N/mm2) 0.580141 0.423423 0.586705 0.428008 0.676807 0.357855 0.617733 0.393017 0.54929 0.352293 0.821378

Depth Of Web mm 350 325 750

SIDE FACE RENF (TOTAL Ast) - - - - - - - - - 173 -Reinf On Each Face - - - - - - - - - #VALUE! -

tc

mm2

DESIGN OF REINFORCED CONCRETE BEAMS :

BEAM DESIGNATIONWidth of Beam ( mm ) Eff Depth to Tension Renf ( mm )

Eff Depth to Comp Renf ( mm )

Design Bending Moment ( kN-m )

Design Shear ( kN )


Percentage of Tension Steel

Percentage of Compression Steel

PROVIDED AREA OF STEEL :Tension Steel ( No. of Bars )

Compression Steel ( No. of Bars )

SHEAR REINFORCEMENT :Spacing Of 8mm dia BarsSpacing Of 10mm dia BarsSpacing Of 12mm dia Bars

Actual Shear Stress (N/mm2)

Grade of Concrete ( N/mm2 )

Grade Of Steel for Shear( N/mm2 )


Area of Tension Steel (mm2)

Area of Compression Steel (mm2)



WB20 WB20 WB20 WB20 WB20 WB20 WB20 WB20 WB20 WB20230 230 230 230 230 230 230 230 230 230 230 230350 350 315 315 315 315 315 315 315 315 315 315

84.375 84.375 35 35 35 35 35 35 35 35 35 35

20 20 20 20 20 20 20 20 20 20 20 20

250 415 250 250 250 250 250 250 250 250 250 250

352.8 352.8 56.25 56.25 56.25 56.25 56.25 56.25 56.25 56.25 56.25 56.25

67.5 67.5 67.5 67.5 67.5 67.5 67.5 67.5 67.5 67.5

4.52 4.52 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82

4.02 4.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3636 3636 597 597 597 597 597 597 597 597 597 597

3239 3239 0 0 0 0 0 0 0 0 0 0

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




250 415 250 250 250 250 250 250 250 250 250 250238 263 236 236 236 236 236 236 236 236 236 236263 263 236 236 236 236 236 236 236 236 236 236263 263 236 236 236 236 236 236 236 236 236 236

0 0 0.931677 0.931677 0.931677 0.931677 0.931677 0.931677 0.931677 0.931677 0.931677 0.931677


Permissible Shear Stress (N/mm2)

Depth Of Web

SIDE FACE RENF (TOTAL Ast)Reinf On Each Face

0.821378 0.821378 0.580141 0.580141 0.580141 0.580141 0.580141 0.580141 0.580141 0.580141 0.580141 0.580141

350 350 350 350 350 350 350 350 350 350

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





Design Shear ( kN )















WB20 WB20 WB20 WB20 WB20 WB20 WB20 WB20 WB20 WB20 WB20 WB20230 230 230 230 230 230 230 230 230 230 230 230315 315 315 315 315 315 315 315 315 315 315 315

35 35 35 35 35 35 35 35 35 35 35 35

20 20 20 20 20 20 20 20 20 20 20 20

250 250 250 250 250 250 250 250 250 250 250 250

56.25 56.25 56.25 56.25 56.25 56.25 56.25 56.25 56.25 56.25 56.25 56.25

67.5 67.5 67.5 67.5 67.5 67.5 67.5 67.5 67.5 67.5 67.5 67.5

0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

597 597 597 597 597 597 597 597 597 597 597 597

0 0 0 0 0 0 0 0 0 0 0 0





250 250 250 250 250 250 250 250 250 250 250 250236 236 236 236 236 236 236 236 236 236 236 236236 236 236 236 236 236 236 236 236 236 236 236236 236 236 236 236 236 236 236 236 236 236 236

0.931677 0.931677 0.931677 0.931677 0.931677 0.931677 0.931677 0.931677 0.931677 0.931677 0.931677 0.931677



Depth Of Web


0.580141 0.580141 0.580141 0.580141 0.580141 0.580141 0.580141 0.580141 0.580141 0.580141 0.580141 0.580141

350 350 350 350 350 350 350 350 350 350 350 350

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





Design Shear ( kN )















WB20 WB20 WB20 WB20 WB20 WB20230 230 230 230 230 230315 315 315 315 315 315

35 35 35 35 35 35

20 20 20 20 20 20

250 250 250 250 250 250

56.25 56.25 56.25 56.25 56.25 56.25

67.5 67.5 67.5 67.5 67.5 67.5

0.82 0.82 0.82 0.82 0.82 0.82

0.00 0.00 0.00 0.00 0.00 0.00

597 597 597 597 597 597

0 0 0 0 0 0

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




250 250 250 250 250 250236 236 236 236 236 236236 236 236 236 236 236236 236 236 236 236 236

0.931677 0.931677 0.931677 0.931677 0.931677 0.931677



Depth Of Web


0.580141 0.580141 0.580141 0.580141 0.580141 0.580141

350 350 350 350 350 350

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

Sheet2

Spread Sheet Validated in April 97Limit State Method of DesignThis Spread Sheet can be used to design either Singlyreinforced or Doubly Reinforecd RC Beams as per IS-456:1978For Main Longitudinal Steel Grade of Steel shall be only Fe-415For Shear Reinforcement either Mild Steel or HYSD Bars can be usedTosion is not includedBackup of this File is BeamRc.xls

By: CPB TCE CONSULTING ENGINEERS

Power house Retaining Wallmat middle portion(- ve)(FOR MEMBER FORCES REF DESIGN SHEETS)

B1 B1 B1 EXTRA

Width of Beam ( mm ) b 230 230 230 230Eff Depth to Tension Renf ( mm ) d 400 400 400 400

Eff Depth to Comp Renf ( mm ) 45 45 45 45

30 30 30 30

415 415 415 415LOCATION SUPPORT SUPPORT SUPPORT SUPPORT

Design Bending Moment ( kN-m ) 150.00 25.00 107.00 22.00LOCATION SUPPORT SPAN SUPPORT SPAN

Design Shear ( kN ) 280.00 120.00 270.00


Percentage of Tension Steel 1.40 0.20 0.92 0.20

Percentage of Compression Steel 0.00 0.00 0.00 0.00 dia and no

1290.17 188.43 850.10 188.43

0.00 0.00 0.00 0.00

Actual Shear Stress (N/mm2) 3.04 1.30 2.93 0.00

Permissible Shear Stress (N/mm2) 0.74 0.34 0.64 0.34

Limiting Moment of Resistance 152.35 152.35 152.35 152.35Singly Reinforced Section :Ref Sp-16 for Formula :0.87 fy = b 361.05 361.05 361.05 361.050.87 fy 1.005 fy / fck = a 5019.50 5019.50 5019.50 5019.50

4.08 0.68 2.91 0.60

(-b + sqrt ( b2 - 4ac )) / 2a 0.06 0.07 0.06 0.07

(-b - sqrt ( b2 - 4ac )) / 2a 0.01 0.00 0.01 0.00Doubly Reinforced Sections :Ref Page 10 Sp-16 for Formula :

0.00 0.00 0.00 0.00

pt2 = Mu2/( 0.87 fy* ( d-d1)*bd )*100 0.00 0.00 0.00 0.00

Total pt = ptlim + pt2 1.40 0.19 0.92 0.17

fcc 13.98 13.98 13.98 13.98

0.11 0.11 0.11 0.11fsc = Ref Table F Sp:16 p-13 fsc 348.75 348.75 348.75 348.75

pc = pt2* ( 0.87*fy)/(fsc-fcc) 0.00 0.00 0.00 0.00

Minimum Area of Ten Reinf 0.20 0.20 0.20 0.20Shear Design

Actual Shear Stress (N/mm2) 3.04 1.30 2.93 0.00

Permissible Shear Stress (N/mm2) 0.74 0.34 0.64 0.34

(Ref Formula in Sp:16 p175 ) 2.48 17.01 3.77 17.01

b 2.48 17.01 3.77 17.01

Max Allowable Shear Stress 3.50 3.50 3.50 3.50

Shear Capacity Of Section (kN) 68.46 31.07 58.52 31.07

Shear to be Provided by Reinf 211.54 88.93 211.48 0.00Shear ReinforcementFrom Strength Considerations8mm dia mm 68.63 163.26 68.65 0.0010mm dia mm 107.24 255.09 107.27 0.0012mm dia mm 154.43 367.33 154.47 0.00Minimum Area of Shear Reinf

Max Spacing of Bars :cl 25.5.1.6

Steel Provided

Project:Mandagere Hydro P PDate: 14-04-2003 Client:BPCL Doc no:Ckd: Owner: BPCL Subject:Power house Retaining WallDate: Job no: 4047A Office:DB Dept: CV Sh Of Rev no:

d1



Mu

Vu


pt

pc



tv

tc

Mu,lim

Mu / bd2 OR Mulim/bd2 = c Mu / bd2

(pt/100)

(pt/100)

Mu2 = Mu - Mulim Mu2

pt2

pt

fcc = 0.446 fck ( N/mm2 )

d1 / d

pc

ptmin

tv

tc

b = 0.8 fck / 6.89 pt >= 1

tcmax

Vc

Vus

LOADING-B3 LOADING-B1

DL (slab) 0.59 DL (slab) 0.59LL 0.25 LL 0.25

0.84 0.84

2.268 2.268

DL (beam) 0.013858 DL (beam) 0.0092wall load 1.38 wall load 1.38

Total load 3.66 t/m Total load 3.66 t/mbm 185.66 kn-m bm 61.72 kn-m

sf 143 n sf 82 n

NO NO

dia and no 8 10 12 16 20 22.00 25 28 32 36 40

1 50 78.55 113.11 201.09 314.20 380 491 616 804 1018 1257

2 101 157 226 402 628 760 982 1232 1609 2036 2514

3 151 236 339.336 603 942.6 1140.546 1472.813 1847.496 2413.056 3054.024 3770.4

4 201 314 452.448 804 1256.8 1520.728 1963.75 2463.328 3217.408 4072.032 5027.2

5 251 393 565.56 1005 1571 1900.91 2454.688 3079.16 4021.76 5090.04 62846 302 471 678.672 1207 1885.2 2281.092 2945.625 3694.992 4826.112 6108.048 7540.87 352 550 791.784 1408 2199.4 2661.274 3436.563 4310.824 5630.464 7126.056 8797.68 402 628 904.896 1608.704 2513.6 3041.456 3927.5 4926.656 6434.816 8144.064 10054.49 452 707 1018.008 1809.792 2827.8 3421.638 4418.438 5542.488 7239.168 9162.072 11311.2

10 503 786 1131.12 2010.88 3142 3801.82 4909.375 6158.32 8043.52 10180.08 12568

11 553 864 1244.232 2211.968 3456.2 4182.002 5400.313 6774.152 8847.872 11198.09 13824.8

12 603 943 1357.344 2413.056 3770.4 4562.184 5891.25 7389.984 9652.224 12216.1 15081.613 654 1021 1470.456 2614.144 4084.6 4942.366 6382.188 8005.816 10456.58 13234.1 16338.414 704 1100 1583.568 2815.232 4398.8 5322.548 6873.125 8621.648 11260.93 14252.11 17595.2

15 754 1178 1696.68 3016.32 4713 5702.73 7364.063 9237.48 12065.28 15270.12 18852

16 804 1257 1809.792 3217.408 5027.2 6082.912 7855 9853.312 12869.63 16288.13 20108.8

17 855 1335 1922.904 3418.496 5341.4 6463.094 8345.938 10469.14 13673.98 17306.14 21365.6

18 905 1414 2036.016 3619.584 5655.6 6843.276 8836.875 11084.98 14478.34 18324.14 22622.4

19 955 1492 2149.128 3820.672 5969.8 7223.458 9327.813 11700.81 15282.69 19342.15 23879.220 1005 1571 2262.24 4021.76 6284 7603.64 9818.75 12316.64 16087.04 20360.16 25136

AST 1290.174

ground floor

ground floor

ground floor

ground floor

45 50

1591 1964

3181 3928

4771.913 5891.25

6362.55 7855

7953.188 9818.759543.825 11782.511134.46 13746.2512725.1 15710

14315.74 17673.75

15906.38 19637.5

17497.01 21601.25

19087.65 2356520678.29 25528.7522268.93 27492.5

23859.56 29456.25

25450.2 31420

27040.84 33383.75

28631.48 35347.5

30222.11 37311.2531812.75 39275

Sheet4

By: CPB TCE CONSULTING ENGINEERS

Power house Retaining Wallmat middle portion(+ ve)(FOR MEMBER FORCES REF DESIGN SHEETS) +ve moment(MWL) +ve moment(MWL)

short span long span short span

Width of Beam ( mm ) b 1000 1000 1000Eff Depth to Tension Renf ( mm ) d 1040 1040 1040

Eff Depth to Comp Renf ( mm ) 60 60 60

25 25 25

415 415 415LOCATION SUPPORT SUPPORT SUPPORT

Design Bending Moment ( kN-m ) 667.20 326.40 478.50LOCATION SUPPORT SUPPORT SUPPORT

Design Shear ( kN ) 544.80 312.00


Percentage of Tension Steel 0.20 0.20 0.20

Percentage of Compression Steel 0.00 0.00 0.00

2130.12 2130.12 2130.12

0.00 0.00 0.00

Actual Shear Stress (N/mm2) 0.52 0.00 0.30

Permissible Shear Stress (N/mm2) 0.33 0.33 0.33

Limiting Moment of Resistance 3731.52 3731.52 3731.52Singly Reinforced Section :Ref Page 10 Sp-16 for Formula :0.87 fy = b 361.05 361.05 361.050.87 fy 1.005 fy / fck = a 6023.40 6023.40 6023.40

0.62 0.30 0.44

(-b + sqrt ( b2 - 4ac )) / 2a 0.06 0.06 0.06

(-b - sqrt ( b2 - 4ac )) / 2a 0.00 0.00 0.00Doubly Reinforced Sections :Ref Page 10 Sp-16 for Formula :

0.00 0.00 0.00

pt2 = Mu2/( 0.87 fy* ( d-d1)*bd )*100 0.00 0.00 0.00

Total pt = ptlim + pt2 0.18 0.08 0.13

fcc 11.65 11.65 11.65

0.06 0.06 0.06fsc = Ref Table F Sp:16 p-13 fsc 354.69 354.69 354.69

pc = pt2* ( 0.87*fy)/(fsc-fcc) 0.00 0.00 0.00

Minimum Area of Ten Reinf 0.20 0.20 0.20Shear Design

Actual Shear Stress (N/mm2) 0.52 0.00 0.30

Permissible Shear Stress (N/mm2) 0.33 0.33 0.33

Project:Mandagere Hydro P PDate: 14-04-2003 Client:BPCL Doc no:Ckd: Owner: BPCL Subject:Power house Retaining WallDate: Job no: 4047A Office:DB Dept: CV Sh Of

d1



Mu

Vu


pt

pc



tv

tc

Mu,lim

Mu / bd2 OR Mulim/bd2 = c Mu / bd2

(pt/100)

(pt/100)

Mu2 = Mu - Mulim Mu2

pt2

pt

fcc = 0.446 fck ( N/mm2 )

d1 / d

pc

ptmin

tv

tc

Sheet4

(Ref Formula in Sp:16 p175 ) 14.17 14.17 14.17

b 14.17 14.17 14.17

Max Allowable Shear Stress 3.10 3.10 3.10

Shear Capacity Of Section (kN) 347.62 347.62 347.62

Shear to be Provided by Reinf 197.18 0.00 0.00Shear ReinforcementFrom Strength Considerations8mm dia mm 191.45 0.00 0.0010mm dia mm 299.13 0.00 0.0012mm dia mm 430.75 0.00 0.00Minimum Area of Shear Reinf

Max Spacing of Bars :cl 25.5.1.6

Steel Provided

b = 0.8 fck / 6.89 pt >= 1

tcmax

Vc

Vus

Sheet4

+ve moment(MWL)

10001040

60

25

415SUPPORT

234.00SUPPORT

0.20

0.00

2130.12

0.00

0.00

0.33

3731.52

361.056023.40

0.22

0.06

0.00

0.00

0.00

0.06

11.65

0.06354.69

0.00

0.20

0.00

0.33

Project:Mandagere Hydro P P

Subject:Power house Retaining Wall Rev no:

long span

Sheet4

14.17

14.17

3.10

347.62

0.00

0.000.000.00

beam.xls

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