Design building - OoCities - Geocities Archive / Geocities … · XLS file · Web view · 2010-01-05Design of Building INFORMATION OF PROPOSED BUILDING ... Dia of bar for column

INFO

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Design of BuildingINFORMATION OF PROPOSED BUILDING

S.No.1 Type of Building(Framed / Loadbearing) = Framed Building2 Nos. of Storey = 33 Floor to floor height of building = 3000 mm4 Height of plinth = 450 mm5 Depth of foundation = 1000 mm6 Bearing Capacity of soil = 200 KN/sq.m.7 Thickness of external wall = 230 mm8 Thickness of internal wall = 125 mm

AssumptionsDesign Philosophy Limit state of design as per IS:456-1978

1 Grade of concrete = 20 N/sq.mm.2 Grade of steel = 415 N/sq.mm.3 Dia of bar for slab = 8 mm Dia of bar for column4 Dia of bar for beam = 20 mm Cover for column5 Cover For Slab = 15 mm6 Cover For Beam = 25 mm

FOR SLAB7 Dead load(Superimposed) = 1.5 KN/sq.m.8 Live load = 1.5 KN/sq.m.

910

( The thickness of slab should be kept to low as its volume/load ratio is very high) 11 FOLLOWING ARE CONDITION FOR TWO - WAY SLAB

Case Nos.Type of Panel Short span coefficient 1 Interior2 One short edge Discontinuous3 One long edge Discontinuous4 Two adjacent edge Discontinuous5 Two short edge Discontinuous6 Two long edges Discontinuous7 Three edges Discontinuous (except long)8 Three edges Discontinuous (except short)9 Four edges Discontinuous

12 For calculation of Ratio of Max.span/Deff. Linear interpolation has been considered for Chart 22of Design Aids to IS:456

13 The Design can be done for M15 or M20 grade of concrete for slab,beam,Column.14 The Beam can be designed for Mu/b d^2=6.38 N/sq.mm15 For design of beam as doubly reinforced, no effect of d'/Deff. is

considered and the reionforcement available for d'/Deff=.216 For design of Column the value of Mu/fckb d^2 is required to be seen from chart 31-34

for reinforced distribuited equally on two sides for rectangular section,from chart 43-46for reinforced distribuited equally on four sides for rectangular section,from chart 55-58for reinforced distribuited equally circular section.

17 For design of two - way slab first the longest/Shortest span value must be entered, so that no contradictory statment should be generated at any instant of time.

18 Weight of RCC concrete is assumed 25 KN/sq.m.19 For cantilever slab Maximum moment calculated by weight of slab / metre

width/metre lengthxeff. length ^2/2

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20 For Simply supported slab Maximum moment calculated by weight of slab / metre width/metre lengthxeff. length ^2/8

21 For Simply supported continuous slab Maximum moment calculated by following formulae given in article 21.5.1 table 7 of IS:456-1978 as follows

Span Moment Support momentMiddle end Middle Interior Next to end Support End Support

Dead Load WdxL^2/12 WdxL^2/16 WdxL^2/10 WdxL^2/12Live Load WlxL^2/10 WlxL^2/12 WlxL^2/9 WlxL^2/9

Where Wd =Factored Dead Load Wl =Factored Live LoadL = Effective Span

22 For Two-Way slab Maximum moment calculated by following equations as article C.1.1 of Appendix C of IS:456-1978

Mx = AlphaXxWxLx^2My = AlphaYxWxLx^2

23 All dimension are in KN,metre,mmType of slab Nos. Dimension of sl %Steel Max.Span

slab Length Width Deff. RESULDEPTHmms mms mms

Cantilever 1 1000 0.22 11.06 O.K. 1002 2000 0.22 11.06 O.K. 1503 2500 0.24 10.61 O.K. 200

Simply Supported 1 2360 0.15 36.16 REVIS 1202 1600 0.13 37.61 REVIS 1103 3000 0.23 30.94 O.K. 140

Simply supported Cont. 1 4000 0.3 35.10 O.K. 170When Nos. of span=>3 2 3700When span is within 15% of 3 4300Longest span

Two way slab Nos.4 1 9000 5000 0.3 35.10 O.K. 100

Condition 2 2 3250 2650 0.24 39.40 O.K. 1103 3 5000 4000 0.23 40.22 O.K. 120

Column shape if Rectangular = 1 = 1 % Ast Span/Deff. if Circular = 2 0.1 40Reinforcement if on two sides =1 = 2 0.2 33

if on four sides = 2 0.3 270.4 25.50.5 23.50.6 22.50.7 21.3

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2540

For calculation of Ratio of Max.span/Deff. Linear interpolation has been considered for Chart 22

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DEP.PRO.mms

110200260120110140170

170110120

Span/Deff.0.025

0.030.0370.0390.0430.0440.047

CSLAB

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DESIGN OF CANTILEVER ROOF SLABDesign of Cantilever SlabCantilever slab No. 1 2 3Concentrated load on cantilever slab due to parapet wallEffective cover 19 19 19span of slab 1000 2000 2500Assume % steel 0.22 0.22 0.24Modified L/d ratio 11.06 11.06 10.61Required Eff. Depth 90 181 236Total depth required 109 200 255Total depth provided 110 200 260Weight of slab 2.75 5 6.5Superimposed Load 1.5 1.5 1.5Live load 1.5 1.5 1.5Total factored load 9 12 15Design moment 4.5 24 46.88 Eff. Depth reqd. 40 93 130Depth provided 110 200 260Eff. depth provided 91 181 241Mu/bd^2 0.543 0.733 0.807% steel 0.16 0.21 0.24Area of steel 142 384 567Dia. of bar 8 10 12 8 10 12 8 10 12Spacing of bar require 355 554 798 131 204 294 88.7 139 199Maximum spacing of bar 273 543 723Hence,spacing 273 273 273 131 204 294 88.7 139 199Check for Serviceability O.K. O.K. O.K.

Distribution Steel 0.12 0.12 0.12132 240 312

8 10 12 8 10 12 8 10 12381 595 856 209 327 471 161 252 362

273 543 723

270 270 270 200 320 450 160 250 360

SSSLAB

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DESIGN OF ROOF SLABDesign of Simply Supported SlabSimply Supported slab No 1 2 3Effective cover 19 19 19span of slab 2360 1600 3000Assume % steel 0.15 0.13 0.23Modified L/d ratio 36.16 37.61 30.94Required Eff. Depth 65 43 97Total depth required 84 62 116Total depth provided 120 110 140Weight of slab 3 2.75 3.5Superimposed Load 1.5 1.5 1.5Live load 1.5 1.5 1.5Total factored load 9 9 10Design moment 6.266 2.88 11.25 Eff. Depth reqd. 48 32 64Depth provided 80 65.26 120 80 42.55 110 140 97 140Final Total Depth 120 110 140Eff. depth provided 101 91 121Mu/bd^2 0.614 0.348 0.768% steel 0.18 0.145 0.22Area of steel 178 132 270Dia. of bar 8 10 12 16 8 10 12 16 8 10 12 16Spacing of bar requ 282 440 633 1121 381 595 856 1515 186 291 418 740Maximum spacing of bar 303 273 363Hence,spacing 280 300 300 300 270 270 270 270 180 290 360 360Check for Serviceability Unsafe Unsafe O.K.

Distribution Steel 0.12 0.12 0.12144 132 168

8 10 12 8 10 12 8 10 12349 545 785 381 595 856 299 467 673

303 273 363

300 300 300 270 270 270 290 360 360

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DESIGN OF ROOF SLABDesign of Continuous supported SlabSimply Supported slab No. 1 2 3Effective cover 19 19 19span of slab 4000 3700 4300Assume % steel 0.3 0.3 0.3Modified L/d ratio 35.1 35.1 35.1Average span 4000Required Eff. Depth 114 105 123Total depth required 133 124 142Total depth provided 170 170 170Weight of slab 4.25 4.25 4.25 Dead load 1.5 1.5 1.5 Live Load 1.5 1.5 1.5Total Factored Dead Load 9.0 9 9Design moment Mid Span At Support

end interior At end InteriorDead Load 12.0 9.00 14.40 16.00Live Load 2.40 2.00 2.67 2.67Total Moment 14.4 11.00 17.07 18.67 Eff. Depth reqd. 72 63 79 82Depth provided 170 100 140 170 90 130 170 79 170

170 170FINAL TOTAL DEPTH 170Eff. depth provided 151 151 151 151% steel 0.18 0.12 0.16 0.18Area of steel 275 181.2 246 270Dia. of bar 8 10 12 8 10 12 8 10 12 8 10 12Spacing of bar req 183 286 411 277 433 624 204 319 459 186 290 418Maximum spacing of bar 453 453 453 453Hence,spacing 180 280 410 270 430 450 200 310 450 180 290 410 410Check for Serviceability O.K. O.K. O.K. O.K.

O.K.Distribution Steel 0.12

2048 10 12

246 385 554453

240 380 450

TWSLAB

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DESIGN OF ROOF SLABDesign of Two way slabTwo way slab Nos. 1 2 3.000Effective cover 19 19 19span of slab Length Width Length Width Length Width

9000 5000 3250 2650 5000 4000Ly/Lx 1.80 1.226 1.25Assume % steel 0.3 0.24 0.230Modified L/d ratio 35.1 39.4 40.2Required Eff. Depth 142 67 99Total depth required 161 86 118Total depth provided 170 110 120Weight of slab 4.25 2.75 3.000Factored Dead load 8.6 6.4 6.8Factored Live Load 2.3 2.25 2.250Total Factored load 10.9 8.6 9.000Table shown is as per Table 22 of IS:456-1978Case Nos. Type of Panel Short span coefficient Long Span Coeff.

1 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2 31 Interior 1 0.032 0.037 0.043 0.047 0.051 0.053 0.0554 0.058 0.06 0.063 0.065 0.032

2 0.024 0.028 0.032 0.036 0.039 0.041 0.0426 0.044 0.046 0.047 0.049 0.0242 One short edge 3 0.037 0.043 0.048 0.051 0.055 0.057 0.0592 0.061 0.064 0.066 0.068 0.037

Discontinuous 4 0.028 0.032 0.036 0.039 0.041 0.044 0.0456 0.047 0.049 0.05 0.052 0.0283 One long edge 5 0.037 0.044 0.052 0.057 0.063 0.067 0.0706 0.074 0.078 0.081 0.085 0.037

Discontinuous 6 0.028 0.033 0.039 0.044 0.047 0.051 0.0538 0.057 0.059 0.062 0.065 0.0284 Two adjacent edge 7 0.047 0.053 0.06 0.065 0.071 0.075 0.0782 0.081 0.085 0.088 0.091 0.047

Discontinuous 8 0.035 0.04 0.045 0.049 0.053 0.056 0.0586 0.061 0.064 0.066 0.069 0.0355 Two short edge 9 0.045 0.049 0.052 0.056 0.059 0.06 0.0618 0.064 0.065 0.067 0.069 0

Discontinuous 10 0.035 0.037 0.04 0.043 0.044 0.045 0.0464 0.048 0.049 0.051 0.052 0.0356 Two long edges 11 0 0 0 0 0 0 0 0 0 0 0 0.045

Discontinuous 12 0.035 0.043 0.051 0.057 0.063 0.068 0.072 0.076 0.08 0.084 0.088 0.0357 Three edges (except long) 13 0.057 0.064 0.071 0.076 0.08 0.084 0.0866 0.089 0.092 0.094 0.097 0

Discontinuous 14 0.043 0.048 0.053 0.057 0.06 0.064 0.0658 0.068 0.069 0.071 0.073 0.0438 Three edges (except short) 15 0 0 0 0 0 0 0 0 0 0 0 0.057

Discontinuous 16 0.043 0.051 0.059 0.065 0.071 0.076 0.08 0.084 0.088 0.092 0.096 0.0439 Four edges 17 0 0 0 0 0 0 0 0 0 0 0 0

Discontinuous 18 0.056 0.064 0.072 0.079 0.085 0.089 0.0926 0.096 0.1 0.103 0.107 0.056Design moment Short Span Long Span

Negative Positive Negative PositiveCoeff. Moment Coeff. MomenCoeff. Moment Coeff. Moment

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1.80 1.9 1.80 1.90.085 0.088 0.0846 23.00 0.064 0.066 0.064 17.35 0.047 12.78 0.035 9.5156

Err:502 Err:502 Err:502 Err:502 Err:502 ### ### ### ### ### ### ###Total Moment 23.00 17.35 12.78 9.52Absolute Maximum B.M. 23.00 Eff. Depth reqd. 91Depth provided 110 110 110 100 170FINAL TOTAL DEPTH 170Eff. depth provided 151 151 151 151Mu/bd^2 1.01 0.76 0.56 0.42

% steel 0.30 0.22 0.16 0.135Area of steel 450 333.6 242.6 204Dia. of bar 8 10 12 8 10 12 8 10 12 8 10 12Spacing of bar requir 112 174 251 151 235 339 207 324 466 246 385 554Maximum spacing of bar 453 453 453 453Hence,spacing 110 170 250 150 230 330 200 320 450 240 380 450

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Check for Serviceability O.K. O.K. O.K. O.K.O.K.

Distribution Steel 0.12204

8 10 12246 385 554

453240 380 450

Design moment Short Span Long SpanNegative Positive Negative Positive

Coeff. Moment Coeff. MomenCoeff. Moment Coeff. Moment1.20 1.3 1.20 1.3

0.048 0.051 0.049 2.96 0.036 0.039 0.037 2.228 0.037 2.241 0.028 1.6959Err:502 Err:502 Err:502 Err:502 Err:502 ### ### ### ### ### ### ###

Total Moment 2.96 2.23 2.24 1.696Absolute Maximum B.M. 2.96 Eff. Depth reqd. 33Depth provided 80 80 80 110 67FINAL TOTAL DEPTH 110

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Eff. depth provided 91 91 91 91Mu/bd^2 0.357 0.269 0.271 0.2048% steel 0.15 0.15 0.15 0.145Area of steel 132 132 132 132Dia. of bar 8 10 12 8 10 12 8 10 12 8 10 12Spacing of bar requir 381 595 856 381 595 856 381 595 856 381 595 856Maximum spacing of bar 273 273 273 273Hence,spacing 270 270 270 270 270 270 270 270 270 270 270 270 270Check for Serviceability O.K. O.K. O.K. O.K.


1328 10 12

381 595 856273

270 270 270Design moment Short Span Long Span

Negative Positive Negative PositiveCoeff. Moment Coeff. MomenCoeff. Moment Coeff. Moment

1.20 1.3 1.20 1.30.052 0.057 0.055 7.85 0.039 0.044 0.041 5.976 0.037 5.328 0.028 4.032

Err:502 Err:502 Err:502 Err:502 Err:502 ### ### ### ### ### ### ###Total Moment 7.85 5.98 5.33 4.032Absolute Maximum B.M. 7.85 Eff. Depth reqd. 53Depth provided 80 120 100FINAL TOTAL DEPTH 120Eff. depth provided 101 101 101 101Mu/bd^2 0.769 0.586 0.522 0.395% steel 0.22 0.17 0.15 0.143Area of steel 226 169.9 150.9 144Dia. of bar mm. 8 10 12 8 10 12 8 10 12 8 10 12Spacing of bar requir 223 348 500 296 462 665 333 520 749 349 545 785Maximum spacing of bar 303 303 303 303Hence,spacing 220 300 300 290 300 300 300 300 300 300 300 300 300Check for Serviceability O.K. O.K. O.K. O.K.


1448 10 12

TWSLAB

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349 545 785303

300 300 300

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LOAD CALCULATIONDead load 1.50 kn/m^2Live load 1.50 kn/m^2Wall load (Main) 13.11 kn/m

S. No. D.L. L.L. Span D.L. L.L. W.L. TOTALsq. metre sq. metre per metre per metre per metre

1 1.5 1.5 2360 1.77 1.77 13.11 16.65234567

TWO-WAY SLAB ROOF LOADS. No. D.L. L.L. Span D.L. L.L. W.L. TOTAL

sq. metre sq. metre Long Short per metre per metre per metre

Short Span 1.5 1.5 9000 5000 2.50 2.50 13.11Long Span 1.5 1.5 9000 5000 3.36 3.36 13.11Short Span 1.5 1.5 3250 2650 1.33 1.33 13.11Long Span 1.5 1.5 3250 2650 1.55 1.55 13.11

TWO-WAY SLAB FLOOR LOADS. No. D.L. L.L. Span D.L. L.L. W.L. TOTAL

sq. metre sq. metre Long Short per metre per metre per metre

Short Span 1.5 1.5 9000 5000 2.50 2.50 13.11 18.11Long Span 1.5 1.5 9000 5000 3.36 3.36 13.11 19.84Short SpanLong Span

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7.13 kn/m

18.1119.8415.7616.20

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MOMENT DISTRIBUTION FOR PB1

Slab Wall Self Wt. Others Total1 0.99 1.38 0.23 0.46 3.06 4.592 0.99 1.38 0.23 0.46 3.06 4.593 0.62 1.38 0.23 0.46 2.69 4.044 0.32 1.38 0.23 0.46 2.39 3.58

Distribution factor for two span

Width Depth LengthMoment oStiffness Total DistributionInertia Stiffness Factor

1 Beam 1 230 300 2,200 5E+08 235,227 0.372 Beam 2 230 300 2,200 5E+08 235,227 633,215 0.37

Col.B 250 250 2,000 3E+08 162,760 0.26Col.T 0 0 3,000 0E+00 0 0.00



2 Beam 1 230 300 2,200 5E+08 235,227 0.403 Beam 2 230 300 2,800 5E+08 184,821 582,809 0.32

Col.B 250 250 2,000 3E+08 162,760 0.28Col.T 0 0 3,000 0E+00 0 0.00



2 Beam 1 230 300 2,800 5E+08 184,821 0.263 Beam 2 230 300 1,400 5E+08 369,643 717,225 0.52

Col.B 250 250 2,000 3E+08 162,760 0.23Col.T 0 0 3,000 0E+00 0 0.00

Fact. Load

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1 Mab -1.85 1.852 Mbc -1.85 1.853 Mcd -2.64 2.644 Mde -0.59 0.59

BEAM BEAM COLUMN BEAM BEAM COLUMN BEAM BEAM COLUMN BEAM BEAM

0.37 0.26 0.37 0.40 0.28 0.32 0.26 0.23 0.52-1.85 1.85 -1.85 1.85 -2.64 2.64 -0.59 0.59

0.00 0.00 0.00 0.32 0.22 0.25 -0.53 -0.47 -1.060.00 0.16 0.00 -0.26 0.13 -0.53

-0.06 -0.04 -0.06 0.11 0.07 0.08 -0.03 -0.03 -0.06-0.03 0.05 -0.03 -0.02 0.04 -0.03

-0.02 -0.01 -0.02 0.02 0.01 0.01 -0.01 -0.01 -0.02-0.01 -0.01-1.89 1.77 -0.05 -1.72 2.27 0.31 -2.57 2.23 -0.50 -1.73 0.01

Vertical L 5.05 5.05 5.05 5.05 5.66 5.66 2.51 2.51Vertical L 0.05 -0.05 -0.25 0.25 0.12 -0.12 1.23 -1.23 MomentTotal 5.10 5.00 4.80 5.30 5.78 5.54 3.73 1.28Load

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MOMENT DISTRIBUTION FOR PB4/PB7

Slab Wall Self Wt. Others Total

1 0.99 1.38 0.23 0.46 3.06 4.592 0.99 0.75 1.38 0.23 0.00 3.35 5.023 0.99 0.75 1.38 0.23 0.00 3.35 5.02



1 Beam 1 230 300 1,200 5E+08 431,250 0.472 Beam 2 230 300 1,600 5E+08 323,438 917,448 0.35

Col.B 250 250 2,000 3E+08 162,760 0.18Col.T 0 0 3,000 0E+00 0 0.00



2 Beam 1 230 300 1,600 5E+08 323,438 0.403 Beam 2 230 300 1,600 5E+08 323,438 809,635 0.40

Col.B 250 250 2,000 3E+08 162,760 0.20Col.T 0 0 3,000 0E+00 0 0.00

1 Mab -0.55 0.552 Mbc -1.07 1.073 Mcd -1.07 1.07

Fact. Load

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BEAM BEAM COLUMN BEAM BEAM COLUMN BEAM BEAM

0.47 0.18 0.35 0.40 0.20 0.40-0.55 0.55 -1.07 1.07 -1.07 1.07

0.24 0.09 0.18 0.00 0.00 0.000.12 0.00 0.09 0.00

0.00 0.00 0.00 -0.04 -0.02 -0.040.00 -0.02 0.00 -0.02

0.01 0.00 0.01 0.00 0.00 0.000.00 0.00

-0.42 0.80 0.10 -0.90 1.13 -0.02 -1.11 1.05

Vertical L 2.75 2.75 4.02 4.02 4.02 4.02Vertical L -0.32 0.32 -0.14 0.14 0.03 -0.03 MomentTotal 2.44 3.07 3.88 4.16 4.05 3.98Load



1 0.75 0.75 1.38 0.23 0.00 3.11 4.672 0.75 0.75 1.38 0.23 0.00 3.11 4.673 0.54 0.54 1.38 0.23 0.00 2.69 4.04



1 Beam 1 230 300 1,600 5E+08 323,438 0.402 Beam 2 230 300 1,600 5E+08 323,438 809,635 0.40

Col.B 250 250 2,000 3E+08 162,760 0.20

Fact L

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Col.T 0 0 3,000 0E+00 0 0.00



2 Beam 1 230 300 1,600 5E+08 323438 0.453 Beam 2 230 300 2,300 5E+08 225000 711,198 0.32

Col.B 250 250 2,000 3E+08 162760 0.23Col.T 0 0 3,000 0E+00 0 0.00

1 Mab -1.00 1.002 Mbc -1.00 1.003 Mcd -1.78 1.78

BEAM BEAM COLUMN BEAM BEAM COLUMN BEAM BEAM

0.40 0.20 0.40 0.45 0.23 0.32-1.00 1.00 -1.00 1.00 -1.78 1.78

0.00 0.00 0.00 0.36 0.18 0.250.00 0.18 0.00 0.12

-0.07 -0.04 -0.07 0.00 0.00 0.00-0.04 0.00 -0.04 0.00

0.00 0.00 0.00 0.02 0.01 0.010.00 0.01

-1.03 0.92 -0.04 -0.89 1.33 0.19 -1.52 1.91

Vertical L 3.73 3.73 3.73 3.73 4.64 4.64Vertical L 0.07 -0.07 -0.28 0.28 -0.17 0.17 MomentTotal 3.80 3.67 3.45 4.01 4.47 4.81

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Load



1 0.75 0.75 1.38 0.23 0.00 3.11 4.672 0.75 0.75 1.38 0.23 0.00 3.11 4.673 0.54 0.54 1.38 0.23 2.69 4.044 0.99 0.99 1.38 0.23 0.00 3.59 5.38



1 Beam 1 230 300 2,200 5E+08 235,227 0.372 Beam 2 230 300 2,200 5E+08 235,227 633,215 0.37

Col.B 250 250 2,000 3E+08 162,760 0.26Col.T 0 0 3,000 0E+00 0 0.00



2 Beam 1 230 300 2,200 5E+08 235,227 0.403 Beam 2 230 300 2,800 5E+08 184,821 582,809 0.32

Col.B 250 250 2,000 3E+08 162,760 0.28Col.T 0 0 3,000 0E+00 0 0.00


Width Depth LengthMoment oStiffness Total Distribution

Fact. Load

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Inertia Stiffness Factor3 Beam 1 230 300 2,800 5E+08 184,821 0.264 Beam 2 230 300 1,400 5E+08 369,643 717,225 0.52

Col.B 250 250 2,000 3E+08 162,760 0.23Col.T 0 0 3,000 0E+00 0 0.00

1 Mab -1.88 1.882 Mbc -1.88 1.883 Mcd -2.64 2.644 Mde -0.88 0.88


0.37 0.26 0.37 0.40 0.28 0.32 0.26 0.23 0.52-1.88 1.88 -1.88 1.88 -2.64 2.64 -0.88 0.88

0.00 0.00 0.00 0.30 0.21 0.24 -0.45 -0.40 -0.910.00 0.15 0.00 -0.23 0.12 -0.45

-0.06 -0.04 -0.06 0.09 0.06 0.07 -0.03 -0.03 -0.06-0.03 0.05 -0.03 -0.02 0.04 -0.03

-0.02 -0.01 -0.02 0.02 0.01 0.01 -0.01 -0.01 -0.02-0.01 -0.01-1.92 1.81 -0.05 -1.76 2.27 0.29 -2.55 2.30 -0.43 -1.86 0.39

Vertical L 5.13 5.13 5.13 5.13 5.65 5.65 3.77 3.77Vertical L 0.05 -0.05 -0.23 0.23 0.09 -0.09 1.06 -1.06 MomentTotal 5.18 5.08 4.90 5.36 5.74 5.56 4.82 2.71Load


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Slab Wall Self Wt. Others Total Fact.

1 0.80 1.38 0.23 0.46 2.87 4.312 0.80 1.38 0.23 0.46 2.87 4.313 0.80 1.38 0.23 0.46 2.87 4.31 4.864 0.80 1.38 0.23 0.46 2.87 4.315 0.80 1.38 0.23 0.46 2.87 4.31



1 Beam 1 230 300 1,935 5E+08 267,442 0.382 Beam 2 230 300 1,935 5E+08 267,442 697,644 0.38

Col.B 250 250 2,000 3E+08 162,760 0.23Col.T 0 0 3,000 0E+00 0 0.00



2 Beam 1 230 300 1,935 5E+08 267,442 0.413 Beam 2 230 300 2,260 5E+08 228,982 659,185 0.35

Col.B 250 250 2,000 3E+08 162,760 0.25Col.T 0 0 3,000 0E+00 0 0.00 Distribution factor for two span


3 Beam 1 230 300 2,260 5E+08 228,982 0.354 Beam 2 230 300 1,935 5E+08 267,442 659,185 0.41

Col.B 250 250 2,000 3E+08 162,760 0.25Col.T 0 0 3,000 0E+00 0 0.00


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4 Beam 1 230 300 1,935 5E+08 267,442 0.385 Beam 2 230 300 1,935 5E+08 267,442 697,644 0.38

Col.B 250 250 2,000 3E+08 162,760 0.23Col.T 0 0 3,000 0E+00 0 0.00

1 Mab -1.34 1.342 Mbc -1.34 1.343 Mcd -3.21 3.214 Mde -1.34 1.345 Mef -1.34 1.34

BEAM BEAM COLUMN BEAM BEAM COLUMN BEAM BEAM COLUMN BEAM BEAM COLUMN BEAM BEAM

0.38 0.23 0.38 0.41 0.25 0.35 0.35 0.25 0.41 0.38 0.23 0.38-1.34 1.34 -1.34 1.34 -3.21 3.21 -1.34 1.34 ### 1.34

0.00 0.00 0.00 0.76 0.46 0.65 -0.65 -0.46 -0.76 0.00 0.00 0.000.00 0.38 0.00 -0.32 0.32 0.00 -0.38 0.00

-0.14 -0.09 -0.14 0.13 0.08 0.11 -0.11 -0.08 -0.13 0.14 0.09 0.14-0.07 0.07 -0.07 -0.06 0.06 0.07 -0.07 0.07

-0.03 -0.02 -0.03 0.05 0.03 0.04 -0.04 -0.03 -0.05 0.03 0.02 0.03-0.01 0.01-1.43 1.17 -0.10 -1.07 2.21 0.57 -2.78 2.78 -0.57 -2.21 1.07 0.10 ### 1.43

4.17 4.17 4.17 4.17 7.29 7.29 4.17 4.17 4.17 4.17

0.13 -0.13 -0.59 0.59 0.00 0.00 0.59 -0.59 ### 0.13 MomentTotal V 4.30 4.03 3.58 4.75 7.29 7.29 4.75 3.58 4.03 4.30Load


Vertical loadVertical load due

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Slab Wall Self Wt. Others Total Fact.

1 0.80 0.87 1.38 0.23 0.00 3.28 4.922 0.80 0.87 1.38 0.23 0.00 3.28 4.923 0.80 0.84 1.38 0.23 0.00 3.25 4.884 0.80 0.84 1.38 0.23 0.00 3.25 4.885 0.80 0.84 1.38 0.23 0.00 3.25 4.886 0.80 0.84 1.38 0.23 0.00 3.25 4.887 0.80 0.87 1.38 0.23 0.00 3.28 4.928 0.80 0.87 1.38 0.23 0.00 3.28 4.92



1 Beam 1 230 300 2,300 5E+08 225,000 0.302 Beam 2 230 300 1,400 5E+08 369,643 757,403 0.49

Col.B 250 250 2,000 3E+08 162,760 0.21Col.T 0 0 3,000 0E+00 0 0.00



2 Beam 1 230 300 1,400 5E+08 369,643 0.503 Beam 2 230 300 2,520 5E+08 205,357 737,760 0.28



3 Beam 1 230 300 2,520 5E+08 205,357 0.254 Beam 2 230 300 1,130 5E+08 457,965 826,082 0.55

Col.B 250 250 2,000 3E+08 162,760 0.20

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Col.T 0 0 3,000 0E+00 0 0.00



4 Beam 1 230 300 1,130 5E+08 457,965 0.425 Beam 2 230 300 1,130 5E+08 457,965 1,078,690 0.42



5 Beam 1 230 300 1,130 5E+08 457,965 0.556 Beam 2 230 300 2,520 5E+08 205,357 826,082 0.25

Col.B 250 250 2,000 3E+08 162,760 0.20Col.T 0 0 3,000 0E+00 0 0.00



6 Beam 1 230 300 2,520 5E+08 205,357 0.287 Beam 2 230 300 1,400 5E+08 369,643 737,760 0.50



7 Beam 1 230 300 1,400 5E+08 369,643 0.498 Beam 2 230 300 2,300 5E+08 225,000 757,403 0.30

Col.B 250 250 2,000 3E+08 162,760 0.21

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Col.T 0 0 3,000 0E+00 0 0.00

1 Mab -2.17 2.172 Mbc -0.80 0.803 Mcd -2.58 2.584 Mde -0.52 0.525 Mef -0.52 0.526 Mfg -2.58 2.587 Mgh -0.80 0.808 Mhi -2.17 2.17

BEAM BEAM COLUMN BEAM BEAM COLUMN BEAM BEAM COLUMN BEAM BEAM COLUMN BEAM BEAM COLUMN BEAM BEAM COLUMN BEAM BEAM COLUMN BEAM BEAM

0.30 0.21 0.49 0.50 0.22 0.28 0.25 0.20 0.55 0.42 0.15 0.42 0.55 0.20 0.25 0.28 0.22 0.50 0.49 0.21 0.30-2.17 2.17 -0.80 0.80 -2.58 2.58 -0.52 0.52 -0.52 0.52 -2.58 2.58 -0.80 0.80 -2.17 2.17

-0.41 -0.29 -0.67 0.89 0.39 0.49 -0.51 -0.41 -1.14 0.00 0.00 0.00 1.14 0.41 0.51 -0.49 -0.39 -0.89 0.67 0.29 0.41

-0.20 0.44 -0.33 -0.26 0.25 0.00 -0.57 0.57 0.00 -0.25 0.26 0.33 -0.44 0.20-0.13 -0.10 -0.22 0.30 0.13 0.16 -0.06 -0.05 -0.14 0.00 0.00 0.00 0.14 0.05 0.06 -0.16 -0.13 -0.30 0.22 0.10 0.13

-0.07 0.15 -0.11 -0.03 0.08 0.00 -0.07 0.07 0.00 -0.08 0.03 0.11 -0.15 0.07-0.04 -0.03 -0.07 0.07 0.03 0.04 -0.02 -0.02 -0.05 0.00 0.00 0.00 0.05 0.02 0.02 -0.04 -0.03 -0.07 0.07 0.03 0.04

-0.02 0.02

-2.46 1.59 -0.42 -1.17 1.62 0.55 -2.17 2.31 -0.47 -1.84 -0.12 0.00 0.12 1.84 0.47 -2.31 2.17 -0.55 -1.62 1.17 0.42 -1.59 2.46

5.66 5.66 3.44 3.44 6.14 6.14 2.75 2.75 2.75 2.75 6.14 6.14 3.44 3.44 5.66 5.66

0.38 -0.38 -0.32 0.32 -0.06 0.06 1.74 -1.74 -1.74 1.74 0.06 -0.06 0.32 -0.32 -0.38 0.38

6.04 5.28 3.12 3.77 6.08 6.20 4.49 1.02 1.02 4.49 6.20 6.08 3.77 3.12 5.28 6.04

Moment Distribution for PB13

Slab Wall Self Wt. Others Total Fact. Load

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Page 27

1 0.84 1.38 0.23 0.46 2.91 4.362 0.84 1.38 0.23 0.46 2.91 4.363 0.84 1.38 0.23 0.46 2.91 4.364 0.84 1.38 0.23 0.46 2.91 4.36



1 Beam 1 230 300 1,825 5E+08 283,562 0.392 Beam 2 230 300 1,825 5E+08 283,562 729,884 0.39

Col.B 250 250 2,000 3E+08 162,760 0.22Col.T 0 0 3,000 0E+00 0 0.00

Distribution factor for two spanWidth Depth LengthMoment oStiffness Total Distribution


Col.B 250 250 2,000 3E+08 162,760 0.22Col.T 0 0 3,000 0E+00 0 0.00

Distribution factor for two spanWidth Depth LengthMoment oStiffness Total Distribution


Col.B 250 250 2,000 3E+08 162,760 0.22Col.T 0 0 3,000 0E+00 0 0.00

1 Mab -1.21 1.212 Mbc -1.21 1.213 Mcd -1.21 1.214 Mde -1.21 1.21


0.39 0.22 0.39 0.39 0.22 0.39 0.39 0.22 0.39

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-1.21 1.21 -1.21 1.21 -1.21 1.21 -1.21 1.210.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00-1.21 1.21 0.00 -1.21 1.21 0.00 -1.21 1.21 0.00 -1.21 1.21

Vertical L 3.98 3.98 3.98 3.98 3.98 3.98 3.98 3.98Vertical L 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MomentTotal 3.98 3.98 3.98 3.98 3.98 3.98 3.98 3.98Load



1 0.87 1.38 0.23 0.46 2.94 4.412 0.87 1.38 0.23 0.46 2.94 4.41



1 Beam 1 230 300 1,850 5E+08 279,730 0.392 Beam 2 230 300 1,850 5E+08 279,730 722,220 0.39

Col.B 250 250 2,000 3E+08 162,760 0.23Col.T 0 0 3,000 0E+00 0 0.00

1 Mab -1.26 1.262 Mbc -1.26 1.26

BEAM BEAM COLUMN BEAM BEAM

Fact. Load

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Page 29

0.39 0.23 0.39-1.26 1.26 -1.26 1.26

0.00 0.00 0.000.00 0.00 0.00

0.00 0.00 0.000.00 0.00 0.00

0.00 0.00 0.000.00 0.00

-1.26 1.26 0.00 -1.26 1.26

Vertical L 4.08 4.08 4.08 4.08Vertical L 0.00 0.00 0.00 0.00 MomentTotal 4.08 4.08 4.08 4.08Load

VERTICAL LOAD MOMENT TOTAL WorkingN S W E NS WE LOAD Load

S.No.1 5.10 4.08 9.18 6.122 4.80 5.00 9.80 6.533 5.78 5.30 6.04 17.11 11.414 3.73 5.54 5.44 14.71 9.815 1.28 2.07 3.35 2.236 2.8 2.07 4.87 3.257 10 5.7 15.70 10.478 6.9 5.28 3.12 15.30 10.209 2.44 4.08 6.52 4.34

10 3.88 3.07 3.98 10.93 7.2911 4.16 4.05 8.21 5.4812 3.98 3.77 6.08 13.83 9.2213 4.03 3.58 7.61 5.0714 4.86 6.08 6.20 17.145 11.4315 4.9 4.75 7.29 16.95 11.3016 3.80 3.98 3.98 11.76 7.84

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17 0.00 0.0018 0.00 0.0019 0.00 0.0020 4.9 4.90 3.2721 0.00 0.0022 0.00 0.0023 0.00 0.0024 0.00 0.0025 0.00 0.0026 0.00 0.0027 0.00 0.0028 0.00 0.0029 0.00 0.0030 0.00 0.0031 0.00 0.0032 0.00 0.0033 0.00 0.00

BEAMREIN

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### Effective Cover= 35

% steel 0 0.25 0.5 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00Permissible S.S. 15 0 0.35 0.46 0.54 0.60 0.64 0.68 0.71 0.71 0.71 0.71 0.71 0.71

20 0 0.36 0.48 0.56 0.62 0.67 0.72 0.75 0.79 0.81 0.82 0.82 0.82S.No.W Deff. Ml Mr Mm Tl Tr Mel Mer Mel Mer Mem %AstL %AstR %Astm AstL AstR Astm

bd^2 bd^2 bd^3 Left Right Middle Left Right MiddleTen Com. Ten Com. Ten Com. Ten Com. Ten Com. Ten Com.

1 375 245 17 47 77 0 0 17 47 0.76 2.09 3.42 0.22 N.A. 0.67 0.00 1.18 0.26 202 ### 619 0 1088 2362 375 245 20 50 80 0 0 20 50 0.89 2.22 3.55 0.26 N.A. 0.73 0.00 1.23 0.31 239 ### 667 0 1131 2843 375 245 23 53 83 0 0 23 53 1.02 2.35 3.69 0.30 N.A. 0.78 0.00 1.28 0.36 278 ### 716 0 1173 3324 375 245 26 56 86 0 0 26 56 1.16 2.49 3.82 0.34 N.A. 0.83 0.00 1.32 0.41 317 ### 767 0 1215 3795 375 245 29 59 89 0 0 29 59 1.29 2.62 3.95 0.39 N.A. 0.89 0.21 1.37 0.47 357 ### 821 196 1258 4276 375 245 32 62 92 32 62 1.42 2.75 4.09 0.43 N.A. 0.95 0.00 1.42 0.52 398 ### 872 0 1301 4757 375 245 35 65 95 35 65 1.55 2.89 4.22 0.48 N.A. 1.00 0.04 1.46 0.57 440 ### 918 34 1343 5238 375 245 38 68 98 38 68 1.69 3.02 4.35 0.53 N.A. 1.05 0.10 1.51 0.62 483 ### 961 93 1385 5719 375 245 41 71 101 41 71 1.82 3.15 4.49 0.57 N.A. 1.09 0.15 1.55 0.67 527 ### 1003 141 1427 61910 375 245 44 74 104 44 74 1.95 3.29 4.62 0.62 N.A. 1.14 0.21 1.60 0.73 572 ### 1045 188 1470 66711 230 295 0 0 0.00 0.00 0.00 #N/A N.A. #N/A N.A. #N/A N.A. #N/A ### #N/A ### #N/A ###12 230 295 0 0 0.00 0.00 0.00 #N/A N.A. #N/A N.A. #N/A N.A. #N/A ### #N/A ### #N/A ###13 230 295 0 0 0.00 0.00 0.00 #N/A N.A. #N/A N.A. #N/A N.A. #N/A ### #N/A ### #N/A ###14 230 295 0 0 0.00 0.00 0.00 #N/A N.A. #N/A N.A. #N/A N.A. #N/A ### #N/A ### #N/A ###15 230 295 0 0 0.00 0.00 0.00 #N/A N.A. #N/A N.A. #N/A N.A. #N/A ### #N/A ### #N/A ###16 230 295 0 0 0.00 0.00 0.00 #N/A N.A. #N/A N.A. #N/A N.A. #N/A ### #N/A ### #N/A ###17 230 295 0 0 0.00 0.00 0.00 #N/A N.A. #N/A N.A. #N/A N.A. #N/A ### #N/A ### #N/A ###18 230 295 0 0 0.00 0.00 0.00 #N/A N.A. #N/A N.A. #N/A N.A. #N/A ### #N/A ### #N/A ###19 230 295 0 0 0.00 0.00 0.00 #N/A N.A. #N/A N.A. #N/A N.A. #N/A ### #N/A ### #N/A ###20 230 295 0 0 0.00 0.00 0.00 #N/A N.A. #N/A N.A. #N/A N.A. #N/A ### #N/A ### #N/A ###21 230 295 0 0 0.00 0.00 0.00 #N/A N.A. #N/A N.A. #N/A N.A. #N/A ### #N/A ### #N/A ###22 230 295 0 0 0.00 0.00 0.00 #N/A N.A. #N/A N.A. #N/A N.A. #N/A ### #N/A ### #N/A ###23 230 295 0 0 0.00 0.00 0.00 #N/A N.A. #N/A N.A. #N/A N.A. #N/A ### #N/A ### #N/A ###24 230 295 0 0 0.00 0.00 0.00 #N/A N.A. #N/A N.A. #N/A N.A. #N/A ### #N/A ### #N/A ###25 230 295 0 0 0.00 0.00 0.00 #N/A N.A. #N/A N.A. #N/A N.A. #N/A ### #N/A ### #N/A ###

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Sl Sr SsL SsR ScL ScR Vul Vur VuL VuR Stirrupsd d Left R Left R Left R

8 8 10 10 12 121 50 65 0.32 0.54 29 49 21 16 1.17 1.55 184 184 184 184 184 1842 55 66 0.37 0.55 34 51 21 15 1.14 1.61 184 184 184 184 184 1843 60 67 0.39 0.57 35 52 25 15 1.00 1.64 184 184 184 184 184 1844 45 50 0.41 0.58 37 53 8 -3 3.17 -7.37 184 #N/A 184 #N/A 184 #N/A5 100 110 0.43 0.59 39 55 61 55 0.40 0.44 140 160 184 184 184 1846 75 70 0.45 0.61 41 56 34 14 0.72 1.73 184 184 184 184 184 1847 80 71 0.47 0.62 43 57 37 14 0.67 1.74 184 184 184 184 184 1848 85 72 0.49 0.63 45 58 40 14 0.61 1.73 184 184 184 184 184 1849 90 73 0.50 0.64 46 59 44 14 0.56 1.71 184 184 184 184 184 184

10 95 74 0.52 0.65 48 59 47 15 0.52 1.69 180 184 184 184 184 18411 30 105 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A12 35 110 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A13 40 115 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A14 45 120 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A15 50 125 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A16 55 130 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A17 60 135 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A18 65 140 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A19 70 145 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A20 75 150 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A21 80 155 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A22 85 160 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A23 90 165 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A24 95 170 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A25 100 175 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A

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M %As %As Spacing of Stirrupsbd^2 15 20 Dia Spa- Dia Spa- Dia Spa-

0.30 0.085 0.085 of cing of cing of cing0.34 0.097 0.097 Bar Bar Bar0.38 0.109 0.1080.42 0.120 0.120 8 10 120.46 0.132 0.131 0.138 50 0.088 50 0.061 500.50 0.144 0.143 0.165 60 0.106 60 0.073 600.54 0.156 0.155 0.193 70 0.123 70 0.086 700.58 0.169 0.167 0.220 80 0.141 80 0.098 800.62 0.181 0.179 0.248 90 0.159 90 0.110 900.66 0.194 0.191 0.275 100 0.176 100 0.122 1000.70 0.206 0.203 0.303 110 0.194 110 0.135 1100.74 0.219 0.215 0.331 120 0.212 120 0.147 1200.78 0.232 0.227 0.358 130 0.229 130 0.159 1300.82 0.244 0.240 0.386 140 0.247 140 0.171 1400.86 0.257 0.252 0.413 150 0.264 150 0.184 1500.90 0.270 0.264 0.441 160 0.282 160 0.196 1600.94 0.283 0.277 0.468 170 0.300 170 0.208 1700.98 0.296 0.289 0.496 180 0.317 180 0.220 1801.02 0.309 0.302 0.524 190 0.335 190 0.233 1901.06 0.323 0.314 0.551 200 0.353 200 0.245 2001.10 0.336 0.327 0.689 250 0.441 250 0.306 2501.14 0.350 0.340 0.826 300 0.529 300 0.367 3001.18 0.364 0.353 0.964 350 0.617 350 0.429 3501.22 0.378 0.366 1.103 400 0.705 400 0.490 4001.26 0.392 0.379 1.239 450 0.794 450 0.551 4501.30 0.406 0.3921.34 0.420 0.4061.38 0.435 0.4191.42 0.450 0.4331.46 0.465 0.4461.50 0.480 0.4601.54 0.495 0.474

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Page 34

1.58 0.510 0.4881.62 0.526 0.5021.66 0.542 0.5161.70 0.558 0.5301.74 0.574 0.5441.78 0.590 0.5591.82 0.607 0.5731.86 0.624 0.5881.90 0.641 0.6021.94 0.658 0.6171.98 0.676 0.6322.02 0.693 0.6482.06 0.712 0.6632.10 0.727 0.678 0.0112.14 0.741 0.694 0.0272.18 0.755 0.710 0.0422.22 0.768 0.725 0.0582.26 0.782 0.741 0.0732.30 0.796 0.757 0.0892.34 0.810 0.774 0.1042.38 0.824 0.790 0.1202.42 0.837 0.807 0.1352.46 0.851 0.823 0.1512.50 0.865 0.840 0.1662.54 0.879 0.858 0.1822.58 0.893 0.875 0.1972.62 0.907 0.893 0.2132.66 0.921 0.910 0.2282.70 0.935 0.928 0.2442.74 0.949 0.943 0.2592.78 0.963 0.958 0.2752.82 0.976 0.974 0.2902.86 0.990 0.989 0.3062.90 1.004 1.004 0.321 0.0542.94 1.018 1.018 0.337 0.070

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Page 35

2.98 1.032 1.032 0.352 0.0853.02 1.045 1.045 0.368 0.1013.06 1.059 1.059 0.383 0.1163.10 1.073 1.073 0.399 0.1323.14 1.087 1.087 0.414 0.1483.18 1.101 1.101 0.430 0.1633.22 1.114 1.114 0.445 0.1793.26 1.128 1.128 0.461 0.1943.30 1.142 1.142 0.476 0.2103.34 1.156 1.156 0.492 0.2263.38 1.170 1.170 0.507 0.2413.42 1.184 1.184 0.523 0.2573.46 1.198 1.198 0.538 0.2723.50 1.212 1.212 0.554 0.2883.54 1.226 1.226 0.569 0.3043.58 1.240 1.240 0.585 0.3193.62 1.253 1.253 0.600 0.3353.66 1.267 1.267 0.616 0.3503.70 1.281 1.281 0.631 0.3663.74 1.295 1.295 0.647 0.3823.78 1.309 1.309 0.662 0.3973.82 1.322 1.322 0.678 0.4133.86 1.336 1.336 0.693 0.4283.90 1.350 1.350 0.709 0.4443.94 1.364 1.364 0.725 0.4603.98 1.378 1.378 0.740 0.4754.02 1.392 1.392 0.756 0.4914.06 1.406 1.406 0.771 0.5064.10 1.420 1.420 0.787 0.5224.14 1.434 1.434 0.802 0.5384.18 1.448 1.448 0.818 0.5534.22 1.461 1.461 0.833 0.5694.26 1.475 1.475 0.849 0.5844.30 1.489 1.489 0.864 0.6004.34 1.503 1.503 0.880 0.616

BEAMREIN

Page 36

4.38 1.517 1.517 0.895 0.6324.42 1.530 1.530 0.911 0.6474.46 1.544 1.544 0.926 0.6634.50 1.558 1.558 0.942 0.6794.54 1.572 1.572 0.957 0.6954.58 1.586 1.586 0.973 0.7104.62 1.599 1.599 0.988 0.7264.66 1.613 1.613 1.004 0.7414.70 1.627 1.627 1.019 0.7574.74 1.641 1.641 1.035 0.7734.78 1.655 1.655 1.050 0.7884.82 1.669 1.668 1.066 0.8044.86 1.683 1.682 1.081 0.8194.90 1.697 1.696 1.097 0.8354.94 1.711 1.710 1.112 0.8514.98 1.725 1.724 1.128 0.8665.02 1.738 1.738 1.143 0.8825.06 1.752 1.752 1.159 0.8975.10 1.766 1.766 1.174 0.9135.14 1.780 1.780 1.190 0.9295.18 1.794 1.794 1.205 0.9445.22 1.807 1.807 1.221 0.9605.26 1.821 1.821 1.236 0.9755.30 1.835 1.835 1.252 0.9915.34 1.849 1.849 1.267 1.0075.38 1.863 1.863 1.283 1.0225.42 1.877 1.877 1.298 1.0385.46 1.891 1.891 1.314 1.0535.50 1.905 1.905 1.329 1.0695.54 1.919 1.919 1.345 1.0855.58 1.933 1.933 1.360 1.1005.62 1.946 1.946 1.376 1.1165.66 1.960 1.960 1.391 1.1315.70 1.974 1.974 1.407 1.1475.74 1.988 1.988 1.423 1.163

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Page 37

5.78 2.002 2.002 1.438 1.1785.82 2.015 2.015 1.454 1.1945.86 2.029 2.029 1.469 1.2095.90 2.043 2.043 1.485 1.2255.94 2.057 2.057 1.500 1.2415.98 2.071 2.071 1.516 1.2566.02 2.084 2.084 1.531 1.2726.06 2.098 2.098 1.547 1.2876.10 2.112 2.112 1.562 1.3036.14 2.126 2.126 1.578 1.3196.18 2.140 2.140 1.593 1.3346.22 2.154 2.153 1.609 1.3506.26 2.168 2.167 1.624 1.3656.30 2.182 2.181 1.640 1.3816.34 2.196 2.195 1.655 1.3976.38 2.209 2.209 1.670 1.4136.42 2.223 1.4286.46 2.237 1.4446.50 2.251 1.4606.54 2.265 1.4766.58 2.279 1.4916.62 2.292 1.5076.66 2.306 1.5226.70 2.320 1.5386.74 2.334 1.5546.78 2.348 1.5696.82 2.361 1.5856.86 2.375 1.6006.90 2.389 1.6166.94 2.403 1.6326.98 2.417 1.6477.02 2.431 1.6637.06 2.445 1.6787.10 2.459 1.694

COLUMNTREIN

Page 38

Dia. of bar = 25S. Size Gr. Rec OneEff. Eff Axial Factored Factored Factored Factored lex ley Addi-No. of M d' =1 =1 Lex Ley Load Moment Moment Moment Moment D D tional

Col. b Cir Eq. M M Pu Longer Longer Shorter Shorter MomentD mm mm =2 =2 Top Bottom Top Bottom Max

1 250 250 20 53 1 2 2 2 221 5.5 0 5.5 0 8 8.0 1.7682 250 250 20 53 2 1 2 2 221 5.5 0 5.5 0 8 8.0 1.7683 410 310 20 53 1 2 6.2 5.2 1520 42 24.5 32 22 15 16.8 71.2554 415 315 20 53 1 2 6.3 5.3 1530 43 25.5 33 23 15 16.8 73.1635 420 320 20 53 1 2 6.4 5.4 1540 44 26.5 34 24 15 16.9 75.0936 425 325 20 53 1 2 6.5 5.5 1550 45 27.5 35 25 15 16.9 77.0447 430 330 20 53 1 2 6.6 5.6 1560 46 28.5 36 26 15 17.0 79.0168 435 335 20 53 1 2 6.7 5.7 1570 47 29.5 37 27 15 17.0 81.0089 440 340 20 53 1 2 6.8 5.8 1580 48 30.5 38 28 15 17.1 83.022

10 445 345 20 53 1 2 6.9 5.9 1590 49 31.5 39 29 16 17.1 85.05611 450 350 20 53 1 2 7 6 1600 50 32.5 40 30 16 17.1 87.11112 455 355 20 53 1 2 7.1 6.1 1610 51 33.5 41 31 16 17.2 89.18713 460 360 20 53 1 2 7.2 6.2 1620 52 34.5 42 32 16 17.2 91.28314 465 365 20 53 1 2 7.3 6.3 1630 53 35.5 43 33 16 17.3 93.40115 470 370 20 53 1 2 7.4 6.4 1640 54 36.5 44 34 16 17.3 95.53916 475 375 20 53 1 2 7.5 6.5 1650 55 37.5 45 35 16 17.3 97.69717 480 380 20 53 1 2 7.6 6.6 1660 56 38.5 46 36 16 17.4 99.87718 485 385 20 53 1 2 7.7 6.7 1670 57 39.5 47 37 16 17.4 102.0819 490 390 20 53 1 2 7.8 6.8 1680 58 40.5 48 38 16 17.4 104.320 495 395 20 53 1 2 7.9 6.9 1690 59 41.5 49 39 16 17.5 106.5421 500 400 20 53 1 2 8 7 1700 60 42.5 50 40 16 17.5 108.822 505 405 20 53 1 2 8.1 7.1 1710 61 43.5 51 41 16 17.5 111.0823 510 410 20 53 1 2 8.2 7.2 1720 62 44.5 52 42 16 17.6 113.3924 515 415 20 53 1 2 8.3 7.3 1730 63 45.5 53 43 16 17.6 115.7125 520 420 20 53 1 2 8.4 7.4 1740 64 46.5 54 44 16 17.6 118.0526 525 425 20 53 1 2 8.5 7.5 1750 65 47.5 55 45 16 17.6 120.4227 530 430 20 53 1 2 8.6 7.6 1760 66 48.5 56 46 16 17.7 122.828 535 435 20 53 1 2 8.7 7.7 1770 67 49.5 57 47 16 17.7 125.2129 540 440 20 53 1 2 8.8 7.8 1780 68 50.5 58 48 16 17.7 127.6330 545 445 20 53 1 2 8.9 7.9 1790 69 51.5 59 49 16 17.8 130.0831 550 450 20 53 1 2 9 8 1800 70 52.5 60 50 16 17.8 132.5532 555 455 20 53 1 2 9.1 8.1 1810 71 53.5 61 51 16 17.8 135.0333 560 460 20 53 1 2 9.2 8.2 1820 72 54.5 62 52 16 17.8 137.5434 565 465 20 53 1 2 9.3 8.3 1830 73 55.5 63 53 16 17.8 140.0735 570 470 20 53 1 2 9.4 8.4 1840 74 56.5 64 54 16 17.9 142.62

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Cover for colu = 40 Eff.Cover 53 Mux MuyAddi- % Ag Puz Pbx Pbx kx ky Max May Applicable for extional Steel KN Braced ColumnMoment Trial & No horizonMay mm^2 loads

1.768 1 6E+04 12 750 0.21 0.21 232 232 1.02 1.02 1.80 1.80 2.001.768 1 6E+04 12 750 0.21 0.21 175 175 0.92 0.92 1.63 1.63 2.00

66.292 2.05 1E+05 15.1 1926 0.13 0.17 551 475 0.30 0.28 21.03 18.53 2.6168.219 2.1 1E+05 15.3 2000 0.13 0.17 568 489 0.33 0.31 24.02 21.22 2.6470.166 2.15 1E+05 15.5 2076 0.13 0.16 586 503 0.36 0.34 27.02 23.92 2.6872.135 2.2 1E+05 15.6 2155 0.12 0.16 603 517 0.39 0.37 30.03 26.63 2.7274.124 2.25 1E+05 15.8 2235 0.12 0.16 621 531 0.42 0.40 33.04 29.36 2.7576.133 2.3 1E+05 15.9 2317 0.12 0.16 639 546 0.45 0.42 36.07 32.11 2.7978.164 2.35 1E+05 16.1 2401 0.12 0.15 658 560 0.47 0.45 39.10 34.87 2.8380.214 2.4 2E+05 16.2 2487 0.12 0.15 677 575 0.50 0.47 42.15 37.64 2.8682.286 2.45 2E+05 16.4 2575 0.12 0.15 696 590 0.52 0.49 45.20 40.43 2.9084.378 2.5 2E+05 16.5 2665 0.12 0.15 715 715 0.54 0.54 48.26 45.66 2.94

86.49 2.55 2E+05 16.7 2757 0.11 0.15 735 735 0.56 0.56 51.33 48.64 2.9788.623 2.6 2E+05 16.8 2851 0.11 0.14 755 755 0.58 0.58 54.41 51.63 3.0190.776 2.65 2E+05 17 2948 0.11 0.14 775 775 0.60 0.60 57.51 54.64 3.05

92.95 2.7 2E+05 17.1 3046 0.11 0.14 796 796 0.62 0.62 60.61 57.67 3.0895.144 2.75 2E+05 17.3 3146 0.11 0.14 817 817 0.64 0.64 63.73 60.71 3.1297.359 2.8 2E+05 17.4 3249 0.11 0.14 838 838 0.65 0.65 66.85 63.76 3.1699.594 2.85 2E+05 17.6 3354 0.11 0.13 860 860 0.67 0.67 69.99 66.84 3.19101.85 2.9 2E+05 17.7 3461 0.11 0.13 882 882 0.69 0.69 73.14 69.93 3.23104.12 2.95 2E+05 17.9 3570 0.11 0.13 904 904 0.70 0.70 76.31 73.03 3.27106.42 3 2E+05 18 3681 0.10 0.13 926 926 0.72 0.72 79.48 76.15 3.30108.74 3.05 2E+05 18.2 3795 0.10 0.13 949 949 0.73 0.73 82.67 79.29 3.34111.07 3.1 2E+05 18.3 3911 0.10 0.13 972 972 0.74 0.74 85.88 82.44 3.38113.43 3.15 2E+05 18.5 4029 0.10 0.13 996 996 0.75 0.75 89.09 85.60 3.41115.81 3.2 2E+05 18.6 4150 0.10 0.12 1020 1020 0.77 0.77 92.32 88.79 3.45118.21 3.25 2E+05 18.8 4273 0.10 0.12 1186 1044 0.81 0.78 99.98 91.99 3.49120.62 3.3 2E+05 18.9 4399 0.10 0.12 1215 1068 0.83 0.79 103.39 95.20 3.52123.06 3.35 2E+05 19.1 4526 0.10 0.12 1245 1093 0.84 0.80 106.81 98.44 3.56125.52 3.4 2E+05 19.2 4656 0.10 0.12 1275 1118 0.85 0.81 110.25 101.69 3.60

128 3.45 2E+05 19.3 4789 0.10 0.12 1305 1144 0.86 0.82 113.71 104.95 3.63130.5 3.5 3E+05 19.5 4924 0.09 0.12 1335 1169 0.87 0.83 117.17 108.23 3.67

133.02 3.55 3E+05 19.6 5062 0.09 0.11 1366 1195 0.88 0.84 120.66 111.53 3.71135.56 3.6 3E+05 19.8 5202 0.09 0.11 1398 1222 0.89 0.85 124.16 114.85 3.74138.12 3.65 3E+05 19.9 5345 0.09 0.11 1430 1249 0.90 0.86 127.67 118.18 3.78

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ey Mux Muy Design Pu p/fck from Mux1 from Muy1 Mux Muy PuMoment fck b D chart chart Mux1 Muy1 Puz

Sq.cms

2.00 4.42 4.42 6.2 6.2 0.18 0.05 0.09 28.1 0.09 28.1 0.22 0.22 0.29 62.00 4.42 4.42 6.0 6.0 0.18 0.05 0.055 17.2 0.11 34.4 0.35 0.18 0.29 62.07 39.62 31.51 60.6 50.0 0.60 0.10 0.116 120.9 0.12 97.7 0.50 0.51 0.79 262.11 40.44 32.283 64.5 53.5 0.59 0.11 0.122 132.4 0.14 113.7 0.49 0.47 0.76 272.15 41.27 33.06 68.3 57.0 0.57 0.11 0.128 144.5 0.15 130.7 0.47 0.44 0.74 292.18 42.11 33.84 72.1 60.5 0.56 0.11 0.134 157.3 0.17 149.0 0.46 0.41 0.72 302.22 42.95 34.632 76.0 64.0 0.55 0.11 0.14 170.8 0.18 168.6 0.44 0.38 0.70 322.26 43.8 35.43 79.9 67.5 0.54 0.11 0.146 185.1 0.19 189.4 0.43 0.36 0.68 342.29 44.66 36.23 83.8 71.1 0.53 0.12 0.152 200.1 0.21 211.6 0.42 0.34 0.66 352.33 45.53 37.047 87.7 74.7 0.52 0.12 0.158 215.9 0.22 235.2 0.41 0.32 0.64 372.37 46.4 37.87 91.6 78.3 0.51 0.12 0.164 232.5 0.24 260.2 0.39 0.30 0.62 392.40 47.28 38.69 95.5 84.4 0.50 0.13 0.17 249.9 0.25 286.7 0.38 0.29 0.60 402.44 48.17 39.528 99.5 88.2 0.49 0.13 0.176 268.1 0.26 314.8 0.37 0.28 0.59 422.48 49.06 40.37 103.5 92.0 0.48 0.13 0.182 287.3 0.28 344.4 0.36 0.27 0.57 442.51 49.97 41.22 107.5 95.9 0.47 0.13 0.188 307.3 0.29 375.8 0.35 0.26 0.56 462.55 50.87 42.075 111.5 99.7 0.46 0.14 0.194 328.3 0.31 408.8 0.34 0.24 0.54 482.59 51.79 42.94 115.5 103.6 0.46 0.14 0.2 350.2 0.32 443.6 0.33 0.23 0.53 502.62 52.72 43.81 119.6 107.6 0.45 0.14 0.206 373.1 0.33 480.2 0.32 0.22 0.51 522.66 53.65 44.688 123.6 111.5 0.44 0.14 0.212 397.0 0.35 518.7 0.31 0.21 0.50 542.70 54.59 45.57 127.7 115.5 0.43 0.15 0.218 422.0 0.36 559.2 0.30 0.21 0.49 572.73 55.53 46.47 131.8 119.5 0.43 0.15 0.224 448.0 0.38 601.6 0.29 0.20 0.48 592.77 56.49 47.367 136.0 123.5 0.42 0.15 0.23 475.1 0.39 646.1 0.29 0.19 0.46 612.81 57.45 48.27 140.1 127.6 0.41 0.15 0.236 503.3 0.40 692.7 0.28 0.18 0.45 642.84 58.42 49.19 144.3 131.6 0.40 0.16 0.242 532.7 0.42 741.5 0.27 0.18 0.44 662.88 59.39 50.112 148.5 135.7 0.40 0.16 0.248 563.3 0.43 792.5 0.26 0.17 0.43 692.92 60.37 51.04 152.7 139.8 0.39 0.16 0.254 595.1 0.45 845.9 0.26 0.17 0.42 712.95 61.37 51.98 161.3 144.0 0.39 0.16 0.26 628.1 0.46 901.6 0.26 0.16 0.41 742.99 62.36 52.923 165.8 148.1 0.38 0.16 0.266 662.4 0.47 959.7 0.25 0.15 0.40 773.03 63.37 53.87 170.2 152.3 0.37 0.17 0.272 698.0 0.49 1020.3 0.24 0.15 0.39 803.06 64.38 54.83 174.6 156.5 0.37 0.17 0.278 734.9 0.50 1083.6 0.24 0.14 0.38 823.10 65.4 55.8 179.1 160.8 0.36 0.17 0.284 773.2 0.52 1149.4 0.23 0.14 0.38 853.14 66.43 56.77 183.6 165.0 0.36 0.17 0.29 812.9 0.53 1217.9 0.23 0.14 0.37 883.17 67.46 57.75 188.1 169.3 0.35 0.18 0.296 854.0 0.54 1289.2 0.22 0.13 0.36 913.21 68.5 58.743 192.7 173.6 0.35 0.18 0.302 896.6 0.56 1363.4 0.21 0.13 0.35 953.25 69.55 59.74 197.2 177.9 0.34 0.18 0.308 940.7 0.57 1440.4 0.21 0.12 0.34 98

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%steel M15 M20 k1 0.05 0.1 0.15 0.2Sq.cms 1 9.6 12 Rect. 0.219 0.207 0.196 0.184

2 12.5 15 Circular 0.172 0.16 0.149 0.1383 15.5 18 2 side Eq. 0.096 0.082 0.046 -0.0224 18.5 21 4 side Eq. 0.424 0.328 0.203 0.028

Circular 0.41 0.323 0.201 0.036

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Design building - OoCities - Geocities Archive / Geocities … · XLS file · Web view · 2010-01-05Design of Building INFORMATION OF PROPOSED BUILDING ... Dia of bar for column