wall b2

C:\Users\AUTT02257\Desktop\RAPT anl\WALL B2.rpo

RAPT - Version: 6.3.12.0Reinforced And Post-Tensioned Concrete Analysis & Design Package

Copyright(C) 1988 - 2013 PCDC Pty. Ltd. All Rights Reserved

LicenseeEEC WSP Co Ltd

27th Fl, Fortune Town Office Building1 Ratchadaphisek Road

Dindaeng District, Bangkok 10400105500631100213WPN1

0 0 1400 2800 4200mm

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0mm

Input

GeneralDesigner A

Project Name A

Project Number A

Description A

Design Code List

Material List

Concrete Strength List

Rotation #.#

Tension Curve Y/N

USA - ACI-318*SAVED*

Thailand - Thailand Materials*SAVED*

32MPa

0

N

Rectangle

#Solid/Void X Y Width Depth

List mm mm mm mm

1

2

3

Solid 0 0 250 6040

Solid 250 0 2590 250

Solid 250 2240 3580 250

Reinforcement Bar

#

Reinforcement Bar Type Reinforcement BarSize

Number ofbundledbars

X Y Distance TendonForce

List List List mm mm mm kN

1

2

3

4

5

SD40, Deformed, 390MPa 16, 16mm, 200mm2 1 38 38 10000 0

212 6002 10000 0

38 224.4 10000 0

38 410.8 10000 0

38 597.1 10000 0

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38 783.5 10000 0

38 969.9 10000 0

38 1156.3 10000 0

38 1342.6 10000 0

38 1529 10000 0

38 1715.4 10000 0

38 1901.8 10000 0

38 2088.1 10000 0

38 2274.5 10000 0

38 2460.9 10000 0

38 2647.3 10000 0

38 2833.6 10000 0

38 3020 10000 0

38 3206.4 10000 0

38 3392.8 10000 0

38 3579.1 10000 0

38 3765.5 10000 0

38 3951.9 10000 0

38 4138.3 10000 0

38 4324.6 10000 0

38 4511 10000 0

38 4697.4 10000 0

38 4883.8 10000 0

38 5070.1 10000 0

38 5256.5 10000 0

38 5442.9 10000 0

38 5629.3 10000 0

38 5815.6 10000 0

38 6002 10000 0

212 38 10000 0

212 224.4 10000 0

212 410.8 10000 0

212 597.1 10000 0

212 783.5 10000 0

212 969.9 10000 0

212 1156.3 10000 0

212 1342.6 10000 0

212 1529 10000 0

212 1715.4 10000 0

212 1901.8 10000 0

212 2088.1 10000 0

212 2274.5 10000 0

212 2460.9 10000 0

212 2647.3 10000 0

212 2833.6 10000 0

212 3020 10000 0

212 3206.4 10000 0

212 3392.8 10000 0

212 3579.1 10000 0

212 3765.5 10000 0

212 3951.9 10000 0

212 4138.3 10000 0

212 4324.6 10000 0

212 4511 10000 0

212 4697.4 10000 0

212 4883.8 10000 0

212 5070.1 10000 0

212 5256.5 10000 0

212 5442.9 10000 0

212 5629.3 10000 0

212 5815.6 10000 0

288 38 10000 0

481.4 38 10000 0

674.8 38 10000 0

868.2 38 10000 0

1061.5 38 10000 0

1254.9 38 10000 0

1448.3 38 10000 0

1641.7 38 10000 0

RAPT 6.3.12.0 31/03/2014 5:23:11 PM /10 Licensee: EEC WSP Co Ltd License No.: 105500631100213WPN1

#





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1835.1 38 10000 0

2028.5 38 10000 0

2221.8 38 10000 0

2415.2 38 10000 0

2608.6 38 10000 0

481.4 212 10000 0

674.8 212 10000 0

868.2 212 10000 0

1061.5 212 10000 0

1254.9 212 10000 0

1448.3 212 10000 0

1641.7 212 10000 0

1835.1 212 10000 0

2028.5 212 10000 0

2221.8 212 10000 0

2415.2 212 10000 0

2608.6 212 10000 0

2802 212 10000 0

288 212 10000 0

2802 38 10000 0

288 2278 10000 0

482.7 2278 10000 0

677.3 2278 10000 0

872 2278 10000 0

1066.7 2278 10000 0

1261.3 2278 10000 0

1456 2278 10000 0

1650.7 2278 10000 0

1845.3 2278 10000 0

2040 2278 10000 0

2234.7 2278 10000 0

2429.3 2278 10000 0

2624 2278 10000 0

2818.7 2278 10000 0

3013.3 2278 10000 0

3208 2278 10000 0

3402.7 2278 10000 0

3597.3 2278 10000 0

482.7 2452 10000 0

677.3 2452 10000 0

872 2452 10000 0

1066.7 2452 10000 0

1261.3 2452 10000 0

1456 2452 10000 0

1650.7 2452 10000 0

1845.3 2452 10000 0

2040 2452 10000 0

2234.7 2452 10000 0

2429.3 2452 10000 0

2624 2452 10000 0

2818.7 2452 10000 0

3013.3 2452 10000 0

3208 2452 10000 0

3402.7 2452 10000 0

3597.3 2452 10000 0

3792 2452 10000 0

288 2452 10000 0

3792 2278 10000 0

Design DataCapacity Reduction Factor in Flexure - Tension #.#

Capacity Reduction Factor in Flexure - Compression #.#

Capacity Reduction Factor in Shear #.#

Concrete Material Factor Flexure #.#

Concrete Material Factor Shear #.#

Reinforcement Material Factor #.#

Maximum Depth of Neutral Axis for Ductility #.#

0.9

0.65

0.75

1

1

1

0.423


Shear Enhancement near Support Y/N

Time of Loading in Days #.#

Concrete Strength at Time of Loading MPa

Design Period in Years #.#

Relative Humidity %

Average Temperature C.

Long Term Calculation Basis List

Concrete Strength Gain Rate List

N

28

32

30

50

20

Code Default

N

Design Points

-1

Moment AxialForce

Description

kNm kN A

0 24066 9620

SlendernessLength Unsupported mm

Column Framing List

Effective Length Factor Braced #.#

Smaller End Moment M1s kNm

Larger End Moment M2s kNm

Applied Axial Load kN

3000

Braced

1

24000

24066

9620


General Interaction Diagram

Reinforcement Bar, 132 SD4016Reinforcement Ratio - 0.86%USA - ACI-318Thailand - Thailand MaterialsConcrete Strength - 32MPaRotation 0.00 degrees clockwise. - Top Face in Compression

0 0 2800 4200mm

2000

4000

6000

0mm

0 6000 12000 18000 24000 30000 36000 42000 48000 54000 60000 kNm

5000

10000

15000

20000

25000

30000

35000

40000

45000

50000

0

kN

48183 18895, 48183

37043, 39608

20088

Decompression Balanced


Column Interaction DiagramPoint Moment Axial Phi Ratio of

Neutral AxisDepth

NeutralAxisdepth

Curvaturex 10E-6

Remarks

# kNm kN #.# #.# mm #.# A

1 0 48183.4 0.65 23.9792 60400 0.0497 Pure Axial Nuo - dp = 2214mm

2 147.19 48183.4 0.65 8.3927 21140 0.1419

3 2633.43 48183.4 0.65 4.3962 11073.3 0.2709

4 8781.83 48183.4 0.65 3.064 7717.8 0.3887

5 18894.6 48183.4 0.65 2.3979 6040 0.4967 Decompression

6 37043.2 39608.4 0.65 1.4582 3672.9 0.8168 Balanced Point

7 51699.4 32003.8 0.813 1.0277 2588.6 1.1589

8 57569.9 25010.7 0.9 0.7993 2013.3 1.4901

9 56414.1 21620.4 0.9 0.654 1647.3 1.8212

10 55156.6 19192.3 0.9 0.5534 1393.8 2.1523

11 53934 18032.8 0.9 0.4796 1208 2.4834

12 52866.6 17140.8 0.9 0.4232 1065.9 2.8146

13 51939.7 16435.8 0.9 0.3786 953.7 3.1457

14 51140.5 15867.4 0.9 0.3426 862.9 3.4768

15 50446.5 15397.2 0.9 0.3128 787.8 3.8079

16 49830.3 14996.9 0.9 0.2878 724.8 4.1391

17 49284.7 14656.3 0.9 0.2664 671.1 4.4702

18 48785.6 14353.8 0.9 0.2481 624.8 4.8013

19 48311.5 14073.8 0.9 0.2321 584.5 5.1325

20 47810.3 13792.8 0.9 0.218 549.1 5.4636

21 47310.9 13517.1 0.9 0.2055 517.7 5.7947

22 46817.2 13247.8 0.9 0.1944 489.7 6.1258

23 46341.2 12993.3 0.9 0.1845 464.6 6.457

24 45872.8 12747 0.9 0.1755 442 6.7881

25 45397.8 12499.1 0.9 0.1673 421.4 7.1192

26 44911.7 12247 0.9 0.1599 402.7 7.4503

27 44411.2 11988.7 0.9 0.1531 385.5 7.7815

28 43895 11723.6 0.9 0.1468 369.8 8.1126

29 43377.5 11460.5 0.9 0.1411 355.3 8.4437

30 42846.8 11192.4 0.9 0.1357 341.9 8.7748

31 42293.7 10913.7 0.9 0.1308 329.5 9.106

32 41716.4 10623.3 0.9 0.1262 317.9 9.4371

33 41112.9 10320.3 0.9 0.1219 307.1 9.7682

34 40481.3 10003.7 0.9 0.1179 297 10.0993

35 39819.7 9672.37 0.9 0.1142 287.6 10.4305

36 39126.4 9325.5 0.9 0.1107 278.8 10.7616

37 38399.4 8962.11 0.9 0.1074 270.4 11.0927

38 37637 8581.26 0.9 0.1043 262.6 11.4238

39 36837.2 8181.97 0.9 0.1013 255.2 11.755

40 36009.2 7769.25 0.9 0.0985 248.2 12.0861

41 35208.1 7371.28 0.9 0.0959 241.6 12.4172

42 34443.6 6992.33 0.9 0.0934 235.3 12.7483

43 33713 6631 0.9 0.0911 229.4 13.0795

44 33013.8 6285.93 0.9 0.0888 223.7 13.4106

45 32342.7 5955.29 0.9 0.0867 218.3 13.7417

46 31699 5638.77 0.9 0.0846 213.2 14.0728

47 31072.5 5331.16 0.9 0.0827 208.3 14.404

48 30467 5034.27 0.9 0.0808 203.6 14.7351

49 29883.5 4748.6 0.9 0.0791 199.1 15.0662

50 29320.7 4473.41 0.9 0.0774 194.8 15.3973

51 28777.3 4208.06 0.9 0.0757 190.7 15.7285

52 28252.1 3951.93 0.9 0.0742 186.8 16.0596

53 27744.2 3704.46 0.9 0.0727 183 16.3907

54 27252.5 3465.14 0.9 0.0712 179.4 16.7218

55 26776 3233.49 0.9 0.0698 175.9 17.053

56 26314.1 3009.08 0.9 0.0685 172.6 17.3841

57 25865.8 2791.5 0.9 0.0672 169.3 17.7152

58 25430.4 2580.37 0.9 0.066 166.2 18.0463

59 25007.4 2375.35 0.9 0.0648 163.2 18.3775

60 24596 2176.11 0.9 0.0637 160.4 18.7086

61 24195.6 1982.34 0.9 0.0626 157.6 19.0397

62 23805.7 1793.78 0.9 0.0615 154.9 19.3708

63 23425.9 1610.16 0.9 0.0605 152.3 19.702

64 23055.5 1431.22 0.9 0.0595 149.8 20.0331

65 22694.2 1256.76 0.9 0.0585 147.3 20.3642

66 22341.6 1086.54 0.9 0.0576 145 20.6953

67 21997.2 920.37 0.9 0.0566 142.7 21.0265

68 21660.7 758.07 0.9 0.0558 140.5 21.3576

69 21331.7 599.44 0.9 0.0549 138.3 21.6887


Point Moment Axial Phi Ratio ofNeutral AxisDepth

NeutralAxisdepth

Curvaturex 10E-6

Remarks

# kNm kN #.# #.# mm #.# A

70 21015.5 447.16 0.9 0.0541 136.2 22.0199

71 20711.5 300.9 0.9 0.0533 134.2 22.351

72 20414.1 157.85 0.9 0.0525 132.3 22.6821

73 20088 0 0.9 0.0516 129.9 23.0957 Pure Moment Muo - d = 2519mm


Slenderness Interaction Diagram

Reinforcement Bar, 132 SD4016Reinforcement Ratio - 0.86%USA - ACI-318Thailand - Thailand MaterialsConcrete Strength - 32MPaRotation 0.00 degrees clockwise. - Top Face in CompressionLength Unsupported = 3000mmEffective Length Factor Braced = 1.00Smaller End Moment = 24000kNmLarger End Moment = 24066kNmMinimum Moment = 1889kNmSlenderness - Column is STOCKY according to Code limits. No moment magnification required.Maximum Moment = 39715kNm

0 0 2800 4200mm

2000

4000

6000

0mm

0 6000 12000 18000 24000 30000 36000 42000 48000 54000 60000 kNm

5000

10000

15000

20000

25000

30000

35000

40000

45000

50000

0

kN

48183 18895, 48183

37043, 39608

20088

24066, 9620

Decompression Balanced


Column Interaction DiagramPoint Moment Axial Phi Ratio of

Neutral AxisDepth

NeutralAxisdepth

Curvaturex 10E-6

BucklingLoad

MagnifiedMoment

Remarks

# kNm kN #.# #.# mm #.# kN kNm A

1 0 48183.4 0.65 23.9792 60400 0.0497 0 1.21e5 Pure Axial Nuo - dp = 2214mm

2 147.19 48183.4 0.65 8.3927 21140 0.1419 0 1.21e5

3 2633.43 48183.4 0.65 4.3962 11073.3 0.2709 0 1.21e5

4 8781.83 48183.4 0.65 3.064 7717.8 0.3887 0 1.21e5

5 18894.6 48183.4 0.65 2.3979 6040 0.4967 0 1.21e5 Decompression

6 37043.2 39608.4 0.65 1.4582 3672.9 0.8168 0 99086.9 Balanced Point

7 51699.4 32003.8 0.813 1.0277 2588.6 1.1589 0 80062.8

8 57569.9 25010.7 0.9 0.7993 2013.3 1.4901 0 62568.2

9 56414.1 21620.4 0.9 0.654 1647.3 1.8212 0 54086.9

10 55156.6 19192.3 0.9 0.5534 1393.8 2.1523 0 48012.8

11 53934 18032.8 0.9 0.4796 1208 2.4834 0 45112

12 52866.6 17140.8 0.9 0.4232 1065.9 2.8146 0 42880.4

13 51939.7 16435.8 0.9 0.3786 953.7 3.1457 0 41116.8

14 51140.5 15867.4 0.9 0.3426 862.9 3.4768 0 39694.9

15 50446.5 15397.2 0.9 0.3128 787.8 3.8079 0 38518.7

16 49830.3 14996.9 0.9 0.2878 724.8 4.1391 0 37517.1

17 49284.7 14656.3 0.9 0.2664 671.1 4.4702 0 36665

18 48785.6 14353.8 0.9 0.2481 624.8 4.8013 0 35908.4

19 48311.5 14073.8 0.9 0.2321 584.5 5.1325 0 35207.9

20 47810.3 13792.8 0.9 0.218 549.1 5.4636 0 34504.9

21 47310.9 13517.1 0.9 0.2055 517.7 5.7947 0 33815.2

22 46817.2 13247.8 0.9 0.1944 489.7 6.1258 0 33141.6

23 46341.2 12993.3 0.9 0.1845 464.6 6.457 0 32504.9

24 45872.8 12747 0.9 0.1755 442 6.7881 0 31888.8

25 45397.8 12499.1 0.9 0.1673 421.4 7.1192 0 31268.5

26 44911.7 12247 0.9 0.1599 402.7 7.4503 0 30637.8

27 44411.2 11988.7 0.9 0.1531 385.5 7.7815 0 29991.7

28 43895 11723.6 0.9 0.1468 369.8 8.1126 0 29328.4

29 43377.5 11460.5 0.9 0.1411 355.3 8.4437 0 28670.4

30 42846.8 11192.4 0.9 0.1357 341.9 8.7748 0 27999.6

31 42293.7 10913.7 0.9 0.1308 329.5 9.106 0 27302.3

32 41716.4 10623.3 0.9 0.1262 317.9 9.4371 0 26576

33 41112.9 10320.3 0.9 0.1219 307.1 9.7682 0 25818

34 40481.3 10003.7 0.9 0.1179 297 10.0993 0 25025.8

35 39819.7 9672.37 0.9 0.1142 287.6 10.4305 0 24197

36 39126.4 9325.5 0.9 0.1107 278.8 10.7616 0 23329.3

37 38399.4 8962.11 0.9 0.1074 270.4 11.0927 0 22420.2

38 37637 8581.26 0.9 0.1043 262.6 11.4238 0 21467.4

39 36837.2 8181.97 0.9 0.1013 255.2 11.755 0 20468.5

40 36009.2 7769.25 0.9 0.0985 248.2 12.0861 0 19436.1

41 35208.1 7371.28 0.9 0.0959 241.6 12.4172 0 18440.4

42 34443.6 6992.33 0.9 0.0934 235.3 12.7483 0 17492.5

43 33713 6631 0.9 0.0911 229.4 13.0795 0 16588.5

44 33013.8 6285.93 0.9 0.0888 223.7 13.4106 0 15725.3

45 32342.7 5955.29 0.9 0.0867 218.3 13.7417 0 14898.1

46 31699 5638.77 0.9 0.0846 213.2 14.0728 0 14106.3

47 31072.5 5331.16 0.9 0.0827 208.3 14.404 0 13336.8

48 30467 5034.27 0.9 0.0808 203.6 14.7351 0 12594

49 29883.5 4748.6 0.9 0.0791 199.1 15.0662 0 11879.4

50 29320.7 4473.41 0.9 0.0774 194.8 15.3973 0 11191

51 28777.3 4208.06 0.9 0.0757 190.7 15.7285 0 10527.2

52 28252.1 3951.93 0.9 0.0742 186.8 16.0596 0 9886.39

53 27744.2 3704.46 0.9 0.0727 183 16.3907 0 9267.3

54 27252.5 3465.14 0.9 0.0712 179.4 16.7218 0 8668.61

55 26776 3233.49 0.9 0.0698 175.9 17.053 0 8089.1

56 26314.1 3009.08 0.9 0.0685 172.6 17.3841 0 7527.7

57 25865.8 2791.5 0.9 0.0672 169.3 17.7152 0 6983.38

58 25430.4 2580.37 0.9 0.066 166.2 18.0463 0 6455.21

59 25007.4 2375.35 0.9 0.0648 163.2 18.3775 0 5942.31

60 24596 2176.11 0.9 0.0637 160.4 18.7086 0 5443.88

61 24195.6 1982.34 0.9 0.0626 157.6 19.0397 0 4959.16

62 23805.7 1793.78 0.9 0.0615 154.9 19.3708 0 4487.44

63 23425.9 1610.16 0.9 0.0605 152.3 19.702 0 4028.07

64 23055.5 1431.22 0.9 0.0595 149.8 20.0331 0 3580.44

65 22694.2 1256.76 0.9 0.0585 147.3 20.3642 0 3143.98

66 22341.6 1086.54 0.9 0.0576 145 20.6953 0 2718.15

67 21997.2 920.37 0.9 0.0566 142.7 21.0265 0 2302.46

68 21660.7 758.07 0.9 0.0558 140.5 21.3576 0 1896.42

69 21331.7 599.44 0.9 0.0549 138.3 21.6887 0 1499.59


Point Moment Axial Phi Ratio ofNeutral AxisDepth

NeutralAxisdepth

Curvaturex 10E-6

BucklingLoad

MagnifiedMoment

Remarks

# kNm kN #.# #.# mm #.# kN kNm A

70 21015.5 447.16 0.9 0.0541 136.2 22.0199 0 1118.63

71 20711.5 300.9 0.9 0.0533 134.2 22.351 0 752.75

72 20414.1 157.85 0.9 0.0525 132.3 22.6821 0 394.89

73 20088 0 0.9 0.0516 129.9 23.0957 0 0 Pure Moment Muo - d = 2519mm

Errors and Warnings

Input

No errors or warnings were found.

Output

No errors or warnings were found.


wall b2

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