Struct Report

CAR PARK CANOPY SHADE STRUCTURE

STRUCTURAL DESIGN CALCULATION

Submitted by

MEDCO-QATAR

18th June 2012

Table of Contents Page No.

1. Introduction 3

2. Design Criteria 3 2.1. Design Codes & References 3 2.2. Materials 4 2.3. Design Loads 4 2.4 Load Combinations 5

3. Computer Program Used 5

APPENDIX A Wind Load Calculation 6

APPENDIX B STAAD Analysis & Design 8

APPENDIX C Footing & Base Plate Design 29

Page 2 of 40

1 INTRODUCTION

The purpose of this calculation is to document the criteria forming the basis of structural design for the fabric sun shade as shown in Fig.1.

Document within this report is: The engineering standards adopted in the design The loads adopted in the design Structural Design Calculation in Appendix

The document provides a summary of the design criteria for the structures to ensure that the outcome of the design process is fit for the intended purpose. The documentation is based on the latest information available for the design of the structure. The status of each of the criteria is identified in the document.

Fig.1 Perspective view of Shade

2 DESIGN CRITERIA

The objective of the design is to provide a robust, safe and economic structure, which will perform satisfactorily to intended purpose during its design life. Limit state design philosophy based on the probability concept is adopted. The structure is generally designed for the ultimate limit state against collapse under ultimate loads and checked for the serviceability limit state against deflection under service loads. All structural members are interconnected and tied by full anchorage of retaining wall to ensuring vertical and horizontal stability of the structure.

2.1 DESIGN CODES & REFERENCES

The following Code of Practice and Standards are appropriate for the proposed building.

BS 6399 Part 1 : Design Loading for Buildings: Code of practice for Dead and Imposed load.

Page 3 of 40

CP 3: Part 2, wind load : Basic data for design of buildings.

ASCE-7-10- Minimum design loads for building and other structures.

QCS Standard (2007) : Qatar Construction Specification.

BS 8110 ; Structural Use of Concrete.

BS 8004 ; Code of Practice of Foundation.

SABS 0162 1993 for bolts and welds.

BS 5950-2000 Guide to steel work design.

2.2 MATERIALS

Materials in general are considered to be in accordance with British Standard Code of Practices. Concrete grade for all reinforced concrete structure shall be in comply with the BS 8110. All Structural Steelwork shall be Grade S275 to BS EN10025 or equivalent.

2.3 DESIGN LOADING

2.3.1 DEAD LOADS

For dead load the PVC fabric membrane and Steel elements self weight has been calculated. Density of PVC fabric = 720 gsm (0.72kg/m2) Density of Structural steel = 7850 kg/m3

Uniform Fabric weight on top of shade= 7.2 N/m2 or 0.0072 kN/m2

Load on middle chord : 6 x0.0072kN/m2 = 0.04kN/m Load on edge chord: 3 x0.0072kN/m2 = 0.02kN/m

2.3.2 WIND LOADS

The structure in Doha, Qatar (As per QCS) is to be designed to withstand wind forces in accordance with CP3: Chapter V: Part 2 of BSI, with 50 years using the following parameters:

Basic wind speed of V

=162 Km/hr = 45 m/sec. The basic speed represents a 3 second gust speed at 10 m above ground level in an open terrain situation with a possibility to be exceeded once in 50 years. So basic Wind speed V

= 45 m/sec

The wind loads usually control over other types of loading in the fabric structures.

Page 4 of 40

Pressure Load: Load on middle chord: 6mx0.11kN/m2 x0.9 = 0.59 kN/m Load on edge chord: 3mx0.11kN/m2 x0.9 = 0.29 kN/m

Suction Load: Load on middle chord: 6mx0.35kN/m2 x0.9 = 1.9 kN/m Load on edge chord: 3mx0.35kN/m2 x0.9 = 1 kN/m

Note that the area of top surface considered 90% of total area due to edge curvature.

2.4 LOAD COMBINATIONS

The basic load combination according to BS 8110 is considered to design the members according to Ultimate Limit State (ULS). Details of load combination are presented on STAAD Pro input file. (As per German practice combines DIN 4134, dead and wind load shall be considered in the calculation for shade roofs)

3 COMPUTER PROGRAM USED

The following software will be used in analysis and design of structural elements.

STAAD Pro 2007 - 3D Finite Element Analysis and Design. PROKON & TEDDS - Calculation Pads for Engineers.

Page 5 of 40

APPENDIX A

Wind Load Calculation

Page 6 of 40

Wind Analysis for Shade Open Structure Based on ASCE 7-05

INPUT DATAExposure category = CImportance factor, (pg77) I = 0.66 USE MRI FACTOR 5YEARS PAGE 318 TABLE C6-7Basic wind speed (3 sec. gust wind) V = 45 m/sTopographic factor (Sec.6.5.7.2) Kzt = 1Height of ridge H = 3 mAverage Roof length L = 12 m

ANALYSISVelocity pressureqh = 0.613 Kz Kzt Kd V2 I = 396.94 N/m2where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27)

Kz = velocity pressure exposure coefficient evaluated at height, h, 3 m = 0.57(Tab. 6-3, Case 1,pg 79)

Kd = wind directionality factor. (Tab. 6-4, for building, page 80) = 0.85h = height of mean roof = 3.00 m

Main Wind-Force Resisting System (Sec. 6.5.13.2)p = qh G CNF = p Afwhere: G = gust effect factor. (Sec. 6.5.8, page 26). = 0.85

= roof angle = 20.0 degree

Main Wind Force Resisting Systemp = qh G CNwhere: CN = net force coefficients. (Fig. 6-18B, page 67)

CLEAR ABSTRUCTION

CN kN/m2p (N/m2) kN/m2

LOAD CASE A LOAD CASE B-1.040.32

107.970.11-0.35

Maximum Pressure =Maximum Suction =-350.89

Page 7 of 40

APPENDIX B

STAAD Analysis & Design

Page 8 of 40

Software licensed to c Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

1

21-May-12

17-Jun-2012 16:52TRAGS-CARSHADE1.std

Print Time/Date: 17/06/2012 17:06 Print Run 1 of 20STAAD.Pro for Windows Release 2007

Load 2X

Y

Z

Whole Structure

Job Information Engineer Checked Approved

Name:Date: 21-May-12

Structure Type SPACE FRAME

Number of Nodes 97 Highest Node 103Number of Elements 124 Highest Beam 130

Number of Basic Load Cases 3Number of Combination Load Cases 7

Included in this printout are data for:All The Whole Structure

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Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2

21-May-12



Job Information Cont...Included in this printout are results for load cases:

Type L/C Name

Primary 1 DLPrimary 2 WL-UPPrimary 3 WL-DOWN

Combination 100 1.4DLCombination 101 1.4DL+1.4WLUPCombination 102 1.4DL+1.4WLDNCombination 103 1DL+1.4WLUPCombination 104 1DL+1.4WLDNCombination 200 DL+WLUPCombination 201 DL+WLDN

Section PropertiesProp Section Area

(cm2)Iyy

(cm4)Izz

(cm4)J

(cm4)Material

1 PIP482.5 3.600 9.460 9.460 18.920 STEEL2 PIP763.0 6.890 46.100 46.100 92.192 STEEL3 PIPE 22.777 599.308 599.308 1.2E 3 STEEL4 PIP883.0 8.100 74.800 74.800 149.527 STEEL

MaterialsMat Name E

(kN/mm2) Density

(kg/m3)

(1/K)1 STEEL 205.000 0.300 7.83E 3 12E -62 ALUMINUM 68.948 0.330 2.71E 3 23E -63 CONCRETE 21.718 0.170 2.4E 3 10E -6

SupportsNode X

(kN/mm)Y

(kN/mm)Z

(kN/mm)rX

(kN-m/deg)rY

(kN-m/deg)rZ

(kN-m/deg)2 Fixed Fixed Fixed Fixed Fixed Fixed59 Fixed Fixed Fixed Fixed Fixed Fixed87 Fixed Fixed Fixed Fixed Fixed Fixed

Page 10 of 40


Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

3

21-May-12



ReleasesBeam ends not shown in this table are fixed in all directions.Beam Node x y z rx ry rz

16 1 Fixed Fixed Fixed Fixed Fixed Fixed29 1 Fixed Fixed Fixed Fixed Fixed Fixed44 45 Fixed Fixed Fixed Fixed Fixed Fixed57 45 Fixed Fixed Fixed Fixed Fixed Fixed73 58 Fixed Fixed Fixed Fixed Fixed Fixed86 58 Fixed Fixed Fixed Fixed Fixed Fixed87 7 Fixed Fixed Fixed Fixed Fixed Fixed87 34 Fixed Fixed Fixed Fixed Fixed Fixed88 34 Fixed Fixed Fixed Fixed Fixed Fixed88 64 Fixed Fixed Fixed Fixed Fixed Fixed89 19 Fixed Fixed Fixed Fixed Fixed Fixed89 47 Fixed Fixed Fixed Fixed Fixed Fixed90 47 Fixed Fixed Fixed Fixed Fixed Fixed90 76 Fixed Fixed Fixed Fixed Fixed Fixed91 29 Fixed Fixed Fixed Fixed Fixed Fixed91 57 Fixed Fixed Fixed Fixed Fixed Fixed92 57 Fixed Fixed Fixed Fixed Fixed Fixed92 86 Fixed Fixed Fixed Fixed Fixed Fixed93 17 Fixed Fixed Fixed Fixed Fixed Fixed93 44 Fixed Fixed Fixed Fixed Fixed Fixed94 44 Fixed Fixed Fixed Fixed Fixed Fixed94 74 Fixed Fixed Fixed Fixed Fixed Fixed95 5 Fixed Fixed Fixed Fixed Fixed Fixed95 32 Fixed Fixed Fixed Fixed Fixed Fixed96 32 Fixed Fixed Fixed Fixed Fixed Fixed96 62 Fixed Fixed Fixed Fixed Fixed Fixed97 4 Fixed Fixed Fixed Fixed Fixed Fixed97 31 Fixed Fixed Fixed Fixed Fixed Fixed98 31 Fixed Fixed Fixed Fixed Fixed Fixed98 61 Fixed Fixed Fixed Fixed Fixed Fixed

103 10 Fixed Fixed Fixed Fixed Fixed Fixed103 95 Fixed Fixed Fixed Fixed Fixed Fixed104 95 Fixed Fixed Fixed Fixed Fixed Fixed104 22 Fixed Fixed Fixed Fixed Fixed Fixed106 91 Fixed Fixed Fixed Fixed Fixed Fixed106 96 Fixed Fixed Fixed Fixed Fixed Fixed108 92 Fixed Fixed Fixed Fixed Fixed Fixed108 96 Fixed Fixed Fixed Fixed Fixed Fixed111 97 Fixed Fixed Fixed Fixed Fixed Fixed111 94 Fixed Fixed Fixed Fixed Fixed Fixed112 97 Fixed Fixed Fixed Fixed Fixed Fixed112 93 Fixed Fixed Fixed Fixed Fixed Fixed113 6 Fixed Fixed Fixed Fixed Fixed Fixed114 1 Fixed Fixed Fixed Fixed Fixed Fixed

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Client

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By Date Chd

File Date/Time

4

21-May-12



Releases Cont...Beam Node x y z rx ry rz

115 1 Fixed Fixed Fixed Fixed Fixed Fixed116 12 Fixed Fixed Fixed Fixed Fixed Fixed116 98 Fixed Fixed Fixed Fixed Fixed Fixed117 18 Fixed Fixed Fixed Fixed Fixed Fixed118 24 Fixed Fixed Fixed Fixed Fixed Fixed118 99 Fixed Fixed Fixed Fixed Fixed Fixed119 33 Fixed Fixed Fixed Fixed Fixed Fixed120 45 Fixed Fixed Fixed Fixed Fixed Fixed121 45 Fixed Fixed Fixed Fixed Fixed Fixed122 39 Fixed Fixed Fixed Fixed Fixed Fixed122 100 Fixed Fixed Fixed Fixed Fixed Fixed123 46 Fixed Fixed Fixed Fixed Fixed Fixed124 52 Fixed Fixed Fixed Fixed Fixed Fixed124 101 Fixed Fixed Fixed Fixed Fixed Fixed125 63 Fixed Fixed Fixed Fixed Fixed Fixed126 58 Fixed Fixed Fixed Fixed Fixed Fixed127 58 Fixed Fixed Fixed Fixed Fixed Fixed128 69 Fixed Fixed Fixed Fixed Fixed Fixed128 102 Fixed Fixed Fixed Fixed Fixed Fixed129 75 Fixed Fixed Fixed Fixed Fixed Fixed130 81 Fixed Fixed Fixed Fixed Fixed Fixed130 103 Fixed Fixed Fixed Fixed Fixed Fixed

Basic Load CasesNumber Name

1 DL2 WL-UP3 WL-DOWN

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Ref

By Date Chd

File Date/Time

5

21-May-12



Combination Load CasesComb. Combination L/C Name Primary Primary L/C Name Factor

100 1.4DL 1 DL 1.40101 1.4DL+1.4WLUP 1 DL 1.40

2 WL-UP 1.40102 1.4DL+1.4WLDN 1 DL 1.40

3 WL-DOWN 1.40103 1DL+1.4WLUP 1 DL 1.00

2 WL-UP 1.40104 1DL+1.4WLDN 1 DL 1.00

3 WL-DOWN 1.40200 DL+WLUP 1 DL 1.00

2 WL-UP 1.00201 DL+WLDN 1 DL 1.00

3 WL-DOWN 1.00

Node Displacement SummaryNode L/C X

(mm)Y

(mm)Z

(mm)Resultant

(mm)rX

(rad)rY

(rad)rZ

(rad)Max X 48 103:1DL+1.4WLUP

3.799 21.315 -0.132 21.651 0.000 0.000 -0.002Min X 35 103:1DL+1.4WLUP -3.828 21.287 -0.130 21.629 0.000 -0.000 0.002Max Y 48 103:1DL+1.4WLUP 3.799

21.315 -0.132 21.651 0.000 0.000 -0.002Min Y 48 102:1.4DL+1.4WLDN-2.266 -12.889 -0.189 13.088 0.000 0.000 0.002Max Z 102 102:1.4DL+1.4WLDN 0.063 -3.666

0.530 3.705 -0.001 -0.000 0.000Min Z 99 102:1.4DL+1.4WLDN-0.018 -3.748 -0.955 3.868 0.001 0.000 -0.000

Max rX 19 102:1.4DL+1.4WLDN-0.993 -6.856 -0.294 6.934 0.002 -0.000 0.003

Min rX 64 102:1.4DL+1.4WLDN 1.074 -6.879 -0.287 6.968 -0.001 -0.000 -0.003Max rY 76 102:1.4DL+1.4WLDN-1.023 -7.055 -0.290 7.135 -0.001

0.000 0.003Min rY 64 102:1.4DL+1.4WLDN 1.074 -6.879 -0.287 6.968 -0.001 -0.000 -0.003Max rZ 33 103:1DL+1.4WLUP -0.244 13.894 -0.312 13.900 0.000 -0.000

0.011Min rZ 46 103:1DL+1.4WLUP 0.220 13.934 -0.314 13.939 0.000 0.000 -0.011

Max Rst 48 103:1DL+1.4WLUP 3.799 21.315 -0.132 21.651 0.000 0.000 -0.002

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Client

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Ref

By Date Chd

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6

21-May-12



Load 2X

YZ

Whole Structure

Load 2XY

Z

Whole Structure

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Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

7

21-May-12



Load 2X

Y

Z

Whole Structure

PIP883.0PIP883.0PIP763.0

PIP883.0PIP883.0PIP883.0PIP763.0

PIP883.0PIP883.0PIP883.0

PIP763.0

PIP883.0

PIPE

PIP883.0PIP763.0

PIP883.0PIP883.0

PIP883.0 PIP482.5PIP883.0

PIPE

PIP883.0

PIP763.0

PIP883.0PIP883.0 PIP482.5PIP883.0PIP763.0

PIP883.0PIP763.0PIP883.0PIP883.0

PIP883.0PIP763.0PIP482.5

PIP883.0PIP883.0PIP883.0PIP883.0

PIP763.0PIP883.0

PIP883.0PIP883.0

PIP482.5PIP883.0PIP883.0PIP883.0

PIP763.0PIP883.0PIP883.0PIP883.0

PIP763.0

PIP883.0

PIPE

PIP482.5 PIP883.0PIP763.0

PIP883.0PIP883.0

PIP883.0 PIP482.5PIP883.0PIP482.5

PIPE

PIP883.0

PIP763.0

PIP883.0PIP883.0 PIP482.5PIP883.0PIP763.0

PIP883.0PIP763.0PIP883.0PIP883.0

PIP883.0PIP763.0PIP482.5

PIP883.0PIP883.0PIP883.0PIP883.0PIP883.0

PIP763.0PIP883.0

PIP883.0PIP883.0

PIP482.5PIP883.0PIP883.0PIP883.0

PIP763.0PIP883.0PIP883.0PIP883.0

PIP763.0

PIP883.0

PIPE

PIP482.5 PIP883.0PIP763.0

PIP883.0PIP883.0

PIP883.0PIP883.0PIP482.5

PIPE

PIP883.0

PIP763.0

PIP883.0PIP883.0PIP883.0PIP763.0

PIP883.0PIP763.0PIP883.0PIP883.0

PIP763.0

PIP883.0PIP883.0PIP883.0PIP883.0PIP883.0

PIP883.0 Load 2X

Y

Z

Whole Structure

Page 15 of 40


Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

8

21-May-12



1819202122

99

2324425

46

2

2627

4728 4829

49

1

9250

17101

51

95

5216

3115 53

75

87

14 5455

7613

9856 77

5

5712

78

45

9411 791044

103

809

96

881

437

61

6

42 82

59

41 838440

10085

32

8639

58

3837

749136

97

35 7334

33

727170

102

626968

67936665

6463

Load 2X

Y

Z

Whole Structure

1718

117

192021

89118222324

25

114 45

26

104

2746

1

28123

9747

2948107

16

4999

9012450

1551

11591

1452

13 53

120 74

108

5493

12103

5575

101

11

56129

11698

7610

57779 110

44

8 78

113

1027

13079

43658095

121924

4281

41 82

126

111

8394

40106

84

58

39

8587 12238

86

37

73

36

119

10010535

72343396

12732717069

112

68

88 1286766

65

125

109646362

61Load 2

XY

Z

Whole Structure

Page 16 of 40


Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

9

21-May-12



PIPE

PIPE

PIPE

PIP763.0

PIP763.0

PIP763.0

PIP763.0

PIP763.0

PIP763.0PIP763.0

PIP763.0PIP763.0

PIP763.0

PIP763.0

PIP763.0

PIP883.0

PIP883.0

PIP883.0PIP883.0

PIP883.0

PIP883.0

PIP883.0PIP883.0

PIP883.0

PIP883.0 PIP883.0

PIP883.0

PIP482.5

PIP482.5

PIP482.5

PIP482.5 PIP482.5PIP482.5

PIP482.5 PIP482.5

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0 PIP883.0

PIP883.0PIP883.0

PIP883.0PIP763.0

PIP763.0

PIP763.0

PIP763.0 PIP763.0

PIP763.0 PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0 PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0PIP883.0

PIP883.0PIP883.0

PIP883.0

PIP883.0

PIP883.0PIP883.0

PIP883.0

PIP883.0

PIP883.0PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP883.0

PIP482.5

PIP482.5

PIP482.5

PIP482.5

PIPE

PIPE

PIPE PIP763.0PIP763.0

PIP763.0PIP763.0

PIP763.0PIP763.0

Load 2XY

Z

Whole Structure

PIP883.0PIP883.0PIP883.0

PIP883.0 PIP883.0

PIP883.0PIP883.0 PIP883.0PIP883.0

PIP883.0 PIP883.0PIP883.0

PIP883.0

PIP883.0

PIP883.0PIP763.0

PIP883.0 PIP883.0

PIP883.0PIP763.0

PIP883.0

PIP763.0PIP763.0

PIP883.0

PIP763.0

PIPE

PIP763.0

PIP883.0PIP883.0

PIP883.0

PIP763.0

PIP883.0

PIPE

PIP883.0

PIP763.0

PIP883.0

Load 2X

YZ

Whole Structure

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Client

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By Date Chd

File Date/Time

10

21-May-12



1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m

1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m

2.000 kN/m

1.040 kN/m1.040 kN/m

2.000 kN/m

1.040 kN/m1.040 kN/m

1.040 kN/m 2.000 kN/m2.000 kN/m2.000 kN/m2.000 kN/m2.000 kN/m2.000 kN/m2.000 kN/m2.000 kN/m2.000 kN/m2.000 kN/m2.000 kN/m

2.000 kN/m2.000 kN/m2.000 kN/m2.000 kN/m2.000 kN/m2.000 kN/m2.000 kN/m2.000 kN/m2.000 kN/m 1.040 kN/m2.000 kN/m2.000 kN/m2.000 kN/m

1.040 kN/m2.000 kN/m

2.000 kN/m2.000 kN/m

1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m

1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m1.040 kN/m

1.040 kN/m1.040 kN/m

Load 2X

Y

Z

Whole Structure

-0.360 kN/m-0.360 kN/m-0.360 kN/m-0.360 kN/m-0.360 kN/m-0.360 kN/m-0.360 kN/m-0.360 kN/m

-0.360 kN/m-0.360 kN/m

-0.360 kN/m-0.360 kN/m

-0.360 kN/m-0.360 kN/m-0.360 kN/m-0.360 kN/m-0.360 kN/m

-0.360 kN/m-0.360 kN/m

-0.360 kN/m-0.360 kN/m -0.720 kN/m

-0.360 kN/m-0.360 kN/m

-0.720 kN/m

-0.360 kN/m-0.360 kN/m

-0.360 kN/m

-0.720 kN/m-0.720 kN/m-0.720 kN/m-0.720 kN/m-0.720 kN/m-0.720 kN/m

-0.720 kN/m-0.720 kN/m

-0.720 kN/m-0.720 kN/m

-0.720 kN/m-0.720 kN/m


-0.720 kN/m-0.720 kN/m

-0.720 kN/m

-0.360 kN/m

-0.720 kN/m-0.720 kN/m

-0.720 kN/m

-0.360 kN/m

-0.720 kN/m-0.720 kN/m

-0.720 kN/m-0.360 kN/m-0.360 kN/m-0.360 kN/m-0.360 kN/m-0.360 kN/m

-0.360 kN/m-0.360 kN/m

-0.360 kN/m-0.360 kN/m

-0.360 kN/m-0.360 kN/m


-0.360 kN/m-0.360 kN/m

-0.360 kN/m-0.360 kN/m

-0.360 kN/m-0.360 kN/m

-0.360 kN/m-0.360 kN/m

-0.360 kN/m-0.360 kN/m

Load 3X

Y

Z

Whole Structure

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21-May-12



Axial ForceLoad 3 : X

Y

Z

Whole Structure Fx 50N:1mm 3 WL-DOWN

Steel Design (Track 0) Checks ALL UNITS ARE - NEWT MMS (UNLESS OTHERWISE NOTED)

MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION =======================================================================

1 ST PIPE PASS BS-4.8.2.2 0.025 103 14945.67 T 0.00 40338.85 0.00 =======================================================================

4 ST PIP883.0 PASS BS-4.8.3.3.1 0.181 103 3331.12 C 2808.97 759551.62 - =======================================================================

5 ST PIP883.0 PASS ANNEX I.1 0.177 103 3958.21 C 8088.00 1066250.75 - =======================================================================



8 ST PIP883.0 PASS BS-4.8.2.2 0.147 103 10030.32 T 0.00 617850.00 0.00 =======================================================================

9 ST PIP883.0 PASS BS-4.8.2.2 0.095 103 9932.45 T 0.00 303799.00 506.71 =======================================================================

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Steel Design (Track 0) Checks Cont... ALL UNITS ARE - NEWT MMS (UNLESS OTHERWISE NOTED)


10 ST PIP883.0 PASS BS-4.8.2.2 0.080 103 9566.52 T 0.00 224182.59 334.17 =======================================================================

11 ST PIP883.0 PASS BS-4.8.2.2 0.106 103 9615.02 T 0.00 382924.72 464.28 =======================================================================

12 ST PIP883.0 PASS BS-4.8.2.2 0.126 103 9728.16 T 0.00 500357.56 566.58 =======================================================================

13 ST PIP883.0 PASS BS-4.8.2.2 0.131 103 9868.98 T 0.00 526284.19 458.49 =======================================================================

14 ST PIP883.0 PASS BS-4.8.2.2 0.131 103 9863.71 T 0.00 526299.12 0.00 =======================================================================

15 ST PIP883.0 PASS BS-4.8.2.2 0.121 103 10060.64 T 0.00 459190.50 0.00 =======================================================================

16 ST PIP883.0 PASS BS-4.8.2.2 0.089 103 10251.53 T 0.00 263395.38 0.00 =======================================================================

17 ST PIP883.0 PASS BS-4.8.3.3.1 0.181 103 3330.17 C 2812.49 759340.31 - =======================================================================




21 ST PIP883.0 PASS BS-4.8.2.2 0.147 103 10030.35 T 0.00 617589.88 0.00 =======================================================================

22 ST PIP883.0 PASS BS-4.8.2.2 0.095 103 9932.48 T 0.00 304437.03 506.68 =======================================================================

23 ST PIP883.0 PASS BS-4.8.2.2 0.079 103 9566.58 T 0.00 217115.81 317.70 =======================================================================

24 ST PIP883.0 PASS BS-4.8.2.2 0.106 103 9615.39 T 0.00 382664.59 480.75 =======================================================================

25 ST PIP883.0 PASS BS-4.8.2.2 0.126 103 9729.47 T 0.00 500257.50 566.57 =======================================================================

Page 20 of 40


Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

13

21-May-12





26 ST PIP883.0 PASS BS-4.8.2.2 0.131 103 9870.30 T 0.00 526265.88 458.49 =======================================================================

27 ST PIP883.0 PASS BS-4.8.2.2 0.131 103 9865.05 T 0.00 526280.56 0.00 =======================================================================

28 ST PIP883.0 PASS BS-4.8.2.2 0.121 103 10061.97 T 0.00 459237.44 0.00 =======================================================================

29 ST PIP883.0 PASS BS-4.8.2.2 0.089 103 10252.86 T 0.00 263376.62 0.00 =======================================================================

32 ST PIP883.0 PASS BS-4.8.3.3.1 0.378 103 7027.38 C 343.67 1588440.88 - =======================================================================




36 ST PIP883.0 PASS BS-4.8.2.2 0.301 103 20699.39 T 0.00 1262503.88 0.00 =======================================================================

37 ST PIP883.0 PASS BS-4.8.2.2 0.184 103 20501.88 T 0.00 561257.31 506.71 =======================================================================

38 ST PIP883.0 PASS BS-4.8.2.2 0.158 103 19710.42 T 0.00 422591.25 334.17 =======================================================================

39 ST PIP883.0 PASS BS-4.8.2.2 0.221 103 19817.03 T 0.00 801868.31 464.28 =======================================================================

40 ST PIP883.0 PASS BS-4.8.2.2 0.268 103 20052.48 T 0.00 1082938.25 566.58 =======================================================================

41 ST PIP883.0 PASS BS-4.8.2.2 0.280 103 20339.14 T 0.00 1149198.12 458.49 =======================================================================

42 ST PIP883.0 PASS BS-4.8.2.2 0.280 103 20329.12 T 0.00 1149198.62 0.00 =======================================================================

43 ST PIP883.0 PASS BS-4.8.2.2 0.258 103 20719.21 T 0.00 1004601.25 0.00 =======================================================================

Page 21 of 40


Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

14

21-May-12





44 ST PIP883.0 PASS BS-4.8.2.2 0.189 103 21091.97 T 0.00 571807.81 0.00 =======================================================================

45 ST PIP883.0 PASS BS-4.8.3.3.1 0.378 103 7025.57 C 342.90 1588054.88 - =======================================================================




49 ST PIP883.0 PASS BS-4.8.2.2 0.301 103 20699.19 T 0.00 1261551.50 0.00 =======================================================================

50 ST PIP883.0 PASS BS-4.8.2.2 0.185 103 20501.65 T 0.00 562659.81 506.68 =======================================================================

51 ST PIP883.0 PASS BS-4.8.2.2 0.155 103 19710.06 T 0.00 405963.78 317.70 =======================================================================

52 ST PIP883.0 PASS BS-4.8.2.2 0.221 103 19816.49 T 0.00 801364.25 480.75 =======================================================================

53 ST PIP883.0 PASS BS-4.8.2.2 0.268 103 20053.98 T 0.00 1082642.12 566.57 =======================================================================

54 ST PIP883.0 PASS BS-4.8.2.2 0.280 103 20340.67 T 0.00 1149028.38 458.49 =======================================================================

55 ST PIP883.0 PASS BS-4.8.2.2 0.280 103 20330.67 T 0.00 1149029.00 0.00 =======================================================================

56 ST PIP883.0 PASS BS-4.8.2.2 0.258 103 20720.76 T 0.00 1004575.50 0.00 =======================================================================

57 ST PIP883.0 PASS BS-4.8.2.2 0.189 103 21093.53 T 0.00 571719.06 0.00 =======================================================================

58 ST PIPE PASS BS-4.8.2.2 0.025 103 14476.97 T 0.00 50647.29 2451.35 =======================================================================

61 ST PIP883.0 PASS BS-4.8.3.3.1 0.184 103 3367.29 C 2886.22 769661.00 - =======================================================================

Page 22 of 40


Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

15

21-May-12








65 ST PIP883.0 PASS BS-4.8.2.2 0.141 103 9964.71 T 0.00 583572.12 0.00 =======================================================================

66 ST PIP883.0 PASS BS-4.8.2.2 0.095 103 9864.57 T 0.00 311201.25 506.71 =======================================================================

67 ST PIP883.0 PASS BS-4.8.2.2 0.080 103 9501.72 T 0.00 228091.19 334.17 =======================================================================

68 ST PIP883.0 PASS BS-4.8.2.2 0.105 103 9549.10 T 0.00 379743.81 464.28 =======================================================================

69 ST PIP883.0 PASS BS-4.8.2.2 0.124 103 9661.21 T 0.00 491881.62 566.58 =======================================================================

70 ST PIP883.0 PASS BS-4.8.2.2 0.129 103 9801.49 T 0.00 516181.47 458.49 =======================================================================

71 ST PIP883.0 PASS BS-4.8.2.2 0.129 103 9796.18 T 0.00 516184.44 0.00 =======================================================================

72 ST PIP883.0 PASS BS-4.8.2.2 0.119 103 9993.61 T 0.00 450341.25 0.00 =======================================================================

73 ST PIP883.0 PASS BS-4.8.2.2 0.088 103 10186.16 T 0.00 259198.16 0.00 =======================================================================

74 ST PIP883.0 PASS BS-4.8.3.3.1 0.184 103 3366.44 C 2893.98 769480.88 - =======================================================================




Page 23 of 40


Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

16

21-May-12





78 ST PIP883.0 PASS BS-4.8.2.2 0.141 103 9964.42 T 0.00 583131.62 0.00 =======================================================================

79 ST PIP883.0 PASS BS-4.8.2.2 0.096 103 9864.28 T 0.00 311891.09 506.68 =======================================================================

80 ST PIP883.0 PASS BS-4.8.2.2 0.079 103 9501.49 T 0.00 221357.98 317.70 =======================================================================

81 ST PIP883.0 PASS BS-4.8.2.2 0.105 103 9549.16 T 0.00 379480.38 480.75 =======================================================================

82 ST PIP883.0 PASS BS-4.8.2.2 0.124 103 9662.18 T 0.00 491748.97 566.57 =======================================================================

83 ST PIP883.0 PASS BS-4.8.2.2 0.129 103 9802.47 T 0.00 516120.19 458.49 =======================================================================

84 ST PIP883.0 PASS BS-4.8.2.2 0.129 103 9797.17 T 0.00 516123.06 0.00 =======================================================================

85 ST PIP883.0 PASS BS-4.8.2.2 0.119 103 9994.60 T 0.00 450348.50 0.00 =======================================================================

86 ST PIP883.0 PASS BS-4.8.2.2 0.088 103 10187.15 T 0.00 259160.67 0.00 =======================================================================

87 ST PIP482.5 PASS BS-4.8.2.2 0.114 101 24.49 T 0.00 163846.06 3000.00 =======================================================================

88 ST PIP482.5 PASS BS-4.8.2.2 0.114 102 27.90 T 0.00 163776.02 3000.00 =======================================================================

89 ST PIP482.5 PASS BS-4.8.2.2 0.114 101 24.70 T 0.00 163845.72 3000.00 =======================================================================

90 ST PIP482.5 PASS BS-4.8.2.2 0.114 102 28.14 T 0.00 163777.66 3000.00 =======================================================================

91 ST PIP482.5 PASS ANNEX I.1 0.114 102 3.18 642.27 163452.33 - =======================================================================

92 ST PIP482.5 PASS BS-4.8.3.3.3 0.113 102 3.30 379.09 163404.56 - =======================================================================

93 ST PIP482.5 PASS BS-4.8.3.3.3 0.114 102 3.42 647.48 163452.67 - =======================================================================

Page 24 of 40


Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

17

21-May-12





94 ST PIP482.5 PASS BS-4.8.3.3.3 0.113 102 3.57 384.11 163404.91 - =======================================================================





99 ST PIPE PASS BS-4.8.2.2 0.010 103 6003.11 T 0.00 462.77 1699.14 =======================================================================

100 ST PIPE PASS BS-4.6 (T) 0.010 103 6017.64 T 0.00 67.11 1699.14 =======================================================================

101 ST PIPE PASS BS-4.8.2.2 0.051 103 31479.50 T 0.00 13475.53 0.00 =======================================================================

102 ST PIPE PASS BS-4.8.2.2 0.020 103 12788.47 T 0.00 139.32 1699.14 =======================================================================

103 ST PIP763.0 PASS BS-4.8.3.3.1 0.376 103 14192.45 C 713.43 134625.98 - =======================================================================

104 ST PIP763.0 PASS BS-4.8.3.3.1 0.376 103 14136.49 C 570.71 134625.75 - =======================================================================

105 ST PIP883.0 PASS BS-4.8.2.2 0.396 103 20677.28 T 0.00 1844748.50 0.00 =======================================================================

106 ST PIP763.0 PASS BS-4.8.3.3.1 0.805 103 29412.01 C 600.48 151896.19 - =======================================================================

107 ST PIP883.0 PASS BS-4.8.2.2 0.396 103 20677.07 T 0.00 1843835.88 0.00 =======================================================================

108 ST PIP763.0 PASS BS-4.8.3.3.1 0.805 103 29409.88 C 603.63 151901.17 - =======================================================================

109 ST PIP883.0 PASS BS-4.8.2.2 0.186 103 9957.05 T 0.00 861421.56 0.00 =======================================================================

Page 25 of 40


Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

18

21-May-12





110 ST PIP883.0 PASS BS-4.8.2.2 0.186 103 9956.76 T 0.00 860995.88 0.00 =======================================================================

111 ST PIP763.0 PASS BS-4.8.3.3.1 0.409 103 14109.39 C 532.23 143158.88 - =======================================================================

112 ST PIP763.0 PASS BS-4.8.3.3.1 0.409 103 14110.58 C 524.21 143155.33 - =======================================================================

113 ST PIP763.0 PASS BS-4.8.2.2 0.040 103 3810.80 T 0.00 89691.00 0.00 =======================================================================

114 ST PIP763.0 PASS BS-4.8.3.3.3 0.072 102 3085.60 C 19865.50 79137.64 - =======================================================================

115 ST PIP763.0 PASS BS-4.8.3.3.3 0.072 102 3082.06 C 19826.10 79233.52 - =======================================================================

116 ST PIP763.0 PASS BS-4.8.3.3.3 0.071 2 27.20 C 389.49 236278.88 - =======================================================================

117 ST PIP763.0 PASS BS-4.8.2.2 0.040 103 3809.78 T 0.00 89653.38 2627.24 =======================================================================

118 ST PIP763.0 PASS BS-4.8.3.3.3 0.071 2 27.26 C 397.79 236116.84 - =======================================================================

119 ST PIP763.0 PASS BS-4.8.2.2 0.085 103 8008.87 T 0.00 186363.66 0.00 =======================================================================

120 ST PIP763.0 PASS BS-4.8.3.3.1 0.102 102 5255.77 C 1713.79 83806.41 - =======================================================================

121 ST PIP763.0 PASS BS-4.8.3.3.1 0.102 102 5251.40 C 1726.96 83765.78 - =======================================================================

122 ST PIP763.0 PASS BS-4.8.2.2 0.126 103 178.96 T 0.00 549785.69 0.00 =======================================================================

123 ST PIP763.0 PASS BS-4.8.2.2 0.085 103 8006.97 T 0.00 186291.22 2627.24 =======================================================================

124 ST PIP763.0 PASS BS-4.8.2.2 0.126 103 178.93 T 0.00 549297.50 0.00 =======================================================================

125 ST PIP763.0 PASS BS-4.8.2.2 0.041 103 3851.89 T 0.00 90476.96 0.00 =======================================================================

Page 26 of 40


Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

19

21-May-12





126 ST PIP763.0 PASS BS-4.8.3.3.3 0.073 102 3169.83 C 20187.39 78157.34 - =======================================================================

127 ST PIP763.0 PASS BS-4.8.3.3.3 0.073 102 3169.04 C 20125.34 78140.37 - =======================================================================

128 ST PIP763.0 PASS BS-4.8.3.3.3 0.071 2 28.83 C 317.06 234812.73 - =======================================================================

129 ST PIP763.0 PASS BS-4.8.2.2 0.041 103 3850.99 T 0.00 90442.98 2627.24 =======================================================================

130 ST PIP763.0 PASS BS-4.8.3.3.3 0.071 2 28.83 C 323.98 234753.02 - =======================================================================

ReactionsHorizontal Vertical Horizontal Moment

Node L/C FX(N)

FY(N)

FZ(N)

MX(kNm)

MY(kNm)

MZ(kNm)

2 1:DL -0.843 4.01E 3 28.437 0.028 -0.000 0.0062:WL-UP 0.004 -13.2E 3 -0.839 -0.001 0.000 -0.0063:WL-DOWN -0.002 4.58E 3 0.314 0.000 -0.000 0.002100:1.4DL -1.181 5.62E 3 39.812 0.039 -0.000 0.008101:1.4DL+1.4WLUP-1.174 -12.9E 3 38.637 0.038 -0.000 -0.000102:1.4DL+1.4WLDN-1.183 12E 3 40.252 0.040 -0.000 0.011103:1DL+1.4WLUP -0.837 -14.5E 3 27.262 0.027 0.000 -0.003104:1DL+1.4WLDN -0.846 10.4E 3 28.877 0.028 -0.000 0.009200:DL+WLUP -0.839 -9.21E 3 27.598 0.027 -0.000 -0.000201:DL+WLDN -0.845 8.59E 3 28.752 0.028 -0.000 0.008

59 1:DL -0.844 4.03E 3 -30.429 -0.052 0.000 0.0062:WL-UP 0.005 -13.2E 3 0.701 0.001 -0.000 -0.0063:WL-DOWN -0.002 4.58E 3 -0.262 -0.000 0.000 0.002100:1.4DL -1.182 5.65E 3 -42.601 -0.073 0.000 0.008101:1.4DL+1.4WLUP-1.175 -12.9E 3 -41.619 -0.071 0.000 -0.000102:1.4DL+1.4WLDN-1.184 12.1E 3 -42.968 -0.073 0.000 0.011103:1DL+1.4WLUP -0.838 -14.5E 3 -29.447 -0.051 0.000 -0.003104:1DL+1.4WLDN -0.846 10.4E 3 -30.796 -0.052 0.000 0.009200:DL+WLUP -0.839 -9.19E 3 -29.728 -0.051 0.000 -0.000201:DL+WLDN -0.846 8.61E 3 -30.691 -0.052 0.000 0.008

87 1:DL -0.836 4.56E 3 1.992 -0.008 -0.000 0.0082:WL-UP -0.009 -25.4E 3 0.138 0.000 -0.000 -0.0123:WL-DOWN 0.003 9.15E 3 -0.052 -0.000 0.000 0.004

Page 27 of 40


Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

20

21-May-12



Reactions Cont...Horizontal Vertical Horizontal Moment

Node L/C FX(N)

FY(N)

FZ(N)

MX(kNm)

MY(kNm)

MZ(kNm)

100:1.4DL -1.170 6.39E 3 2.788 -0.011 -0.000 0.011101:1.4DL+1.4WLUP-1.183 -29.2E 3 2.982 -0.011 -0.000 -0.006102:1.4DL+1.4WLDN-1.165 19.2E 3 2.716 -0.011 -0.000 0.017103:1DL+1.4WLUP -0.848 -31E 3 2.185 -0.008 -0.000 -0.009104:1DL+1.4WLDN -0.831 17.4E 3 1.919 -0.008 -0.000 0.013200:DL+WLUP -0.845 -20.9E 3 2.130 -0.008 -0.000 -0.004201:DL+WLDN -0.832 13.7E 3 1.940 -0.008 -0.000 0.012

Page 28 of 40

APPENDIX C

Footing & Base Plate Design

Page 29 of 40

SheetJob Number

Job Title

Client

Calcs by Checked by Date

Software Consultants (Pty) LtdInternet: http://www.prokon.comE-Mail : [email protected]

Base plate design by PROKON. (Basepl Ver W2.4.01 - 01 Apr 2008)Design code : BS5950 - 1990Title : NODE # 87 (middle support)

S11Input Data

Column on Base Plate: 32x2.5

Base Plate Geometry

Plate Length L (mm)Plate Width W (mm)Offset L1 (mm)Offset W1 (mm)Bolt distance a1 (mm)Bolt distance a2 (mm)Bolt distance a3 (mm)Bolt distance a4 (mm)

30030075.0075.0035353535

General Parameters

Concrete: fcu (MPa)Plate fy: (MPa)Welds fuw: (MPa)Bolt GradeUse studs (Y/N)

302754608.8N

Loads

LoadCase

P(kN)

Mx(kNm)

My(kNm)

LoadFactor

1 4 1 1 1.4 -26 1 1 1.42 4 1 1 1.4 10 1 1 1.4

Page 30 of 40

SheetJob Number

Job Title

Client



Sketch of base plate

L=300.0

W=

300.

0

150.0

150.

0

L1=75.0

W1=

75.0

a1=35.0 a2=35.0 a3=

35.0

a4=

35.0

BS5950 - 1990 X

X

Y Y

Page 31 of 40

SheetJob Number

Job Title

Client



Bending Moments & Design Output for (Critical) Load Case 1

1.5 MPa

39 kN 39 kN10.0 mm 5

UNSTIFFENED PLATE Load Case 1

BS5950 - 1990 Design axis: Y-Y My=5.6 kNm

2M10 or3M7 or4M7

2M10 or3M7 or4M7

Bending Moments Moment max = -5.140kNm/m @ 75.0mm

2.001.00

-1.00-2.00-3.00-4.00-5.00

20.0

40.0

60.0

80.0

100

120

140

160

180

200

220

240

260

280

300

Bendi

ng

Mom

ent (k

Nm

/m)

Distance (mm)

Page 32 of 40

SheetJob Number

Job Title

Client



2.0 MPa

38 kN 38 kN10.0 mm 52.0 mm

5

STIFFENED PLATE Load Case 1

BS5950 - 1990 Design axis: Y-Y My=5.6 kNm

2M10 or3M7 or4M7

2M10 or3M7 or4M7

Bending Moments & Design Output for (Critical) Load Case 1

Bending Moments Moment max = -4.973kNm/m @ 75.0mm

2.001.00

-1.00-2.00-3.00-4.00-5.00

20.0

40.0

60.0

80.0

100

120

140

160

180

200

220

240

260

280

300

Bendi

ng M

omen

t (kN

m/m

)

Distance (mm)

Page 33 of 40

SheetJob Number

Job Title

Client



Design Drawing of base plate

300

300

150

150

75

75

35 35

35

1270

230

6 mm stiffeners6

8

Elevation

Plan

4M16 gr 8.8Bolt hole size:18 mm

150x5CHS

DETAIL 1

Page 34 of 40

SheetJob Number

Job Title

Client



Holding-down Bolt Design - SABS 0162

ULS tensile load T (kN)ULS shear load V (kN)Concrete strength fcu (Mpa)Bolt strength fu (Mpa)Bolt bond length L (mm)

25230800500

Bon

d Le

ngt

h (L)

T

V

W

Try a M12 bolt

Tensile resistance 26.2.1

=Abpi d2

4.

=

pi 12.0 2

4

= 113.10 mm2

=Tr 0.75 0.67 Ab fu 110-3. . . . = 0.75 0.67 113.10 800.0 110-3 = 45.47 kN-(OK)

Shear resistance 26.2.2 =Vr 0.6 0.67 Ab fu 110-3. . . . = 0.6 0.67 113.1 800.0 110-3 = 36.37 kN-(OK)

Bearing resistance on concrete 25.2.3.3 =Br 1.12 0.6 d 5 d fcu 110-3. . . . . . = 1.12 0.6 12.0 5 12.0 30.0 110-3 = 14.52 kN-(OK)

Combined shear and tension 26.2.3

=VTVuVr

TuTr

+

=

2.036.4

25.045.5 +

= 0.60 (less_than_1.4)Page 35 of 40

SheetJob Number

Job Title

Client



Pull-out resistance 26.2.3

- Bond stress BS8110

=fbu 0.28 fcu.

= 0.28 30.0 = 1.53 MPa

3.12.8.4

=Tout pi d L fbu. . . = pi 12 500 1.53 = 28.8103 kN-(OK)

No anchor plate requiredAnchor plate welding

=Tplw w

pi d2

40.4 fcu

1000

.

.

-

. .

=

0 0pi 12 2

40.4 30

1000

-

= -1.36 kN

- Force on achor plate

=VrTpl

2 pi d. .

=

-1.42 pi 12

= -0.02 kN/mm

- Force per mm weld

=WsizeVr 1000

0.67 w fuw 0.707. . ..

=

-0.0 10000.67 0.67 410 0.707

= -.00100 mm

- Weld size 13.13.1

Page 36 of 40

SheetJob Number

Job Title

Client



Column Base Design : middle column NODE #87 - C15

Input Data

Base length A (m)Base width B (m)Column(s)C (m)D (m)E (m)F (m)Stub column height X (m)Base depth Y (m)Soil cover Z (m)Concrete density (kN/m3)Soil density (kN/m3)Soil friction angle ()Base friction constantRebar depth top X (mm)Rebar depth top Y (mm)Rebar depth bottom X (mm)Rebar depth bottom Y (mm)ULS ovt. LF: Self weightULS LF: Self weightMax. SLS bearing pr. (kN/m)S.F. Overturning (ULS)S.F. Slip (ULS)fcu base (MPa)fcu columns (MPa)fy (MPa)

1.51.2

Col 1 Col 2.4 .4

1.15.312518220.57575757511.41501.51.53030460

Unfactored LoadsLoad Case

Colno.

LFULSovt

LFULS

P(kN)

Hx(kN)

Hy(kN)

Mx(kNm)

My(kNm)

1 1 1 1.4 -26 .5 .5 1 1 1.4 4 2 1 1 1.4 10 .5 .5 1 1 1.4 4

A

X

Y

Y

B

C1

D1

PMx

Z

Hx

Y

X

BS8110 - 1997

Sketch of Base

Page 37 of 40

SheetJob Number

Job Title

Client



Output for Load Case 1

Output for Load Case 1Soil pressure (ULS) (kN/m) 23.74Soil pressure (SLS) (kN/m) 16.96SF overturning (SLS) 15.69SF overturning (ULS) 15.69Safety Factor slip (ULS) 49.02Safety Factor uplift (ULS) 2.16

Bottom Design moment X (kNm/m) 0.00Reinforcement X (mm/m) 0Design moment Y (kNm/m) 0.00Reinforcement Y (mm/m) 0

Top Design moment X (kNm/m) -2.82Reinforcement X (mm/m) 30Design moment Y (kNm/m) -1.26Reinforcement Y (mm/m) 13Linear Shear X (MPa) 0.027vc (MPa) 0.412Linear Shear Y (MPa) 0.012vc (MPa) 0.412Linear Shear Other (MPa) 0.000Punching Shear (MPa) N.A.vc (MPa) N.A.Cost 0.00

1.50

X

Y

Y

1.

20

0.40

0.40

PMx

1.

00

Hx

0.30

1.15

16.96 kN/m

1.50

X

Y

Y

1.

20

0.40

0.40

PMx

1.

00

Hx

0.30

1.15

23.74 kN/m

Soil Pressures at ULSSoil Pressures at SLS

LegendMax M (+)Max M (-)Max Shear

Load Case:1

BS8110 - 1997

Page 38 of 40

SheetJob Number

Job Title

Client



Output for Load Case 2

Output for Load Case 2Soil pressure (ULS) (kN/m) 51.74Soil pressure (SLS) (kN/m) 36.96SF overturning (SLS) 37.73SF overturning (ULS) 37.73Safety Factor slip (ULS) 85.02Safety Factor uplift (ULS) >100

Bottom Design moment X (kNm/m) 2.28Reinforcement X (mm/m) 24Design moment Y (kNm/m) 0.98Reinforcement Y (mm/m) 10

Top Design moment X (kNm/m) 0.00Reinforcement X (mm/m) 0Design moment Y (kNm/m) 0.00Reinforcement Y (mm/m) 0Linear Shear X (MPa) 0.022vc (MPa) 0.412Linear Shear Y (MPa) 0.009vc (MPa) 0.412Linear Shear Other (MPa) 0.000Punching Shear (MPa) 0.014vc (MPa) 0.412Cost 0.00

1.50

X

Y

Y

1.

20

0.40

0.40

PMx

1.

00

Hx

0.30

1.15

36.96 kN/m

1.50

X

Y

Y

1.

20

0.40

0.40

PMx

1.

00

Hx

0.30

1.15

51.74 kN/m

Soil Pressures at ULSSoil Pressures at SLS

LegendMax M (+)Max M (-)Max Shear

Load Case:2

BS8110 - 1997

Page 39 of 40

SheetJob Number

Job Title

Client



Schematic reinforcement of Base

8Y12-B-200 (B2)

6Y12-A-200 (B1)

8Y12-D-200 ABR (T2)

6Y12-C-200 ABR (T1)

col1

PLAN

SECTION

B B B B B B B B

3R10-F

R10-F

8Y16-E

E

E

E

E

SECTION: col1

Page 40 of 40

Struct Report

Documents

Transcript of Struct Report