MEMBER #1 (SECTION POSITION 2500.0 mm) BEAM DESIGN …

Member1RCbeamDesignReportPage1of14

REFERENCES CALCULATIONS RESULTS

Code:AS3600-2009

MEMBER#1(SECTIONPOSITION2500.0mm)BEAMDESIGNREPORT

Projectdetails

ProjectName:ProjectID:Company:Designer:Client:ProjectNotes:ProjectUnits:Metric

Generalmemberdesigninformation

Dimentions:

HeightWidthMemberlength=

Materialproperties:ConcretestrengthSteelstrengthoflongitudinalrebarSteelstrengthofshearrebar

DesignFactorsandSettings:ReinforcementClass:N

LoadCombinations(UltimateLimitState)

Foraxialforceinsection:LC1:USER=

Forbendingmomentinsection:LC1:USER=

Forshearforceinsection:LC1:USER=

LoadCombinations(ServiceabilityLimitState)

Forbendingmomentinsection:LC1:USER=

8.1.3(1),8.1.3(2),Table2.2.2,8.1.5,2.2.2,8.1.6.1(2)

Flexurecheck(Positivebendingmomentcase)

BENDINGMOMENTCAPACITY

Sectioninputdata:DesignyieldstrainofrebarUltimatestraininconcreteDistancetotheoutermostlayeroftensilereinforcementGivenbendingmoment


Depthdi

(mm)bardiameter(mm)

barareaAsi

(mm2)

620 24 452.39

620 24 452.39

620 24 452.39

620 24 452.39

620 24 452.39

620 24 452.39

40 12 113.10

40 12 113.10

40 12 113.10

Rectangularcompressionblockfactors(8.1.3(1),8.1.3(2))

1.Calculationofneutralaxisdepthx

Calculationisbasedoniterativeprocess:-Assume-Calculateconcreteforce-Calculatecompressionforceinsteel-Calculatetensioningforceinsteel-CheckequilibriumReinforcementstressesReinforcementstrainsaboveaxisReinforcementstrainsbelowaxis

Iter. x(mm)

kuo=

x/do

Fc(kN)

Fcs(kN)

Fc+Fcs(kN)

Fs(kN) Ratio

1 620.0 1.00 4875.38 169.65 5045.03 0.00 Infinity

2 607.6 0.98 4777.87 169.65 4947.52 33.24 148.857

3 595.2 0.96 4680.37 169.65 4850.02 67.86 71.473

4 582.8 0.94 4582.86 169.65 4752.51 103.95 45.718

5 570.4 0.92 4485.35 169.65 4655.00 141.62 32.870

6 558.0 0.90 4387.84 169.65 4557.49 180.96 25.186

7 545.6 0.88 4290.34 169.65 4459.99 222.08 20.083

8 533.2 0.86 4192.83 169.65 4362.48 265.12 16.455

9 520.8 0.84 4095.32 169.65 4264.97 310.21 13.749

10 508.4 0.82 3997.81 169.65 4167.46 357.50 11.657

11 496.0 0.80 3900.31 169.65 4069.96 407.15 9.996

12 483.6 0.78 3802.80 169.65 3972.45 459.35 8.648

13 471.2 0.76 3705.29 169.65 3874.94 514.30 7.534

14 458.8 0.74 3607.78 169.65 3777.43 572.21 6.601


15 446.4 0.72 3510.28 169.65 3679.93 633.35 5.810

16 434.0 0.70 3412.77 169.65 3582.42 697.97 5.133

17 421.6 0.68 3315.26 169.65 3484.91 766.40 4.547

18 409.2 0.66 3217.75 169.65 3387.40 838.98 4.038

19 396.8 0.64 3120.24 169.65 3289.89 916.09 3.591

20 384.4 0.62 3022.74 169.65 3192.39 998.18 3.198

21 372.0 0.60 2925.23 169.65 3094.88 1085.74 2.850

22 359.6 0.58 2827.72 169.65 2997.37 1179.33 2.542

23 347.2 0.56 2730.21 169.65 2899.86 1279.62 2.266

24 334.8 0.54 2632.71 169.65 2802.36 1357.17 2.065

25 322.4 0.52 2535.20 169.65 2704.85 1357.17 1.993

26 310.0 0.50 2437.69 169.65 2607.34 1357.17 1.921

27 297.6 0.48 2340.18 169.65 2509.83 1357.17 1.849

28 285.2 0.46 2242.68 169.65 2412.33 1357.17 1.777

29 272.8 0.44 2145.17 169.65 2314.82 1357.17 1.706

30 260.4 0.42 2047.66 169.65 2217.31 1357.17 1.634

31 248.0 0.40 1950.15 169.65 2119.80 1357.17 1.562

32 235.6 0.38 1852.65 169.02 2021.66 1357.17 1.490

33 223.2 0.36 1755.14 167.10 1922.23 1357.17 1.416

34 210.8 0.34 1657.63 164.95 1822.58 1357.17 1.343

35 198.4 0.32 1560.12 162.54 1722.66 1357.17 1.269

36 186.0 0.30 1462.61 159.80 1622.41 1357.17 1.195

37 173.6 0.28 1365.11 156.67 1521.78 1357.17 1.121

38 161.2 0.26 1267.60 153.06 1420.66 1357.17 1.047

(Fc+Fcs)<Fs.Updatingofiterations

1 148.8 0.24 1170.09 148.85 1318.95 1357.17 0.972

2 161.0 0.26 1265.65 152.99 1418.64 1357.17 1.045

3 160.7 0.26 1263.70 152.91 1416.61 1357.17 1.044

4 160.5 0.26 1261.75 152.83 1414.58 1357.17 1.042

5 160.2 0.26 1259.80 152.75 1412.55 1357.17 1.041

6 160.0 0.26 1257.85 152.67 1410.52 1357.17 1.039

7 159.7 0.26 1255.90 152.59 1408.49 1357.17 1.038

8 159.5 0.26 1253.95 152.51 1406.46 1357.17 1.036

9 159.2 0.26 1252.00 152.43 1404.43 1357.17 1.035

10 159.0 0.26 1250.05 152.35 1402.40 1357.17 1.033

11 158.7 0.26 1248.10 152.27 1400.37 1357.17 1.032

12 158.5 0.26 1246.15 152.19 1398.34 1357.17 1.030

13 158.2 0.26 1244.20 152.11 1396.31 1357.17 1.029

14 158.0 0.25 1242.25 152.03 1394.28 1357.17 1.027

15 157.7 0.25 1240.30 151.95 1392.25 1357.17 1.026

16 157.5 0.25 1238.35 151.87 1390.22 1357.17 1.024

17 157.2 0.25 1236.40 151.79 1388.19 1357.17 1.023

18 157.0 0.25 1234.45 151.71 1386.15 1357.17 1.021

19 156.7 0.25 1232.50 151.63 1384.12 1357.17 1.020


20 156.5 0.25 1230.55 151.54 1382.09 1357.17 1.018

21 156.2 0.25 1228.60 151.46 1380.06 1357.17 1.017

22 156.0 0.25 1226.65 151.38 1378.02 1357.17 1.015

23 155.7 0.25 1224.70 151.29 1375.99 1357.17 1.014

24 155.5 0.25 1222.75 151.21 1373.96 1357.17 1.012

25 155.2 0.25 1220.80 151.13 1371.92 1357.17 1.011

26 155.0 0.25 1218.85 151.04 1369.89 1357.17 1.009

27 154.8 0.25 1216.90 150.96 1367.85 1357.17 1.008

28 154.5 0.25 1214.95 150.87 1365.82 1357.17 1.006

29 154.3 0.25 1213.00 150.79 1363.78 1357.17 1.005

30 154.0 0.25 1211.04 150.70 1361.75 1357.17 1.003

31 153.8 0.25 1209.09 150.62 1359.71 1357.17 1.002

32 153.5 0.25 1207.14 150.53 1357.68 1357.17 1.000

33 153.3 0.25 1205.19 150.45 1355.64 1357.17 0.999

Finalvalueofxis153.26mmandflexuraltensionreinforcementareais2714.34mm2Workingdepthofreinforcement

StrengthreductionfactorforreinforcementClassNinbendingwithoutaxialtensionorcompression(Table2.2.2)

Checkmaximumallowabledepthoftherectangularcompressionblock(8.1.5)

2.Calculationmomentresistance (2.2.2)

STATUSOK!Ratio:0.000

3.Minimumrequiredflexuraltensionreinforcementinabeamsection(8.1.6.1(2))

4.Maximumrequiredflexuraltensionreinforcementinabeamsection

5.Checkofrequiredflexuraltensionreinforcementinabeamsection




3.1.8.3,8.6.1

Crackcontrolcheck(Positivebendingmomentcase)

CRACKCONTROLOFBEAMS

Sectioninputdata:SectionconcreteareaWebwidthAgeofconcreteatloadingAgeofconcreteatthemomentconsideredEnvironmenttypefactorModulusofelasticityofconcreteGivenbendingmoment

1.Designcreepcoefficient (3.1.8.3)

Notionalsizeofthemember

Effectivemodulus


Calculationisbasedoniterativeprocess:-Assume-Calculateleftpartofforceequilibrium-Calculaterightpartofforceequilibrium

Iter. x(mm)

As(mm2)

Leftforceequil.

part(kN)

Rightforceequil.

part(kN)

Ratio

1 620.00 0.00 118398.16 191599.16 1.618

2 607.60 2714.34 115734.27 185130.19 1.600


3 595.20 2714.34 113124.19 178768.85 1.580

4 582.80 2714.34 110567.93 172515.15 1.560

5 570.40 2714.34 108065.49 166369.08 1.540

6 558.00 2714.34 105616.86 160330.64 1.518

7 545.60 2714.34 103222.05 154399.83 1.496

8 533.20 2714.34 100881.05 148576.66 1.473

9 520.80 2714.34 98593.87 142861.11 1.449

10 508.40 2714.34 96360.51 137253.20 1.424

11 496.00 2714.34 94180.96 131752.92 1.399

12 483.60 2714.34 92055.23 126360.28 1.373

13 471.20 2714.34 89983.31 121075.26 1.346

14 458.80 2714.34 87965.21 115897.88 1.318

15 446.40 2714.34 86000.93 110828.13 1.289

16 434.00 2714.34 84090.46 105866.01 1.259

17 421.60 2714.34 82233.81 101011.52 1.228

18 409.20 2714.34 80430.97 96264.67 1.197

19 396.80 2714.34 78681.95 91625.44 1.165

20 384.40 2714.34 76986.75 87093.85 1.131

21 372.00 2714.34 75345.36 82669.89 1.097

22 359.60 2714.34 73757.79 78353.57 1.062

23 347.20 2714.34 72224.03 74144.87 1.027

leftpart<rightpart.Updatingofiterations

1 334.80 2714.34 70744.09 70043.81 0.990

2 346.95 2714.34 72193.90 74061.79 1.026

3 346.70 2714.34 72163.80 73978.76 1.025

4 346.46 2714.34 72133.72 73895.77 1.024

5 346.21 2714.34 72103.66 73812.83 1.024

6 345.96 2714.34 72073.62 73729.92 1.023

7 345.71 2714.34 72043.60 73647.06 1.022

8 345.46 2714.34 72013.60 73564.24 1.022

9 345.22 2714.34 71983.62 73481.47 1.021

10 344.97 2714.34 71953.67 73398.74 1.020

11 344.72 2714.34 71923.74 73316.05 1.019

12 344.47 2714.34 71893.83 73233.40 1.019

13 344.22 2714.34 71863.94 73150.80 1.018

14 343.98 2714.34 71834.07 73068.24 1.017

15 343.73 2714.34 71804.22 72985.72 1.016

16 343.48 2714.34 71774.40 72903.25 1.016

17 343.23 2714.34 71744.59 72820.82 1.015

18 342.98 2714.34 71714.81 72738.43 1.014

19 342.74 2714.34 71685.05 72656.09 1.014

20 342.49 2714.34 71655.31 72573.79 1.013

21 342.24 2714.34 71625.60 72491.53 1.012

22 341.99 2714.34 71595.90 72409.31 1.011


23 341.74 2714.34 71566.23 72327.14 1.011

24 341.50 2714.34 71536.57 72245.01 1.010

25 341.25 2714.34 71506.94 72162.93 1.009

26 341.00 2714.34 71477.33 72080.89 1.008

27 340.75 2714.34 71447.75 71998.89 1.008

28 340.50 2714.34 71418.18 71916.93 1.007

29 340.26 2714.34 71388.63 71835.02 1.006

30 340.01 2714.34 71359.11 71753.14 1.006

31 339.76 2714.34 71329.61 71671.32 1.005

32 339.51 2714.34 71300.13 71589.53 1.004

33 339.26 2714.34 71270.67 71507.79 1.003

34 339.02 2714.34 71241.23 71426.09 1.003

35 338.77 2714.34 71211.82 71344.44 1.002

36 338.52 2714.34 71182.42 71262.83 1.001

37 338.27 2714.34 71153.05 71181.26 1.000

38 338.02 2714.34 71123.70 71099.73 1.000

Finalvalueof is338.02 andtensioningrebarareaisWorkingdepthofreinforcement

3.Calculationofstressintensionngzoneofreinforcement

4.Limitingstresscheck(8.6.1)



8.1.3(1),8.1.3(2),Table2.2.2,8.1.5,2.2.2,8.1.6.1(2)

Flexurecheck(Negativebendingmomentcase)

BENDINGMOMENTCAPACITY

Sectioninputdata:DesignyieldstrainofrebarUltimatestraininconcreteDistancetotheoutermostlayeroftensilereinforcementGivenbendingmoment


Depthdi

(mm)bardiameter(mm)

barareaAsi

(mm2)

620 12 113.10

620 12 113.10

620 12 113.10

40 24 452.39

40 24 452.39

40 24 452.39

40 24 452.39

40 24 452.39

40 24 452.39

Rectangularcompressionblockfactors(8.1.3(1),8.1.3(2))


Calculationisbasedoniterativeprocess:-Assume-Calculateconcreteforce-Calculatecompressionforceinsteel-Calculatetensioningforceinsteel-CheckequilibriumReinforcementstressesReinforcementstrainsaboveaxisReinforcementstrainsbelowaxis

Iter. x(mm)

kuo=

x/do

Fc(kN)

Fcs(kN)

Fc+Fcs(kN)

Fs(kN) Ratio

1 620.0 1.00 4875.38 1357.17 6232.55 0.00 Infinity

2 607.6 0.98 4777.87 1357.17 6135.04 4.15 1476.654

3 595.2 0.96 4680.37 1357.17 6037.54 8.48 711.764

4 582.8 0.94 4582.86 1357.17 5940.03 12.99 457.120

5 570.4 0.92 4485.35 1357.17 5842.52 17.70 330.037

6 558.0 0.90 4387.84 1357.17 5745.01 22.62 253.979

7 545.6 0.88 4290.34 1357.17 5647.51 27.76 203.434

8 533.2 0.86 4192.83 1357.17 5550.00 33.14 167.467

9 520.8 0.84 4095.32 1357.17 5452.49 38.78 140.611

10 508.4 0.82 3997.81 1357.17 5354.98 44.69 119.830

11 496.0 0.80 3900.31 1357.17 5257.48 50.89 103.300

12 483.6 0.78 3802.80 1357.17 5159.97 57.42 89.864

13 471.2 0.76 3705.29 1357.17 5062.46 64.29 78.746

14 458.8 0.74 3607.78 1357.17 4964.95 71.53 69.413


15 446.4 0.72 3510.28 1357.17 4867.45 79.17 61.481

16 434.0 0.70 3412.77 1357.17 4769.94 87.25 54.671

17 421.6 0.68 3315.26 1357.17 4672.43 95.80 48.772

18 409.2 0.66 3217.75 1357.17 4574.92 104.87 43.623

19 396.8 0.64 3120.24 1357.17 4477.41 114.51 39.099

20 384.4 0.62 3022.74 1357.17 4379.91 124.77 35.102

21 372.0 0.60 2925.23 1357.17 4282.40 135.72 31.553

22 359.6 0.58 2827.72 1357.17 4184.89 147.42 28.388

23 347.2 0.56 2730.21 1357.17 4087.38 159.96 25.553

24 334.8 0.54 2632.71 1357.17 3989.88 169.65 23.518

25 322.4 0.52 2535.20 1357.17 3892.37 169.65 22.944

26 310.0 0.50 2437.69 1357.17 3794.86 169.65 22.369

27 297.6 0.48 2340.18 1357.17 3697.35 169.65 21.794

28 285.2 0.46 2242.68 1357.17 3599.85 169.65 21.219

29 272.8 0.44 2145.17 1357.17 3502.34 169.65 20.644

30 260.4 0.42 2047.66 1357.17 3404.83 169.65 20.070

31 248.0 0.40 1950.15 1357.17 3307.32 169.65 19.495

32 235.6 0.38 1852.65 1352.10 3204.75 169.65 18.890

33 223.2 0.36 1755.14 1336.74 3091.88 169.65 18.225

34 210.8 0.34 1657.63 1319.57 2977.20 169.65 17.549

35 198.4 0.32 1560.12 1300.26 2860.38 169.65 16.860

36 186.0 0.30 1462.61 1278.37 2740.98 169.65 16.157

37 173.6 0.28 1365.11 1253.35 2618.46 169.65 15.434

38 161.2 0.26 1267.60 1224.48 2492.08 169.65 14.690

39 148.8 0.24 1170.09 1190.81 2360.90 169.65 13.916

40 136.4 0.22 1072.58 1151.01 2223.59 169.65 13.107

41 124.0 0.20 975.08 1103.25 2078.32 169.65 12.251

42 111.6 0.18 877.57 1044.87 1922.44 169.65 11.332

43 99.2 0.16 780.06 971.91 1751.97 169.65 10.327

44 86.8 0.14 682.55 878.10 1560.65 169.65 9.199

45 74.4 0.12 585.05 753.01 1338.06 169.65 7.887

46 62.0 0.10 487.54 577.89 1065.43 169.65 6.280

47 49.6 0.08 390.03 315.21 705.24 169.65 4.157

48 37.2 0.06 292.52 0.00 292.52 292.23 1.001

(Fc+Fcs)<Fs.Updatingofiterations

1 24.8 0.04 195.02 0.00 195.02 1167.83 0.167

2 37.0 0.06 290.57 0.00 290.57 303.99 0.956

Finalvalueofxis36.95mmandflexuraltensionreinforcementareais3053.64mm2Workingdepthofreinforcement

StrengthreductionfactorforreinforcementClassNinbendingwithoutaxialtensionorcompression(Table2.2.2)

Checkmaximumallowabledepthoftherectangularcompressionblock(8.1.5)


2.Calculationmomentresistance (2.2.2)


3.Minimumrequiredflexuraltensionreinforcementinabeamsection(8.1.6.1(2))

4.Maximumrequiredflexuraltensionreinforcementinabeamsection

5.Checkofrequiredflexuraltensionreinforcementinabeamsection

STATUSNG!Ratio:2.088


3.1.8.3,8.6.1

Crackcontrolcheck(Negativebendingmomentcase)

CRACKCONTROLOFBEAMS

Sectioninputdata:SectionconcreteareaWebwidthAgeofconcreteatloadingAgeofconcreteatthemomentconsideredEnvironmenttypefactorModulusofelasticityofconcreteGivenbendingmoment

1.Designcreepcoefficient (3.1.8.3)

Notionalsizeofthemember


Effectivemodulus


Calculationisbasedoniterativeprocess:-Assume-Calculateleftpartofforceequilibrium-Calculaterightpartofforceequilibrium

Iter. x(mm)

As(mm2)

Leftforceequil.part(kN)

Rightforceequil.

part(kN)

Ratio

1 620.00 0.00 76882.23 191599.16 2.492

2 607.60 339.30 74218.34 185130.19 2.494

3 595.20 339.30 71608.26 178768.85 2.496

4 582.80 339.30 69052.00 172515.15 2.498

5 570.40 339.30 66549.56 166369.08 2.500

6 558.00 339.30 64100.93 160330.64 2.501

7 545.60 339.30 61706.12 154399.83 2.502

8 533.20 339.30 59365.12 148576.66 2.503

9 520.80 339.30 57077.94 142861.11 2.503

10 508.40 339.30 54844.58 137253.20 2.503

11 496.00 339.30 52665.03 131752.92 2.502

12 483.60 339.30 50539.30 126360.28 2.500

13 471.20 339.30 48467.38 121075.26 2.498

14 458.80 339.30 46449.28 115897.88 2.495

15 446.40 339.30 44485.00 110828.13 2.491

16 434.00 339.30 42574.53 105866.01 2.487

17 421.60 339.30 40717.88 101011.52 2.481

18 409.20 339.30 38915.04 96264.67 2.474

19 396.80 339.30 37166.02 91625.44 2.465

20 384.40 339.30 35470.82 87093.85 2.455

21 372.00 339.30 33829.43 82669.89 2.444


22 359.60 339.30 32241.86 78353.57 2.430

23 347.20 339.30 30708.10 74144.87 2.415

24 334.80 339.30 29228.16 70043.81 2.396

25 322.40 339.30 27802.04 66050.38 2.376

26 310.00 339.30 26429.73 62164.58 2.352

27 297.60 339.30 25111.24 58386.41 2.325

28 285.20 339.30 23846.56 54715.88 2.294

29 272.80 339.30 22635.70 51152.97 2.260

30 260.40 339.30 21478.66 47697.70 2.221

31 248.00 339.30 20375.43 44350.06 2.177

32 235.60 339.30 19326.02 41110.06 2.127

33 223.20 339.30 18330.42 37977.68 2.072

34 210.80 339.30 17388.64 34952.94 2.010

35 198.40 339.30 16500.68 32035.83 1.941

36 186.00 339.30 15666.53 29226.35 1.866

37 173.60 339.30 14886.20 26524.50 1.782

38 161.20 339.30 14159.68 23930.28 1.690

39 148.80 339.30 13486.98 21443.70 1.590

40 136.40 339.30 12868.10 19064.75 1.482

41 124.00 339.30 12303.03 16793.43 1.365

42 111.60 339.30 11791.78 14629.74 1.241

43 99.20 339.30 11334.34 12573.69 1.109

leftpart<rightpart.Updatingofiterations

1 86.80 339.30 10930.72 10625.27 0.972

2 98.95 339.30 11325.74 12533.67 1.107

3 98.70 339.30 11317.17 12493.69 1.104

4 98.46 339.30 11308.61 12453.75 1.101

5 98.21 339.30 11300.07 12413.85 1.099

6 97.96 339.30 11291.56 12374.00 1.096

7 97.71 339.30 11283.07 12334.20 1.093

8 97.46 339.30 11274.60 12294.43 1.090

9 97.22 339.30 11266.15 12254.71 1.088

10 96.97 339.30 11257.72 12215.03 1.085

11 96.72 339.30 11249.32 12175.39 1.082

12 96.47 339.30 11240.93 12135.80 1.080

13 96.22 339.30 11232.57 12096.25 1.077

14 95.98 339.30 11224.23 12056.74 1.074

15 95.73 339.30 11215.91 12017.28 1.071

16 95.48 339.30 11207.61 11977.86 1.069

17 95.23 339.30 11199.33 11938.48 1.066

18 94.98 339.30 11191.08 11899.15 1.063

19 94.74 339.30 11182.84 11859.86 1.061

20 94.49 339.30 11174.63 11820.61 1.058

21 94.24 339.30 11166.44 11781.40 1.055


22 93.99 339.30 11158.27 11742.24 1.052

23 93.74 339.30 11150.12 11703.12 1.050

24 93.50 339.30 11142.00 11664.05 1.047

25 93.25 339.30 11133.89 11625.01 1.044

26 93.00 339.30 11125.81 11586.02 1.041

27 92.75 339.30 11117.75 11547.08 1.039

28 92.50 339.30 11109.71 11508.17 1.036

29 92.26 339.30 11101.69 11469.31 1.033

30 92.01 339.30 11093.69 11430.49 1.030

31 91.76 339.30 11085.71 11391.72 1.028

32 91.51 339.30 11077.76 11352.99 1.025

33 91.26 339.30 11069.83 11314.30 1.022

34 91.02 339.30 11061.92 11275.65 1.019

35 90.77 339.30 11054.03 11237.05 1.017

36 90.52 339.30 11046.16 11198.49 1.014

37 90.27 339.30 11038.31 11159.97 1.011

38 90.02 339.30 11030.49 11121.50 1.008

39 89.78 339.30 11022.69 11083.07 1.005

40 89.53 339.30 11014.90 11044.68 1.003

41 89.28 339.30 11007.14 11006.34 1.000

Finalvalueof is89.28 andtensioningrebarareaisWorkingdepthofreinforcement

3.Calculationofstressintensionngzoneofreinforcement

4.Limitingstresscheck(8.6.1)



8.2.7.1,8.2.6,8.2.9

Shearcheck

SHEARFORCECAPACITY(Memberswithoutshearreinforcement)

Sectioninputdata:MeanwidthofwebSectionconcreteareaTensioningrebarareaWorkingdepthofreinforcementGivenshearforceCorrespondingaxialforce

1.Determineconcreteshearcapacity(8.2.7.1)


STATUSOK!

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MEMBER #1 (SECTION POSITION 2500.0 mm) BEAM DESIGN …