Parking Structure Design Final Report

STAAD.Pro Report

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Copy to:Date:27/02/2015 23:35:00Ref:ca/ Document1

CAR PARKING SHELTER DESIGN - MODIFICATIONS

Job Information

EngineerCheckedApproved

Name:VK

Date:25-Feb-15

Structure TypeSPACE FRAME

Number of Nodes113Highest Node116

Number of Elements161Highest Beam247

Number of Plates20Highest Plate232

Included in this printout are results for load cases:TypeL/CName

Primary1DEAD LOAD

Primary2ROOF LIVE LOAD

Primary3WIND LOAD

Combination4COMB1 - DL + RL + WL

Combination5COMB2 - 0.9DL + 1.4WL

Combination6COMB1 - DL + RL

Nodes

NodeX(m)Y(m)Z(m)

1 10.000 0.000 0.000

2 10.000 2.000 0.000

3 10.000 2.600 0.000

4 7.000 2.600 0.000

5 4.500 2.000 0.000

6 10.000 2.850 0.000

7 9.000 2.600 0.000

8 8.000 2.600 0.000

9 6.000 2.475 0.000

10 5.250 2.350 0.000

11 10.000 0.000 2.670

12 10.000 2.000 2.670

13 10.000 2.600 2.670

14 7.000 2.600 2.670

15 4.500 2.000 2.670

16 10.000 2.850 2.670

17 9.000 2.600 2.670

18 8.000 2.600 2.670

19 6.000 2.475 2.670

20 5.250 2.350 2.670

21 10.000 0.000 5.340

22 10.000 2.000 5.340

23 10.000 2.600 5.340

24 7.000 2.600 5.340

25 4.500 2.000 5.340

26 10.000 2.850 5.340

27 9.000 2.600 5.340

28 8.000 2.600 5.340

29 6.000 2.475 5.340

30 5.250 2.350 5.340

31 10.000 0.000 8.010

32 10.000 2.000 8.010

33 10.000 2.600 8.010

34 7.000 2.600 8.010

35 4.500 2.000 8.010

36 10.000 2.850 8.010

37 9.000 2.600 8.010

38 8.000 2.600 8.010

39 6.000 2.475 8.010

40 5.250 2.350 8.010

41 10.000 0.000 10.680

42 10.000 2.000 10.680

43 10.000 2.600 10.680

44 7.000 2.600 10.680

45 4.500 2.000 10.680

46 10.000 2.850 10.680

47 9.000 2.600 10.680

48 8.000 2.600 10.680

49 6.000 2.475 10.680

50 5.250 2.350 10.680

51 10.000 0.000 13.350

52 10.000 2.000 13.350

53 10.000 2.600 13.350

54 7.000 2.600 13.350

55 4.500 2.000 13.350

56 10.000 2.850 13.350

57 9.000 2.600 13.350

58 8.000 2.600 13.350

59 6.000 2.475 13.350

60 5.250 2.350 13.350

61 10.000 0.000 16.020

62 10.000 2.000 16.020

63 10.000 2.600 16.020

64 7.000 2.600 16.020

65 4.500 2.000 16.020

66 10.000 2.850 16.020

67 9.000 2.600 16.020

68 8.000 2.600 16.020

69 6.000 2.475 16.020

70 5.250 2.350 16.020

71 10.000 0.000 18.690

72 10.000 2.000 18.690

73 10.000 2.600 18.690

74 7.000 2.600 18.690

75 4.500 2.000 18.690

76 10.000 2.850 18.690

77 9.000 2.600 18.690

78 8.000 2.600 18.690

79 6.000 2.475 18.690

80 5.250 2.350 18.690

81 10.000 0.000 21.360

82 10.000 2.000 21.360

83 10.000 2.600 21.360

84 7.000 2.600 21.360

85 4.500 2.000 21.360

86 10.000 2.850 21.360

87 9.000 2.600 21.360

88 8.000 2.600 21.360

89 6.000 2.475 21.360

90 5.250 2.350 21.360

91 11.300 0.000-2.250

92 11.300 2.000-2.250

93 11.300 2.600-2.250

94 11.300 2.850-2.250

95 13.300 0.000-3.660

96 13.300 2.000-3.660

97 13.300 2.600-3.660

98 13.300 2.850-3.660

100 14.700 2.000-3.660

101 6.660 2.000-5.560

104 11.780 2.000-8.920

105 8.980 2.600-3.905

106 12.540 2.600-6.290

107 10.140 2.600-3.078

108 12.920 2.600-4.975

109 14.200 2.000-9.160

110 10.000 3.650 16.020

111 10.000 3.650 21.360

112 10.000 3.650 10.680

113 10.000 3.650 5.340

114 10.000 3.650 0.000

115 11.300 3.650-2.250

116 13.300 3.650-3.660

Beams

BeamNode ANode BLength(m)Property(degrees)

112 2.00050

223 0.60050

449 1.008490

537 1.00020

636 0.25050

764 3.010490

878 1.00020

984 1.00020

1027 1.166490

11910 0.760490

12105 0.828490

13212 2.67060

15414 2.670490

16515 2.67060

221112 2.00050

231213 0.60050

241419 1.008490

251317 1.00020

261316 0.25050

271614 3.01040

281718 1.00020

291814 1.00020

301217 1.166490

311920 0.760490

322015 0.828490

331222 2.67060

351424 2.670490

361525 2.67060

422122 2.00050

432223 0.60050

442429 1.008490

452327 1.00020

462326 0.25050

472624 3.01040

482728 1.00020

492824 1.00020

502227 1.166490

512930 0.760490

523025 0.828490

532232 2.67060

552434 2.670490

562535 2.67060

623132 2.00050

633233 0.60050

643439 1.008490

653337 1.00020

663336 0.25050

673634 3.01040

683738 1.00020

693834 1.00020

703237 1.166490

713940 0.760490

724035 0.828490

733242 2.67060

753444 2.670490

763545 2.67060

824142 2.00050

834243 0.60050

844449 1.008490

854347 1.00020

864346 0.25050

874644 3.01040

884748 1.00020

894844 1.00020

904247 1.166490

914950 0.760490

925045 0.828490

934252 2.67060

954454 2.670490

964555 2.67060

1025152 2.00050

1035253 0.60050

1045459 1.008490

1055357 1.00020

1065356 0.25050

1075654 3.01040

1085758 1.00020

1095854 1.00020

1105257 1.166490

1115960 0.760490

1126055 0.828490

1135262 2.67060

1155464 2.670490

1165565 2.67060

1226162 2.00050

1236263 0.60050

1246469 1.008490

1256367 1.00020

1266366 0.25050

1276664 3.01040

1286768 1.00020

1296864 1.00020

1306267 1.166490

1316970 0.760490

1327065 0.828490

1336272 2.67060

1356474 2.670490

1366575 2.67060

1427172 2.00050

1437273 0.60050

1447479 1.008490

1457377 1.00020

1467376 0.25050

1477674 3.01040

1487778 1.00020

1497874 1.00020

1507277 1.166490

1517980 0.760490

1528075 0.828490

1537282 2.67060

1557484 2.670490

1567585 2.67060

1628182 2.00050

1638283 0.60050

1648489 1.008490

1658387 1.00020

1668386 0.25050

1678684 3.01040

1688788 1.00020

1698884 1.00020

1708287 1.166490

1718990 0.760490

1729085 0.828490

1739192 2.00050

1749293 0.60050

1759394 0.25050

1769596 2.000790

1779697 0.600790

1789798 0.250790

1819296 2.44760

182922 2.59960

18696100 1.40060

196104106 2.80330

198101105 2.91230

199105107 1.42520

200106108 1.36920

20110594 2.861490

20210698 2.749490

2034105 4.378490

204105106 4.285490

20510793 1.42520

20610897 1.36920

20710792 1.54630

20810896 1.49530

210109104 2.43260

2115101 5.96560

212101104 6.12460

23311066 0.80050

2351146 0.80050

23611326 0.80050

23711246 0.80050

23811186 0.80050

23911190 4.92580

24011070 4.92580

24111250 4.92580

24211330 4.92580

24311410 4.92580

24411698 0.800790

24511594 0.80050

246115101 5.93480

247116104 5.71880

Section PropertiesPropSectionArea(cm2)Iyy(cm4)Izz(cm4)J(cm4)Material

2CH100X50X10 13.000 32.300 208.000 2.428STEEL

3TUB80403.0 6.740 18.000 54.200 42.720STEEL

4CH76X38 8.530 10.700 74.100 1.106STEEL

5W5X16 TB 72.193 1.38E 3 2.93E 3 27.525STEEL

6SQU 0.2X0.2X0.0 6.000 224.775 224.775 337.500STEEL

7W5X19 TB 77.742 1.45E 3 3.24E 3 32.546STEEL

8PIPX10 4.123 4.412 4.412 8.792STEEL

Plate ThicknessPropNode A(cm)Node B(cm)Node C(cm)Node D(cm)Material

1 0.035 0.035 0.035 0.035STEEL

SupportsNodeX(kN/mm)Y(kN/mm)Z(kN/mm)rX(kN-m/deg)rY(kN-m/deg)rZ(kN-m/deg)

1FixedFixedFixedFixedFixedFixed











Basic Load CasesNumberName

1DEAD LOAD

2ROOF LIVE LOAD

3WIND LOAD

Combination Load CasesComb.Combination L/C NamePrimaryPrimary L/C NameFactor

4COMB1 - DL + RL + WL1DEAD LOAD 1.00

2ROOF LIVE LOAD 1.00

3WIND LOAD 1.00

5COMB2 - 0.9DL + 1.4WL1DEAD LOAD 0.90

3WIND LOAD 1.40

6COMB1 - DL + RL1DEAD LOAD 1.00

2ROOF LIVE LOAD 1.00

Node Displacement SummaryNodeL/CX(mm)Y(mm)Z(mm)Resultant(mm)rX(rad)rY(rad)rZ(rad)

Max X1095:COMB2 - 0.9DL + 1.4WL 10.558-8.617 9.379 16.544-0.008-0.001 0.004

Min X1126:COMB1 - DL + RL-14.470-0.015-1.195 14.520-0.000 0.000 0.007

Max Y1043:WIND LOAD 7.692 13.456 2.238 15.661 0.001-0.000-0.000

Min Y556:COMB1 - DL + RL 5.786-68.134-0.550 68.382-0.000-0.000 0.018

Max Z1095:COMB2 - 0.9DL + 1.4WL 10.558-8.617 9.379 16.544-0.008-0.001 0.004

Min Z1156:COMB1 - DL + RL-11.916-0.017-6.281 13.470-0.004 0.000 0.005

Max rX156:COMB1 - DL + RL 1.358-51.892-0.265 51.910 0.004 0.001 0.013

Min rX1096:COMB1 - DL + RL-1.411-33.060 6.416 33.706-0.012-0.001 0.005

Max rY206:COMB1 - DL + RL-3.552-41.361 0.098 41.513 0.004 0.001 0.016

Min rY906:COMB1 - DL + RL-3.755-35.994-1.454 36.218-0.006-0.002 0.013

Max rZ596:COMB1 - DL + RL-4.611-33.338-0.591 33.660-0.000-0.000 0.026

Min rZ1163:WIND LOAD 10.489-0.003 5.766 11.969 0.002-0.000-0.004

Max Rst556:COMB1 - DL + RL 5.786-68.134-0.550 68.382-0.000-0.000 0.018

Beam End Displacement SummaryDisplacements shown in italic indicate the presence of an offsetBeamNodeL/CX(mm)Y(mm)Z(mm)Resultant(mm)

Max X2101095:COMB2 - 0.9DL + 1.4WL 10.559-8.617 9.379 16.544

Min X2371126:COMB1 - DL + RL-14.470-0.015-1.195 14.520

Max Y1961043:WIND LOAD 7.693 13.456 2.238 15.661

Min Y96556:COMB1 - DL + RL 5.786-68.134-0.550 68.382

Max Z2101095:COMB2 - 0.9DL + 1.4WL 10.559-8.617 9.379 16.544

Min Z2451156:COMB1 - DL + RL-11.916-0.017-6.281 13.470

Max Rst96556:COMB1 - DL + RL 5.786-68.134-0.550 68.382

Reaction SummaryHorizontalVerticalHorizontalMoment

NodeL/CFX(kN)FY(kN)FZ(kN)MX(kNm)MY(kNm)MZ(kNm)

Max FX956:COMB1 - DL + RL 5.308 2.602-1.327 4.201-0.193-10.529

Min FX15:COMB2 - 0.9DL + 1.4WL-19.307 10.236-3.718-2.700 0.252 10.557

Max FY16:COMB1 - DL + RL-6.919 14.562-0.207 0.426 0.088-7.001

Min FY913:WIND LOAD-11.857-1.444-2.736-1.738 0.308 15.530

Max FZ316:COMB1 - DL + RL 2.423 6.110 1.217 1.716-0.034-14.201

Min FZ955:COMB2 - 0.9DL + 1.4WL-3.925 4.103-10.989-13.346 0.057 5.063

Max MX956:COMB1 - DL + RL 5.308 2.602-1.327 4.201-0.193-10.529

Min MX955:COMB2 - 0.9DL + 1.4WL-3.925 4.103-10.989-13.346 0.057 5.063

Max MY913:WIND LOAD-11.857-1.444-2.736-1.738 0.308 15.530

Min MY916:COMB1 - DL + RL 1.583 11.809-6.882-3.569-0.263-13.334

Max MZ913:WIND LOAD-11.857-1.444-2.736-1.738 0.308 15.530

Min MZ316:COMB1 - DL + RL 2.423 6.110 1.217 1.716-0.034-14.201

Whole Structure Beam Stress 5e+007mm:m 5 COMB2 - 0.9DL + 1.4WL

Whole Structure Beam Stress 5e+007mm:m 4 COMB1 - DL + RL + WL

Whole Structure Fx 50kN:1m 4 COMB1 - DL + RL + WL

Whole Structure Fx 50kN:1m 5 COMB2 - 0.9DL + 1.4WL

Whole Structure Displacements 1000mm:1m 4 COMB1 - DL + RL + WL

Whole Structure Displacements 230mm:1m 5 COMB2 - 0.9DL + 1.4WL

Whole Structure Displacements 230mm:1m 4 COMB1 - DL + RL + WL

Whole Structure Mz 100kNm:1m 4 COMB1 - DL + RL + WL

Whole Structure Mz 100kNm:1m 5 COMB2 - 0.9DL + 1.4WL

DESIGN SUMMARY

1. Wind load considered for the design 160km/hr.

2. Existing foundation size assumed as 2' x 2' x 1.5' only

3. Analysis result shows Columns B1 is having Tension (i.e upward force) hence foundation weight to be increased to balance the conditions.

4. It is proposed to increase the size by 1'-0" x 2'-0" x 1'-6" as shown in Drawing

5. Analysis results suggest the existing structure is having deflection (negative) upto 160mm at Columns type A1 to A2's free end (Cantilever portion).

6. This deflection due to gravity load and insufficient column member (existing columns - H5x19). Hence it is proposed to increase the stiffness of the columns/flange.

For Column Support - A1 (Modification) 8" wide (12mm Tk.) plate to be welded with column flanges. Stiffeners (6mm Tk.) between flanges to be welded @ every 2'6"(750mm). Free end channels (MC 75) welded with 1.3" (34mm dia - 4mm TK) pipe to main columns as shown For Column Support - B1 (Modification) H4x13 section to be welded with Existing Column H5x19 as shown in drawings; this will increase the bending strength. Stiffeners (6mm Tk.) between flanges to be welded @ every 2'6"(750mm). Free end Tube (T80x40mm) welded with 1.3" (34mm dia - 4mm TK) pipe to main columns as show

7. After these all modifications, Analysis was performed; the maximum vertical deflection is 68mm and maximum lateral deflection is 25mm which is acceptable.

8. Only existing MC75 channel is yielding by slender ratio.

9. Support the free end first (at-least 150mm upward chamber) start welding the flange cover plates / H beam. Then start welding the pipe support from H columns to MC75 / T80x40 section. Release the free end support after welding completed

10. All welding shall be minimum of 5mm Tk. or the member thickness which is less. Electrodes can be E60XX and all welding shall confirm to AWS as applicable. Stitch weld shall be @ 200mm C/C.

28/02/2015Page | 1

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Parking Structure Design Final Report