Page 1
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
Page 2
Member1RCbeamDesignReportPage2of14
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
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Member1RCbeamDesignReportPage3of14
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
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Member1RCbeamDesignReportPage4of14
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
STATUSOK!Ratio:0.313
STATUSOK!Ratio:0.116
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Member1RCbeamDesignReportPage5of14
3.1.8.3,8.6.1
Crackcontrolcheck(Positivebendingmomentcase)
CRACKCONTROLOFBEAMS
Sectioninputdata:SectionconcreteareaWebwidthAgeofconcreteatloadingAgeofconcreteatthemomentconsideredEnvironmenttypefactorModulusofelasticityofconcreteGivenbendingmoment
1.Designcreepcoefficient (3.1.8.3)
Notionalsizeofthemember
Effectivemodulus
2.Calculationofneutralaxisdepthx
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
Page 6
Member1RCbeamDesignReportPage6of14
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
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Member1RCbeamDesignReportPage7of14
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)
STATUSOK!Ratio:0.519
STATUSOK!Ratio:0.303
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
Page 8
Member1RCbeamDesignReportPage8of14
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))
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 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
Page 9
Member1RCbeamDesignReportPage9of14
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)
Page 10
Member1RCbeamDesignReportPage10of14
2.Calculationmomentresistance (2.2.2)
STATUSOK!Ratio:0.000
3.Minimumrequiredflexuraltensionreinforcementinabeamsection(8.1.6.1(2))
4.Maximumrequiredflexuraltensionreinforcementinabeamsection
5.Checkofrequiredflexuraltensionreinforcementinabeamsection
STATUSNG!Ratio:2.088
STATUSOK!Ratio:0.103
3.1.8.3,8.6.1
Crackcontrolcheck(Negativebendingmomentcase)
CRACKCONTROLOFBEAMS
Sectioninputdata:SectionconcreteareaWebwidthAgeofconcreteatloadingAgeofconcreteatthemomentconsideredEnvironmenttypefactorModulusofelasticityofconcreteGivenbendingmoment
1.Designcreepcoefficient (3.1.8.3)
Notionalsizeofthemember
Page 11
Member1RCbeamDesignReportPage11of14
Effectivemodulus
2.Calculationofneutralaxisdepthx
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
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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
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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)
STATUSOK!Ratio:0.000
STATUSOK!Ratio:0.000
8.2.7.1,8.2.6,8.2.9
Shearcheck
SHEARFORCECAPACITY(Memberswithoutshearreinforcement)
Sectioninputdata:MeanwidthofwebSectionconcreteareaTensioningrebarareaWorkingdepthofreinforcementGivenshearforceCorrespondingaxialforce
1.Determineconcreteshearcapacity(8.2.7.1)
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Member1RCbeamDesignReportPage14of14
STATUSOK!