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5 3 steel footbridge design report

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1.5 m Description Data Location 1.0 Introduction 1.1 General and geometric data Table 01: General and geometric data of the structure Western Province Project Name Improvementy to Connectivity Road-Pasyala-Kandalama Reference Description Output Design Of Steel Foot Bridge Designed by: Improvementy to Connectivity Road-Pasyala-Kandalama Figure1.1 Schematic diagram of bridge Adopted codes of practices BS 5400 part IV, BS 5950 Part I Width of bridge 1 This design report contains the structural design calculations for, Steel Foot Bridge super structure, Foundation. General and geometric data of the structure is tabulated in table no1. Bridge No 5/3 km Total Span length 16 m Span lengths 16x1 m Maximum pier height - m Skew angle 0 Degrees
Reference Description Output Design Of Steel Foot Bridge Designed by: Improvementy to Connectivity Road-Pasyala-Kandalama Special Note: 2 It was determined that load on foundations are much lesser. Therefore, minimum reinfocements are provided for the foundation structural elements. Further, It is required to imrove the founding layers to carry 200kN/m2 bearing preasure. For this purpose, it is recommended to provide 300 mm thick well compacted aggregate base course material layer with adeqaute lateral support.
A03 ========== S p a c e - F r a m e A n a l y s i s - P R O K O N =========== Ver W3.0.04 - 29 Jan 2016 TITLE : ========================== NODAL POINT COORDINATES ============================ Node No X-coord Y-coord Z-coord Node No X-coord Y-coord Z-coord m m m m m m 1 0.000 0.000 0.000 2 1.600 0.000 0.000 3 3.200 0.000 0.000 4 4.800 0.000 0.000 5 6.400 0.000 0.000 6 8.000 0.000 0.000 7 9.600 0.000 0.000 8 11.200 0.000 0.000 9 12.800 0.000 0.000 10 14.400 0.000 0.000 11 16.000 0.000 0.000 12 0.000 0.000 1.500 13 1.600 0.000 1.500 14 3.200 0.000 1.500 15 4.800 0.000 1.500 16 6.400 0.000 1.500 17 8.000 0.000 1.500 18 9.600 0.000 1.500 19 11.200 0.000 1.500 20 12.800 0.000 1.500 21 14.400 0.000 1.500 22 16.000 0.000 1.500 23 0.000 0.000 0.750 24 1.600 0.000 0.750 25 3.200 0.000 0.750 26 4.800 0.000 0.750 27 6.400 0.000 0.750 28 8.000 0.000 0.750 29 9.600 0.000 0.750 30 11.200 0.000 0.750 31 12.800 0.000 0.750 32 14.400 0.000 0.750 33 16.000 0.000 0.750 34 0.000 1.000 0.000 35 1.600 1.000 0.000 36 3.200 1.000 0.000 37 4.800 1.000 0.000 38 6.400 1.000 0.000 39 8.000 1.000 0.000 40 9.600 1.000 0.000 41 11.200 1.000 0.000 42 12.800 1.000 0.000 43 14.400 1.000 0.000 44 16.000 1.000 0.000 45 0.000 1.000 1.500 46 1.600 1.000 1.500 47 3.200 1.000 1.500 48 4.800 1.000 1.500 49 6.400 1.000 1.500 50 8.000 1.000 1.500 51 9.600 1.000 1.500 52 11.200 1.000 1.500 53 12.800 1.000 1.500 54 14.400 1.000 1.500 55 16.000 1.000 1.500 =============================== ELEMENT DATA ================================== Beam Secn. type Fixity Length ß Group no. m (°) 1-2 GIRDER 00 1.600 0.00 0 2-3 GIRDER 00 1.600 0.00 0 3-4 GIRDER 00 1.600 0.00 0 4-5 GIRDER 00 1.600 0.00 0 5-6 GIRDER 00 1.600 0.00 0 6-7 GIRDER 00 1.600 0.00 0 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 3 5/3 Steel Footbridge 10-11-2021
7-8 GIRDER 00 1.600 0.00 0 8-9 GIRDER 00 1.600 0.00 0 9-10 GIRDER 00 1.600 0.00 0 10-11 GIRDER 00 1.600 0.00 0 12-13 GIRDER 00 1.600 0.00 0 13-14 GIRDER 00 1.600 0.00 0 14-15 GIRDER 00 1.600 0.00 0 15-16 GIRDER 00 1.600 0.00 0 16-17 GIRDER 00 1.600 0.00 0 17-18 GIRDER 00 1.600 0.00 0 18-19 GIRDER 00 1.600 0.00 0 19-20 GIRDER 00 1.600 0.00 0 20-21 GIRDER 00 1.600 0.00 0 21-22 GIRDER 00 1.600 0.00 0 3-25 CG 00 0.750 0.00 0 14-25 CG 00 0.750 0.00 0 1-23 CG 00 0.750 0.00 0 12-23 CG 00 0.750 0.00 0 5-27 CG 00 0.750 0.00 0 16-27 CG 00 0.750 0.00 0 23-24 GIRDER 00 1.600 0.00 0 24-25 GIRDER 00 1.600 0.00 0 25-26 GIRDER 00 1.600 0.00 0 26-27 GIRDER 00 1.600 0.00 0 27-28 GIRDER 00 1.600 0.00 0 28-29 GIRDER 00 1.600 0.00 0 29-30 GIRDER 00 1.600 0.00 0 30-31 GIRDER 00 1.600 0.00 0 31-32 GIRDER 00 1.600 0.00 0 32-33 GIRDER 00 1.600 0.00 0 7-29 CG 00 0.750 0.00 0 18-29 CG 00 0.750 0.00 0 9-31 CG 00 0.750 0.00 0 20-31 CG 00 0.750 0.00 0 11-33 CG 00 0.750 0.00 0 22-33 CG 00 0.750 0.00 0 34-35 TC 00 1.600 0.00 0 35-36 TC 00 1.600 0.00 0 36-37 TC 00 1.600 0.00 0 37-38 TC 00 1.600 0.00 0 38-39 TC 00 1.600 0.00 0 39-40 TC 00 1.600 0.00 0 40-41 TC 00 1.600 0.00 0 41-42 TC 00 1.600 0.00 0 42-43 TC 00 1.600 0.00 0 43-44 TC 00 1.600 0.00 0 45-46 TC 00 1.600 0.00 0 46-47 TC 00 1.600 0.00 0 47-48 TC 00 1.600 0.00 0 48-49 TC 00 1.600 0.00 0 49-50 TC 00 1.600 0.00 0 50-51 TC 00 1.600 0.00 0 51-52 TC 00 1.600 0.00 0 52-53 TC 00 1.600 0.00 0 53-54 TC 00 1.600 0.00 0 54-55 TC 00 1.600 0.00 0 1-35 WB 00 1.887 0.00 0 3-35 WB 00 1.887 0.00 0 3-37 WB 00 1.887 0.00 0 5-37 WB 00 1.887 0.00 0 5-39 WB 00 1.887 0.00 0 7-39 WB 00 1.887 0.00 0 7-41 WB 00 1.887 0.00 0 9-41 WB 00 1.887 0.00 0 9-43 WB 00 1.887 0.00 0 11-43 WB 00 1.887 0.00 0 12-46 WB 00 1.887 0.00 0 14-46 WB 00 1.887 0.00 0 14-48 WB 00 1.887 0.00 0 16-48 WB 00 1.887 0.00 0 16-50 WB 00 1.887 0.00 0 18-50 WB 00 1.887 0.00 0 18-52 WB 00 1.887 0.00 0 20-52 WB 00 1.887 0.00 0 20-54 WB 00 1.887 0.00 0 22-54 WB 00 1.887 0.00 0 12-45 WB 00 1.000 0.00 0 1-34 WB 00 1.000 0.00 0 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 4 5/3 Steel Footbridge 10-11-2021
22-55 WB 00 1.000 0.00 0 11-44 WB 00 1.000 0.00 0 2-35 WB 00 1.000 0.00 0 3-36 WB 00 1.000 0.00 0 4-37 WB 00 1.000 0.00 0 5-38 WB 00 1.000 0.00 0 6-39 WB 00 1.000 0.00 0 7-40 WB 00 1.000 0.00 0 8-41 WB 00 1.000 0.00 0 9-42 WB 00 1.000 0.00 0 10-43 WB 00 1.000 0.00 0 13-46 WB 00 1.000 0.00 0 14-47 WB 00 1.000 0.00 0 15-48 WB 00 1.000 0.00 0 16-49 WB 00 1.000 0.00 0 17-50 WB 00 1.000 0.00 0 18-51 WB 00 1.000 0.00 0 19-52 WB 00 1.000 0.00 0 20-53 WB 00 1.000 0.00 0 21-54 WB 00 1.000 0.00 0 Shell Element Thickness Material Group no. m 1: 22 - 21 - 32 - 33 0.003 Steel:300W 0 2: 21 - 20 - 31 - 32 0.003 Steel:300W 0 3: 20 - 19 - 30 - 31 0.003 Steel:300W 0 4: 19 - 18 - 29 - 30 0.003 Steel:300W 0 5: 18 - 17 - 28 - 29 0.003 Steel:300W 0 6: 17 - 16 - 27 - 28 0.003 Steel:300W 0 7: 16 - 15 - 26 - 27 0.003 Steel:300W 0 8: 15 - 14 - 25 - 26 0.003 Steel:300W 0 9: 14 - 13 - 24 - 25 0.003 Steel:300W 0 10: 13 - 12 - 23 - 24 0.003 Steel:300W 0 11: 33 - 32 - 10 - 11 0.003 Steel:300W 0 12: 32 - 31 - 9 - 10 0.003 Steel:300W 0 13: 31 - 30 - 8 - 9 0.003 Steel:300W 0 14: 30 - 29 - 7 - 8 0.003 Steel:300W 0 15: 29 - 28 - 6 - 7 0.003 Steel:300W 0 16: 28 - 27 - 5 - 6 0.003 Steel:300W 0 17: 27 - 26 - 4 - 5 0.003 Steel:300W 0 18: 26 - 25 - 3 - 4 0.003 Steel:300W 0 19: 25 - 24 - 2 - 3 0.003 Steel:300W 0 20: 24 - 23 - 1 - 2 0.003 Steel:300W 0 ============================ SECTION PROPERTIES =============================== Section : GIRDER Section designation: 356x368x129 H1 ---------------- A Ay Ax Ixx Iyy J Material m^2 m^2 m^2 m^4 m^4 m^4 16.40E-3 0.000 0.000 402E-6 146E-6 1.53E-6 Steel:300W Section : CG Section designation: 203x133x25 I1 ---------------- A Ay Ax Ixx Iyy J Material m^2 m^2 m^2 m^4 m^4 m^4 3.200E-3 0.000 0.000 23.4E-6 3.08E-6 61.1E-9 Steel:300W Section : WB Section designation: 100x50x5.0 R1 ---------------- A Ay Ax Ixx Iyy J Material m^2 m^2 m^2 m^4 m^4 m^4 1.310E-3 0.000 0.000 1.53E-6 511E-9 1.35E-6 Steel:300W Section : TC Section designation: 100x50x8.0 R1 ---------------- A Ay Ax Ixx Iyy J Material m^2 m^2 m^2 m^4 m^4 m^4 1.990E-3 0.000 0.000 2.12E-6 682E-9 1.86E-6 Steel:300W ================================== MATERIALS ================================== Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 5 5/3 Steel Footbridge 10-11-2021
Designation E poisson Density Exp. coeff. kPa kN/m^3 Steel:300W 200.0E6 0.30 77.00 11.70E-6 =============================== SUPPORT DATA ================================== Prescribed displacements Node Fixity X Y Z X-Rot Y-Rot Z-Rot Orien node m m m rad. rad. rad. 1 XYZ 0.00 0.00 0.00 0.00 0.00 0.00 0 11 Y 0.00 0.00 0.00 0.00 0.00 0.00 0 12 XY 0.00 0.00 0.00 0.00 0.00 0.00 0 23 Y 0.00 0.00 0.00 0.00 0.00 0.00 0 33 Y 0.00 0.00 0.00 0.00 0.00 0.00 0 22 Y 0.00 0.00 0.00 0.00 0.00 0.00 0 Spring constants Node Fixity X Y Z X-Rot Y-Rot Z-Rot kN/m kN/m kN/m kNm/rad kNm/rad kNm/rad =================================== LOADS ===================================== Load Case Description LIVE HANDR Add own weight to load case : HANDR ============================= LOAD CASE LIVE ==================================== *** BEAM ELEMENT LOADS *** Element Dir P a Wl Wr a(left) Length dT kN m kN/m kN/m m m °C 12-13 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 13-14 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 14-15 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 15-16 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 16-17 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 17-18 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 18-19 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 19-20 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 20-21 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 21-22 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 1-2 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 2-3 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 3-4 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 4-5 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 5-6 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 6-7 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 7-8 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 8-9 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 9-10 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 10-11 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 23-24 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 24-25 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 25-26 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 26-27 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 27-28 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 28-29 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 29-30 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 30-31 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 31-32 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 32-33 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 ============================= LOAD CASE HANDR ==================================== *** BEAM ELEMENT LOADS *** Element Dir P a Wl Wr a(left) Length dT Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 6 5/3 Steel Footbridge 10-11-2021
kN m kN/m kN/m m m °C 1-2 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 2-3 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 3-4 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 4-5 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 5-6 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 6-7 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 7-8 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 8-9 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 9-10 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 10-11 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 ============================= LOAD COMBINATIONS =============================== Load Comb Description ULS SLS Comb. Load factor for each load case: Ultimate Limit State LIVE HANDR ULS 1.60 1.40 SLS 1.40 1.40 Comb. Load factor for each load case: Serviceability Limit State LIVE HANDR ULS 1.00 1.00 SLS 1.00 1.00 ========================== OWN WEIGHT ACCELERATIONS =========================== Direction Acceleration (g) X 0.00 Y -1.00 Z 0.00 ========================== OUTPUT: LINEAR ANALYSIS ============================ ====================== NODAL POINT DISPLACEMENTS at SLS ======================= Node Lcase X-disp. Y-disp. Z-disp. X-rot. Y-rot. Z-rot. mm mm mm rad. rad. rad. 1 LIVE 0.00 0.00 0.00 0.0000 0.0000 -0.0015 HANDR 0.00 0.00 0.00 0.0000 0.0000 -0.0016 ULS 0.00 0.00 0.00 0.0000 0.0000 -0.0031 SLS 0.00 0.00 0.00 0.0000 0.0000 -0.0031 2 LIVE 0.01 -2.35 0.00 0.0001 0.0000 -0.0014 HANDR 0.01 -2.52 0.00 -0.0006 0.0000 -0.0015 ULS 0.03 -4.86 0.00 -0.0005 0.0000 -0.0029 SLS 0.03 -4.86 0.00 -0.0005 0.0000 -0.0029 3 LIVE 0.02 -4.45 0.00 0.0003 0.0000 -0.0012 HANDR 0.02 -4.76 0.01 -0.0012 0.0000 -0.0012 ULS 0.04 -9.21 0.01 -0.0009 0.0000 -0.0024 SLS 0.04 -9.21 0.01 -0.0009 0.0000 -0.0024 4 LIVE 0.05 -6.04 0.00 0.0003 0.0000 -0.0008 HANDR 0.05 -6.46 0.04 -0.0015 0.0000 -0.0009 ULS 0.10 -12.50 0.04 -0.0013 0.0000 -0.0017 SLS 0.10 -12.50 0.04 -0.0013 0.0000 -0.0017 5 LIVE 0.07 -7.09 0.00 0.0003 0.0000 -0.0004 HANDR 0.08 -7.57 0.07 -0.0019 0.0000 -0.0005 ULS 0.15 -14.66 0.07 -0.0016 0.0000 -0.0009 SLS 0.15 -14.66 0.07 -0.0016 0.0000 -0.0009 6 LIVE 0.10 -7.41 0.00 0.0003 0.0000 0.0000 HANDR 0.11 -7.91 0.13 -0.0019 0.0000 0.0000 ULS 0.21 -15.32 0.13 -0.0016 0.0000 0.0000 SLS 0.21 -15.32 0.13 -0.0016 0.0000 0.0000 7 LIVE 0.13 -7.09 0.00 0.0003 0.0000 0.0004 HANDR 0.15 -7.57 0.20 -0.0019 -0.0001 0.0005 ULS 0.28 -14.66 0.20 -0.0016 -0.0001 0.0009 SLS 0.28 -14.66 0.20 -0.0016 -0.0001 0.0009 8 LIVE 0.15 -6.04 0.00 0.0003 0.0000 0.0008 HANDR 0.18 -6.46 0.29 -0.0015 -0.0001 0.0009 ULS 0.33 -12.50 0.29 -0.0013 -0.0001 0.0017 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 7 5/3 Steel Footbridge 10-11-2021
SLS 0.33 -12.50 0.29 -0.0013 -0.0001 0.0017 9 LIVE 0.18 -4.45 0.00 0.0003 0.0000 0.0012 HANDR 0.21 -4.76 0.39 -0.0012 -0.0001 0.0012 ULS 0.38 -9.21 0.39 -0.0009 -0.0001 0.0024 SLS 0.38 -9.21 0.39 -0.0009 -0.0001 0.0024 10 LIVE 0.19 -2.35 0.00 0.0001 0.0000 0.0014 HANDR 0.22 -2.52 0.50 -0.0006 -0.0001 0.0015 ULS 0.40 -4.86 0.50 -0.0005 -0.0001 0.0029 SLS 0.40 -4.86 0.50 -0.0005 -0.0001 0.0029 11 LIVE 0.20 0.00 0.00 0.0000 0.0000 0.0015 HANDR 0.23 0.00 0.63 0.0000 -0.0001 0.0016 ULS 0.43 0.00 0.63 0.0000 -0.0001 0.0031 SLS 0.43 0.00 0.63 0.0000 -0.0001 0.0031 12 LIVE 0.00 0.00 -0.01 0.0000 0.0000 -0.0015 HANDR 0.00 0.00 0.00 0.0000 0.0000 -0.0010 ULS 0.00 0.00 -0.01 0.0000 0.0000 -0.0024 SLS 0.00 0.00 -0.01 0.0000 0.0000 -0.0024 13 LIVE 0.01 -2.35 0.00 -0.0001 0.0000 -0.0014 HANDR 0.01 -1.50 0.00 -0.0007 0.0000 -0.0009 ULS 0.02 -3.85 0.00 -0.0009 0.0000 -0.0023 SLS 0.02 -3.85 0.00 -0.0009 0.0000 -0.0023 14 LIVE 0.02 -4.45 0.00 -0.0003 0.0000 -0.0012 HANDR 0.01 -2.85 0.01 -0.0013 0.0000 -0.0007 ULS 0.03 -7.29 0.01 -0.0016 0.0000 -0.0019 SLS 0.03 -7.29 0.01 -0.0016 0.0000 -0.0019 15 LIVE 0.05 -6.04 -0.01 -0.0003 0.0000 -0.0008 HANDR 0.03 -3.86 0.03 -0.0017 0.0000 -0.0005 ULS 0.07 -9.90 0.03 -0.0020 0.0000 -0.0014 SLS 0.07 -9.90 0.03 -0.0020 0.0000 -0.0014 16 LIVE 0.07 -7.09 0.00 -0.0003 0.0000 -0.0004 HANDR 0.04 -4.54 0.07 -0.0021 0.0000 -0.0003 ULS 0.11 -11.62 0.06 -0.0024 0.0000 -0.0007 SLS 0.11 -11.62 0.06 -0.0024 0.0000 -0.0007 17 LIVE 0.10 -7.41 -0.01 -0.0003 0.0000 0.0000 HANDR 0.06 -4.74 0.12 -0.0021 0.0000 0.0000 ULS 0.16 -12.14 0.11 -0.0024 0.0000 0.0000 SLS 0.16 -12.14 0.11 -0.0024 0.0000 0.0000 18 LIVE 0.13 -7.09 0.00 -0.0003 0.0000 0.0004 HANDR 0.07 -4.54 0.19 -0.0021 -0.0001 0.0003 ULS 0.20 -11.62 0.19 -0.0024 -0.0001 0.0007 SLS 0.20 -11.62 0.19 -0.0024 -0.0001 0.0007 19 LIVE 0.15 -6.04 -0.01 -0.0003 0.0000 0.0008 HANDR 0.09 -3.86 0.28 -0.0017 -0.0001 0.0005 ULS 0.24 -9.90 0.28 -0.0020 -0.0001 0.0014 SLS 0.24 -9.90 0.28 -0.0020 -0.0001 0.0014 20 LIVE 0.18 -4.45 0.00 -0.0003 0.0000 0.0012 HANDR 0.10 -2.85 0.39 -0.0013 -0.0001 0.0007 ULS 0.28 -7.29 0.38 -0.0016 -0.0001 0.0019 SLS 0.28 -7.29 0.38 -0.0016 -0.0001 0.0019 21 LIVE 0.19 -2.35 0.00 -0.0001 0.0000 0.0014 HANDR 0.10 -1.50 0.50 -0.0007 -0.0001 0.0009 ULS 0.29 -3.85 0.50 -0.0009 -0.0001 0.0023 SLS 0.29 -3.85 0.50 -0.0009 -0.0001 0.0023 22 LIVE 0.20 0.00 -0.01 0.0000 0.0000 0.0015 HANDR 0.11 0.00 0.62 0.0000 -0.0001 0.0010 ULS 0.31 0.00 0.62 0.0000 -0.0001 0.0024 SLS 0.31 0.00 0.62 0.0000 -0.0001 0.0024 23 LIVE 0.02 0.00 0.00 0.0000 0.0000 -0.0016 HANDR 0.02 0.00 0.00 0.0000 0.0000 -0.0013 ULS 0.04 0.00 0.00 0.0000 0.0000 -0.0029 SLS 0.04 0.00 0.00 0.0000 0.0000 -0.0029 24 LIVE 0.03 -2.46 0.00 0.0000 0.0000 -0.0015 HANDR 0.02 -2.04 0.00 -0.0006 0.0000 -0.0012 ULS 0.05 -4.51 0.00 -0.0006 0.0000 -0.0027 SLS 0.05 -4.51 0.00 -0.0006 0.0000 -0.0027 25 LIVE 0.04 -4.59 0.00 0.0000 0.0000 -0.0012 HANDR 0.03 -3.84 0.01 -0.0013 0.0000 -0.0010 ULS 0.07 -8.43 0.01 -0.0013 0.0000 -0.0022 SLS 0.07 -8.43 0.01 -0.0013 0.0000 -0.0022 26 LIVE 0.05 -6.23 0.00 0.0000 0.0000 -0.0008 HANDR 0.05 -5.23 0.03 -0.0017 0.0000 -0.0007 ULS 0.10 -11.47 0.03 -0.0017 0.0000 -0.0016 SLS 0.10 -11.47 0.03 -0.0017 0.0000 -0.0016 27 LIVE 0.08 -7.24 0.00 0.0000 0.0000 -0.0004 HANDR 0.07 -6.10 0.07 -0.0020 0.0000 -0.0004 ULS 0.14 -13.35 0.07 -0.0020 0.0000 -0.0008 SLS 0.14 -13.35 0.07 -0.0020 0.0000 -0.0008 28 LIVE 0.10 -7.60 0.00 0.0000 0.0000 0.0000 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 8 5/3 Steel Footbridge 10-11-2021
HANDR 0.09 -6.40 0.12 -0.0020 0.0000 0.0000 ULS 0.18 -14.01 0.12 -0.0020 0.0000 0.0000 SLS 0.18 -14.01 0.12 -0.0020 0.0000 0.0000 29 LIVE 0.12 -7.24 0.00 0.0000 0.0000 0.0004 HANDR 0.11 -6.10 0.19 -0.0020 -0.0001 0.0004 ULS 0.23 -13.35 0.19 -0.0020 -0.0001 0.0008 SLS 0.23 -13.35 0.19 -0.0020 -0.0001 0.0008 30 LIVE 0.14 -6.23 0.00 0.0000 0.0000 0.0008 HANDR 0.12 -5.23 0.28 -0.0017 -0.0001 0.0007 ULS 0.27 -11.47 0.28 -0.0017 -0.0001 0.0016 SLS 0.27 -11.47 0.28 -0.0017 -0.0001 0.0016 31 LIVE 0.16 -4.59 0.00 0.0000 0.0000 0.0012 HANDR 0.14 -3.84 0.39 -0.0013 -0.0001 0.0010 ULS 0.30 -8.43 0.39 -0.0013 -0.0001 0.0022 SLS 0.30 -8.43 0.39 -0.0013 -0.0001 0.0022 32 LIVE 0.17 -2.46 0.00 0.0000 0.0000 0.0015 HANDR 0.15 -2.04 0.50 -0.0006 -0.0001 0.0012 ULS 0.32 -4.51 0.50 -0.0006 -0.0001 0.0027 SLS 0.32 -4.51 0.50 -0.0006 -0.0001 0.0027 33 LIVE 0.18 0.00 0.00 0.0000 0.0000 0.0016 HANDR 0.15 0.00 0.63 0.0000 -0.0001 0.0013 ULS 0.33 0.00 0.62 0.0000 -0.0001 0.0029 SLS 0.33 0.00 0.62 0.0000 -0.0001 0.0029 34 LIVE 1.15 0.00 0.05 0.0001 0.0000 -0.0012 HANDR 1.24 0.00 -0.21 -0.0004 0.0002 -0.0013 ULS 2.39 0.00 -0.16 -0.0003 0.0002 -0.0026 SLS 2.39 0.00 -0.16 -0.0003 0.0002 -0.0026 35 LIVE 1.15 -2.32 0.15 0.0002 -0.0001 -0.0013 HANDR 1.23 -2.49 -0.65 -0.0007 0.0003 -0.0014 ULS 2.39 -4.81 -0.51 -0.0005 0.0002 -0.0027 SLS 2.39 -4.81 -0.51 -0.0005 0.0002 -0.0027 36 LIVE 0.95 -4.45 0.25 0.0002 0.0000 -0.0011 HANDR 1.01 -4.76 -1.13 -0.0011 0.0002 -0.0011 ULS 1.96 -9.21 -0.88 -0.0009 0.0002 -0.0022 SLS 1.96 -9.21 -0.88 -0.0009 0.0002 -0.0022 37 LIVE 0.74 -5.99 0.29 0.0003 0.0000 -0.0008 HANDR 0.79 -6.40 -1.49 -0.0015 0.0002 -0.0008 ULS 1.53 -12.39 -1.20 -0.0012 0.0001 -0.0016 SLS 1.53 -12.39 -1.20 -0.0012 0.0001 -0.0016 38 LIVE 0.42 -7.09 0.30 0.0003 0.0000 -0.0004 HANDR 0.45 -7.57 -1.73 -0.0017 0.0001 -0.0004 ULS 0.87 -14.66 -1.43 -0.0014 0.0001 -0.0008 SLS 0.87 -14.66 -1.43 -0.0014 0.0001 -0.0008 39 LIVE 0.10 -7.34 0.31 0.0003 0.0000 0.0000 HANDR 0.11 -7.85 -1.75 -0.0018 0.0000 0.0000 ULS 0.21 -15.19 -1.44 -0.0015 0.0000 0.0000 SLS 0.21 -15.19 -1.44 -0.0015 0.0000 0.0000 40 LIVE -0.22 -7.09 0.30 0.0003 0.0000 0.0004 HANDR -0.22 -7.57 -1.60 -0.0017 -0.0002 0.0004 ULS -0.44 -14.66 -1.30 -0.0014 -0.0001 0.0008 SLS -0.44 -14.66 -1.30 -0.0014 -0.0001 0.0008 41 LIVE -0.54 -5.99 0.29 0.0003 0.0000 0.0008 HANDR -0.56 -6.40 -1.24 -0.0015 -0.0002 0.0008 ULS -1.10 -12.39 -0.95 -0.0012 -0.0002 0.0016 SLS -1.10 -12.39 -0.95 -0.0012 -0.0002 0.0016 42 LIVE -0.75 -4.45 0.25 0.0002 0.0000 0.0011 HANDR -0.78 -4.76 -0.75 -0.0011 -0.0003 0.0011 ULS -1.53 -9.21 -0.51 -0.0009 -0.0003 0.0022 SLS -1.53 -9.21 -0.51 -0.0009 -0.0003 0.0022 43 LIVE -0.95 -2.32 0.15 0.0002 0.0001 0.0013 HANDR -1.00 -2.49 -0.15 -0.0007 -0.0003 0.0014 ULS -1.96 -4.81 0.00 -0.0005 -0.0003 0.0027 SLS -1.96 -4.81 0.00 -0.0005 -0.0003 0.0027 44 LIVE -0.96 0.00 0.05 0.0001 0.0000 0.0012 HANDR -1.01 0.00 0.42 -0.0004 -0.0003 0.0013 ULS -1.96 0.00 0.46 -0.0003 -0.0002 0.0026 SLS -1.96 0.00 0.46 -0.0003 -0.0002 0.0026 45 LIVE 1.15 0.00 -0.05 -0.0001 0.0000 -0.0012 HANDR 0.74 0.00 -0.24 -0.0004 0.0002 -0.0008 ULS 1.89 0.00 -0.29 -0.0005 0.0003 -0.0020 SLS 1.89 0.00 -0.29 -0.0005 0.0003 -0.0020 46 LIVE 1.15 -2.32 -0.15 -0.0002 0.0001 -0.0013 HANDR 0.73 -1.49 -0.73 -0.0008 0.0003 -0.0008 ULS 1.89 -3.81 -0.89 -0.0009 0.0004 -0.0022 SLS 1.89 -3.81 -0.89 -0.0009 0.0004 -0.0022 47 LIVE 0.95 -4.45 -0.25 -0.0002 0.0000 -0.0011 HANDR 0.60 -2.85 -1.27 -0.0012 0.0003 -0.0007 ULS 1.55 -7.29 -1.52 -0.0015 0.0003 -0.0017 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 9 5/3 Steel Footbridge 10-11-2021
SLS 1.55 -7.29 -1.52 -0.0015 0.0003 -0.0017 48 LIVE 0.74 -5.99 -0.29 -0.0003 0.0000 -0.0008 HANDR 0.47 -3.83 -1.66 -0.0017 0.0002 -0.0005 ULS 1.20 -9.82 -1.96 -0.0019 0.0002 -0.0013 SLS 1.20 -9.82 -1.96 -0.0019 0.0002 -0.0013 49 LIVE 0.42 -7.09 -0.31 -0.0003 0.0000 -0.0004 HANDR 0.26 -4.54 -1.92 -0.0019 0.0001 -0.0003 ULS 0.68 -11.62 -2.23 -0.0022 0.0001 -0.0006 SLS 0.68 -11.62 -2.23 -0.0022 0.0001 -0.0006 50 LIVE 0.10 -7.34 -0.31 -0.0003 0.0000 0.0000 HANDR 0.06 -4.70 -1.94 -0.0020 0.0000 0.0000 ULS 0.16 -12.04 -2.26 -0.0023 0.0000 0.0000 SLS 0.16 -12.04 -2.26 -0.0023 0.0000 0.0000 51 LIVE -0.22 -7.09 -0.31 -0.0003 0.0000 0.0004 HANDR -0.15 -4.54 -1.79 -0.0019 -0.0002 0.0003 ULS -0.37 -11.62 -2.10 -0.0022 -0.0002 0.0006 SLS -0.37 -11.62 -2.10 -0.0022 -0.0002 0.0006 52 LIVE -0.54 -5.99 -0.29 -0.0003 0.0000 0.0008 HANDR -0.36 -3.83 -1.41 -0.0017 -0.0003 0.0005 ULS -0.89 -9.82 -1.70 -0.0019 -0.0003 0.0013 SLS -0.89 -9.82 -1.70 -0.0019 -0.0003 0.0013 53 LIVE -0.75 -4.45 -0.25 -0.0002 0.0000 0.0011 HANDR -0.49 -2.85 -0.89 -0.0012 -0.0004 0.0007 ULS -1.24 -7.29 -1.14 -0.0015 -0.0004 0.0017 SLS -1.24 -7.29 -1.14 -0.0015 -0.0004 0.0017 54 LIVE -0.95 -2.32 -0.15 -0.0002 -0.0001 0.0013 HANDR -0.62 -1.49 -0.23 -0.0008 -0.0004 0.0008 ULS -1.58 -3.81 -0.38 -0.0009 -0.0004 0.0022 SLS -1.58 -3.81 -0.38 -0.0009 -0.0004 0.0022 55 LIVE -0.96 0.00 -0.05 -0.0001 0.0000 0.0012 HANDR -0.63 0.00 0.39 -0.0004 -0.0003 0.0008 ULS -1.58 0.00 0.33 -0.0005 -0.0004 0.0020 SLS -1.58 0.00 0.33 -0.0005 -0.0004 0.0020 ============================== REACTIONS AT ULS =============================== (In rotated axes where applicable) Note:Only load combinations have ULS load factors. Factor for Load Cases = 1 Node Lcase X-force Y-force Z-force X-moment Y-moment Z-moment kN kN kN kNm kNm kNm 1 LIVE 0.00 24.89 0.00 0.00 0.00 0.00 HANDR 0.00 28.60 0.00 0.00 0.00 0.00 ULS 0.00 79.88 0.00 0.00 0.00 0.00 SLS 0.00 74.90 0.00 0.00 0.00 0.00 11 LIVE 0.00 24.89 0.00 0.00 0.00 0.00 HANDR 0.00 28.60 0.00 0.00 0.00 0.00 ULS 0.00 79.88 0.00 0.00 0.00 0.00 SLS 0.00 74.90 0.00 0.00 0.00 0.00 12 LIVE 0.00 24.89 0.00 0.00 0.00 0.00 HANDR 0.00 16.60 0.00 0.00 0.00 0.00 ULS 0.00 63.08 0.00 0.00 0.00 0.00 SLS 0.00 58.10 0.00 0.00 0.00 0.00 23 LIVE 0.00 10.29 0.00 0.00 0.00 0.00 HANDR 0.00 6.45 0.00 0.00 0.00 0.00 ULS 0.00 25.49 0.00 0.00 0.00 0.00 SLS 0.00 23.43 0.00 0.00 0.00 0.00 33 LIVE 0.00 10.29 0.00 0.00 0.00 0.00 HANDR 0.00 6.45 0.00 0.00 0.00 0.00 ULS 0.00 25.49 0.00 0.00 0.00 0.00 SLS 0.00 23.43 0.00 0.00 0.00 0.00 22 LIVE 0.00 24.89 0.00 0.00 0.00 0.00 HANDR 0.00 16.60 0.00 0.00 0.00 0.00 ULS 0.00 63.08 0.00 0.00 0.00 0.00 SLS 0.00 58.10 0.00 0.00 0.00 0.00 EQUILIBRIUM CHECK AT ULS: LC APPLIED LOADS & MOMENTS about (0.0,0.0,0.0) in global axes Sum of: Px Py Pz Mx My Mz LIVE 0.00 -120.16 0.00 90.12 0.00 -961.28 HANDR 0.00 -103.30 0.00 59.48 0.00 -826.44 ULS 0.00 -336.88 0.00 227.46 0.00 -2695.06 SLS 0.00 -312.85 0.00 209.44 0.00 -2502.81 LC REACTIONS & REACTION MOMENTS about (0.0,0.0,0.0) in global axes Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 10 5/3 Steel Footbridge 10-11-2021
Sum of: Rx Ry Rz MRx MRy MRz LIVE 0.00 120.16 0.00 -90.12 0.00 961.28 HANDR 0.00 103.30 0.00 -59.48 0.00 826.44 ULS 0.00 336.88 0.00 -227.46 0.00 2695.06 SLS 0.00 312.85 0.00 -209.44 0.00 2502.81 ================== REACTIONS AT SLS (Combinations only) ======================= (In rotated axes where applicable) Node Lcase X-force Y-force Z-force X-moment Y-moment Z-moment kN kN kN kNm kNm kNm 1 ULS 0.00 53.50 0.00 0.00 0.00 0.00 SLS 0.00 53.50 0.00 0.00 0.00 0.00 11 ULS 0.00 53.50 0.00 0.00 0.00 0.00 SLS 0.00 53.50 0.00 0.00 0.00 0.00 12 ULS 0.00 41.50 0.00 0.00 0.00 0.00 SLS 0.00 41.50 0.00 0.00 0.00 0.00 23 ULS 0.00 16.74 0.00 0.00 0.00 0.00 SLS 0.00 16.74 0.00 0.00 0.00 0.00 33 ULS 0.00 16.74 0.00 0.00 0.00 0.00 SLS 0.00 16.74 0.00 0.00 0.00 0.00 22 ULS 0.00 41.50 0.00 0.00 0.00 0.00 SLS 0.00 41.50 0.00 0.00 0.00 0.00 ============ BEAM ELEMENT END FORCES IN LOCAL ELEMENT AXES at ULS ============== Elem Lcase Axial Y-Shear X-Shear Torsion M-yy M-xx kN kN kN kNm kNm kNm 1- LIVE -24.52 5.96 -0.17 -0.01 0.26 0.52 2 24.52 -2.95 0.17 0.01 0.00 6.60 HANDR -27.48 7.41 -0.16 0.05 0.30 0.55 27.48 -2.99 0.16 -0.05 -0.05 7.77 ULS -77.71 19.91 -0.49 0.05 0.84 1.61 77.71 -8.90 0.49 -0.05 -0.06 21.44 SLS -72.80 18.71 -0.46 0.05 0.79 1.50 72.80 -8.31 0.46 -0.05 -0.06 20.12 2- LIVE -17.33 9.30 0.00 -0.01 -0.04 -6.15 3 17.33 -6.30 0.00 0.01 0.04 18.63 HANDR -21.38 9.62 0.00 0.04 0.05 -7.29 21.38 -5.20 0.00 -0.04 -0.04 19.14 ULS -57.67 28.35 -0.01 0.04 0.00 -20.04 57.67 -17.35 0.01 -0.04 0.01 56.59 SLS -54.20 26.49 -0.01 0.04 0.01 -18.81 54.20 -16.09 0.01 -0.04 0.00 52.87 3- LIVE -52.75 -1.17 -0.20 0.00 0.19 -18.17 4 52.75 4.17 0.20 0.00 0.13 13.90 HANDR -60.14 0.16 -0.18 0.03 0.34 -18.65 60.14 4.26 0.18 -0.03 -0.04 15.37 ULS -168.60 -1.64 -0.58 0.03 0.77 -55.18 168.60 12.64 0.58 -0.03 0.15 43.76 SLS -158.05 -1.41 -0.54 0.03 0.74 -51.55 158.05 11.81 0.54 -0.03 0.12 40.98 4- LIVE -48.53 9.57 0.11 0.00 -0.10 -13.66 5 48.53 -6.56 -0.11 0.00 -0.07 26.56 HANDR -56.57 9.88 0.10 0.03 0.09 -15.12 56.57 -5.46 -0.10 -0.03 -0.25 27.40 ULS -156.85 29.15 0.31 0.04 -0.04 -43.03 156.85 -18.15 -0.31 -0.04 -0.46 80.86 SLS -147.15 27.23 0.29 0.04 -0.02 -40.30 147.15 -16.83 -0.29 -0.04 -0.44 75.55 5- LIVE -60.57 -4.97 -0.18 0.00 0.15 -26.41 6 60.57 7.98 0.18 0.00 0.14 16.04 HANDR -69.68 -3.80 -0.17 0.00 0.35 -27.24 69.68 8.22 0.17 0.00 -0.08 17.63 ULS -194.46 -13.27 -0.53 0.00 0.73 -80.39 194.46 24.28 0.53 0.00 0.11 50.35 SLS -182.34 -12.28 -0.49 0.00 0.70 -75.11 182.34 22.68 0.49 0.00 0.08 47.14 6- LIVE -60.57 7.98 0.18 0.00 -0.14 -16.04 7 60.57 -4.97 -0.18 0.00 -0.15 26.41 HANDR -69.68 8.22 0.17 0.00 0.08 -17.63 69.68 -3.80 -0.17 0.00 -0.35 27.24 ULS -194.46 24.28 0.53 0.00 -0.11 -50.35 194.46 -13.27 -0.53 0.00 -0.73 80.39 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 11 5/3 Steel Footbridge 10-11-2021
SLS -182.34 22.68 0.49 0.00 -0.08 -47.14 182.34 -12.28 -0.49 0.00 -0.70 75.11 7- LIVE -48.53 -6.56 -0.11 0.00 0.07 -26.56 8 48.53 9.57 0.11 0.00 0.10 13.66 HANDR -56.57 -5.46 -0.10 -0.03 0.25 -27.40 56.57 9.88 0.10 0.03 -0.09 15.12 ULS -156.85 -18.15 -0.31 -0.04 0.46 -80.86 156.85 29.15 0.31 0.04 0.04 43.03 SLS -147.15 -16.83 -0.29 -0.04 0.44 -75.55 147.15 27.23 0.29 0.04 0.02 40.30 8- LIVE -52.75 4.17 0.20 0.00 -0.13 -13.90 9 52.75 -1.17 -0.20 0.00 -0.19 18.17 HANDR -60.14 4.26 0.18 -0.03 0.04 -15.37 60.14 0.16 -0.18 0.03 -0.34 18.65 ULS -168.60 12.64 0.58 -0.03 -0.15 -43.76 168.60 -1.64 -0.58 0.03 -0.77 55.18 SLS -158.05 11.81 0.54 -0.03 -0.12 -40.98 158.05 -1.41 -0.54 0.03 -0.74 51.55 9- LIVE -17.33 -6.30 0.00 0.01 -0.04 -18.63 10 17.33 9.30 0.00 -0.01 0.04 6.15 HANDR -21.38 -5.20 0.00 -0.04 0.04 -19.14 21.38 9.62 0.00 0.04 -0.05 7.29 ULS -57.67 -17.35 0.01 -0.04 -0.01 -56.59 57.67 28.35 -0.01 0.04 0.00 20.04 SLS -54.20 -16.09 0.01 -0.04 0.00 -52.87 54.20 26.49 -0.01 0.04 -0.01 18.81 10- LIVE -24.52 -2.95 0.17 0.01 0.00 -6.60 11 24.52 5.96 -0.17 -0.01 -0.26 -0.52 HANDR -27.48 -2.99 0.16 -0.05 0.05 -7.77 27.48 7.41 -0.16 0.05 -0.30 -0.55 ULS -77.71 -8.90 0.49 -0.05 0.06 -21.44 77.71 19.91 -0.49 0.05 -0.84 -1.61 SLS -72.80 -8.31 0.46 -0.05 0.06 -20.12 72.80 18.71 -0.46 0.05 -0.79 -1.50 12- LIVE -24.52 5.96 0.17 0.01 -0.26 0.52 13 24.52 -2.95 -0.17 -0.01 0.00 6.60 HANDR -15.10 4.01 0.14 0.05 -0.16 0.32 15.10 -1.99 -0.14 -0.05 -0.06 4.48 ULS -60.38 15.14 0.46 0.09 -0.64 1.28 60.38 -7.50 -0.46 -0.09 -0.09 16.83 SLS -55.48 13.95 0.42 0.09 -0.59 1.18 55.48 -6.91 -0.42 -0.09 -0.09 15.51 13- LIVE -17.33 9.30 0.00 0.01 0.04 -6.15 14 17.33 -6.30 0.00 -0.01 -0.04 18.63 HANDR -8.84 5.69 0.00 0.05 0.12 -4.19 8.84 -3.67 0.00 -0.05 -0.12 11.67 ULS -40.11 22.85 0.01 0.08 0.23 -15.69 40.11 -15.21 -0.01 -0.08 -0.25 46.14 SLS -36.65 20.99 0.01 0.08 0.22 -14.46 36.65 -13.95 -0.01 -0.08 -0.24 42.42 14- LIVE -52.75 -1.17 0.20 0.00 -0.19 -18.17 15 52.75 4.17 -0.20 0.00 -0.13 13.90 HANDR -30.22 -0.45 0.16 0.03 0.02 -11.38 30.22 2.48 -0.16 -0.03 -0.27 9.03 ULS -126.71 -2.50 0.54 0.04 -0.28 -45.00 126.71 10.14 -0.54 -0.04 -0.59 34.88 SLS -116.16 -2.27 0.50 0.04 -0.24 -41.37 116.16 9.31 -0.50 -0.04 -0.56 32.10 15- LIVE -48.53 9.57 -0.11 0.00 0.10 -13.66 16 48.53 -6.56 0.11 0.00 0.07 26.56 HANDR -26.59 5.98 -0.09 0.03 0.26 -8.88 26.59 -3.96 0.09 -0.03 -0.12 16.83 ULS -114.87 23.68 -0.29 0.04 0.53 -34.29 114.87 -16.04 0.29 -0.04 -0.06 66.06 SLS -105.16 21.77 -0.27 0.04 0.51 -31.56 105.16 -14.73 0.27 -0.04 -0.07 60.75 16- LIVE -60.57 -4.97 0.18 0.00 -0.15 -26.41 17 60.57 7.98 -0.18 0.00 -0.14 16.04 HANDR -33.88 -2.94 0.14 0.00 0.09 -16.73 33.88 4.96 -0.14 0.00 -0.32 10.40 ULS -144.34 -12.08 0.50 0.00 -0.12 -65.68 144.34 19.72 -0.50 0.00 -0.67 40.23 SLS -132.22 -11.09 0.46 0.00 -0.09 -60.39 132.22 18.13 -0.46 0.00 -0.64 37.02 17- LIVE -60.57 7.98 -0.18 0.00 0.14 -16.04 18 60.57 -4.97 0.18 0.00 0.15 26.41 HANDR -33.88 4.96 -0.14 0.00 0.32 -10.40 33.88 -2.94 0.14 0.00 -0.09 16.73 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 12 5/3 Steel Footbridge 10-11-2021
ULS -144.34 19.72 -0.50 0.00 0.67 -40.23 144.34 -12.08 0.50 0.00 0.12 65.68 SLS -132.22 18.13 -0.46 0.00 0.64 -37.02 132.22 -11.09 0.46 0.00 0.09 60.39 18- LIVE -48.53 -6.56 0.11 0.00 -0.07 -26.56 19 48.53 9.57 -0.11 0.00 -0.10 13.66 HANDR -26.59 -3.96 0.09 -0.03 0.12 -16.83 26.59 5.98 -0.09 0.03 -0.26 8.88 ULS -114.87 -16.04 0.29 -0.04 0.06 -66.06 114.87 23.68 -0.29 0.04 -0.53 34.29 SLS -105.16 -14.73 0.27 -0.04 0.07 -60.75 105.16 21.77 -0.27 0.04 -0.51 31.56 19- LIVE -52.75 4.17 -0.20 0.00 0.13 -13.90 20 52.75 -1.17 0.20 0.00 0.19 18.17 HANDR -30.22 2.48 -0.16 -0.03 0.27 -9.03 30.22 -0.45 0.16 0.03 -0.02 11.38 ULS -126.71 10.14 -0.54 -0.04 0.59 -34.88 126.71 -2.50 0.54 0.04 0.28 45.00 SLS -116.16 9.31 -0.50 -0.04 0.56 -32.10 116.16 -2.27 0.50 0.04 0.24 41.37 20- LIVE -17.33 -6.30 0.00 -0.01 0.04 -18.63 21 17.33 9.30 0.00 0.01 -0.04 6.15 HANDR -8.84 -3.67 0.00 -0.05 0.12 -11.67 8.84 5.69 0.00 0.05 -0.12 4.19 ULS -40.11 -15.21 -0.01 -0.08 0.25 -46.14 40.11 22.85 0.01 0.08 -0.23 15.69 SLS -36.65 -13.95 -0.01 -0.08 0.24 -42.42 36.65 20.99 0.01 0.08 -0.22 14.46 21- LIVE -24.52 -2.95 -0.17 -0.01 0.00 -6.60 22 24.52 5.96 0.17 0.01 0.26 -0.52 HANDR -15.10 -1.99 -0.14 -0.05 0.06 -4.48 15.10 4.01 0.14 0.05 0.16 -0.32 ULS -60.38 -7.50 -0.46 -0.09 0.09 -16.83 60.38 15.14 0.46 0.09 0.64 -1.28 SLS -55.48 -6.91 -0.42 -0.09 0.09 -15.51 55.48 13.95 0.42 0.09 0.59 -1.18 3- LIVE 0.94 4.73 0.29 0.00 -0.11 0.03 25 -0.94 -4.73 -0.29 0.00 -0.11 3.52 HANDR 0.97 1.24 0.25 0.00 -0.09 -0.05 -0.97 -1.05 -0.25 0.00 -0.10 0.91 ULS 2.87 9.30 0.82 0.00 -0.30 -0.02 -2.87 -9.04 -0.82 0.00 -0.31 6.90 SLS 2.68 8.36 0.76 0.00 -0.28 -0.03 -2.68 -8.10 -0.76 0.00 -0.29 6.20 14- LIVE 0.94 4.73 -0.29 0.00 0.11 0.03 25 -0.94 -4.73 0.29 0.00 0.11 3.52 HANDR 0.66 1.40 -0.24 0.00 0.09 0.06 -0.66 -1.22 0.24 0.00 0.09 0.93 ULS 2.44 9.53 -0.79 0.00 0.29 0.12 -2.44 -9.27 0.79 0.00 0.30 6.93 SLS 2.25 8.58 -0.73 0.00 0.27 0.12 -2.25 -8.33 0.73 0.00 0.28 6.22 1- LIVE 2.21 -0.06 0.35 0.00 -0.13 -0.03 23 -2.21 0.06 -0.35 0.00 -0.14 -0.02 HANDR 1.99 0.28 0.32 0.00 -0.11 0.14 -1.99 -0.10 -0.32 0.00 -0.12 0.00 ULS 6.32 0.29 1.00 0.00 -0.36 0.14 -6.32 -0.03 -1.00 0.00 -0.39 -0.02 SLS 5.88 0.30 0.93 0.00 -0.34 0.15 -5.88 -0.05 -0.93 0.00 -0.36 -0.02 12- LIVE 2.21 -0.06 -0.35 0.00 0.13 -0.03 23 -2.21 0.06 0.35 0.00 0.14 -0.02 HANDR 1.84 -0.18 -0.29 0.00 0.11 -0.16 -1.84 0.36 0.29 0.00 0.11 -0.05 ULS 6.11 -0.35 -0.97 0.00 0.35 -0.27 -6.11 0.61 0.97 0.00 0.38 -0.09 SLS 5.67 -0.34 -0.90 0.00 0.32 -0.27 -5.67 0.60 0.90 0.00 0.35 -0.09 5- LIVE 1.50 5.18 0.10 0.00 -0.04 0.01 27 -1.50 -5.18 -0.10 0.00 -0.04 3.88 HANDR 1.52 1.55 0.09 0.00 -0.03 -0.09 -1.52 -1.37 -0.09 0.00 -0.03 1.19 ULS 4.54 10.47 0.29 0.00 -0.11 -0.12 -4.54 -10.21 -0.29 0.00 -0.11 7.88 SLS 4.24 9.43 0.27 0.00 -0.10 -0.12 -4.24 -9.18 -0.27 0.00 -0.10 7.10 16- LIVE 1.50 5.18 -0.10 0.00 0.04 0.01 27 -1.50 -5.18 0.10 0.00 0.04 3.88 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 13 5/3 Steel Footbridge 10-11-2021
HANDR 1.05 1.85 -0.08 0.00 0.03 0.10 -1.05 -1.66 0.08 0.00 0.03 1.22 ULS 3.87 10.88 -0.28 0.00 0.10 0.15 -3.87 -10.62 0.28 0.00 0.11 7.92 SLS 3.57 9.84 -0.26 0.00 0.10 0.15 -3.57 -9.59 0.26 0.00 0.10 7.14 23- LIVE -8.02 10.16 0.00 0.00 0.00 0.00 24 8.02 -4.16 0.00 0.00 0.00 11.46 HANDR -6.91 6.04 0.07 0.05 0.00 0.00 6.91 -4.02 -0.07 -0.05 -0.11 8.05 ULS -22.50 24.72 0.10 0.07 0.00 0.00 22.50 -12.29 -0.10 -0.07 -0.16 29.60 SLS -20.90 22.68 0.10 0.07 0.00 0.00 20.90 -11.46 -0.10 -0.07 -0.16 27.31 24- LIVE -22.79 4.16 0.00 0.00 0.00 -11.46 25 22.79 1.84 0.00 0.00 0.00 13.32 HANDR -19.60 3.74 0.04 0.05 0.06 -8.05 19.60 -1.72 -0.04 -0.05 -0.11 12.42 ULS -63.90 11.90 0.05 0.07 0.08 -29.60 63.90 0.52 -0.05 -0.07 -0.16 38.71 SLS -59.35 11.07 0.05 0.07 0.08 -27.31 59.35 0.16 -0.05 -0.07 -0.16 36.04 25- LIVE -35.12 7.62 0.00 0.00 0.00 -13.32 26 35.12 -1.62 0.00 0.00 0.00 20.72 HANDR -30.13 3.72 0.06 0.03 0.11 -12.42 30.13 -1.70 -0.06 -0.03 -0.22 16.76 ULS -98.38 17.41 0.09 0.04 0.16 -38.70 98.38 -4.98 -0.09 -0.04 -0.30 56.61 SLS -91.35 15.88 0.09 0.04 0.16 -36.04 91.35 -4.65 -0.09 -0.04 -0.30 52.47 26- LIVE -43.92 1.63 0.00 0.00 0.00 -20.72 27 43.92 4.37 0.00 0.00 0.00 18.52 HANDR -37.62 1.42 0.00 0.03 0.18 -16.76 37.62 0.60 0.00 -0.03 -0.18 17.42 ULS -122.95 4.60 -0.01 0.04 0.26 -56.61 122.95 7.83 0.01 -0.04 -0.25 54.02 SLS -114.16 4.27 -0.01 0.04 0.26 -52.47 114.16 6.96 0.01 -0.04 -0.25 50.32 27- LIVE -48.36 6.00 0.00 0.00 0.00 -18.52 28 48.36 0.00 0.00 0.00 0.00 23.32 HANDR -41.40 2.16 0.04 0.00 0.18 -17.42 41.40 -0.14 -0.04 0.00 -0.24 19.25 ULS -135.33 12.62 0.05 0.00 0.25 -54.02 135.33 -0.19 -0.05 0.00 -0.33 64.27 SLS -125.66 11.42 0.05 0.00 0.25 -50.32 125.66 -0.19 -0.05 0.00 -0.33 59.60 28- LIVE -48.36 0.00 0.00 0.00 0.00 -23.32 29 48.36 6.00 0.00 0.00 0.00 18.52 HANDR -41.40 -0.14 -0.04 0.00 0.24 -19.25 41.40 2.16 0.04 0.00 -0.18 17.42 ULS -135.33 -0.19 -0.05 0.00 0.33 -64.27 135.33 12.62 0.05 0.00 -0.25 54.02 SLS -125.66 -0.19 -0.05 0.00 0.33 -59.60 125.66 11.42 0.05 0.00 -0.25 50.32 29- LIVE -43.92 4.37 0.00 0.00 0.00 -18.52 30 43.92 1.63 0.00 0.00 0.00 20.72 HANDR -37.62 0.60 0.00 -0.03 0.18 -17.42 37.62 1.42 0.00 0.03 -0.18 16.76 ULS -122.95 7.83 0.01 -0.04 0.25 -54.02 122.95 4.60 -0.01 0.04 -0.26 56.61 SLS -114.16 6.96 0.01 -0.04 0.25 -50.32 114.16 4.27 -0.01 0.04 -0.26 52.47 30- LIVE -35.12 -1.62 0.00 0.00 0.00 -20.72 31 35.12 7.62 0.00 0.00 0.00 13.32 HANDR -30.13 -1.70 -0.06 -0.03 0.22 -16.76 30.13 3.72 0.06 0.03 -0.11 12.42 ULS -98.38 -4.98 -0.09 -0.04 0.30 -56.61 98.38 17.41 0.09 0.04 -0.16 38.70 SLS -91.35 -4.65 -0.09 -0.04 0.30 -52.47 91.35 15.88 0.09 0.04 -0.16 36.04 31- LIVE -22.79 1.84 0.00 0.00 0.00 -13.32 32 22.79 4.16 0.00 0.00 0.00 11.46 HANDR -19.60 -1.72 -0.04 -0.05 0.11 -12.42 19.60 3.74 0.04 0.05 -0.06 8.05 ULS -63.90 0.52 -0.05 -0.07 0.16 -38.71 63.90 11.90 0.05 0.07 -0.08 29.60 SLS -59.35 0.16 -0.05 -0.07 0.16 -36.04 59.35 11.07 0.05 0.07 -0.08 27.31 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 14 5/3 Steel Footbridge 10-11-2021
32- LIVE -8.02 -4.16 0.00 0.00 0.00 -11.46 33 8.02 10.16 0.00 0.00 0.00 0.00 HANDR -6.91 -4.02 -0.07 -0.05 0.11 -8.05 6.91 6.04 0.07 0.05 0.00 0.00 ULS -22.50 -12.29 -0.10 -0.07 0.16 -29.60 22.50 24.72 0.10 0.07 0.00 0.00 SLS -20.90 -11.46 -0.10 -0.07 0.16 -27.31 20.90 22.68 0.10 0.07 0.00 0.00 7- LIVE 1.50 5.18 -0.10 0.00 0.04 0.01 29 -1.50 -5.18 0.10 0.00 0.04 3.88 HANDR 1.52 1.55 -0.09 0.00 0.03 -0.09 -1.52 -1.37 0.09 0.00 0.03 1.19 ULS 4.54 10.47 -0.29 0.00 0.11 -0.12 -4.54 -10.21 0.29 0.00 0.11 7.88 SLS 4.24 9.43 -0.27 0.00 0.10 -0.12 -4.24 -9.18 0.27 0.00 0.10 7.10 18- LIVE 1.50 5.18 0.10 0.00 -0.04 0.01 29 -1.50 -5.18 -0.10 0.00 -0.04 3.88 HANDR 1.05 1.85 0.08 0.00 -0.03 0.10 -1.05 -1.66 -0.08 0.00 -0.03 1.22 ULS 3.87 10.88 0.28 0.00 -0.10 0.15 -3.87 -10.62 -0.28 0.00 -0.11 7.92 SLS 3.57 9.84 0.26 0.00 -0.10 0.15 -3.57 -9.59 -0.26 0.00 -0.10 7.14 9- LIVE 0.94 4.73 -0.29 0.00 0.11 0.03 31 -0.94 -4.73 0.29 0.00 0.11 3.52 HANDR 0.97 1.24 -0.25 0.00 0.09 -0.05 -0.97 -1.05 0.25 0.00 0.10 0.91 ULS 2.87 9.30 -0.82 0.00 0.30 -0.02 -2.87 -9.04 0.82 0.00 0.31 6.90 SLS 2.68 8.36 -0.76 0.00 0.28 -0.03 -2.68 -8.10 0.76 0.00 0.29 6.20 20- LIVE 0.94 4.73 0.29 0.00 -0.11 0.03 31 -0.94 -4.73 -0.29 0.00 -0.11 3.52 HANDR 0.66 1.40 0.24 0.00 -0.09 0.06 -0.66 -1.22 -0.24 0.00 -0.09 0.93 ULS 2.44 9.53 0.79 0.00 -0.29 0.12 -2.44 -9.27 -0.79 0.00 -0.30 6.93 SLS 2.25 8.58 0.73 0.00 -0.27 0.12 -2.25 -8.33 -0.73 0.00 -0.28 6.22 11- LIVE 2.21 -0.06 -0.35 0.00 0.13 -0.03 33 -2.21 0.06 0.35 0.00 0.14 -0.02 HANDR 1.99 0.28 -0.32 0.00 0.11 0.14 -1.99 -0.10 0.32 0.00 0.12 0.00 ULS 6.32 0.29 -1.00 0.00 0.36 0.14 -6.32 -0.03 1.00 0.00 0.39 -0.02 SLS 5.88 0.30 -0.93 0.00 0.34 0.15 -5.88 -0.05 0.93 0.00 0.36 -0.02 22- LIVE 2.21 -0.06 0.35 0.00 -0.13 -0.03 33 -2.21 0.06 -0.35 0.00 -0.14 -0.02 HANDR 1.84 -0.18 0.29 0.00 -0.11 -0.16 -1.84 0.36 -0.29 0.00 -0.11 -0.05 ULS 6.11 -0.35 0.97 0.00 -0.35 -0.27 -6.11 0.61 -0.97 0.00 -0.38 -0.09 SLS 5.67 -0.34 0.90 0.00 -0.32 -0.27 -5.67 0.60 -0.90 0.00 -0.35 -0.09 34- LIVE 0.76 0.34 -0.01 -0.01 0.01 0.30 35 -0.76 -0.34 0.01 0.01 0.00 0.25 HANDR 0.85 0.48 0.02 0.03 -0.02 0.34 -0.85 -0.24 -0.02 -0.03 -0.01 0.24 ULS 2.40 1.23 0.02 0.03 -0.02 0.96 -2.40 -0.88 -0.02 -0.03 -0.01 0.73 SLS 2.25 1.16 0.02 0.03 -0.02 0.90 -2.25 -0.82 -0.02 -0.03 -0.02 0.68 35- LIVE 51.26 0.28 -0.01 -0.01 0.00 0.15 36 -51.26 -0.28 0.01 0.01 0.01 0.30 HANDR 54.71 0.42 0.03 0.04 -0.02 0.19 -54.71 -0.17 -0.03 -0.04 -0.02 0.28 ULS 158.61 1.04 0.03 0.04 -0.02 0.51 -158.61 -0.69 -0.03 -0.04 -0.02 0.87 SLS 148.36 0.98 0.03 0.04 -0.02 0.48 -148.36 -0.64 -0.03 -0.04 -0.02 0.81 36- LIVE 51.93 0.09 0.00 0.00 0.00 0.00 37 -51.93 -0.09 0.00 0.00 0.00 0.15 HANDR 55.42 0.22 0.01 0.03 0.00 0.04 -55.42 0.02 -0.01 -0.03 -0.02 0.12 ULS 160.68 0.46 0.02 0.04 -0.01 0.06 -160.68 -0.12 -0.02 -0.04 -0.02 0.41 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 15 5/3 Steel Footbridge 10-11-2021
SLS 150.29 0.44 0.02 0.04 -0.01 0.05 -150.29 -0.10 -0.02 -0.04 -0.02 0.38 37- LIVE 79.13 0.20 0.00 0.00 0.00 0.06 38 -79.13 -0.20 0.00 0.00 0.00 0.26 HANDR 83.98 0.33 0.02 0.02 -0.01 0.09 -83.98 -0.08 -0.02 -0.02 -0.02 0.24 ULS 244.19 0.78 0.03 0.03 -0.01 0.21 -244.19 -0.44 -0.03 -0.03 -0.03 0.76 SLS 228.36 0.74 0.03 0.03 -0.01 0.20 -228.36 -0.40 -0.03 -0.03 -0.03 0.71 38- LIVE 79.36 -0.07 0.00 0.00 0.00 -0.16 39 -79.36 0.07 0.00 0.00 0.00 0.05 HANDR 84.22 0.05 0.00 0.01 0.01 -0.13 -84.22 0.19 0.00 -0.01 -0.01 0.02 ULS 244.90 -0.04 0.00 0.01 0.02 -0.45 -244.90 0.38 0.00 -0.01 -0.01 0.11 SLS 229.02 -0.03 0.00 0.01 0.02 -0.41 -229.02 0.37 0.00 -0.01 -0.01 0.10 39- LIVE 79.36 0.07 0.00 0.00 0.00 -0.05 40 -79.36 -0.07 0.00 0.00 0.00 0.16 HANDR 84.22 0.19 0.00 -0.01 0.01 -0.02 -84.22 0.05 0.00 0.01 -0.01 0.13 ULS 244.90 0.38 0.00 -0.01 0.01 -0.11 -244.90 -0.04 0.00 0.01 -0.02 0.45 SLS 229.02 0.37 0.00 -0.01 0.01 -0.10 -229.02 -0.03 0.00 0.01 -0.02 0.41 40- LIVE 79.13 -0.20 0.00 0.00 0.00 -0.26 41 -79.13 0.20 0.00 0.00 0.00 -0.06 HANDR 83.98 -0.08 -0.02 -0.02 0.02 -0.24 -83.98 0.33 0.02 0.02 0.01 -0.09 ULS 244.19 -0.44 -0.03 -0.03 0.03 -0.76 -244.19 0.78 0.03 0.03 0.01 -0.21 SLS 228.36 -0.40 -0.03 -0.03 0.03 -0.71 -228.36 0.74 0.03 0.03 0.01 -0.20 41- LIVE 51.93 -0.09 0.00 0.00 0.00 -0.15 42 -51.93 0.09 0.00 0.00 0.00 0.00 HANDR 55.42 0.02 -0.01 -0.03 0.02 -0.12 -55.42 0.22 0.01 0.03 0.00 -0.04 ULS 160.68 -0.12 -0.02 -0.04 0.02 -0.41 -160.68 0.46 0.02 0.04 0.01 -0.06 SLS 150.29 -0.10 -0.02 -0.04 0.02 -0.38 -150.29 0.44 0.02 0.04 0.01 -0.05 42- LIVE 51.26 -0.28 0.01 0.01 -0.01 -0.30 43 -51.26 0.28 -0.01 -0.01 0.00 -0.15 HANDR 54.71 -0.17 -0.03 -0.04 0.02 -0.28 -54.71 0.42 0.03 0.04 0.02 -0.19 ULS 158.61 -0.69 -0.03 -0.04 0.02 -0.87 -158.61 1.04 0.03 0.04 0.02 -0.51 SLS 148.36 -0.64 -0.03 -0.04 0.02 -0.81 -148.36 0.98 0.03 0.04 0.02 -0.48 43- LIVE 0.76 -0.34 0.01 0.01 0.00 -0.25 44 -0.76 0.34 -0.01 -0.01 -0.01 -0.30 HANDR 0.85 -0.24 -0.02 -0.03 0.01 -0.24 -0.85 0.48 0.02 0.03 0.02 -0.34 ULS 2.40 -0.88 -0.02 -0.03 0.01 -0.73 -2.40 1.23 0.02 0.03 0.02 -0.96 SLS 2.25 -0.82 -0.02 -0.03 0.02 -0.68 -2.25 1.16 0.02 0.03 0.02 -0.90 45- LIVE 0.76 0.34 0.01 0.01 -0.01 0.30 46 -0.76 -0.34 -0.01 -0.01 0.00 0.25 HANDR 0.52 0.33 0.03 0.03 -0.03 0.21 -0.52 -0.09 -0.03 -0.03 -0.01 0.13 ULS 1.94 1.02 0.04 0.05 -0.04 0.78 -1.94 -0.67 -0.04 -0.05 -0.03 0.58 SLS 1.78 0.95 0.04 0.05 -0.04 0.72 -1.78 -0.61 -0.04 -0.05 -0.03 0.53 46- LIVE 51.26 0.28 0.01 0.01 0.00 0.15 47 -51.26 -0.28 -0.01 -0.01 -0.01 0.30 HANDR 33.08 0.30 0.03 0.04 -0.02 0.13 -33.08 -0.06 -0.03 -0.04 -0.03 0.16 ULS 128.33 0.88 0.05 0.07 -0.04 0.43 -128.33 -0.53 -0.05 -0.07 -0.05 0.70 SLS 118.08 0.82 0.05 0.07 -0.04 0.40 -118.08 -0.48 -0.05 -0.07 -0.05 0.64 47- LIVE 51.93 0.09 0.00 0.00 0.00 0.00 48 -51.93 -0.09 0.00 0.00 0.00 0.15 HANDR 33.51 0.18 0.01 0.04 0.00 0.04 -33.51 0.06 -0.01 -0.04 -0.02 0.06 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 16 5/3 Steel Footbridge 10-11-2021
ULS 130.01 0.40 0.02 0.06 0.00 0.05 -130.01 -0.06 -0.02 -0.06 -0.03 0.32 SLS 119.63 0.39 0.02 0.06 0.00 0.05 -119.63 -0.04 -0.02 -0.06 -0.03 0.29 48- LIVE 79.13 0.20 0.00 0.00 0.00 0.06 49 -79.13 -0.20 0.00 0.00 0.00 0.26 HANDR 51.07 0.25 0.02 0.02 -0.01 0.07 -51.07 -0.01 -0.02 -0.02 -0.02 0.14 ULS 198.11 0.67 0.03 0.03 -0.01 0.19 -198.11 -0.33 -0.03 -0.03 -0.04 0.61 SLS 182.28 0.63 0.03 0.03 -0.01 0.18 -182.28 -0.29 -0.03 -0.03 -0.04 0.56 49- LIVE 79.36 -0.07 0.00 0.00 0.00 -0.16 50 -79.36 0.07 0.00 0.00 0.00 0.05 HANDR 51.22 0.08 0.00 0.01 0.01 -0.07 -51.22 0.17 0.00 -0.01 -0.01 0.00 ULS 198.68 0.00 -0.01 0.02 0.02 -0.35 -198.68 0.35 0.01 -0.02 -0.01 0.07 SLS 182.81 0.01 -0.01 0.02 0.02 -0.32 -182.81 0.33 0.01 -0.02 -0.01 0.06 50- LIVE 79.36 0.07 0.00 0.00 0.00 -0.05 51 -79.36 -0.07 0.00 0.00 0.00 0.16 HANDR 51.22 0.17 0.00 -0.01 0.01 0.00 -51.22 0.08 0.00 0.01 -0.01 0.07 ULS 198.68 0.35 0.01 -0.02 0.01 -0.07 -198.68 0.00 -0.01 0.02 -0.02 0.35 SLS 182.81 0.33 0.01 -0.02 0.01 -0.06 -182.81 0.01 -0.01 0.02 -0.02 0.32 51- LIVE 79.13 -0.20 0.00 0.00 0.00 -0.26 52 -79.13 0.20 0.00 0.00 0.00 -0.06 HANDR 51.07 -0.01 -0.02 -0.02 0.02 -0.14 -51.07 0.25 0.02 0.02 0.01 -0.07 ULS 198.11 -0.33 -0.03 -0.03 0.04 -0.61 -198.11 0.67 0.03 0.03 0.01 -0.19 SLS 182.28 -0.29 -0.03 -0.03 0.04 -0.56 -182.28 0.63 0.03 0.03 0.01 -0.18 52- LIVE 51.93 -0.09 0.00 0.00 0.00 -0.15 53 -51.93 0.09 0.00 0.00 0.00 0.00 HANDR 33.51 0.06 -0.01 -0.04 0.02 -0.06 -33.51 0.18 0.01 0.04 0.00 -0.04 ULS 130.01 -0.06 -0.02 -0.06 0.03 -0.32 -130.01 0.40 0.02 0.06 0.00 -0.05 SLS 119.63 -0.04 -0.02 -0.06 0.03 -0.29 -119.63 0.39 0.02 0.06 0.00 -0.05 53- LIVE 51.26 -0.28 -0.01 -0.01 0.01 -0.30 54 -51.26 0.28 0.01 0.01 0.00 -0.15 HANDR 33.08 -0.06 -0.03 -0.04 0.03 -0.16 -33.08 0.30 0.03 0.04 0.02 -0.13 ULS 128.33 -0.53 -0.05 -0.07 0.05 -0.70 -128.33 0.88 0.05 0.07 0.04 -0.43 SLS 118.08 -0.48 -0.05 -0.07 0.05 -0.64 -118.08 0.82 0.05 0.07 0.04 -0.40 54- LIVE 0.76 -0.34 -0.01 -0.01 0.00 -0.25 55 -0.76 0.34 0.01 0.01 0.01 -0.30 HANDR 0.52 -0.09 -0.03 -0.03 0.01 -0.13 -0.52 0.33 0.03 0.03 0.03 -0.21 ULS 1.94 -0.67 -0.04 -0.05 0.03 -0.58 -1.94 1.02 0.04 0.05 0.04 -0.78 SLS 1.78 -0.61 -0.04 -0.05 0.03 -0.53 -1.78 0.95 0.04 0.05 0.04 -0.72 1- LIVE 35.27 -0.04 0.00 -0.01 0.01 -0.06 35 -35.27 0.04 0.00 0.01 0.00 -0.01 HANDR 38.16 0.04 0.02 0.02 -0.05 -0.05 -38.06 0.12 -0.02 -0.02 0.02 -0.04 ULS 109.85 -0.01 0.02 0.03 -0.05 -0.17 -109.71 0.24 -0.02 -0.03 0.02 -0.07 SLS 102.80 0.00 0.02 0.03 -0.05 -0.15 -102.66 0.23 -0.02 -0.03 0.02 -0.06 3- LIVE -23.28 -0.03 0.00 0.00 0.01 -0.05 35 23.28 0.03 0.00 0.00 0.00 0.00 HANDR -24.29 0.05 0.01 0.02 -0.04 -0.03 24.39 0.11 -0.01 -0.02 0.02 -0.03 ULS -71.25 0.02 0.01 0.02 -0.04 -0.13 71.39 0.20 -0.01 -0.02 0.02 -0.04 SLS -66.60 0.03 0.01 0.02 -0.04 -0.12 66.74 0.20 -0.01 -0.02 0.02 -0.04 3- LIVE 28.97 -0.08 0.00 0.00 0.00 -0.14 37 -28.97 0.08 0.00 0.00 0.00 -0.02 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 17 5/3 Steel Footbridge 10-11-2021
HANDR 30.84 -0.01 0.01 0.01 -0.02 -0.12 -30.73 0.17 -0.01 -0.01 0.01 -0.04 ULS 89.53 -0.14 0.01 0.01 -0.03 -0.40 -89.39 0.37 -0.01 -0.01 0.01 -0.08 SLS 83.73 -0.12 0.01 0.01 -0.03 -0.37 -83.59 0.35 -0.01 -0.01 0.01 -0.08 5- LIVE -2.58 -0.08 0.00 0.00 0.00 -0.13 37 2.58 0.08 0.00 0.00 0.00 -0.02 HANDR -2.30 0.00 0.01 0.01 -0.03 -0.11 2.40 0.16 -0.01 -0.01 0.01 -0.04 ULS -7.35 -0.13 0.01 0.02 -0.04 -0.37 7.49 0.35 -0.01 -0.02 0.02 -0.08 SLS -6.83 -0.11 0.01 0.02 -0.04 -0.34 6.98 0.34 -0.01 -0.02 0.02 -0.08 5- LIVE 15.35 -0.09 0.00 0.00 0.00 -0.16 39 -15.35 0.09 0.00 0.00 0.00 -0.02 HANDR 16.48 -0.02 0.00 0.00 0.00 -0.14 -16.38 0.18 0.00 0.00 0.00 -0.04 ULS 47.63 -0.18 0.00 0.00 0.01 -0.45 -47.49 0.40 0.00 0.00 0.00 -0.09 SLS 44.56 -0.16 0.00 0.00 0.01 -0.42 -44.42 0.38 0.00 0.00 0.00 -0.09 7- LIVE 15.35 -0.09 0.00 0.00 0.00 -0.16 39 -15.35 0.09 0.00 0.00 0.00 -0.02 HANDR 16.48 -0.02 0.00 0.00 0.00 -0.14 -16.38 0.18 0.00 0.00 0.00 -0.04 ULS 47.63 -0.18 0.00 0.00 -0.01 -0.45 -47.49 0.40 0.00 0.00 0.00 -0.09 SLS 44.56 -0.16 0.00 0.00 -0.01 -0.42 -44.42 0.38 0.00 0.00 0.00 -0.09 7- LIVE -2.58 -0.08 0.00 0.00 0.00 -0.13 41 2.58 0.08 0.00 0.00 0.00 -0.02 HANDR -2.30 0.00 -0.01 -0.01 0.03 -0.11 2.40 0.16 0.01 0.01 -0.01 -0.04 ULS -7.35 -0.13 -0.01 -0.02 0.04 -0.37 7.49 0.35 0.01 0.02 -0.02 -0.08 SLS -6.83 -0.11 -0.01 -0.02 0.04 -0.34 6.98 0.34 0.01 0.02 -0.02 -0.08 9- LIVE 28.97 -0.08 0.00 0.00 0.00 -0.14 41 -28.97 0.08 0.00 0.00 0.00 -0.02 HANDR 30.84 -0.01 -0.01 -0.01 0.02 -0.12 -30.73 0.17 0.01 0.01 -0.01 -0.04 ULS 89.53 -0.14 -0.01 -0.01 0.03 -0.40 -89.39 0.37 0.01 0.01 -0.01 -0.08 SLS 83.73 -0.12 -0.01 -0.01 0.03 -0.37 -83.59 0.35 0.01 0.01 -0.01 -0.08 9- LIVE -23.28 -0.03 0.00 0.00 -0.01 -0.05 43 23.28 0.03 0.00 0.00 0.00 0.00 HANDR -24.29 0.05 -0.01 -0.02 0.04 -0.03 24.39 0.11 0.01 0.02 -0.02 -0.03 ULS -71.25 0.02 -0.01 -0.02 0.04 -0.13 71.39 0.20 0.01 0.02 -0.02 -0.04 SLS -66.60 0.03 -0.01 -0.02 0.04 -0.12 66.74 0.20 0.01 0.02 -0.02 -0.04 11- LIVE 35.27 -0.04 0.00 0.01 -0.01 -0.06 43 -35.27 0.04 0.00 -0.01 0.00 -0.01 HANDR 38.16 0.04 -0.02 -0.02 0.05 -0.05 -38.06 0.12 0.02 0.02 -0.02 -0.04 ULS 109.85 -0.01 -0.02 -0.03 0.05 -0.17 -109.71 0.24 0.02 0.03 -0.02 -0.07 SLS 102.80 0.00 -0.02 -0.03 0.05 -0.15 -102.66 0.23 0.02 0.03 -0.02 -0.06 12- LIVE 35.27 -0.04 0.00 0.01 -0.01 -0.06 46 -35.27 0.04 0.00 -0.01 0.00 -0.01 HANDR 23.06 0.06 0.02 0.03 -0.05 -0.02 -22.96 0.11 -0.02 -0.03 0.02 -0.03 ULS 88.72 0.01 0.04 0.04 -0.10 -0.13 -88.58 0.21 -0.04 -0.04 0.03 -0.06 SLS 81.66 0.02 0.03 0.04 -0.09 -0.11 -81.52 0.20 -0.03 -0.04 0.03 -0.06 14- LIVE -23.28 -0.03 0.00 0.00 -0.01 -0.05 46 23.28 0.03 0.00 0.00 0.00 0.00 HANDR -14.69 0.06 0.01 0.02 -0.04 -0.01 14.79 0.10 -0.01 -0.02 0.02 -0.03 ULS -57.81 0.04 0.03 0.03 -0.08 -0.10 57.95 0.19 -0.03 -0.03 0.03 -0.04 SLS -53.16 0.04 0.02 0.03 -0.08 -0.09 53.30 0.18 -0.02 -0.03 0.03 -0.04 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 18 5/3 Steel Footbridge 10-11-2021
14- LIVE 28.97 -0.08 0.00 0.00 0.00 -0.14 48 -28.97 0.08 0.00 0.00 0.00 -0.02 HANDR 18.99 0.03 0.01 0.01 -0.02 -0.06 -18.89 0.13 -0.01 -0.01 0.01 -0.04 ULS 72.95 -0.09 0.01 0.01 -0.03 -0.32 -72.81 0.32 -0.01 -0.01 0.02 -0.08 SLS 67.15 -0.08 0.01 0.01 -0.03 -0.29 -67.01 0.30 -0.01 -0.01 0.02 -0.07 16- LIVE -2.58 -0.08 0.00 0.00 0.00 -0.13 48 2.58 0.08 0.00 0.00 0.00 -0.02 HANDR -1.37 0.03 0.01 0.02 -0.03 -0.06 1.47 0.13 -0.01 -0.02 0.02 -0.04 ULS -6.04 -0.08 0.01 0.02 -0.04 -0.29 6.18 0.31 -0.01 -0.02 0.02 -0.08 SLS -5.53 -0.07 0.01 0.02 -0.04 -0.27 5.67 0.29 -0.01 -0.02 0.02 -0.07 16- LIVE 15.35 -0.09 0.00 0.00 0.00 -0.16 50 -15.35 0.09 0.00 0.00 0.00 -0.02 HANDR 10.24 0.02 0.00 0.00 0.00 -0.08 -10.14 0.14 0.00 0.00 0.00 -0.04 ULS 38.89 -0.12 0.00 -0.01 0.01 -0.36 -38.75 0.35 0.00 0.01 0.00 -0.08 SLS 35.82 -0.10 0.00 -0.01 0.01 -0.33 -35.68 0.33 0.00 0.01 0.00 -0.08 18- LIVE 15.35 -0.09 0.00 0.00 0.00 -0.16 50 -15.35 0.09 0.00 0.00 0.00 -0.02 HANDR 10.24 0.02 0.00 0.00 0.00 -0.08 -10.14 0.14 0.00 0.00 0.00 -0.04 ULS 38.89 -0.12 0.00 0.01 -0.01 -0.36 -38.75 0.35 0.00 -0.01 0.00 -0.08 SLS 35.82 -0.10 0.00 0.01 -0.01 -0.33 -35.68 0.33 0.00 -0.01 0.00 -0.08 18- LIVE -2.58 -0.08 0.00 0.00 0.00 -0.13 52 2.58 0.08 0.00 0.00 0.00 -0.02 HANDR -1.37 0.03 -0.01 -0.02 0.03 -0.06 1.47 0.13 0.01 0.02 -0.02 -0.04 ULS -6.04 -0.08 -0.01 -0.02 0.04 -0.29 6.18 0.31 0.01 0.02 -0.02 -0.08 SLS -5.53 -0.07 -0.01 -0.02 0.04 -0.27 5.67 0.29 0.01 0.02 -0.02 -0.07 20- LIVE 28.97 -0.08 0.00 0.00 0.00 -0.14 52 -28.97 0.08 0.00 0.00 0.00 -0.02 HANDR 18.99 0.03 -0.01 -0.01 0.02 -0.06 -18.89 0.13 0.01 0.01 -0.01 -0.04 ULS 72.95 -0.09 -0.01 -0.01 0.03 -0.32 -72.81 0.32 0.01 0.01 -0.02 -0.08 SLS 67.15 -0.08 -0.01 -0.01 0.03 -0.29 -67.01 0.30 0.01 0.01 -0.02 -0.07 20- LIVE -23.28 -0.03 0.00 0.00 0.01 -0.05 54 23.28 0.03 0.00 0.00 0.00 0.00 HANDR -14.69 0.06 -0.01 -0.02 0.04 -0.01 14.79 0.10 0.01 0.02 -0.02 -0.03 ULS -57.81 0.04 -0.03 -0.03 0.08 -0.10 57.95 0.19 0.03 0.03 -0.03 -0.04 SLS -53.16 0.04 -0.02 -0.03 0.08 -0.09 53.30 0.18 0.02 0.03 -0.03 -0.04 22- LIVE 35.27 -0.04 0.00 -0.01 0.01 -0.06 54 -35.27 0.04 0.00 0.01 0.00 -0.01 HANDR 23.06 0.06 -0.02 -0.03 0.05 -0.02 -22.96 0.11 0.02 0.03 -0.02 -0.03 ULS 88.72 0.01 -0.04 -0.04 0.10 -0.13 -88.58 0.21 0.04 0.04 -0.03 -0.06 SLS 81.66 0.02 -0.03 -0.04 0.09 -0.11 -81.52 0.20 0.03 0.04 -0.03 -0.06 12- LIVE 0.34 -0.76 0.01 -0.01 -0.01 -0.46 45 -0.34 0.76 -0.01 0.01 0.01 -0.30 HANDR 0.43 -0.52 0.03 -0.03 -0.06 -0.31 -0.33 0.52 -0.03 0.03 0.03 -0.21 ULS 1.16 -1.94 0.04 -0.04 -0.10 -1.16 -1.02 1.94 -0.04 0.04 0.05 -0.78 SLS 1.09 -1.78 0.04 -0.04 -0.09 -1.07 -0.95 1.78 -0.04 0.04 0.05 -0.72 1- LIVE 0.34 -0.76 -0.01 0.01 0.01 -0.46 34 -0.34 0.76 0.01 -0.01 -0.01 -0.30 HANDR 0.58 -0.85 0.02 -0.02 -0.05 -0.51 -0.48 0.85 -0.02 0.02 0.03 -0.34 ULS 1.37 -2.40 0.02 -0.02 -0.05 -1.44 -1.23 2.40 -0.02 0.02 0.03 -0.96 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 19 5/3 Steel Footbridge 10-11-2021
SLS 1.30 -2.25 0.02 -0.02 -0.05 -1.35 -1.16 2.25 -0.02 0.02 0.03 -0.90 22- LIVE 0.34 0.76 0.01 0.01 -0.01 0.46 55 -0.34 -0.76 -0.01 -0.01 0.01 0.30 HANDR 0.43 0.52 0.03 0.03 -0.06 0.31 -0.33 -0.52 -0.03 -0.03 0.03 0.21 ULS 1.16 1.94 0.04 0.04 -0.10 1.16 -1.02 -1.94 -0.04 -0.04 0.05 0.78 SLS 1.09 1.78 0.04 0.04 -0.09 1.07 -0.95 -1.78 -0.04 -0.04 0.05 0.72 11- LIVE 0.34 0.76 -0.01 -0.01 0.01 0.46 44 -0.34 -0.76 0.01 0.01 -0.01 0.30 HANDR 0.58 0.85 0.02 0.02 -0.05 0.51 -0.48 -0.85 -0.02 -0.02 0.03 0.34 ULS 1.37 2.40 0.02 0.02 -0.05 1.44 -1.23 -2.40 -0.02 -0.02 0.03 0.96 SLS 1.30 2.25 0.02 0.02 -0.05 1.35 -1.16 -2.25 -0.02 -0.02 0.03 0.90 2- LIVE -6.36 -0.85 0.00 0.01 0.00 -0.46 35 6.36 0.85 0.00 -0.01 0.00 -0.40 HANDR -6.76 -0.90 0.00 -0.03 0.00 -0.48 6.86 0.90 0.00 0.03 0.01 -0.42 ULS -19.64 -2.63 0.00 -0.03 -0.01 -1.40 19.78 2.63 0.00 0.03 0.01 -1.22 SLS -18.37 -2.45 0.00 -0.03 -0.01 -1.31 18.51 2.45 0.00 0.03 0.01 -1.14 3- LIVE -0.19 -0.67 0.01 0.00 -0.01 -0.37 36 0.19 0.67 -0.01 0.00 0.00 -0.30 HANDR 0.15 -0.71 -0.01 -0.03 0.02 -0.39 -0.05 0.71 0.01 0.03 0.00 -0.32 ULS -0.09 -2.07 -0.01 -0.03 0.01 -1.14 0.23 2.07 0.01 0.03 0.00 -0.93 SLS -0.05 -1.93 -0.01 -0.03 0.01 -1.07 0.20 1.93 0.01 0.03 0.00 -0.86 4- LIVE -13.74 -0.44 0.00 0.00 0.00 -0.24 37 13.74 0.44 0.00 0.00 0.00 -0.20 HANDR -14.28 -0.46 0.01 -0.02 0.00 -0.25 14.38 0.46 -0.01 0.02 -0.01 -0.21 ULS -41.99 -1.35 0.01 -0.02 0.00 -0.73 42.13 1.35 -0.01 0.02 -0.01 -0.62 SLS -39.24 -1.26 0.01 -0.02 0.00 -0.68 39.38 1.26 -0.01 0.02 -0.01 -0.58 5- LIVE -0.27 -0.23 0.00 0.00 0.00 -0.13 38 0.27 0.23 0.00 0.00 0.00 -0.10 HANDR 0.07 -0.24 -0.02 -0.01 0.03 -0.13 0.03 0.24 0.02 0.01 -0.01 -0.11 ULS -0.34 -0.71 -0.03 -0.01 0.04 -0.39 0.48 0.71 0.03 0.01 -0.01 -0.32 SLS -0.28 -0.66 -0.03 -0.01 0.04 -0.36 0.43 0.66 0.03 0.01 -0.01 -0.30 6- LIVE -15.97 0.00 0.00 0.00 0.00 0.00 39 15.97 0.00 0.00 0.00 0.00 0.00 HANDR -16.57 0.00 0.01 0.00 0.00 0.00 16.67 0.00 -0.01 0.00 -0.01 0.00 ULS -48.75 0.00 0.01 0.00 0.00 0.00 48.89 0.00 -0.01 0.00 -0.02 0.00 SLS -45.55 0.00 0.01 0.00 0.00 0.00 45.70 0.00 -0.01 0.00 -0.02 0.00 7- LIVE -0.27 0.23 0.00 0.00 0.00 0.13 40 0.27 -0.23 0.00 0.00 0.00 0.10 HANDR 0.07 0.24 -0.02 0.01 0.03 0.13 0.03 -0.24 0.02 -0.01 -0.01 0.11 ULS -0.34 0.71 -0.03 0.01 0.04 0.39 0.48 -0.71 0.03 -0.01 -0.01 0.32 SLS -0.28 0.66 -0.03 0.01 0.04 0.36 0.43 -0.66 0.03 -0.01 -0.01 0.30 8- LIVE -13.74 0.44 0.00 0.00 0.00 0.24 41 13.74 -0.44 0.00 0.00 0.00 0.20 HANDR -14.28 0.46 0.01 0.02 0.00 0.25 14.38 -0.46 -0.01 -0.02 -0.01 0.21 ULS -41.99 1.35 0.01 0.02 0.00 0.73 42.13 -1.35 -0.01 -0.02 -0.01 0.62 SLS -39.24 1.26 0.01 0.02 0.00 0.68 39.38 -1.26 -0.01 -0.02 -0.01 0.58 9- LIVE -0.19 0.67 0.01 0.00 -0.01 0.37 42 0.19 -0.67 -0.01 0.00 0.00 0.30 HANDR 0.15 0.71 -0.01 0.03 0.02 0.39 -0.05 -0.71 0.01 -0.03 0.00 0.32 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 20 5/3 Steel Footbridge 10-11-2021
ULS -0.09 2.07 -0.01 0.03 0.01 1.14 0.23 -2.07 0.01 -0.03 0.00 0.93 SLS -0.05 1.93 -0.01 0.03 0.01 1.07 0.20 -1.93 0.01 -0.03 0.00 0.86 10- LIVE -6.36 0.85 0.00 -0.01 0.00 0.46 43 6.36 -0.85 0.00 0.01 0.00 0.40 HANDR -6.76 0.90 0.00 0.03 0.00 0.48 6.86 -0.90 0.00 -0.03 0.01 0.42 ULS -19.64 2.63 0.00 0.03 -0.01 1.40 19.78 -2.63 0.00 -0.03 0.01 1.22 SLS -18.37 2.45 0.00 0.03 -0.01 1.31 18.51 -2.45 0.00 -0.03 0.01 1.14 13- LIVE -6.36 -0.85 0.00 -0.01 0.00 -0.46 46 6.36 0.85 0.00 0.01 0.00 -0.40 HANDR -3.84 -0.55 0.00 -0.03 0.00 -0.29 3.94 0.55 0.00 0.03 0.01 -0.25 ULS -15.55 -2.13 0.00 -0.05 -0.01 -1.14 15.69 2.13 0.00 0.05 0.01 -0.99 SLS -14.28 -1.96 0.00 -0.05 -0.01 -1.05 14.42 1.96 0.00 0.05 0.01 -0.91 14- LIVE -0.19 -0.67 -0.01 0.00 0.01 -0.37 47 0.19 0.67 0.01 0.00 0.00 -0.30 HANDR 0.23 -0.43 -0.02 -0.03 0.02 -0.24 -0.12 0.43 0.02 0.03 0.00 -0.19 ULS 0.01 -1.68 -0.03 -0.05 0.04 -0.93 0.13 1.68 0.03 0.05 -0.01 -0.75 SLS 0.05 -1.55 -0.03 -0.05 0.04 -0.85 0.09 1.55 0.03 0.05 -0.01 -0.69 15- LIVE -13.74 -0.44 0.00 0.00 0.00 -0.24 48 13.74 0.44 0.00 0.00 0.00 -0.20 HANDR -8.59 -0.28 0.01 -0.02 0.00 -0.15 8.70 0.28 -0.01 0.02 -0.01 -0.13 ULS -34.02 -1.10 0.01 -0.03 0.01 -0.59 34.16 1.10 -0.01 0.03 -0.02 -0.51 SLS -31.27 -1.02 0.01 -0.03 0.00 -0.55 31.42 1.02 -0.01 0.03 -0.01 -0.47 16- LIVE -0.27 -0.23 0.00 0.00 0.00 -0.13 49 0.27 0.23 0.00 0.00 0.00 -0.10 HANDR 0.17 -0.15 -0.02 -0.01 0.03 -0.08 -0.07 0.15 0.02 0.01 -0.01 -0.07 ULS -0.19 -0.58 -0.04 -0.02 0.05 -0.32 0.33 0.58 0.04 0.02 -0.02 -0.26 SLS -0.14 -0.53 -0.04 -0.02 0.05 -0.29 0.28 0.53 0.04 0.02 -0.02 -0.24 17- LIVE -15.97 0.00 0.00 0.00 0.00 0.00 50 15.97 0.00 0.00 0.00 0.00 0.00 HANDR -10.07 0.00 0.01 0.00 0.00 0.00 10.17 0.00 -0.01 0.00 -0.01 0.00 ULS -39.65 0.00 0.01 0.00 0.01 0.00 39.79 0.00 -0.01 0.00 -0.02 0.00 SLS -36.45 0.00 0.01 0.00 0.01 0.00 36.59 0.00 -0.01 0.00 -0.02 0.00 18- LIVE -0.27 0.23 0.00 0.00 0.00 0.13 51 0.27 -0.23 0.00 0.00 0.00 0.10 HANDR 0.17 0.15 -0.02 0.01 0.03 0.08 -0.07 -0.15 0.02 -0.01 -0.01 0.07 ULS -0.19 0.58 -0.04 0.02 0.05 0.32 0.33 -0.58 0.04 -0.02 -0.02 0.26 SLS -0.14 0.53 -0.04 0.02 0.05 0.29 0.28 -0.53 0.04 -0.02 -0.02 0.24 19- LIVE -13.74 0.44 0.00 0.00 0.00 0.24 52 13.74 -0.44 0.00 0.00 0.00 0.20 HANDR -8.59 0.28 0.01 0.02 0.00 0.15 8.70 -0.28 -0.01 -0.02 -0.01 0.13 ULS -34.02 1.10 0.01 0.03 0.01 0.59 34.16 -1.10 -0.01 -0.03 -0.02 0.51 SLS -31.27 1.02 0.01 0.03 0.00 0.55 31.42 -1.02 -0.01 -0.03 -0.01 0.47 20- LIVE -0.19 0.67 -0.01 0.00 0.01 0.37 53 0.19 -0.67 0.01 0.00 0.00 0.30 HANDR 0.23 0.43 -0.02 0.03 0.02 0.24 -0.12 -0.43 0.02 -0.03 0.00 0.19 ULS 0.01 1.68 -0.03 0.05 0.04 0.93 0.13 -1.68 0.03 -0.05 -0.01 0.75 SLS 0.05 1.55 -0.03 0.05 0.04 0.85 0.09 -1.55 0.03 -0.05 -0.01 0.69 21- LIVE -6.36 0.85 0.00 0.01 0.00 0.46 54 6.36 -0.85 0.00 -0.01 0.00 0.40 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 21 5/3 Steel Footbridge 10-11-2021
HANDR -3.84 0.55 0.00 0.03 0.00 0.29 3.94 -0.55 0.00 -0.03 0.01 0.25 ULS -15.55 2.13 0.00 0.05 -0.01 1.14 15.69 -2.13 0.00 -0.05 0.01 0.99 SLS -14.28 1.96 0.00 0.05 -0.01 1.05 14.42 -1.96 0.00 -0.05 0.01 0.91 ============================== STATISTICAL DATA =============================== Weights of beam elements: (Added to load case HANDR) Section Designation Total Mass (kN) (kg) GIRDER 356x368x129 H1 60.614 6178.8 CG 203x133x25 I1 2.218 226.1 WB 100x50x5.0 R1 6.026 614.2 TC 100x50x8.0 R1 4.903 499.8 --------------------- 73.761 7519.0 Total weight of structure = 79.30 kN No. of real numbers in Stiffness matrix = 0 (0 bytes) Time used to analyse = 0: 0:0.058 seconds Total number of : Nodes = 55 Beam Elements = 104 Cable Elements = 0 Shell Elements = 20 Supports = 6 Section Properties = 4 Load Cases = 2 Load Combinations = 2 =============================== END OF OUTPUT ================================= Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 22 5/3 Steel Footbridge 10-11-2021
Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 23 5/3 Steel Footbridge 10-11-2021
Member Design for Combined Stresses MOMENTS: X-X M max = 21.44kNm @ 1.60m 20.0 15.0 10.0 5.00   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.8400kNm @ 0.00m -.200 -.400 -.600 -.800   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -77.71kN @ 0.00m -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Task: Task 1 Element 1-2 Evaluate current section Lx Eff = 1.360 m mx = .647 Ly Eff = 1.360 m my = .614 Le Eff = 1.600 m mlt= .644 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 77.7 21.4 .840 ---- + --- + --- = ---- + ---- + ---- = 0.05 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 13.8 .516 ------ + ---- = ---- + ---- = 0.03 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 56.59kNm @ 1.60m 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = .0100kNm @ 1.60m .01000 .00800 .00600 .00400 .00200   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -57.67kN @ 0.00m -50.0 -40.0 -30.0 -20.0 -10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 2-3 Evaluate current section Lx Eff = 1.360 m mx = .771 Ly Eff = 1.360 m my = .600 Le Eff = 1.600 m mlt= .770 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 57.7 56.6 .010 ---- + --- + --- = ---- + ---- + ---- = 0.11 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 43.6 .006 ------ + ---- = ---- + ---- = 0.07 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 24 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 55.18kNm @ 0.00m 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.7700kNm @ 0.00m -.200 -.400 -.600 -.800   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -168.6kN @ 0.00m -160 -140 -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 3-4 Evaluate current section Lx Eff = 1.360 m mx = .947 Ly Eff = 1.360 m my = .561 Le Eff = 1.600 m mlt= .946 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 169 55.2 .770 ---- + --- + --- = ---- + ---- + ---- = 0.13 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 52.2 .432 ------ + ---- = ---- + ---- = 0.09 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 80.86kNm @ 1.60m 80.0 60.0 40.0 20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.4600kNm @ 1.60m -.100 -.200 -.300 -.400   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -156.8kN @ 0.00m -140 -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 4-5 Evaluate current section Lx Eff = 1.360 m mx = .833 Ly Eff = 1.360 m my = .583 Le Eff = 1.600 m mlt= .833 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 157 80.9 .460 ---- + --- + --- = ---- + ---- + ---- = 0.17 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 67.3 .268 ------ + ---- = ---- + ---- = 0.11 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 25 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 80.39kNm @ 0.00m 80.0 60.0 40.0 20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.7300kNm @ 0.00m -.200 -.400 -.600   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -194.5kN @ 0.00m -150 -100 -50.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 5-6 Evaluate current section Lx Eff = 1.360 m mx = .871 Ly Eff = 1.360 m my = .570 Le Eff = 1.600 m mlt= .870 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 194 80.4 .730 ---- + --- + --- = ---- + ---- + ---- = 0.18 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 70.0 .416 ------ + ---- = ---- + ---- = 0.12 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 80.39kNm @ 1.60m 80.0 60.0 40.0 20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.7300kNm @ 1.60m -.200 -.400 -.600   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -194.5kN @ 0.00m -150 -100 -50.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 6-7 Evaluate current section Lx Eff = 1.360 m mx = .871 Ly Eff = 1.360 m my = .570 Le Eff = 1.600 m mlt= .870 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 194 80.4 .730 ---- + --- + --- = ---- + ---- + ---- = 0.18 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 70.0 .416 ------ + ---- = ---- + ---- = 0.12 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 26 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 80.86kNm @ 0.00m 80.0 60.0 40.0 20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.4600kNm @ 0.00m -.100 -.200 -.300 -.400   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -156.8kN @ 0.00m -140 -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 7-8 Evaluate current section Lx Eff = 1.360 m mx = .833 Ly Eff = 1.360 m my = .583 Le Eff = 1.600 m mlt= .833 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 157 80.9 .460 ---- + --- + --- = ---- + ---- + ---- = 0.17 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 67.3 .268 ------ + ---- = ---- + ---- = 0.11 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 55.18kNm @ 1.60m 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.7700kNm @ 1.60m -.200 -.400 -.600 -.800   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -168.6kN @ 0.00m -160 -140 -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 8-9 Evaluate current section Lx Eff = 1.360 m mx = .947 Ly Eff = 1.360 m my = .561 Le Eff = 1.600 m mlt= .946 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 169 55.2 .770 ---- + --- + --- = ---- + ---- + ---- = 0.13 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 52.2 .432 ------ + ---- = ---- + ---- = 0.09 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 27 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 56.59kNm @ 0.00m 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = .0100kNm @ 0.00m .01000 .00800 .00600 .00400 .00200   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -57.67kN @ 0.00m -50.0 -40.0 -30.0 -20.0 -10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 9-10 Evaluate current section Lx Eff = 1.360 m mx = .771 Ly Eff = 1.360 m my = .600 Le Eff = 1.600 m mlt= .770 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 57.7 56.6 .010 ---- + --- + --- = ---- + ---- + ---- = 0.11 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 43.6 .006 ------ + ---- = ---- + ---- = 0.07 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 21.44kNm @ 0.00m 20.0 15.0 10.0 5.00   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.8400kNm @ 1.60m -.200 -.400 -.600 -.800   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -77.71kN @ 0.00m -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 10-11 Evaluate current section Lx Eff = 1.360 m mx = .647 Ly Eff = 1.360 m my = .614 Le Eff = 1.600 m mlt= .644 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 77.7 21.4 .840 ---- + --- + --- = ---- + ---- + ---- = 0.05 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 13.8 .516 ------ + ---- = ---- + ---- = 0.03 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 28 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 16.83kNm @ 1.60m 16.0 14.0 12.0 10.0 8.00 6.00 4.00 2.00 -2.00   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = .6400kNm @ 0.00m .600 .400 .200   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -60.38kN @ 0.00m -60.0 -50.0 -40.0 -30.0 -20.0 -10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 12-13 Evaluate current section Lx Eff = 1.360 m mx = .639 Ly Eff = 1.360 m my = .572 Le Eff = 1.600 m mlt= .635 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 60.4 16.8 .640 ---- + --- + --- = ---- + ---- + ---- = 0.04 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 10.7 .366 ------ + ---- = ---- + ---- = 0.02 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 46.14kNm @ 1.60m 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.2500kNm @ 1.60m -.050 -.100 -.150 -.200 -.250   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -40.11kN @ 0.00m -40.0 -30.0 -20.0 -10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 13-14 Evaluate current section Lx Eff = 1.360 m mx = .761 Ly Eff = 1.360 m my = .784 Le Eff = 1.600 m mlt= .760 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 40.1 46.1 .250 ---- + --- + --- = ---- + ---- + ---- = 0.09 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 35.1 .196 ------ + ---- = ---- + ---- = 0.06 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 29 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 45.00kNm @ 0.00m 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.5900kNm @ 1.60m .200 -.200 -.400 -.600   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -126.7kN @ 0.00m -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 14-15 Evaluate current section Lx Eff = 1.360 m mx = .936 Ly Eff = 1.360 m my = .505 Le Eff = 1.600 m mlt= .935 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 127 45.0 .590 ---- + --- + --- = ---- + ---- + ---- = 0.10 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 42.1 .298 ------ + ---- = ---- + ---- = 0.07 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 66.06kNm @ 1.60m 60.0 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.5300kNm @ 0.00m -.100 -.200 -.300 -.400 -.500   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -114.9kN @ 0.00m -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 15-16 Evaluate current section Lx Eff = 1.360 m mx = .825 Ly Eff = 1.360 m my = .623 Le Eff = 1.600 m mlt= .824 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 115 66.1 .530 ---- + --- + --- = ---- + ---- + ---- = 0.13 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 54.5 .330 ------ + ---- = ---- + ---- = 0.09 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 30 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 65.68kNm @ 0.00m 60.0 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.6700kNm @ 1.60m -.200 -.400 -.600   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -144.3kN @ 0.00m -140 -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 16-17 Evaluate current section Lx Eff = 1.360 m mx = .862 Ly Eff = 1.360 m my = .564 Le Eff = 1.600 m mlt= .862 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 144 65.7 .670 ---- + --- + --- = ---- + ---- + ---- = 0.14 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 56.6 .378 ------ + ---- = ---- + ---- = 0.09 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 65.68kNm @ 1.60m 60.0 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.6700kNm @ 0.00m -.200 -.400 -.600   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -144.3kN @ 0.00m -140 -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 17-18 Evaluate current section Lx Eff = 1.360 m mx = .862 Ly Eff = 1.360 m my = .564 Le Eff = 1.600 m mlt= .862 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 144 65.7 .670 ---- + --- + --- = ---- + ---- + ---- = 0.14 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 56.6 .378 ------ + ---- = ---- + ---- = 0.09 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 31 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 66.06kNm @ 0.00m 60.0 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.5300kNm @ 1.60m -.100 -.200 -.300 -.400 -.500   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -114.9kN @ 0.00m -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 18-19 Evaluate current section Lx Eff = 1.360 m mx = .825 Ly Eff = 1.360 m my = .623 Le Eff = 1.600 m mlt= .824 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 115 66.1 .530 ---- + --- + --- = ---- + ---- + ---- = 0.13 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 54.5 .330 ------ + ---- = ---- + ---- = 0.09 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 45.00kNm @ 1.60m 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.5900kNm @ 0.00m .200 -.200 -.400 -.600   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -126.7kN @ 0.00m -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 19-20 Evaluate current section Lx Eff = 1.360 m mx = .936 Ly Eff = 1.360 m my = .505 Le Eff = 1.600 m mlt= .935 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 127 45.0 .590 ---- + --- + --- = ---- + ---- + ---- = 0.10 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 42.1 .298 ------ + ---- = ---- + ---- = 0.07 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 32 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 46.14kNm @ 0.00m 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.2500kNm @ 0.00m -.050 -.100 -.150 -.200 -.250   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -40.11kN @ 0.00m -40.0 -30.0 -20.0 -10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 20-21 Evaluate current section Lx Eff = 1.360 m mx = .761 Ly Eff = 1.360 m my = .784 Le Eff = 1.600 m mlt= .760 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 40.1 46.1 .250 ---- + --- + --- = ---- + ---- + ---- = 0.09 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 35.1 .196 ------ + ---- = ---- + ---- = 0.06 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 16.83kNm @ 0.00m 16.0 14.0 12.0 10.0 8.00 6.00 4.00 2.00 -2.00   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = .6400kNm @ 1.60m .600 .400 .200   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -60.38kN @ 0.00m -60.0 -50.0 -40.0 -30.0 -20.0 -10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 21-22 Evaluate current section Lx Eff = 1.360 m mx = .639 Ly Eff = 1.360 m my = .572 Le Eff = 1.600 m mlt= .635 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 60.4 16.8 .640 ---- + --- + --- = ---- + ---- + ---- = 0.04 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 10.7 .366 ------ + ---- = ---- + ---- = 0.02 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 33 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 29.60kNm @ 1.60m 30.0 25.0 20.0 15.0 10.0 5.00   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.1600kNm @ 1.60m -.020 -.040 -.060 -.080 -.100 -.120 -.140 -.160   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -22.50kN @ 0.00m -20.0 -15.0 -10.0 -5.00   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 23-24 Evaluate current section Lx Eff = 1.360 m mx = .663 Ly Eff = 1.360 m my = .600 Le Eff = 1.600 m mlt= .661 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 22.5 29.6 .160 ---- + --- + --- = ---- + ---- + ---- = 0.05 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 19.6 .096 ------ + ---- = ---- + ---- = 0.03 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 38.73kNm @ 1.53m 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.1600kNm @ 1.60m -.020 -.040 -.060 -.080 -.100 -.120 -.140 -.160   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -63.90kN @ 0.00m -60.0 -50.0 -40.0 -30.0 -20.0 -10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 24-25 Evaluate current section Lx Eff = 1.360 m mx = .954 Ly Eff = 1.360 m my = .700 Le Eff = 1.600 m mlt= .952 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 63.9 38.7 .160 ---- + --- + --- = ---- + ---- + ---- = 0.08 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 36.9 .112 ------ + ---- = ---- + ---- = 0.06 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 34 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 56.61kNm @ 1.60m 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.3000kNm @ 1.60m -.050 -.100 -.150 -.200 -.250 -.300   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -98.38kN @ 0.00m -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 25-26 Evaluate current section Lx Eff = 1.360 m mx = .906 Ly Eff = 1.360 m my = .707 Le Eff = 1.600 m mlt= .905 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 98.4 56.6 .300 ---- + --- + --- = ---- + ---- + ---- = 0.12 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 51.2 .212 ------ + ---- = ---- + ---- = 0.08 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 57.97kNm @ .592m 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.2600kNm @ 0.00m -.050 -.100 -.150 -.200 -.250   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -123.0kN @ 0.00m -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 26-27 Evaluate current section Lx Eff = 1.360 m mx = .996 Ly Eff = 1.360 m my = .792 Le Eff = 1.600 m mlt= .995 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.533 m) Ft Mx My 123 58.0 .260 ---- + --- + --- = ---- + ---- + ---- = 0.12 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 57.6 .206 ------ + ---- = ---- + ---- = 0.10 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 35 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 64.27kNm @ 1.60m 60.0 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.3300kNm @ 1.60m -.050 -.100 -.150 -.200 -.250 -.300   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -135.3kN @ 0.00m -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 27-28 Evaluate current section Lx Eff = 1.360 m mx = .965 Ly Eff = 1.360 m my = .752 Le Eff = 1.600 m mlt= .964 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 135 64.3 .330 ---- + --- + --- = ---- + ---- + ---- = 0.14 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 62.0 .248 ------ + ---- = ---- + ---- = 0.10 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 64.27kNm @ 0.00m 60.0 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.3300kNm @ 0.00m -.050 -.100 -.150 -.200 -.250 -.300   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -135.3kN @ 0.00m -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 28-29 Evaluate current section Lx Eff = 1.360 m mx = .965 Ly Eff = 1.360 m my = .752 Le Eff = 1.600 m mlt= .964 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 135 64.3 .330 ---- + --- + --- = ---- + ---- + ---- = 0.14 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 62.0 .248 ------ + ---- = ---- + ---- = 0.10 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 36 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 57.97kNm @ 1.01m 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.2600kNm @ 1.60m -.050 -.100 -.150 -.200 -.250   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -123.0kN @ 0.00m -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 29-30 Evaluate current section Lx Eff = 1.360 m mx = .996 Ly Eff = 1.360 m my = .792 Le Eff = 1.600 m mlt= .995 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.067 m) Ft Mx My 123 58.0 .260 ---- + --- + --- = ---- + ---- + ---- = 0.12 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 57.6 .206 ------ + ---- = ---- + ---- = 0.10 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 56.61kNm @ 0.00m 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.3000kNm @ 0.00m -.050 -.100 -.150 -.200 -.250 -.300   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -98.38kN @ 0.00m -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 30-31 Evaluate current section Lx Eff = 1.360 m mx = .906 Ly Eff = 1.360 m my = .707 Le Eff = 1.600 m mlt= .905 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 98.4 56.6 .300 ---- + --- + --- = ---- + ---- + ---- = 0.12 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 51.2 .212 ------ + ---- = ---- + ---- = 0.08 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 37 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 38.73kNm @ .067m 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.1600kNm @ 0.00m -.020 -.040 -.060 -.080 -.100 -.120 -.140 -.160   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -63.90kN @ 0.00m -60.0 -50.0 -40.0 -30.0 -20.0 -10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 31-32 Evaluate current section Lx Eff = 1.360 m mx = .954 Ly Eff = 1.360 m my = .700 Le Eff = 1.600 m mlt= .952 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 63.9 38.7 .160 ---- + --- + --- = ---- + ---- + ---- = 0.08 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 36.9 .112 ------ + ---- = ---- + ---- = 0.06 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 29.60kNm @ 0.00m 30.0 25.0 20.0 15.0 10.0 5.00   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.1600kNm @ 0.00m -.020 -.040 -.060 -.080 -.100 -.120 -.140 -.160   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -22.50kN @ 0.00m -20.0 -15.0 -10.0 -5.00   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 32-33 Evaluate current section Lx Eff = 1.360 m mx = .663 Ly Eff = 1.360 m my = .600 Le Eff = 1.600 m mlt= .661 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 22.5 29.6 .160 ---- + --- + --- = ---- + ---- + ---- = 0.05 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 19.6 .096 ------ + ---- = ---- + ---- = 0.03 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 38 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = -.1400kNm @ 0.00m -.020 -.040 -.060 -.080 -.100 -.120 -.140   .100 .200 .300 .400 .500 .600 .700 MOMENTS: Y-Y M max = -.3900kNm @ .750m .200 -.200 -.400   .100 .200 .300 .400 .500 .600 .700 AXIAL FORCE P max = 6.320kN @ 0.00m 1.00 2.00 3.00 4.00 5.00 6.00   .100 .200 .300 .400 .500 .600 .700 Element 1-23 Evaluate current section Lx Eff = 0.637 m mx = .525 Ly Eff = 0.637 m my = .415 Le Eff = 0.750 m mlt= .532 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 1 Web class : 1 Critical Load Case : ULS Section 203x133x25 I BS 5950 : Part 1 : 2000 4.8.3 Compression members with moments 4.8.3.2 Local capacity check (Crit. pos.= 0.750 m) Fc Mx My 6.32 .020 .390 ---- + -- + ---- = ---- + ---- + ---- = 0.03 OK AgPy Mcx Mcy 864 69.7 15.0 4.8.3.3 Overall buckling check 4.8.3.3.1 Simplified approach Fc mxMx myMy 6.32 .073 .162 -- + --- + ---- = ---- + ---- + ---- = 0.02 OK Pc PyZx PyZy 854 62.1 12.5 Fc mltMLT myMy 6.32 .074 .162 --- + ------ + ---- = ---- + ---- + ---- = 0.02 OK Pcy Mb PyZy 854 69.7 12.5 4.8.3.3.2 More exact approach Fc mxMx Fc myxMy 6.32 .073 6.32 .162 -- + ---(1+0.5--)+ 0.5---- = --- + ---(1+0.5---)+ 0.5---= 0.01 OK Pcx Mcx Pcx Mcy 864 69.7 864 15.0 Fc mltMlt myMy Fc 6.32 .074 .162 -- + ------ + ----(1+---) = ---- + ---- + ----(1.01)= 0.02 OK Pcy Mb Mcy Pcy 854 69.7 15.0 mxMx(1+0.5Fc/Pcx) myMy(1+Fc/Pcy) .074 .163 ---------------- + -------------- = ---- + ---- = 0.01 OK Mcx(1-Fc/Pcx) Mcy(1-Fc/Pcy) 69.2 14.9 Slenderness Ratio: L/r = 21 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 39 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 6.900kNm @ .750m 7.00 6.00 5.00 4.00 3.00 2.00 1.00   .100 .200 .300 .400 .500 .600 .700 MOMENTS: Y-Y M max = -.3100kNm @ .750m .300 .200 .100 -.100 -.200 -.300   .100 .200 .300 .400 .500 .600 .700 AXIAL FORCE P max = 2.870kN @ 0.00m .500 1.00 1.50 2.00 2.50 3.00   .100 .200 .300 .400 .500 .600 .700 Element 3-25 Evaluate current section Lx Eff = 0.637 m mx = .604 Ly Eff = 0.637 m my = .406 Le Eff = 0.750 m mlt= .604 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 1 Web class : 1 Critical Load Case : ULS Section 203x133x25 I BS 5950 : Part 1 : 2000 4.8.3 Compression members with moments 4.8.3.2 Local capacity check (Crit. pos.= 0.750 m) Fc Mx My 2.87 6.90 .310 ---- + -- + ---- = ---- + ---- + ---- = 0.12 OK AgPy Mcx Mcy 864 69.7 15.0 4.8.3.3 Overall buckling check 4.8.3.3.1 Simplified approach Fc mxMx myMy 2.87 4.17 .126 -- + --- + ---- = ---- + ---- + ---- = 0.08 OK Pc PyZx PyZy 854 62.1 12.5 Fc mltMLT myMy 2.87 4.17 .126 --- + ------ + ---- = ---- + ---- + ---- = 0.07 OK Pcy Mb PyZy 854 69.7 12.5 4.8.3.3.2 More exact approach Fc mxMx Fc myxMy 2.87 4.17 2.87 .126 -- + ---(1+0.5--)+ 0.5---- = --- + ---(1+0.5---)+ 0.5---= 0.07 OK Pcx Mcx Pcx Mcy 864 69.7 864 15.0 Fc mltMlt myMy Fc 2.87 4.17 .126 -- + ------ + ----(1+---) = ---- + ---- + ----(1.00)= 0.07 OK Pcy Mb Mcy Pcy 854 69.7 15.0 mxMx(1+0.5Fc/Pcx) myMy(1+Fc/Pcy) 4.17 .126 ---------------- + -------------- = ---- + ---- = 0.07 OK Mcx(1-Fc/Pcx) Mcy(1-Fc/Pcy) 69.4 14.9 Slenderness Ratio: L/r = 21 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 40 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 7.880kNm @ .750m 6.00 4.00 2.00   .100 .200 .300 .400 .500 .600 .700 MOMENTS: Y-Y M max = .1100kNm @ 0.00m .100 .050 -.050 -.100   .100 .200 .300 .400 .500 .600 .700 AXIAL FORCE P max = 4.540kN @ 0.00m 1.00 2.00 3.00 4.00   .100 .200 .300 .400 .500 .600 .700 Element 5-27 Evaluate current section Lx Eff = 0.637 m mx = .608 Ly Eff = 0.637 m my = .400 Le Eff = 0.750 m mlt= .608 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 1 Web class : 1 Critical Load Case : ULS Section 203x133x25 I BS 5950 : Part 1 : 2000 4.8.3 Compression members with moments 4.8.3.2 Local capacity check (Crit. pos.= 0.750 m) Fc Mx My 4.54 7.88 .110 ---- + -- + ---- = ---- + ---- + ---- = 0.13 OK AgPy Mcx Mcy 864 69.7 15.0 4.8.3.3 Overall buckling check 4.8.3.3.1 Simplified approach Fc mxMx myMy 4.54 4.79 .044 -- + --- + ---- = ---- + ---- + ---- = 0.09 OK Pc PyZx PyZy 854 62.1 12.5 Fc mltMLT myMy 4.54 4.79 .044 --- + ------ + ---- = ---- + ---- + ---- = 0.08 OK Pcy Mb PyZy 854 69.7 12.5 4.8.3.3.2 More exact approach Fc mxMx Fc myxMy 4.54 4.79 4.54 .044 -- + ---(1+0.5--)+ 0.5---- = --- + ---(1+0.5---)+ 0.5---= 0.08 OK Pcx Mcx Pcx Mcy 864 69.7 864 15.0 Fc mltMlt myMy Fc 4.54 4.79 .044 -- + ------ + ----(1+---) = ---- + ---- + ----(1.01)= 0.08 OK Pcy Mb Mcy Pcy 854 69.7 15.0 mxMx(1+0.5Fc/Pcx) myMy(1+Fc/Pcy) 4.81 .044 ---------------- + -------------- = ---- + ---- = 0.07 OK Mcx(1-Fc/Pcx) Mcy(1-Fc/Pcy) 69.3 14.9 Slenderness Ratio: L/r = 21 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 41 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 7.880kNm @ .750m 6.00 4.00 2.00   .100 .200 .300 .400 .500 .600 .700 MOMENTS: Y-Y M max = -.1100kNm @ 0.00m .100 .050 -.050 -.100   .100 .200 .300 .400 .500 .600 .700 AXIAL FORCE P max = 4.540kN @ 0.00m 1.00 2.00 3.00 4.00   .100 .200 .300 .400 .500 .600 .700 Element 7-29 Evaluate current section Lx Eff = 0.637 m mx = .608 Ly Eff = 0.637 m my = .400 Le Eff = 0.750 m mlt= .608 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 1 Web class : 1 Critical Load Case : ULS Section 203x133x25 I BS 5950 : Part 1 : 2000 4.8.3 Compression members with moments 4.8.3.2 Local capacity check (Crit. pos.= 0.750 m) Fc Mx My 4.54 7.88 .110 ---- + -- + ---- = ---- + ---- + ---- = 0.13 OK AgPy Mcx Mcy 864 69.7 15.0 4.8.3.3 Overall buckling check 4.8.3.3.1 Simplified approach Fc mxMx myMy 4.54 4.79 .044 -- + --- + ---- = ---- + ---- + ---- = 0.09 OK Pc PyZx PyZy 854 62.1 12.5 Fc mltMLT myMy 4.54 4.79 .044 --- + ------ + ---- = ---- + ---- + ---- = 0.08 OK Pcy Mb PyZy 854 69.7 12.5 4.8.3.3.2 More exact approach Fc mxMx Fc myxMy 4.54 4.79 4.54 .044 -- + ---(1+0.5--)+ 0.5---- = --- + ---(1+0.5---)+ 0.5---= 0.08 OK Pcx Mcx Pcx Mcy 864 69.7 864 15.0 Fc mltMlt myMy Fc 4.54 4.79 .044 -- + ------ + ----(1+---) = ---- + ---- + ----(1.01)= 0.08 OK Pcy Mb Mcy Pcy 854 69.7 15.0 mxMx(1+0.5Fc/Pcx) myMy(1+Fc/Pcy) 4.81 .044 ---------------- + -------------- = ---- + ---- = 0.07 OK Mcx(1-Fc/Pcx) Mcy(1-Fc/Pcy) 69.3 14.9 Slenderness Ratio: L/r = 21 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 42 5-3 Steel footbridge 10-11-2021
MOMENTS: X-X M max = 6.900kNm @ .750m 7.00 6.00 5.00 4.00 3.00 2.00 1.00   .100 .200 .300 .400 .500 .600 .700 MOMENTS: Y-Y M max = .3100kNm @ .750m .300 .200 .100 -.100 -.200 -.300   .100 .200 .300 .400 .500 .600 .700 AXIAL FORCE P max = 2.870kN @ 0.00m .500 1.00 1.50 2.00 2.50 3.00   .100 .200 .300 .400 .500 .600 .700 Element 9-31 Evaluate current section Lx Eff = 0.637 m mx = .604 Ly Eff = 0.637 m my = .406 Le Eff = 0.750 m mlt= .604 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 1 Web class : 1 Critical Load Case : ULS Section 203x133x25 I BS 5950 : Part 1 : 2000 4.8.3 Compression members with moments 4.8.3.2 Local capacity check (Crit. pos.= 0.750 m) Fc Mx My 2.87 6.90 .310 ---- + -- + ---- = ---- + ---- + ---- = 0.12 OK AgPy Mcx Mcy 864 69.7 15.0 4.8.3.3 Overall buckling check 4.8.3.3.1 Simplified approach Fc mxMx myMy 2.87 4.17 .126 -- + --- + ---- = ---- + ---- + ---- = 0.08 OK Pc PyZx PyZy 854 62.1 12.5 Fc mltMLT myMy 2.87 4.17 .126 --- + ------ + ---- = ---- + ---- + ---- = 0.07 OK Pcy Mb PyZy 854 69.7 12.5 4.8.3.3.2 More exact approach Fc mxMx Fc myxMy 2.87 4.17 2.87 .126 -- + ---(1+0.5--)+ 0.5---- = --- + ---(1+0.5---)+ 0.5---= 0.07 OK Pcx Mcx Pcx Mcy 864 69.7 864 15.0 Fc mltMlt myMy Fc 2.87 4.17 .126 -- + ------ + ----(1+---) = ---- + ---- + ----(1.00)= 0.07 OK Pcy Mb Mcy Pcy 854 69.7 15.0 mxMx(1+0.5Fc/Pcx) myMy(1+Fc/Pcy) 4.17 .126 ---------------- + -------------- = ---- + ---- = 0.07 OK Mcx(1-Fc/Pcx) Mcy(1-Fc/Pcy) 69.4 14.9 Slenderness Ratio: L/r = 21 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 43 5-3 Steel footbridge 10-11-2021
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report
5 3 steel footbridge design report

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5 3 steel footbridge design report

  • 1. 1.5 m Description Data Location 1.0 Introduction 1.1 General and geometric data Table 01: General and geometric data of the structure Western Province Project Name Improvementy to Connectivity Road-Pasyala-Kandalama Reference Description Output Design Of Steel Foot Bridge Designed by: Improvementy to Connectivity Road-Pasyala-Kandalama Figure1.1 Schematic diagram of bridge Adopted codes of practices BS 5400 part IV, BS 5950 Part I Width of bridge 1 This design report contains the structural design calculations for, Steel Foot Bridge super structure, Foundation. General and geometric data of the structure is tabulated in table no1. Bridge No 5/3 km Total Span length 16 m Span lengths 16x1 m Maximum pier height - m Skew angle 0 Degrees
  • 2. Reference Description Output Design Of Steel Foot Bridge Designed by: Improvementy to Connectivity Road-Pasyala-Kandalama Special Note: 2 It was determined that load on foundations are much lesser. Therefore, minimum reinfocements are provided for the foundation structural elements. Further, It is required to imrove the founding layers to carry 200kN/m2 bearing preasure. For this purpose, it is recommended to provide 300 mm thick well compacted aggregate base course material layer with adeqaute lateral support.
  • 3. A03 ========== S p a c e - F r a m e A n a l y s i s - P R O K O N =========== Ver W3.0.04 - 29 Jan 2016 TITLE : ========================== NODAL POINT COORDINATES ============================ Node No X-coord Y-coord Z-coord Node No X-coord Y-coord Z-coord m m m m m m 1 0.000 0.000 0.000 2 1.600 0.000 0.000 3 3.200 0.000 0.000 4 4.800 0.000 0.000 5 6.400 0.000 0.000 6 8.000 0.000 0.000 7 9.600 0.000 0.000 8 11.200 0.000 0.000 9 12.800 0.000 0.000 10 14.400 0.000 0.000 11 16.000 0.000 0.000 12 0.000 0.000 1.500 13 1.600 0.000 1.500 14 3.200 0.000 1.500 15 4.800 0.000 1.500 16 6.400 0.000 1.500 17 8.000 0.000 1.500 18 9.600 0.000 1.500 19 11.200 0.000 1.500 20 12.800 0.000 1.500 21 14.400 0.000 1.500 22 16.000 0.000 1.500 23 0.000 0.000 0.750 24 1.600 0.000 0.750 25 3.200 0.000 0.750 26 4.800 0.000 0.750 27 6.400 0.000 0.750 28 8.000 0.000 0.750 29 9.600 0.000 0.750 30 11.200 0.000 0.750 31 12.800 0.000 0.750 32 14.400 0.000 0.750 33 16.000 0.000 0.750 34 0.000 1.000 0.000 35 1.600 1.000 0.000 36 3.200 1.000 0.000 37 4.800 1.000 0.000 38 6.400 1.000 0.000 39 8.000 1.000 0.000 40 9.600 1.000 0.000 41 11.200 1.000 0.000 42 12.800 1.000 0.000 43 14.400 1.000 0.000 44 16.000 1.000 0.000 45 0.000 1.000 1.500 46 1.600 1.000 1.500 47 3.200 1.000 1.500 48 4.800 1.000 1.500 49 6.400 1.000 1.500 50 8.000 1.000 1.500 51 9.600 1.000 1.500 52 11.200 1.000 1.500 53 12.800 1.000 1.500 54 14.400 1.000 1.500 55 16.000 1.000 1.500 =============================== ELEMENT DATA ================================== Beam Secn. type Fixity Length ß Group no. m (°) 1-2 GIRDER 00 1.600 0.00 0 2-3 GIRDER 00 1.600 0.00 0 3-4 GIRDER 00 1.600 0.00 0 4-5 GIRDER 00 1.600 0.00 0 5-6 GIRDER 00 1.600 0.00 0 6-7 GIRDER 00 1.600 0.00 0 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 3 5/3 Steel Footbridge 10-11-2021
  • 4. 7-8 GIRDER 00 1.600 0.00 0 8-9 GIRDER 00 1.600 0.00 0 9-10 GIRDER 00 1.600 0.00 0 10-11 GIRDER 00 1.600 0.00 0 12-13 GIRDER 00 1.600 0.00 0 13-14 GIRDER 00 1.600 0.00 0 14-15 GIRDER 00 1.600 0.00 0 15-16 GIRDER 00 1.600 0.00 0 16-17 GIRDER 00 1.600 0.00 0 17-18 GIRDER 00 1.600 0.00 0 18-19 GIRDER 00 1.600 0.00 0 19-20 GIRDER 00 1.600 0.00 0 20-21 GIRDER 00 1.600 0.00 0 21-22 GIRDER 00 1.600 0.00 0 3-25 CG 00 0.750 0.00 0 14-25 CG 00 0.750 0.00 0 1-23 CG 00 0.750 0.00 0 12-23 CG 00 0.750 0.00 0 5-27 CG 00 0.750 0.00 0 16-27 CG 00 0.750 0.00 0 23-24 GIRDER 00 1.600 0.00 0 24-25 GIRDER 00 1.600 0.00 0 25-26 GIRDER 00 1.600 0.00 0 26-27 GIRDER 00 1.600 0.00 0 27-28 GIRDER 00 1.600 0.00 0 28-29 GIRDER 00 1.600 0.00 0 29-30 GIRDER 00 1.600 0.00 0 30-31 GIRDER 00 1.600 0.00 0 31-32 GIRDER 00 1.600 0.00 0 32-33 GIRDER 00 1.600 0.00 0 7-29 CG 00 0.750 0.00 0 18-29 CG 00 0.750 0.00 0 9-31 CG 00 0.750 0.00 0 20-31 CG 00 0.750 0.00 0 11-33 CG 00 0.750 0.00 0 22-33 CG 00 0.750 0.00 0 34-35 TC 00 1.600 0.00 0 35-36 TC 00 1.600 0.00 0 36-37 TC 00 1.600 0.00 0 37-38 TC 00 1.600 0.00 0 38-39 TC 00 1.600 0.00 0 39-40 TC 00 1.600 0.00 0 40-41 TC 00 1.600 0.00 0 41-42 TC 00 1.600 0.00 0 42-43 TC 00 1.600 0.00 0 43-44 TC 00 1.600 0.00 0 45-46 TC 00 1.600 0.00 0 46-47 TC 00 1.600 0.00 0 47-48 TC 00 1.600 0.00 0 48-49 TC 00 1.600 0.00 0 49-50 TC 00 1.600 0.00 0 50-51 TC 00 1.600 0.00 0 51-52 TC 00 1.600 0.00 0 52-53 TC 00 1.600 0.00 0 53-54 TC 00 1.600 0.00 0 54-55 TC 00 1.600 0.00 0 1-35 WB 00 1.887 0.00 0 3-35 WB 00 1.887 0.00 0 3-37 WB 00 1.887 0.00 0 5-37 WB 00 1.887 0.00 0 5-39 WB 00 1.887 0.00 0 7-39 WB 00 1.887 0.00 0 7-41 WB 00 1.887 0.00 0 9-41 WB 00 1.887 0.00 0 9-43 WB 00 1.887 0.00 0 11-43 WB 00 1.887 0.00 0 12-46 WB 00 1.887 0.00 0 14-46 WB 00 1.887 0.00 0 14-48 WB 00 1.887 0.00 0 16-48 WB 00 1.887 0.00 0 16-50 WB 00 1.887 0.00 0 18-50 WB 00 1.887 0.00 0 18-52 WB 00 1.887 0.00 0 20-52 WB 00 1.887 0.00 0 20-54 WB 00 1.887 0.00 0 22-54 WB 00 1.887 0.00 0 12-45 WB 00 1.000 0.00 0 1-34 WB 00 1.000 0.00 0 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 4 5/3 Steel Footbridge 10-11-2021
  • 5. 22-55 WB 00 1.000 0.00 0 11-44 WB 00 1.000 0.00 0 2-35 WB 00 1.000 0.00 0 3-36 WB 00 1.000 0.00 0 4-37 WB 00 1.000 0.00 0 5-38 WB 00 1.000 0.00 0 6-39 WB 00 1.000 0.00 0 7-40 WB 00 1.000 0.00 0 8-41 WB 00 1.000 0.00 0 9-42 WB 00 1.000 0.00 0 10-43 WB 00 1.000 0.00 0 13-46 WB 00 1.000 0.00 0 14-47 WB 00 1.000 0.00 0 15-48 WB 00 1.000 0.00 0 16-49 WB 00 1.000 0.00 0 17-50 WB 00 1.000 0.00 0 18-51 WB 00 1.000 0.00 0 19-52 WB 00 1.000 0.00 0 20-53 WB 00 1.000 0.00 0 21-54 WB 00 1.000 0.00 0 Shell Element Thickness Material Group no. m 1: 22 - 21 - 32 - 33 0.003 Steel:300W 0 2: 21 - 20 - 31 - 32 0.003 Steel:300W 0 3: 20 - 19 - 30 - 31 0.003 Steel:300W 0 4: 19 - 18 - 29 - 30 0.003 Steel:300W 0 5: 18 - 17 - 28 - 29 0.003 Steel:300W 0 6: 17 - 16 - 27 - 28 0.003 Steel:300W 0 7: 16 - 15 - 26 - 27 0.003 Steel:300W 0 8: 15 - 14 - 25 - 26 0.003 Steel:300W 0 9: 14 - 13 - 24 - 25 0.003 Steel:300W 0 10: 13 - 12 - 23 - 24 0.003 Steel:300W 0 11: 33 - 32 - 10 - 11 0.003 Steel:300W 0 12: 32 - 31 - 9 - 10 0.003 Steel:300W 0 13: 31 - 30 - 8 - 9 0.003 Steel:300W 0 14: 30 - 29 - 7 - 8 0.003 Steel:300W 0 15: 29 - 28 - 6 - 7 0.003 Steel:300W 0 16: 28 - 27 - 5 - 6 0.003 Steel:300W 0 17: 27 - 26 - 4 - 5 0.003 Steel:300W 0 18: 26 - 25 - 3 - 4 0.003 Steel:300W 0 19: 25 - 24 - 2 - 3 0.003 Steel:300W 0 20: 24 - 23 - 1 - 2 0.003 Steel:300W 0 ============================ SECTION PROPERTIES =============================== Section : GIRDER Section designation: 356x368x129 H1 ---------------- A Ay Ax Ixx Iyy J Material m^2 m^2 m^2 m^4 m^4 m^4 16.40E-3 0.000 0.000 402E-6 146E-6 1.53E-6 Steel:300W Section : CG Section designation: 203x133x25 I1 ---------------- A Ay Ax Ixx Iyy J Material m^2 m^2 m^2 m^4 m^4 m^4 3.200E-3 0.000 0.000 23.4E-6 3.08E-6 61.1E-9 Steel:300W Section : WB Section designation: 100x50x5.0 R1 ---------------- A Ay Ax Ixx Iyy J Material m^2 m^2 m^2 m^4 m^4 m^4 1.310E-3 0.000 0.000 1.53E-6 511E-9 1.35E-6 Steel:300W Section : TC Section designation: 100x50x8.0 R1 ---------------- A Ay Ax Ixx Iyy J Material m^2 m^2 m^2 m^4 m^4 m^4 1.990E-3 0.000 0.000 2.12E-6 682E-9 1.86E-6 Steel:300W ================================== MATERIALS ================================== Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 5 5/3 Steel Footbridge 10-11-2021
  • 6. Designation E poisson Density Exp. coeff. kPa kN/m^3 Steel:300W 200.0E6 0.30 77.00 11.70E-6 =============================== SUPPORT DATA ================================== Prescribed displacements Node Fixity X Y Z X-Rot Y-Rot Z-Rot Orien node m m m rad. rad. rad. 1 XYZ 0.00 0.00 0.00 0.00 0.00 0.00 0 11 Y 0.00 0.00 0.00 0.00 0.00 0.00 0 12 XY 0.00 0.00 0.00 0.00 0.00 0.00 0 23 Y 0.00 0.00 0.00 0.00 0.00 0.00 0 33 Y 0.00 0.00 0.00 0.00 0.00 0.00 0 22 Y 0.00 0.00 0.00 0.00 0.00 0.00 0 Spring constants Node Fixity X Y Z X-Rot Y-Rot Z-Rot kN/m kN/m kN/m kNm/rad kNm/rad kNm/rad =================================== LOADS ===================================== Load Case Description LIVE HANDR Add own weight to load case : HANDR ============================= LOAD CASE LIVE ==================================== *** BEAM ELEMENT LOADS *** Element Dir P a Wl Wr a(left) Length dT kN m kN/m kN/m m m °C 12-13 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 13-14 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 14-15 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 15-16 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 16-17 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 17-18 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 18-19 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 19-20 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 20-21 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 21-22 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 1-2 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 2-3 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 3-4 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 4-5 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 5-6 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 6-7 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 7-8 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 8-9 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 9-10 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 10-11 Y 0.00 0.00 -1.88 -1.88 0.00 1.60 0.00 23-24 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 24-25 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 25-26 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 26-27 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 27-28 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 28-29 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 29-30 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 30-31 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 31-32 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 32-33 Y 0.00 0.00 -3.75 -3.75 0.00 1.60 0.00 ============================= LOAD CASE HANDR ==================================== *** BEAM ELEMENT LOADS *** Element Dir P a Wl Wr a(left) Length dT Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 6 5/3 Steel Footbridge 10-11-2021
  • 7. kN m kN/m kN/m m m °C 1-2 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 2-3 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 3-4 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 4-5 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 5-6 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 6-7 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 7-8 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 8-9 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 9-10 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 10-11 Y 0.00 0.00 -1.50 -1.50 0.00 1.60 0.00 ============================= LOAD COMBINATIONS =============================== Load Comb Description ULS SLS Comb. Load factor for each load case: Ultimate Limit State LIVE HANDR ULS 1.60 1.40 SLS 1.40 1.40 Comb. Load factor for each load case: Serviceability Limit State LIVE HANDR ULS 1.00 1.00 SLS 1.00 1.00 ========================== OWN WEIGHT ACCELERATIONS =========================== Direction Acceleration (g) X 0.00 Y -1.00 Z 0.00 ========================== OUTPUT: LINEAR ANALYSIS ============================ ====================== NODAL POINT DISPLACEMENTS at SLS ======================= Node Lcase X-disp. Y-disp. Z-disp. X-rot. Y-rot. Z-rot. mm mm mm rad. rad. rad. 1 LIVE 0.00 0.00 0.00 0.0000 0.0000 -0.0015 HANDR 0.00 0.00 0.00 0.0000 0.0000 -0.0016 ULS 0.00 0.00 0.00 0.0000 0.0000 -0.0031 SLS 0.00 0.00 0.00 0.0000 0.0000 -0.0031 2 LIVE 0.01 -2.35 0.00 0.0001 0.0000 -0.0014 HANDR 0.01 -2.52 0.00 -0.0006 0.0000 -0.0015 ULS 0.03 -4.86 0.00 -0.0005 0.0000 -0.0029 SLS 0.03 -4.86 0.00 -0.0005 0.0000 -0.0029 3 LIVE 0.02 -4.45 0.00 0.0003 0.0000 -0.0012 HANDR 0.02 -4.76 0.01 -0.0012 0.0000 -0.0012 ULS 0.04 -9.21 0.01 -0.0009 0.0000 -0.0024 SLS 0.04 -9.21 0.01 -0.0009 0.0000 -0.0024 4 LIVE 0.05 -6.04 0.00 0.0003 0.0000 -0.0008 HANDR 0.05 -6.46 0.04 -0.0015 0.0000 -0.0009 ULS 0.10 -12.50 0.04 -0.0013 0.0000 -0.0017 SLS 0.10 -12.50 0.04 -0.0013 0.0000 -0.0017 5 LIVE 0.07 -7.09 0.00 0.0003 0.0000 -0.0004 HANDR 0.08 -7.57 0.07 -0.0019 0.0000 -0.0005 ULS 0.15 -14.66 0.07 -0.0016 0.0000 -0.0009 SLS 0.15 -14.66 0.07 -0.0016 0.0000 -0.0009 6 LIVE 0.10 -7.41 0.00 0.0003 0.0000 0.0000 HANDR 0.11 -7.91 0.13 -0.0019 0.0000 0.0000 ULS 0.21 -15.32 0.13 -0.0016 0.0000 0.0000 SLS 0.21 -15.32 0.13 -0.0016 0.0000 0.0000 7 LIVE 0.13 -7.09 0.00 0.0003 0.0000 0.0004 HANDR 0.15 -7.57 0.20 -0.0019 -0.0001 0.0005 ULS 0.28 -14.66 0.20 -0.0016 -0.0001 0.0009 SLS 0.28 -14.66 0.20 -0.0016 -0.0001 0.0009 8 LIVE 0.15 -6.04 0.00 0.0003 0.0000 0.0008 HANDR 0.18 -6.46 0.29 -0.0015 -0.0001 0.0009 ULS 0.33 -12.50 0.29 -0.0013 -0.0001 0.0017 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 7 5/3 Steel Footbridge 10-11-2021
  • 8. SLS 0.33 -12.50 0.29 -0.0013 -0.0001 0.0017 9 LIVE 0.18 -4.45 0.00 0.0003 0.0000 0.0012 HANDR 0.21 -4.76 0.39 -0.0012 -0.0001 0.0012 ULS 0.38 -9.21 0.39 -0.0009 -0.0001 0.0024 SLS 0.38 -9.21 0.39 -0.0009 -0.0001 0.0024 10 LIVE 0.19 -2.35 0.00 0.0001 0.0000 0.0014 HANDR 0.22 -2.52 0.50 -0.0006 -0.0001 0.0015 ULS 0.40 -4.86 0.50 -0.0005 -0.0001 0.0029 SLS 0.40 -4.86 0.50 -0.0005 -0.0001 0.0029 11 LIVE 0.20 0.00 0.00 0.0000 0.0000 0.0015 HANDR 0.23 0.00 0.63 0.0000 -0.0001 0.0016 ULS 0.43 0.00 0.63 0.0000 -0.0001 0.0031 SLS 0.43 0.00 0.63 0.0000 -0.0001 0.0031 12 LIVE 0.00 0.00 -0.01 0.0000 0.0000 -0.0015 HANDR 0.00 0.00 0.00 0.0000 0.0000 -0.0010 ULS 0.00 0.00 -0.01 0.0000 0.0000 -0.0024 SLS 0.00 0.00 -0.01 0.0000 0.0000 -0.0024 13 LIVE 0.01 -2.35 0.00 -0.0001 0.0000 -0.0014 HANDR 0.01 -1.50 0.00 -0.0007 0.0000 -0.0009 ULS 0.02 -3.85 0.00 -0.0009 0.0000 -0.0023 SLS 0.02 -3.85 0.00 -0.0009 0.0000 -0.0023 14 LIVE 0.02 -4.45 0.00 -0.0003 0.0000 -0.0012 HANDR 0.01 -2.85 0.01 -0.0013 0.0000 -0.0007 ULS 0.03 -7.29 0.01 -0.0016 0.0000 -0.0019 SLS 0.03 -7.29 0.01 -0.0016 0.0000 -0.0019 15 LIVE 0.05 -6.04 -0.01 -0.0003 0.0000 -0.0008 HANDR 0.03 -3.86 0.03 -0.0017 0.0000 -0.0005 ULS 0.07 -9.90 0.03 -0.0020 0.0000 -0.0014 SLS 0.07 -9.90 0.03 -0.0020 0.0000 -0.0014 16 LIVE 0.07 -7.09 0.00 -0.0003 0.0000 -0.0004 HANDR 0.04 -4.54 0.07 -0.0021 0.0000 -0.0003 ULS 0.11 -11.62 0.06 -0.0024 0.0000 -0.0007 SLS 0.11 -11.62 0.06 -0.0024 0.0000 -0.0007 17 LIVE 0.10 -7.41 -0.01 -0.0003 0.0000 0.0000 HANDR 0.06 -4.74 0.12 -0.0021 0.0000 0.0000 ULS 0.16 -12.14 0.11 -0.0024 0.0000 0.0000 SLS 0.16 -12.14 0.11 -0.0024 0.0000 0.0000 18 LIVE 0.13 -7.09 0.00 -0.0003 0.0000 0.0004 HANDR 0.07 -4.54 0.19 -0.0021 -0.0001 0.0003 ULS 0.20 -11.62 0.19 -0.0024 -0.0001 0.0007 SLS 0.20 -11.62 0.19 -0.0024 -0.0001 0.0007 19 LIVE 0.15 -6.04 -0.01 -0.0003 0.0000 0.0008 HANDR 0.09 -3.86 0.28 -0.0017 -0.0001 0.0005 ULS 0.24 -9.90 0.28 -0.0020 -0.0001 0.0014 SLS 0.24 -9.90 0.28 -0.0020 -0.0001 0.0014 20 LIVE 0.18 -4.45 0.00 -0.0003 0.0000 0.0012 HANDR 0.10 -2.85 0.39 -0.0013 -0.0001 0.0007 ULS 0.28 -7.29 0.38 -0.0016 -0.0001 0.0019 SLS 0.28 -7.29 0.38 -0.0016 -0.0001 0.0019 21 LIVE 0.19 -2.35 0.00 -0.0001 0.0000 0.0014 HANDR 0.10 -1.50 0.50 -0.0007 -0.0001 0.0009 ULS 0.29 -3.85 0.50 -0.0009 -0.0001 0.0023 SLS 0.29 -3.85 0.50 -0.0009 -0.0001 0.0023 22 LIVE 0.20 0.00 -0.01 0.0000 0.0000 0.0015 HANDR 0.11 0.00 0.62 0.0000 -0.0001 0.0010 ULS 0.31 0.00 0.62 0.0000 -0.0001 0.0024 SLS 0.31 0.00 0.62 0.0000 -0.0001 0.0024 23 LIVE 0.02 0.00 0.00 0.0000 0.0000 -0.0016 HANDR 0.02 0.00 0.00 0.0000 0.0000 -0.0013 ULS 0.04 0.00 0.00 0.0000 0.0000 -0.0029 SLS 0.04 0.00 0.00 0.0000 0.0000 -0.0029 24 LIVE 0.03 -2.46 0.00 0.0000 0.0000 -0.0015 HANDR 0.02 -2.04 0.00 -0.0006 0.0000 -0.0012 ULS 0.05 -4.51 0.00 -0.0006 0.0000 -0.0027 SLS 0.05 -4.51 0.00 -0.0006 0.0000 -0.0027 25 LIVE 0.04 -4.59 0.00 0.0000 0.0000 -0.0012 HANDR 0.03 -3.84 0.01 -0.0013 0.0000 -0.0010 ULS 0.07 -8.43 0.01 -0.0013 0.0000 -0.0022 SLS 0.07 -8.43 0.01 -0.0013 0.0000 -0.0022 26 LIVE 0.05 -6.23 0.00 0.0000 0.0000 -0.0008 HANDR 0.05 -5.23 0.03 -0.0017 0.0000 -0.0007 ULS 0.10 -11.47 0.03 -0.0017 0.0000 -0.0016 SLS 0.10 -11.47 0.03 -0.0017 0.0000 -0.0016 27 LIVE 0.08 -7.24 0.00 0.0000 0.0000 -0.0004 HANDR 0.07 -6.10 0.07 -0.0020 0.0000 -0.0004 ULS 0.14 -13.35 0.07 -0.0020 0.0000 -0.0008 SLS 0.14 -13.35 0.07 -0.0020 0.0000 -0.0008 28 LIVE 0.10 -7.60 0.00 0.0000 0.0000 0.0000 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 8 5/3 Steel Footbridge 10-11-2021
  • 9. HANDR 0.09 -6.40 0.12 -0.0020 0.0000 0.0000 ULS 0.18 -14.01 0.12 -0.0020 0.0000 0.0000 SLS 0.18 -14.01 0.12 -0.0020 0.0000 0.0000 29 LIVE 0.12 -7.24 0.00 0.0000 0.0000 0.0004 HANDR 0.11 -6.10 0.19 -0.0020 -0.0001 0.0004 ULS 0.23 -13.35 0.19 -0.0020 -0.0001 0.0008 SLS 0.23 -13.35 0.19 -0.0020 -0.0001 0.0008 30 LIVE 0.14 -6.23 0.00 0.0000 0.0000 0.0008 HANDR 0.12 -5.23 0.28 -0.0017 -0.0001 0.0007 ULS 0.27 -11.47 0.28 -0.0017 -0.0001 0.0016 SLS 0.27 -11.47 0.28 -0.0017 -0.0001 0.0016 31 LIVE 0.16 -4.59 0.00 0.0000 0.0000 0.0012 HANDR 0.14 -3.84 0.39 -0.0013 -0.0001 0.0010 ULS 0.30 -8.43 0.39 -0.0013 -0.0001 0.0022 SLS 0.30 -8.43 0.39 -0.0013 -0.0001 0.0022 32 LIVE 0.17 -2.46 0.00 0.0000 0.0000 0.0015 HANDR 0.15 -2.04 0.50 -0.0006 -0.0001 0.0012 ULS 0.32 -4.51 0.50 -0.0006 -0.0001 0.0027 SLS 0.32 -4.51 0.50 -0.0006 -0.0001 0.0027 33 LIVE 0.18 0.00 0.00 0.0000 0.0000 0.0016 HANDR 0.15 0.00 0.63 0.0000 -0.0001 0.0013 ULS 0.33 0.00 0.62 0.0000 -0.0001 0.0029 SLS 0.33 0.00 0.62 0.0000 -0.0001 0.0029 34 LIVE 1.15 0.00 0.05 0.0001 0.0000 -0.0012 HANDR 1.24 0.00 -0.21 -0.0004 0.0002 -0.0013 ULS 2.39 0.00 -0.16 -0.0003 0.0002 -0.0026 SLS 2.39 0.00 -0.16 -0.0003 0.0002 -0.0026 35 LIVE 1.15 -2.32 0.15 0.0002 -0.0001 -0.0013 HANDR 1.23 -2.49 -0.65 -0.0007 0.0003 -0.0014 ULS 2.39 -4.81 -0.51 -0.0005 0.0002 -0.0027 SLS 2.39 -4.81 -0.51 -0.0005 0.0002 -0.0027 36 LIVE 0.95 -4.45 0.25 0.0002 0.0000 -0.0011 HANDR 1.01 -4.76 -1.13 -0.0011 0.0002 -0.0011 ULS 1.96 -9.21 -0.88 -0.0009 0.0002 -0.0022 SLS 1.96 -9.21 -0.88 -0.0009 0.0002 -0.0022 37 LIVE 0.74 -5.99 0.29 0.0003 0.0000 -0.0008 HANDR 0.79 -6.40 -1.49 -0.0015 0.0002 -0.0008 ULS 1.53 -12.39 -1.20 -0.0012 0.0001 -0.0016 SLS 1.53 -12.39 -1.20 -0.0012 0.0001 -0.0016 38 LIVE 0.42 -7.09 0.30 0.0003 0.0000 -0.0004 HANDR 0.45 -7.57 -1.73 -0.0017 0.0001 -0.0004 ULS 0.87 -14.66 -1.43 -0.0014 0.0001 -0.0008 SLS 0.87 -14.66 -1.43 -0.0014 0.0001 -0.0008 39 LIVE 0.10 -7.34 0.31 0.0003 0.0000 0.0000 HANDR 0.11 -7.85 -1.75 -0.0018 0.0000 0.0000 ULS 0.21 -15.19 -1.44 -0.0015 0.0000 0.0000 SLS 0.21 -15.19 -1.44 -0.0015 0.0000 0.0000 40 LIVE -0.22 -7.09 0.30 0.0003 0.0000 0.0004 HANDR -0.22 -7.57 -1.60 -0.0017 -0.0002 0.0004 ULS -0.44 -14.66 -1.30 -0.0014 -0.0001 0.0008 SLS -0.44 -14.66 -1.30 -0.0014 -0.0001 0.0008 41 LIVE -0.54 -5.99 0.29 0.0003 0.0000 0.0008 HANDR -0.56 -6.40 -1.24 -0.0015 -0.0002 0.0008 ULS -1.10 -12.39 -0.95 -0.0012 -0.0002 0.0016 SLS -1.10 -12.39 -0.95 -0.0012 -0.0002 0.0016 42 LIVE -0.75 -4.45 0.25 0.0002 0.0000 0.0011 HANDR -0.78 -4.76 -0.75 -0.0011 -0.0003 0.0011 ULS -1.53 -9.21 -0.51 -0.0009 -0.0003 0.0022 SLS -1.53 -9.21 -0.51 -0.0009 -0.0003 0.0022 43 LIVE -0.95 -2.32 0.15 0.0002 0.0001 0.0013 HANDR -1.00 -2.49 -0.15 -0.0007 -0.0003 0.0014 ULS -1.96 -4.81 0.00 -0.0005 -0.0003 0.0027 SLS -1.96 -4.81 0.00 -0.0005 -0.0003 0.0027 44 LIVE -0.96 0.00 0.05 0.0001 0.0000 0.0012 HANDR -1.01 0.00 0.42 -0.0004 -0.0003 0.0013 ULS -1.96 0.00 0.46 -0.0003 -0.0002 0.0026 SLS -1.96 0.00 0.46 -0.0003 -0.0002 0.0026 45 LIVE 1.15 0.00 -0.05 -0.0001 0.0000 -0.0012 HANDR 0.74 0.00 -0.24 -0.0004 0.0002 -0.0008 ULS 1.89 0.00 -0.29 -0.0005 0.0003 -0.0020 SLS 1.89 0.00 -0.29 -0.0005 0.0003 -0.0020 46 LIVE 1.15 -2.32 -0.15 -0.0002 0.0001 -0.0013 HANDR 0.73 -1.49 -0.73 -0.0008 0.0003 -0.0008 ULS 1.89 -3.81 -0.89 -0.0009 0.0004 -0.0022 SLS 1.89 -3.81 -0.89 -0.0009 0.0004 -0.0022 47 LIVE 0.95 -4.45 -0.25 -0.0002 0.0000 -0.0011 HANDR 0.60 -2.85 -1.27 -0.0012 0.0003 -0.0007 ULS 1.55 -7.29 -1.52 -0.0015 0.0003 -0.0017 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 9 5/3 Steel Footbridge 10-11-2021
  • 10. SLS 1.55 -7.29 -1.52 -0.0015 0.0003 -0.0017 48 LIVE 0.74 -5.99 -0.29 -0.0003 0.0000 -0.0008 HANDR 0.47 -3.83 -1.66 -0.0017 0.0002 -0.0005 ULS 1.20 -9.82 -1.96 -0.0019 0.0002 -0.0013 SLS 1.20 -9.82 -1.96 -0.0019 0.0002 -0.0013 49 LIVE 0.42 -7.09 -0.31 -0.0003 0.0000 -0.0004 HANDR 0.26 -4.54 -1.92 -0.0019 0.0001 -0.0003 ULS 0.68 -11.62 -2.23 -0.0022 0.0001 -0.0006 SLS 0.68 -11.62 -2.23 -0.0022 0.0001 -0.0006 50 LIVE 0.10 -7.34 -0.31 -0.0003 0.0000 0.0000 HANDR 0.06 -4.70 -1.94 -0.0020 0.0000 0.0000 ULS 0.16 -12.04 -2.26 -0.0023 0.0000 0.0000 SLS 0.16 -12.04 -2.26 -0.0023 0.0000 0.0000 51 LIVE -0.22 -7.09 -0.31 -0.0003 0.0000 0.0004 HANDR -0.15 -4.54 -1.79 -0.0019 -0.0002 0.0003 ULS -0.37 -11.62 -2.10 -0.0022 -0.0002 0.0006 SLS -0.37 -11.62 -2.10 -0.0022 -0.0002 0.0006 52 LIVE -0.54 -5.99 -0.29 -0.0003 0.0000 0.0008 HANDR -0.36 -3.83 -1.41 -0.0017 -0.0003 0.0005 ULS -0.89 -9.82 -1.70 -0.0019 -0.0003 0.0013 SLS -0.89 -9.82 -1.70 -0.0019 -0.0003 0.0013 53 LIVE -0.75 -4.45 -0.25 -0.0002 0.0000 0.0011 HANDR -0.49 -2.85 -0.89 -0.0012 -0.0004 0.0007 ULS -1.24 -7.29 -1.14 -0.0015 -0.0004 0.0017 SLS -1.24 -7.29 -1.14 -0.0015 -0.0004 0.0017 54 LIVE -0.95 -2.32 -0.15 -0.0002 -0.0001 0.0013 HANDR -0.62 -1.49 -0.23 -0.0008 -0.0004 0.0008 ULS -1.58 -3.81 -0.38 -0.0009 -0.0004 0.0022 SLS -1.58 -3.81 -0.38 -0.0009 -0.0004 0.0022 55 LIVE -0.96 0.00 -0.05 -0.0001 0.0000 0.0012 HANDR -0.63 0.00 0.39 -0.0004 -0.0003 0.0008 ULS -1.58 0.00 0.33 -0.0005 -0.0004 0.0020 SLS -1.58 0.00 0.33 -0.0005 -0.0004 0.0020 ============================== REACTIONS AT ULS =============================== (In rotated axes where applicable) Note:Only load combinations have ULS load factors. Factor for Load Cases = 1 Node Lcase X-force Y-force Z-force X-moment Y-moment Z-moment kN kN kN kNm kNm kNm 1 LIVE 0.00 24.89 0.00 0.00 0.00 0.00 HANDR 0.00 28.60 0.00 0.00 0.00 0.00 ULS 0.00 79.88 0.00 0.00 0.00 0.00 SLS 0.00 74.90 0.00 0.00 0.00 0.00 11 LIVE 0.00 24.89 0.00 0.00 0.00 0.00 HANDR 0.00 28.60 0.00 0.00 0.00 0.00 ULS 0.00 79.88 0.00 0.00 0.00 0.00 SLS 0.00 74.90 0.00 0.00 0.00 0.00 12 LIVE 0.00 24.89 0.00 0.00 0.00 0.00 HANDR 0.00 16.60 0.00 0.00 0.00 0.00 ULS 0.00 63.08 0.00 0.00 0.00 0.00 SLS 0.00 58.10 0.00 0.00 0.00 0.00 23 LIVE 0.00 10.29 0.00 0.00 0.00 0.00 HANDR 0.00 6.45 0.00 0.00 0.00 0.00 ULS 0.00 25.49 0.00 0.00 0.00 0.00 SLS 0.00 23.43 0.00 0.00 0.00 0.00 33 LIVE 0.00 10.29 0.00 0.00 0.00 0.00 HANDR 0.00 6.45 0.00 0.00 0.00 0.00 ULS 0.00 25.49 0.00 0.00 0.00 0.00 SLS 0.00 23.43 0.00 0.00 0.00 0.00 22 LIVE 0.00 24.89 0.00 0.00 0.00 0.00 HANDR 0.00 16.60 0.00 0.00 0.00 0.00 ULS 0.00 63.08 0.00 0.00 0.00 0.00 SLS 0.00 58.10 0.00 0.00 0.00 0.00 EQUILIBRIUM CHECK AT ULS: LC APPLIED LOADS & MOMENTS about (0.0,0.0,0.0) in global axes Sum of: Px Py Pz Mx My Mz LIVE 0.00 -120.16 0.00 90.12 0.00 -961.28 HANDR 0.00 -103.30 0.00 59.48 0.00 -826.44 ULS 0.00 -336.88 0.00 227.46 0.00 -2695.06 SLS 0.00 -312.85 0.00 209.44 0.00 -2502.81 LC REACTIONS & REACTION MOMENTS about (0.0,0.0,0.0) in global axes Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 10 5/3 Steel Footbridge 10-11-2021
  • 11. Sum of: Rx Ry Rz MRx MRy MRz LIVE 0.00 120.16 0.00 -90.12 0.00 961.28 HANDR 0.00 103.30 0.00 -59.48 0.00 826.44 ULS 0.00 336.88 0.00 -227.46 0.00 2695.06 SLS 0.00 312.85 0.00 -209.44 0.00 2502.81 ================== REACTIONS AT SLS (Combinations only) ======================= (In rotated axes where applicable) Node Lcase X-force Y-force Z-force X-moment Y-moment Z-moment kN kN kN kNm kNm kNm 1 ULS 0.00 53.50 0.00 0.00 0.00 0.00 SLS 0.00 53.50 0.00 0.00 0.00 0.00 11 ULS 0.00 53.50 0.00 0.00 0.00 0.00 SLS 0.00 53.50 0.00 0.00 0.00 0.00 12 ULS 0.00 41.50 0.00 0.00 0.00 0.00 SLS 0.00 41.50 0.00 0.00 0.00 0.00 23 ULS 0.00 16.74 0.00 0.00 0.00 0.00 SLS 0.00 16.74 0.00 0.00 0.00 0.00 33 ULS 0.00 16.74 0.00 0.00 0.00 0.00 SLS 0.00 16.74 0.00 0.00 0.00 0.00 22 ULS 0.00 41.50 0.00 0.00 0.00 0.00 SLS 0.00 41.50 0.00 0.00 0.00 0.00 ============ BEAM ELEMENT END FORCES IN LOCAL ELEMENT AXES at ULS ============== Elem Lcase Axial Y-Shear X-Shear Torsion M-yy M-xx kN kN kN kNm kNm kNm 1- LIVE -24.52 5.96 -0.17 -0.01 0.26 0.52 2 24.52 -2.95 0.17 0.01 0.00 6.60 HANDR -27.48 7.41 -0.16 0.05 0.30 0.55 27.48 -2.99 0.16 -0.05 -0.05 7.77 ULS -77.71 19.91 -0.49 0.05 0.84 1.61 77.71 -8.90 0.49 -0.05 -0.06 21.44 SLS -72.80 18.71 -0.46 0.05 0.79 1.50 72.80 -8.31 0.46 -0.05 -0.06 20.12 2- LIVE -17.33 9.30 0.00 -0.01 -0.04 -6.15 3 17.33 -6.30 0.00 0.01 0.04 18.63 HANDR -21.38 9.62 0.00 0.04 0.05 -7.29 21.38 -5.20 0.00 -0.04 -0.04 19.14 ULS -57.67 28.35 -0.01 0.04 0.00 -20.04 57.67 -17.35 0.01 -0.04 0.01 56.59 SLS -54.20 26.49 -0.01 0.04 0.01 -18.81 54.20 -16.09 0.01 -0.04 0.00 52.87 3- LIVE -52.75 -1.17 -0.20 0.00 0.19 -18.17 4 52.75 4.17 0.20 0.00 0.13 13.90 HANDR -60.14 0.16 -0.18 0.03 0.34 -18.65 60.14 4.26 0.18 -0.03 -0.04 15.37 ULS -168.60 -1.64 -0.58 0.03 0.77 -55.18 168.60 12.64 0.58 -0.03 0.15 43.76 SLS -158.05 -1.41 -0.54 0.03 0.74 -51.55 158.05 11.81 0.54 -0.03 0.12 40.98 4- LIVE -48.53 9.57 0.11 0.00 -0.10 -13.66 5 48.53 -6.56 -0.11 0.00 -0.07 26.56 HANDR -56.57 9.88 0.10 0.03 0.09 -15.12 56.57 -5.46 -0.10 -0.03 -0.25 27.40 ULS -156.85 29.15 0.31 0.04 -0.04 -43.03 156.85 -18.15 -0.31 -0.04 -0.46 80.86 SLS -147.15 27.23 0.29 0.04 -0.02 -40.30 147.15 -16.83 -0.29 -0.04 -0.44 75.55 5- LIVE -60.57 -4.97 -0.18 0.00 0.15 -26.41 6 60.57 7.98 0.18 0.00 0.14 16.04 HANDR -69.68 -3.80 -0.17 0.00 0.35 -27.24 69.68 8.22 0.17 0.00 -0.08 17.63 ULS -194.46 -13.27 -0.53 0.00 0.73 -80.39 194.46 24.28 0.53 0.00 0.11 50.35 SLS -182.34 -12.28 -0.49 0.00 0.70 -75.11 182.34 22.68 0.49 0.00 0.08 47.14 6- LIVE -60.57 7.98 0.18 0.00 -0.14 -16.04 7 60.57 -4.97 -0.18 0.00 -0.15 26.41 HANDR -69.68 8.22 0.17 0.00 0.08 -17.63 69.68 -3.80 -0.17 0.00 -0.35 27.24 ULS -194.46 24.28 0.53 0.00 -0.11 -50.35 194.46 -13.27 -0.53 0.00 -0.73 80.39 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 11 5/3 Steel Footbridge 10-11-2021
  • 12. SLS -182.34 22.68 0.49 0.00 -0.08 -47.14 182.34 -12.28 -0.49 0.00 -0.70 75.11 7- LIVE -48.53 -6.56 -0.11 0.00 0.07 -26.56 8 48.53 9.57 0.11 0.00 0.10 13.66 HANDR -56.57 -5.46 -0.10 -0.03 0.25 -27.40 56.57 9.88 0.10 0.03 -0.09 15.12 ULS -156.85 -18.15 -0.31 -0.04 0.46 -80.86 156.85 29.15 0.31 0.04 0.04 43.03 SLS -147.15 -16.83 -0.29 -0.04 0.44 -75.55 147.15 27.23 0.29 0.04 0.02 40.30 8- LIVE -52.75 4.17 0.20 0.00 -0.13 -13.90 9 52.75 -1.17 -0.20 0.00 -0.19 18.17 HANDR -60.14 4.26 0.18 -0.03 0.04 -15.37 60.14 0.16 -0.18 0.03 -0.34 18.65 ULS -168.60 12.64 0.58 -0.03 -0.15 -43.76 168.60 -1.64 -0.58 0.03 -0.77 55.18 SLS -158.05 11.81 0.54 -0.03 -0.12 -40.98 158.05 -1.41 -0.54 0.03 -0.74 51.55 9- LIVE -17.33 -6.30 0.00 0.01 -0.04 -18.63 10 17.33 9.30 0.00 -0.01 0.04 6.15 HANDR -21.38 -5.20 0.00 -0.04 0.04 -19.14 21.38 9.62 0.00 0.04 -0.05 7.29 ULS -57.67 -17.35 0.01 -0.04 -0.01 -56.59 57.67 28.35 -0.01 0.04 0.00 20.04 SLS -54.20 -16.09 0.01 -0.04 0.00 -52.87 54.20 26.49 -0.01 0.04 -0.01 18.81 10- LIVE -24.52 -2.95 0.17 0.01 0.00 -6.60 11 24.52 5.96 -0.17 -0.01 -0.26 -0.52 HANDR -27.48 -2.99 0.16 -0.05 0.05 -7.77 27.48 7.41 -0.16 0.05 -0.30 -0.55 ULS -77.71 -8.90 0.49 -0.05 0.06 -21.44 77.71 19.91 -0.49 0.05 -0.84 -1.61 SLS -72.80 -8.31 0.46 -0.05 0.06 -20.12 72.80 18.71 -0.46 0.05 -0.79 -1.50 12- LIVE -24.52 5.96 0.17 0.01 -0.26 0.52 13 24.52 -2.95 -0.17 -0.01 0.00 6.60 HANDR -15.10 4.01 0.14 0.05 -0.16 0.32 15.10 -1.99 -0.14 -0.05 -0.06 4.48 ULS -60.38 15.14 0.46 0.09 -0.64 1.28 60.38 -7.50 -0.46 -0.09 -0.09 16.83 SLS -55.48 13.95 0.42 0.09 -0.59 1.18 55.48 -6.91 -0.42 -0.09 -0.09 15.51 13- LIVE -17.33 9.30 0.00 0.01 0.04 -6.15 14 17.33 -6.30 0.00 -0.01 -0.04 18.63 HANDR -8.84 5.69 0.00 0.05 0.12 -4.19 8.84 -3.67 0.00 -0.05 -0.12 11.67 ULS -40.11 22.85 0.01 0.08 0.23 -15.69 40.11 -15.21 -0.01 -0.08 -0.25 46.14 SLS -36.65 20.99 0.01 0.08 0.22 -14.46 36.65 -13.95 -0.01 -0.08 -0.24 42.42 14- LIVE -52.75 -1.17 0.20 0.00 -0.19 -18.17 15 52.75 4.17 -0.20 0.00 -0.13 13.90 HANDR -30.22 -0.45 0.16 0.03 0.02 -11.38 30.22 2.48 -0.16 -0.03 -0.27 9.03 ULS -126.71 -2.50 0.54 0.04 -0.28 -45.00 126.71 10.14 -0.54 -0.04 -0.59 34.88 SLS -116.16 -2.27 0.50 0.04 -0.24 -41.37 116.16 9.31 -0.50 -0.04 -0.56 32.10 15- LIVE -48.53 9.57 -0.11 0.00 0.10 -13.66 16 48.53 -6.56 0.11 0.00 0.07 26.56 HANDR -26.59 5.98 -0.09 0.03 0.26 -8.88 26.59 -3.96 0.09 -0.03 -0.12 16.83 ULS -114.87 23.68 -0.29 0.04 0.53 -34.29 114.87 -16.04 0.29 -0.04 -0.06 66.06 SLS -105.16 21.77 -0.27 0.04 0.51 -31.56 105.16 -14.73 0.27 -0.04 -0.07 60.75 16- LIVE -60.57 -4.97 0.18 0.00 -0.15 -26.41 17 60.57 7.98 -0.18 0.00 -0.14 16.04 HANDR -33.88 -2.94 0.14 0.00 0.09 -16.73 33.88 4.96 -0.14 0.00 -0.32 10.40 ULS -144.34 -12.08 0.50 0.00 -0.12 -65.68 144.34 19.72 -0.50 0.00 -0.67 40.23 SLS -132.22 -11.09 0.46 0.00 -0.09 -60.39 132.22 18.13 -0.46 0.00 -0.64 37.02 17- LIVE -60.57 7.98 -0.18 0.00 0.14 -16.04 18 60.57 -4.97 0.18 0.00 0.15 26.41 HANDR -33.88 4.96 -0.14 0.00 0.32 -10.40 33.88 -2.94 0.14 0.00 -0.09 16.73 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 12 5/3 Steel Footbridge 10-11-2021
  • 13. ULS -144.34 19.72 -0.50 0.00 0.67 -40.23 144.34 -12.08 0.50 0.00 0.12 65.68 SLS -132.22 18.13 -0.46 0.00 0.64 -37.02 132.22 -11.09 0.46 0.00 0.09 60.39 18- LIVE -48.53 -6.56 0.11 0.00 -0.07 -26.56 19 48.53 9.57 -0.11 0.00 -0.10 13.66 HANDR -26.59 -3.96 0.09 -0.03 0.12 -16.83 26.59 5.98 -0.09 0.03 -0.26 8.88 ULS -114.87 -16.04 0.29 -0.04 0.06 -66.06 114.87 23.68 -0.29 0.04 -0.53 34.29 SLS -105.16 -14.73 0.27 -0.04 0.07 -60.75 105.16 21.77 -0.27 0.04 -0.51 31.56 19- LIVE -52.75 4.17 -0.20 0.00 0.13 -13.90 20 52.75 -1.17 0.20 0.00 0.19 18.17 HANDR -30.22 2.48 -0.16 -0.03 0.27 -9.03 30.22 -0.45 0.16 0.03 -0.02 11.38 ULS -126.71 10.14 -0.54 -0.04 0.59 -34.88 126.71 -2.50 0.54 0.04 0.28 45.00 SLS -116.16 9.31 -0.50 -0.04 0.56 -32.10 116.16 -2.27 0.50 0.04 0.24 41.37 20- LIVE -17.33 -6.30 0.00 -0.01 0.04 -18.63 21 17.33 9.30 0.00 0.01 -0.04 6.15 HANDR -8.84 -3.67 0.00 -0.05 0.12 -11.67 8.84 5.69 0.00 0.05 -0.12 4.19 ULS -40.11 -15.21 -0.01 -0.08 0.25 -46.14 40.11 22.85 0.01 0.08 -0.23 15.69 SLS -36.65 -13.95 -0.01 -0.08 0.24 -42.42 36.65 20.99 0.01 0.08 -0.22 14.46 21- LIVE -24.52 -2.95 -0.17 -0.01 0.00 -6.60 22 24.52 5.96 0.17 0.01 0.26 -0.52 HANDR -15.10 -1.99 -0.14 -0.05 0.06 -4.48 15.10 4.01 0.14 0.05 0.16 -0.32 ULS -60.38 -7.50 -0.46 -0.09 0.09 -16.83 60.38 15.14 0.46 0.09 0.64 -1.28 SLS -55.48 -6.91 -0.42 -0.09 0.09 -15.51 55.48 13.95 0.42 0.09 0.59 -1.18 3- LIVE 0.94 4.73 0.29 0.00 -0.11 0.03 25 -0.94 -4.73 -0.29 0.00 -0.11 3.52 HANDR 0.97 1.24 0.25 0.00 -0.09 -0.05 -0.97 -1.05 -0.25 0.00 -0.10 0.91 ULS 2.87 9.30 0.82 0.00 -0.30 -0.02 -2.87 -9.04 -0.82 0.00 -0.31 6.90 SLS 2.68 8.36 0.76 0.00 -0.28 -0.03 -2.68 -8.10 -0.76 0.00 -0.29 6.20 14- LIVE 0.94 4.73 -0.29 0.00 0.11 0.03 25 -0.94 -4.73 0.29 0.00 0.11 3.52 HANDR 0.66 1.40 -0.24 0.00 0.09 0.06 -0.66 -1.22 0.24 0.00 0.09 0.93 ULS 2.44 9.53 -0.79 0.00 0.29 0.12 -2.44 -9.27 0.79 0.00 0.30 6.93 SLS 2.25 8.58 -0.73 0.00 0.27 0.12 -2.25 -8.33 0.73 0.00 0.28 6.22 1- LIVE 2.21 -0.06 0.35 0.00 -0.13 -0.03 23 -2.21 0.06 -0.35 0.00 -0.14 -0.02 HANDR 1.99 0.28 0.32 0.00 -0.11 0.14 -1.99 -0.10 -0.32 0.00 -0.12 0.00 ULS 6.32 0.29 1.00 0.00 -0.36 0.14 -6.32 -0.03 -1.00 0.00 -0.39 -0.02 SLS 5.88 0.30 0.93 0.00 -0.34 0.15 -5.88 -0.05 -0.93 0.00 -0.36 -0.02 12- LIVE 2.21 -0.06 -0.35 0.00 0.13 -0.03 23 -2.21 0.06 0.35 0.00 0.14 -0.02 HANDR 1.84 -0.18 -0.29 0.00 0.11 -0.16 -1.84 0.36 0.29 0.00 0.11 -0.05 ULS 6.11 -0.35 -0.97 0.00 0.35 -0.27 -6.11 0.61 0.97 0.00 0.38 -0.09 SLS 5.67 -0.34 -0.90 0.00 0.32 -0.27 -5.67 0.60 0.90 0.00 0.35 -0.09 5- LIVE 1.50 5.18 0.10 0.00 -0.04 0.01 27 -1.50 -5.18 -0.10 0.00 -0.04 3.88 HANDR 1.52 1.55 0.09 0.00 -0.03 -0.09 -1.52 -1.37 -0.09 0.00 -0.03 1.19 ULS 4.54 10.47 0.29 0.00 -0.11 -0.12 -4.54 -10.21 -0.29 0.00 -0.11 7.88 SLS 4.24 9.43 0.27 0.00 -0.10 -0.12 -4.24 -9.18 -0.27 0.00 -0.10 7.10 16- LIVE 1.50 5.18 -0.10 0.00 0.04 0.01 27 -1.50 -5.18 0.10 0.00 0.04 3.88 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 13 5/3 Steel Footbridge 10-11-2021
  • 14. HANDR 1.05 1.85 -0.08 0.00 0.03 0.10 -1.05 -1.66 0.08 0.00 0.03 1.22 ULS 3.87 10.88 -0.28 0.00 0.10 0.15 -3.87 -10.62 0.28 0.00 0.11 7.92 SLS 3.57 9.84 -0.26 0.00 0.10 0.15 -3.57 -9.59 0.26 0.00 0.10 7.14 23- LIVE -8.02 10.16 0.00 0.00 0.00 0.00 24 8.02 -4.16 0.00 0.00 0.00 11.46 HANDR -6.91 6.04 0.07 0.05 0.00 0.00 6.91 -4.02 -0.07 -0.05 -0.11 8.05 ULS -22.50 24.72 0.10 0.07 0.00 0.00 22.50 -12.29 -0.10 -0.07 -0.16 29.60 SLS -20.90 22.68 0.10 0.07 0.00 0.00 20.90 -11.46 -0.10 -0.07 -0.16 27.31 24- LIVE -22.79 4.16 0.00 0.00 0.00 -11.46 25 22.79 1.84 0.00 0.00 0.00 13.32 HANDR -19.60 3.74 0.04 0.05 0.06 -8.05 19.60 -1.72 -0.04 -0.05 -0.11 12.42 ULS -63.90 11.90 0.05 0.07 0.08 -29.60 63.90 0.52 -0.05 -0.07 -0.16 38.71 SLS -59.35 11.07 0.05 0.07 0.08 -27.31 59.35 0.16 -0.05 -0.07 -0.16 36.04 25- LIVE -35.12 7.62 0.00 0.00 0.00 -13.32 26 35.12 -1.62 0.00 0.00 0.00 20.72 HANDR -30.13 3.72 0.06 0.03 0.11 -12.42 30.13 -1.70 -0.06 -0.03 -0.22 16.76 ULS -98.38 17.41 0.09 0.04 0.16 -38.70 98.38 -4.98 -0.09 -0.04 -0.30 56.61 SLS -91.35 15.88 0.09 0.04 0.16 -36.04 91.35 -4.65 -0.09 -0.04 -0.30 52.47 26- LIVE -43.92 1.63 0.00 0.00 0.00 -20.72 27 43.92 4.37 0.00 0.00 0.00 18.52 HANDR -37.62 1.42 0.00 0.03 0.18 -16.76 37.62 0.60 0.00 -0.03 -0.18 17.42 ULS -122.95 4.60 -0.01 0.04 0.26 -56.61 122.95 7.83 0.01 -0.04 -0.25 54.02 SLS -114.16 4.27 -0.01 0.04 0.26 -52.47 114.16 6.96 0.01 -0.04 -0.25 50.32 27- LIVE -48.36 6.00 0.00 0.00 0.00 -18.52 28 48.36 0.00 0.00 0.00 0.00 23.32 HANDR -41.40 2.16 0.04 0.00 0.18 -17.42 41.40 -0.14 -0.04 0.00 -0.24 19.25 ULS -135.33 12.62 0.05 0.00 0.25 -54.02 135.33 -0.19 -0.05 0.00 -0.33 64.27 SLS -125.66 11.42 0.05 0.00 0.25 -50.32 125.66 -0.19 -0.05 0.00 -0.33 59.60 28- LIVE -48.36 0.00 0.00 0.00 0.00 -23.32 29 48.36 6.00 0.00 0.00 0.00 18.52 HANDR -41.40 -0.14 -0.04 0.00 0.24 -19.25 41.40 2.16 0.04 0.00 -0.18 17.42 ULS -135.33 -0.19 -0.05 0.00 0.33 -64.27 135.33 12.62 0.05 0.00 -0.25 54.02 SLS -125.66 -0.19 -0.05 0.00 0.33 -59.60 125.66 11.42 0.05 0.00 -0.25 50.32 29- LIVE -43.92 4.37 0.00 0.00 0.00 -18.52 30 43.92 1.63 0.00 0.00 0.00 20.72 HANDR -37.62 0.60 0.00 -0.03 0.18 -17.42 37.62 1.42 0.00 0.03 -0.18 16.76 ULS -122.95 7.83 0.01 -0.04 0.25 -54.02 122.95 4.60 -0.01 0.04 -0.26 56.61 SLS -114.16 6.96 0.01 -0.04 0.25 -50.32 114.16 4.27 -0.01 0.04 -0.26 52.47 30- LIVE -35.12 -1.62 0.00 0.00 0.00 -20.72 31 35.12 7.62 0.00 0.00 0.00 13.32 HANDR -30.13 -1.70 -0.06 -0.03 0.22 -16.76 30.13 3.72 0.06 0.03 -0.11 12.42 ULS -98.38 -4.98 -0.09 -0.04 0.30 -56.61 98.38 17.41 0.09 0.04 -0.16 38.70 SLS -91.35 -4.65 -0.09 -0.04 0.30 -52.47 91.35 15.88 0.09 0.04 -0.16 36.04 31- LIVE -22.79 1.84 0.00 0.00 0.00 -13.32 32 22.79 4.16 0.00 0.00 0.00 11.46 HANDR -19.60 -1.72 -0.04 -0.05 0.11 -12.42 19.60 3.74 0.04 0.05 -0.06 8.05 ULS -63.90 0.52 -0.05 -0.07 0.16 -38.71 63.90 11.90 0.05 0.07 -0.08 29.60 SLS -59.35 0.16 -0.05 -0.07 0.16 -36.04 59.35 11.07 0.05 0.07 -0.08 27.31 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 14 5/3 Steel Footbridge 10-11-2021
  • 15. 32- LIVE -8.02 -4.16 0.00 0.00 0.00 -11.46 33 8.02 10.16 0.00 0.00 0.00 0.00 HANDR -6.91 -4.02 -0.07 -0.05 0.11 -8.05 6.91 6.04 0.07 0.05 0.00 0.00 ULS -22.50 -12.29 -0.10 -0.07 0.16 -29.60 22.50 24.72 0.10 0.07 0.00 0.00 SLS -20.90 -11.46 -0.10 -0.07 0.16 -27.31 20.90 22.68 0.10 0.07 0.00 0.00 7- LIVE 1.50 5.18 -0.10 0.00 0.04 0.01 29 -1.50 -5.18 0.10 0.00 0.04 3.88 HANDR 1.52 1.55 -0.09 0.00 0.03 -0.09 -1.52 -1.37 0.09 0.00 0.03 1.19 ULS 4.54 10.47 -0.29 0.00 0.11 -0.12 -4.54 -10.21 0.29 0.00 0.11 7.88 SLS 4.24 9.43 -0.27 0.00 0.10 -0.12 -4.24 -9.18 0.27 0.00 0.10 7.10 18- LIVE 1.50 5.18 0.10 0.00 -0.04 0.01 29 -1.50 -5.18 -0.10 0.00 -0.04 3.88 HANDR 1.05 1.85 0.08 0.00 -0.03 0.10 -1.05 -1.66 -0.08 0.00 -0.03 1.22 ULS 3.87 10.88 0.28 0.00 -0.10 0.15 -3.87 -10.62 -0.28 0.00 -0.11 7.92 SLS 3.57 9.84 0.26 0.00 -0.10 0.15 -3.57 -9.59 -0.26 0.00 -0.10 7.14 9- LIVE 0.94 4.73 -0.29 0.00 0.11 0.03 31 -0.94 -4.73 0.29 0.00 0.11 3.52 HANDR 0.97 1.24 -0.25 0.00 0.09 -0.05 -0.97 -1.05 0.25 0.00 0.10 0.91 ULS 2.87 9.30 -0.82 0.00 0.30 -0.02 -2.87 -9.04 0.82 0.00 0.31 6.90 SLS 2.68 8.36 -0.76 0.00 0.28 -0.03 -2.68 -8.10 0.76 0.00 0.29 6.20 20- LIVE 0.94 4.73 0.29 0.00 -0.11 0.03 31 -0.94 -4.73 -0.29 0.00 -0.11 3.52 HANDR 0.66 1.40 0.24 0.00 -0.09 0.06 -0.66 -1.22 -0.24 0.00 -0.09 0.93 ULS 2.44 9.53 0.79 0.00 -0.29 0.12 -2.44 -9.27 -0.79 0.00 -0.30 6.93 SLS 2.25 8.58 0.73 0.00 -0.27 0.12 -2.25 -8.33 -0.73 0.00 -0.28 6.22 11- LIVE 2.21 -0.06 -0.35 0.00 0.13 -0.03 33 -2.21 0.06 0.35 0.00 0.14 -0.02 HANDR 1.99 0.28 -0.32 0.00 0.11 0.14 -1.99 -0.10 0.32 0.00 0.12 0.00 ULS 6.32 0.29 -1.00 0.00 0.36 0.14 -6.32 -0.03 1.00 0.00 0.39 -0.02 SLS 5.88 0.30 -0.93 0.00 0.34 0.15 -5.88 -0.05 0.93 0.00 0.36 -0.02 22- LIVE 2.21 -0.06 0.35 0.00 -0.13 -0.03 33 -2.21 0.06 -0.35 0.00 -0.14 -0.02 HANDR 1.84 -0.18 0.29 0.00 -0.11 -0.16 -1.84 0.36 -0.29 0.00 -0.11 -0.05 ULS 6.11 -0.35 0.97 0.00 -0.35 -0.27 -6.11 0.61 -0.97 0.00 -0.38 -0.09 SLS 5.67 -0.34 0.90 0.00 -0.32 -0.27 -5.67 0.60 -0.90 0.00 -0.35 -0.09 34- LIVE 0.76 0.34 -0.01 -0.01 0.01 0.30 35 -0.76 -0.34 0.01 0.01 0.00 0.25 HANDR 0.85 0.48 0.02 0.03 -0.02 0.34 -0.85 -0.24 -0.02 -0.03 -0.01 0.24 ULS 2.40 1.23 0.02 0.03 -0.02 0.96 -2.40 -0.88 -0.02 -0.03 -0.01 0.73 SLS 2.25 1.16 0.02 0.03 -0.02 0.90 -2.25 -0.82 -0.02 -0.03 -0.02 0.68 35- LIVE 51.26 0.28 -0.01 -0.01 0.00 0.15 36 -51.26 -0.28 0.01 0.01 0.01 0.30 HANDR 54.71 0.42 0.03 0.04 -0.02 0.19 -54.71 -0.17 -0.03 -0.04 -0.02 0.28 ULS 158.61 1.04 0.03 0.04 -0.02 0.51 -158.61 -0.69 -0.03 -0.04 -0.02 0.87 SLS 148.36 0.98 0.03 0.04 -0.02 0.48 -148.36 -0.64 -0.03 -0.04 -0.02 0.81 36- LIVE 51.93 0.09 0.00 0.00 0.00 0.00 37 -51.93 -0.09 0.00 0.00 0.00 0.15 HANDR 55.42 0.22 0.01 0.03 0.00 0.04 -55.42 0.02 -0.01 -0.03 -0.02 0.12 ULS 160.68 0.46 0.02 0.04 -0.01 0.06 -160.68 -0.12 -0.02 -0.04 -0.02 0.41 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 15 5/3 Steel Footbridge 10-11-2021
  • 16. SLS 150.29 0.44 0.02 0.04 -0.01 0.05 -150.29 -0.10 -0.02 -0.04 -0.02 0.38 37- LIVE 79.13 0.20 0.00 0.00 0.00 0.06 38 -79.13 -0.20 0.00 0.00 0.00 0.26 HANDR 83.98 0.33 0.02 0.02 -0.01 0.09 -83.98 -0.08 -0.02 -0.02 -0.02 0.24 ULS 244.19 0.78 0.03 0.03 -0.01 0.21 -244.19 -0.44 -0.03 -0.03 -0.03 0.76 SLS 228.36 0.74 0.03 0.03 -0.01 0.20 -228.36 -0.40 -0.03 -0.03 -0.03 0.71 38- LIVE 79.36 -0.07 0.00 0.00 0.00 -0.16 39 -79.36 0.07 0.00 0.00 0.00 0.05 HANDR 84.22 0.05 0.00 0.01 0.01 -0.13 -84.22 0.19 0.00 -0.01 -0.01 0.02 ULS 244.90 -0.04 0.00 0.01 0.02 -0.45 -244.90 0.38 0.00 -0.01 -0.01 0.11 SLS 229.02 -0.03 0.00 0.01 0.02 -0.41 -229.02 0.37 0.00 -0.01 -0.01 0.10 39- LIVE 79.36 0.07 0.00 0.00 0.00 -0.05 40 -79.36 -0.07 0.00 0.00 0.00 0.16 HANDR 84.22 0.19 0.00 -0.01 0.01 -0.02 -84.22 0.05 0.00 0.01 -0.01 0.13 ULS 244.90 0.38 0.00 -0.01 0.01 -0.11 -244.90 -0.04 0.00 0.01 -0.02 0.45 SLS 229.02 0.37 0.00 -0.01 0.01 -0.10 -229.02 -0.03 0.00 0.01 -0.02 0.41 40- LIVE 79.13 -0.20 0.00 0.00 0.00 -0.26 41 -79.13 0.20 0.00 0.00 0.00 -0.06 HANDR 83.98 -0.08 -0.02 -0.02 0.02 -0.24 -83.98 0.33 0.02 0.02 0.01 -0.09 ULS 244.19 -0.44 -0.03 -0.03 0.03 -0.76 -244.19 0.78 0.03 0.03 0.01 -0.21 SLS 228.36 -0.40 -0.03 -0.03 0.03 -0.71 -228.36 0.74 0.03 0.03 0.01 -0.20 41- LIVE 51.93 -0.09 0.00 0.00 0.00 -0.15 42 -51.93 0.09 0.00 0.00 0.00 0.00 HANDR 55.42 0.02 -0.01 -0.03 0.02 -0.12 -55.42 0.22 0.01 0.03 0.00 -0.04 ULS 160.68 -0.12 -0.02 -0.04 0.02 -0.41 -160.68 0.46 0.02 0.04 0.01 -0.06 SLS 150.29 -0.10 -0.02 -0.04 0.02 -0.38 -150.29 0.44 0.02 0.04 0.01 -0.05 42- LIVE 51.26 -0.28 0.01 0.01 -0.01 -0.30 43 -51.26 0.28 -0.01 -0.01 0.00 -0.15 HANDR 54.71 -0.17 -0.03 -0.04 0.02 -0.28 -54.71 0.42 0.03 0.04 0.02 -0.19 ULS 158.61 -0.69 -0.03 -0.04 0.02 -0.87 -158.61 1.04 0.03 0.04 0.02 -0.51 SLS 148.36 -0.64 -0.03 -0.04 0.02 -0.81 -148.36 0.98 0.03 0.04 0.02 -0.48 43- LIVE 0.76 -0.34 0.01 0.01 0.00 -0.25 44 -0.76 0.34 -0.01 -0.01 -0.01 -0.30 HANDR 0.85 -0.24 -0.02 -0.03 0.01 -0.24 -0.85 0.48 0.02 0.03 0.02 -0.34 ULS 2.40 -0.88 -0.02 -0.03 0.01 -0.73 -2.40 1.23 0.02 0.03 0.02 -0.96 SLS 2.25 -0.82 -0.02 -0.03 0.02 -0.68 -2.25 1.16 0.02 0.03 0.02 -0.90 45- LIVE 0.76 0.34 0.01 0.01 -0.01 0.30 46 -0.76 -0.34 -0.01 -0.01 0.00 0.25 HANDR 0.52 0.33 0.03 0.03 -0.03 0.21 -0.52 -0.09 -0.03 -0.03 -0.01 0.13 ULS 1.94 1.02 0.04 0.05 -0.04 0.78 -1.94 -0.67 -0.04 -0.05 -0.03 0.58 SLS 1.78 0.95 0.04 0.05 -0.04 0.72 -1.78 -0.61 -0.04 -0.05 -0.03 0.53 46- LIVE 51.26 0.28 0.01 0.01 0.00 0.15 47 -51.26 -0.28 -0.01 -0.01 -0.01 0.30 HANDR 33.08 0.30 0.03 0.04 -0.02 0.13 -33.08 -0.06 -0.03 -0.04 -0.03 0.16 ULS 128.33 0.88 0.05 0.07 -0.04 0.43 -128.33 -0.53 -0.05 -0.07 -0.05 0.70 SLS 118.08 0.82 0.05 0.07 -0.04 0.40 -118.08 -0.48 -0.05 -0.07 -0.05 0.64 47- LIVE 51.93 0.09 0.00 0.00 0.00 0.00 48 -51.93 -0.09 0.00 0.00 0.00 0.15 HANDR 33.51 0.18 0.01 0.04 0.00 0.04 -33.51 0.06 -0.01 -0.04 -0.02 0.06 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 16 5/3 Steel Footbridge 10-11-2021
  • 17. ULS 130.01 0.40 0.02 0.06 0.00 0.05 -130.01 -0.06 -0.02 -0.06 -0.03 0.32 SLS 119.63 0.39 0.02 0.06 0.00 0.05 -119.63 -0.04 -0.02 -0.06 -0.03 0.29 48- LIVE 79.13 0.20 0.00 0.00 0.00 0.06 49 -79.13 -0.20 0.00 0.00 0.00 0.26 HANDR 51.07 0.25 0.02 0.02 -0.01 0.07 -51.07 -0.01 -0.02 -0.02 -0.02 0.14 ULS 198.11 0.67 0.03 0.03 -0.01 0.19 -198.11 -0.33 -0.03 -0.03 -0.04 0.61 SLS 182.28 0.63 0.03 0.03 -0.01 0.18 -182.28 -0.29 -0.03 -0.03 -0.04 0.56 49- LIVE 79.36 -0.07 0.00 0.00 0.00 -0.16 50 -79.36 0.07 0.00 0.00 0.00 0.05 HANDR 51.22 0.08 0.00 0.01 0.01 -0.07 -51.22 0.17 0.00 -0.01 -0.01 0.00 ULS 198.68 0.00 -0.01 0.02 0.02 -0.35 -198.68 0.35 0.01 -0.02 -0.01 0.07 SLS 182.81 0.01 -0.01 0.02 0.02 -0.32 -182.81 0.33 0.01 -0.02 -0.01 0.06 50- LIVE 79.36 0.07 0.00 0.00 0.00 -0.05 51 -79.36 -0.07 0.00 0.00 0.00 0.16 HANDR 51.22 0.17 0.00 -0.01 0.01 0.00 -51.22 0.08 0.00 0.01 -0.01 0.07 ULS 198.68 0.35 0.01 -0.02 0.01 -0.07 -198.68 0.00 -0.01 0.02 -0.02 0.35 SLS 182.81 0.33 0.01 -0.02 0.01 -0.06 -182.81 0.01 -0.01 0.02 -0.02 0.32 51- LIVE 79.13 -0.20 0.00 0.00 0.00 -0.26 52 -79.13 0.20 0.00 0.00 0.00 -0.06 HANDR 51.07 -0.01 -0.02 -0.02 0.02 -0.14 -51.07 0.25 0.02 0.02 0.01 -0.07 ULS 198.11 -0.33 -0.03 -0.03 0.04 -0.61 -198.11 0.67 0.03 0.03 0.01 -0.19 SLS 182.28 -0.29 -0.03 -0.03 0.04 -0.56 -182.28 0.63 0.03 0.03 0.01 -0.18 52- LIVE 51.93 -0.09 0.00 0.00 0.00 -0.15 53 -51.93 0.09 0.00 0.00 0.00 0.00 HANDR 33.51 0.06 -0.01 -0.04 0.02 -0.06 -33.51 0.18 0.01 0.04 0.00 -0.04 ULS 130.01 -0.06 -0.02 -0.06 0.03 -0.32 -130.01 0.40 0.02 0.06 0.00 -0.05 SLS 119.63 -0.04 -0.02 -0.06 0.03 -0.29 -119.63 0.39 0.02 0.06 0.00 -0.05 53- LIVE 51.26 -0.28 -0.01 -0.01 0.01 -0.30 54 -51.26 0.28 0.01 0.01 0.00 -0.15 HANDR 33.08 -0.06 -0.03 -0.04 0.03 -0.16 -33.08 0.30 0.03 0.04 0.02 -0.13 ULS 128.33 -0.53 -0.05 -0.07 0.05 -0.70 -128.33 0.88 0.05 0.07 0.04 -0.43 SLS 118.08 -0.48 -0.05 -0.07 0.05 -0.64 -118.08 0.82 0.05 0.07 0.04 -0.40 54- LIVE 0.76 -0.34 -0.01 -0.01 0.00 -0.25 55 -0.76 0.34 0.01 0.01 0.01 -0.30 HANDR 0.52 -0.09 -0.03 -0.03 0.01 -0.13 -0.52 0.33 0.03 0.03 0.03 -0.21 ULS 1.94 -0.67 -0.04 -0.05 0.03 -0.58 -1.94 1.02 0.04 0.05 0.04 -0.78 SLS 1.78 -0.61 -0.04 -0.05 0.03 -0.53 -1.78 0.95 0.04 0.05 0.04 -0.72 1- LIVE 35.27 -0.04 0.00 -0.01 0.01 -0.06 35 -35.27 0.04 0.00 0.01 0.00 -0.01 HANDR 38.16 0.04 0.02 0.02 -0.05 -0.05 -38.06 0.12 -0.02 -0.02 0.02 -0.04 ULS 109.85 -0.01 0.02 0.03 -0.05 -0.17 -109.71 0.24 -0.02 -0.03 0.02 -0.07 SLS 102.80 0.00 0.02 0.03 -0.05 -0.15 -102.66 0.23 -0.02 -0.03 0.02 -0.06 3- LIVE -23.28 -0.03 0.00 0.00 0.01 -0.05 35 23.28 0.03 0.00 0.00 0.00 0.00 HANDR -24.29 0.05 0.01 0.02 -0.04 -0.03 24.39 0.11 -0.01 -0.02 0.02 -0.03 ULS -71.25 0.02 0.01 0.02 -0.04 -0.13 71.39 0.20 -0.01 -0.02 0.02 -0.04 SLS -66.60 0.03 0.01 0.02 -0.04 -0.12 66.74 0.20 -0.01 -0.02 0.02 -0.04 3- LIVE 28.97 -0.08 0.00 0.00 0.00 -0.14 37 -28.97 0.08 0.00 0.00 0.00 -0.02 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 17 5/3 Steel Footbridge 10-11-2021
  • 18. HANDR 30.84 -0.01 0.01 0.01 -0.02 -0.12 -30.73 0.17 -0.01 -0.01 0.01 -0.04 ULS 89.53 -0.14 0.01 0.01 -0.03 -0.40 -89.39 0.37 -0.01 -0.01 0.01 -0.08 SLS 83.73 -0.12 0.01 0.01 -0.03 -0.37 -83.59 0.35 -0.01 -0.01 0.01 -0.08 5- LIVE -2.58 -0.08 0.00 0.00 0.00 -0.13 37 2.58 0.08 0.00 0.00 0.00 -0.02 HANDR -2.30 0.00 0.01 0.01 -0.03 -0.11 2.40 0.16 -0.01 -0.01 0.01 -0.04 ULS -7.35 -0.13 0.01 0.02 -0.04 -0.37 7.49 0.35 -0.01 -0.02 0.02 -0.08 SLS -6.83 -0.11 0.01 0.02 -0.04 -0.34 6.98 0.34 -0.01 -0.02 0.02 -0.08 5- LIVE 15.35 -0.09 0.00 0.00 0.00 -0.16 39 -15.35 0.09 0.00 0.00 0.00 -0.02 HANDR 16.48 -0.02 0.00 0.00 0.00 -0.14 -16.38 0.18 0.00 0.00 0.00 -0.04 ULS 47.63 -0.18 0.00 0.00 0.01 -0.45 -47.49 0.40 0.00 0.00 0.00 -0.09 SLS 44.56 -0.16 0.00 0.00 0.01 -0.42 -44.42 0.38 0.00 0.00 0.00 -0.09 7- LIVE 15.35 -0.09 0.00 0.00 0.00 -0.16 39 -15.35 0.09 0.00 0.00 0.00 -0.02 HANDR 16.48 -0.02 0.00 0.00 0.00 -0.14 -16.38 0.18 0.00 0.00 0.00 -0.04 ULS 47.63 -0.18 0.00 0.00 -0.01 -0.45 -47.49 0.40 0.00 0.00 0.00 -0.09 SLS 44.56 -0.16 0.00 0.00 -0.01 -0.42 -44.42 0.38 0.00 0.00 0.00 -0.09 7- LIVE -2.58 -0.08 0.00 0.00 0.00 -0.13 41 2.58 0.08 0.00 0.00 0.00 -0.02 HANDR -2.30 0.00 -0.01 -0.01 0.03 -0.11 2.40 0.16 0.01 0.01 -0.01 -0.04 ULS -7.35 -0.13 -0.01 -0.02 0.04 -0.37 7.49 0.35 0.01 0.02 -0.02 -0.08 SLS -6.83 -0.11 -0.01 -0.02 0.04 -0.34 6.98 0.34 0.01 0.02 -0.02 -0.08 9- LIVE 28.97 -0.08 0.00 0.00 0.00 -0.14 41 -28.97 0.08 0.00 0.00 0.00 -0.02 HANDR 30.84 -0.01 -0.01 -0.01 0.02 -0.12 -30.73 0.17 0.01 0.01 -0.01 -0.04 ULS 89.53 -0.14 -0.01 -0.01 0.03 -0.40 -89.39 0.37 0.01 0.01 -0.01 -0.08 SLS 83.73 -0.12 -0.01 -0.01 0.03 -0.37 -83.59 0.35 0.01 0.01 -0.01 -0.08 9- LIVE -23.28 -0.03 0.00 0.00 -0.01 -0.05 43 23.28 0.03 0.00 0.00 0.00 0.00 HANDR -24.29 0.05 -0.01 -0.02 0.04 -0.03 24.39 0.11 0.01 0.02 -0.02 -0.03 ULS -71.25 0.02 -0.01 -0.02 0.04 -0.13 71.39 0.20 0.01 0.02 -0.02 -0.04 SLS -66.60 0.03 -0.01 -0.02 0.04 -0.12 66.74 0.20 0.01 0.02 -0.02 -0.04 11- LIVE 35.27 -0.04 0.00 0.01 -0.01 -0.06 43 -35.27 0.04 0.00 -0.01 0.00 -0.01 HANDR 38.16 0.04 -0.02 -0.02 0.05 -0.05 -38.06 0.12 0.02 0.02 -0.02 -0.04 ULS 109.85 -0.01 -0.02 -0.03 0.05 -0.17 -109.71 0.24 0.02 0.03 -0.02 -0.07 SLS 102.80 0.00 -0.02 -0.03 0.05 -0.15 -102.66 0.23 0.02 0.03 -0.02 -0.06 12- LIVE 35.27 -0.04 0.00 0.01 -0.01 -0.06 46 -35.27 0.04 0.00 -0.01 0.00 -0.01 HANDR 23.06 0.06 0.02 0.03 -0.05 -0.02 -22.96 0.11 -0.02 -0.03 0.02 -0.03 ULS 88.72 0.01 0.04 0.04 -0.10 -0.13 -88.58 0.21 -0.04 -0.04 0.03 -0.06 SLS 81.66 0.02 0.03 0.04 -0.09 -0.11 -81.52 0.20 -0.03 -0.04 0.03 -0.06 14- LIVE -23.28 -0.03 0.00 0.00 -0.01 -0.05 46 23.28 0.03 0.00 0.00 0.00 0.00 HANDR -14.69 0.06 0.01 0.02 -0.04 -0.01 14.79 0.10 -0.01 -0.02 0.02 -0.03 ULS -57.81 0.04 0.03 0.03 -0.08 -0.10 57.95 0.19 -0.03 -0.03 0.03 -0.04 SLS -53.16 0.04 0.02 0.03 -0.08 -0.09 53.30 0.18 -0.02 -0.03 0.03 -0.04 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 18 5/3 Steel Footbridge 10-11-2021
  • 19. 14- LIVE 28.97 -0.08 0.00 0.00 0.00 -0.14 48 -28.97 0.08 0.00 0.00 0.00 -0.02 HANDR 18.99 0.03 0.01 0.01 -0.02 -0.06 -18.89 0.13 -0.01 -0.01 0.01 -0.04 ULS 72.95 -0.09 0.01 0.01 -0.03 -0.32 -72.81 0.32 -0.01 -0.01 0.02 -0.08 SLS 67.15 -0.08 0.01 0.01 -0.03 -0.29 -67.01 0.30 -0.01 -0.01 0.02 -0.07 16- LIVE -2.58 -0.08 0.00 0.00 0.00 -0.13 48 2.58 0.08 0.00 0.00 0.00 -0.02 HANDR -1.37 0.03 0.01 0.02 -0.03 -0.06 1.47 0.13 -0.01 -0.02 0.02 -0.04 ULS -6.04 -0.08 0.01 0.02 -0.04 -0.29 6.18 0.31 -0.01 -0.02 0.02 -0.08 SLS -5.53 -0.07 0.01 0.02 -0.04 -0.27 5.67 0.29 -0.01 -0.02 0.02 -0.07 16- LIVE 15.35 -0.09 0.00 0.00 0.00 -0.16 50 -15.35 0.09 0.00 0.00 0.00 -0.02 HANDR 10.24 0.02 0.00 0.00 0.00 -0.08 -10.14 0.14 0.00 0.00 0.00 -0.04 ULS 38.89 -0.12 0.00 -0.01 0.01 -0.36 -38.75 0.35 0.00 0.01 0.00 -0.08 SLS 35.82 -0.10 0.00 -0.01 0.01 -0.33 -35.68 0.33 0.00 0.01 0.00 -0.08 18- LIVE 15.35 -0.09 0.00 0.00 0.00 -0.16 50 -15.35 0.09 0.00 0.00 0.00 -0.02 HANDR 10.24 0.02 0.00 0.00 0.00 -0.08 -10.14 0.14 0.00 0.00 0.00 -0.04 ULS 38.89 -0.12 0.00 0.01 -0.01 -0.36 -38.75 0.35 0.00 -0.01 0.00 -0.08 SLS 35.82 -0.10 0.00 0.01 -0.01 -0.33 -35.68 0.33 0.00 -0.01 0.00 -0.08 18- LIVE -2.58 -0.08 0.00 0.00 0.00 -0.13 52 2.58 0.08 0.00 0.00 0.00 -0.02 HANDR -1.37 0.03 -0.01 -0.02 0.03 -0.06 1.47 0.13 0.01 0.02 -0.02 -0.04 ULS -6.04 -0.08 -0.01 -0.02 0.04 -0.29 6.18 0.31 0.01 0.02 -0.02 -0.08 SLS -5.53 -0.07 -0.01 -0.02 0.04 -0.27 5.67 0.29 0.01 0.02 -0.02 -0.07 20- LIVE 28.97 -0.08 0.00 0.00 0.00 -0.14 52 -28.97 0.08 0.00 0.00 0.00 -0.02 HANDR 18.99 0.03 -0.01 -0.01 0.02 -0.06 -18.89 0.13 0.01 0.01 -0.01 -0.04 ULS 72.95 -0.09 -0.01 -0.01 0.03 -0.32 -72.81 0.32 0.01 0.01 -0.02 -0.08 SLS 67.15 -0.08 -0.01 -0.01 0.03 -0.29 -67.01 0.30 0.01 0.01 -0.02 -0.07 20- LIVE -23.28 -0.03 0.00 0.00 0.01 -0.05 54 23.28 0.03 0.00 0.00 0.00 0.00 HANDR -14.69 0.06 -0.01 -0.02 0.04 -0.01 14.79 0.10 0.01 0.02 -0.02 -0.03 ULS -57.81 0.04 -0.03 -0.03 0.08 -0.10 57.95 0.19 0.03 0.03 -0.03 -0.04 SLS -53.16 0.04 -0.02 -0.03 0.08 -0.09 53.30 0.18 0.02 0.03 -0.03 -0.04 22- LIVE 35.27 -0.04 0.00 -0.01 0.01 -0.06 54 -35.27 0.04 0.00 0.01 0.00 -0.01 HANDR 23.06 0.06 -0.02 -0.03 0.05 -0.02 -22.96 0.11 0.02 0.03 -0.02 -0.03 ULS 88.72 0.01 -0.04 -0.04 0.10 -0.13 -88.58 0.21 0.04 0.04 -0.03 -0.06 SLS 81.66 0.02 -0.03 -0.04 0.09 -0.11 -81.52 0.20 0.03 0.04 -0.03 -0.06 12- LIVE 0.34 -0.76 0.01 -0.01 -0.01 -0.46 45 -0.34 0.76 -0.01 0.01 0.01 -0.30 HANDR 0.43 -0.52 0.03 -0.03 -0.06 -0.31 -0.33 0.52 -0.03 0.03 0.03 -0.21 ULS 1.16 -1.94 0.04 -0.04 -0.10 -1.16 -1.02 1.94 -0.04 0.04 0.05 -0.78 SLS 1.09 -1.78 0.04 -0.04 -0.09 -1.07 -0.95 1.78 -0.04 0.04 0.05 -0.72 1- LIVE 0.34 -0.76 -0.01 0.01 0.01 -0.46 34 -0.34 0.76 0.01 -0.01 -0.01 -0.30 HANDR 0.58 -0.85 0.02 -0.02 -0.05 -0.51 -0.48 0.85 -0.02 0.02 0.03 -0.34 ULS 1.37 -2.40 0.02 -0.02 -0.05 -1.44 -1.23 2.40 -0.02 0.02 0.03 -0.96 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 19 5/3 Steel Footbridge 10-11-2021
  • 20. SLS 1.30 -2.25 0.02 -0.02 -0.05 -1.35 -1.16 2.25 -0.02 0.02 0.03 -0.90 22- LIVE 0.34 0.76 0.01 0.01 -0.01 0.46 55 -0.34 -0.76 -0.01 -0.01 0.01 0.30 HANDR 0.43 0.52 0.03 0.03 -0.06 0.31 -0.33 -0.52 -0.03 -0.03 0.03 0.21 ULS 1.16 1.94 0.04 0.04 -0.10 1.16 -1.02 -1.94 -0.04 -0.04 0.05 0.78 SLS 1.09 1.78 0.04 0.04 -0.09 1.07 -0.95 -1.78 -0.04 -0.04 0.05 0.72 11- LIVE 0.34 0.76 -0.01 -0.01 0.01 0.46 44 -0.34 -0.76 0.01 0.01 -0.01 0.30 HANDR 0.58 0.85 0.02 0.02 -0.05 0.51 -0.48 -0.85 -0.02 -0.02 0.03 0.34 ULS 1.37 2.40 0.02 0.02 -0.05 1.44 -1.23 -2.40 -0.02 -0.02 0.03 0.96 SLS 1.30 2.25 0.02 0.02 -0.05 1.35 -1.16 -2.25 -0.02 -0.02 0.03 0.90 2- LIVE -6.36 -0.85 0.00 0.01 0.00 -0.46 35 6.36 0.85 0.00 -0.01 0.00 -0.40 HANDR -6.76 -0.90 0.00 -0.03 0.00 -0.48 6.86 0.90 0.00 0.03 0.01 -0.42 ULS -19.64 -2.63 0.00 -0.03 -0.01 -1.40 19.78 2.63 0.00 0.03 0.01 -1.22 SLS -18.37 -2.45 0.00 -0.03 -0.01 -1.31 18.51 2.45 0.00 0.03 0.01 -1.14 3- LIVE -0.19 -0.67 0.01 0.00 -0.01 -0.37 36 0.19 0.67 -0.01 0.00 0.00 -0.30 HANDR 0.15 -0.71 -0.01 -0.03 0.02 -0.39 -0.05 0.71 0.01 0.03 0.00 -0.32 ULS -0.09 -2.07 -0.01 -0.03 0.01 -1.14 0.23 2.07 0.01 0.03 0.00 -0.93 SLS -0.05 -1.93 -0.01 -0.03 0.01 -1.07 0.20 1.93 0.01 0.03 0.00 -0.86 4- LIVE -13.74 -0.44 0.00 0.00 0.00 -0.24 37 13.74 0.44 0.00 0.00 0.00 -0.20 HANDR -14.28 -0.46 0.01 -0.02 0.00 -0.25 14.38 0.46 -0.01 0.02 -0.01 -0.21 ULS -41.99 -1.35 0.01 -0.02 0.00 -0.73 42.13 1.35 -0.01 0.02 -0.01 -0.62 SLS -39.24 -1.26 0.01 -0.02 0.00 -0.68 39.38 1.26 -0.01 0.02 -0.01 -0.58 5- LIVE -0.27 -0.23 0.00 0.00 0.00 -0.13 38 0.27 0.23 0.00 0.00 0.00 -0.10 HANDR 0.07 -0.24 -0.02 -0.01 0.03 -0.13 0.03 0.24 0.02 0.01 -0.01 -0.11 ULS -0.34 -0.71 -0.03 -0.01 0.04 -0.39 0.48 0.71 0.03 0.01 -0.01 -0.32 SLS -0.28 -0.66 -0.03 -0.01 0.04 -0.36 0.43 0.66 0.03 0.01 -0.01 -0.30 6- LIVE -15.97 0.00 0.00 0.00 0.00 0.00 39 15.97 0.00 0.00 0.00 0.00 0.00 HANDR -16.57 0.00 0.01 0.00 0.00 0.00 16.67 0.00 -0.01 0.00 -0.01 0.00 ULS -48.75 0.00 0.01 0.00 0.00 0.00 48.89 0.00 -0.01 0.00 -0.02 0.00 SLS -45.55 0.00 0.01 0.00 0.00 0.00 45.70 0.00 -0.01 0.00 -0.02 0.00 7- LIVE -0.27 0.23 0.00 0.00 0.00 0.13 40 0.27 -0.23 0.00 0.00 0.00 0.10 HANDR 0.07 0.24 -0.02 0.01 0.03 0.13 0.03 -0.24 0.02 -0.01 -0.01 0.11 ULS -0.34 0.71 -0.03 0.01 0.04 0.39 0.48 -0.71 0.03 -0.01 -0.01 0.32 SLS -0.28 0.66 -0.03 0.01 0.04 0.36 0.43 -0.66 0.03 -0.01 -0.01 0.30 8- LIVE -13.74 0.44 0.00 0.00 0.00 0.24 41 13.74 -0.44 0.00 0.00 0.00 0.20 HANDR -14.28 0.46 0.01 0.02 0.00 0.25 14.38 -0.46 -0.01 -0.02 -0.01 0.21 ULS -41.99 1.35 0.01 0.02 0.00 0.73 42.13 -1.35 -0.01 -0.02 -0.01 0.62 SLS -39.24 1.26 0.01 0.02 0.00 0.68 39.38 -1.26 -0.01 -0.02 -0.01 0.58 9- LIVE -0.19 0.67 0.01 0.00 -0.01 0.37 42 0.19 -0.67 -0.01 0.00 0.00 0.30 HANDR 0.15 0.71 -0.01 0.03 0.02 0.39 -0.05 -0.71 0.01 -0.03 0.00 0.32 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 20 5/3 Steel Footbridge 10-11-2021
  • 21. ULS -0.09 2.07 -0.01 0.03 0.01 1.14 0.23 -2.07 0.01 -0.03 0.00 0.93 SLS -0.05 1.93 -0.01 0.03 0.01 1.07 0.20 -1.93 0.01 -0.03 0.00 0.86 10- LIVE -6.36 0.85 0.00 -0.01 0.00 0.46 43 6.36 -0.85 0.00 0.01 0.00 0.40 HANDR -6.76 0.90 0.00 0.03 0.00 0.48 6.86 -0.90 0.00 -0.03 0.01 0.42 ULS -19.64 2.63 0.00 0.03 -0.01 1.40 19.78 -2.63 0.00 -0.03 0.01 1.22 SLS -18.37 2.45 0.00 0.03 -0.01 1.31 18.51 -2.45 0.00 -0.03 0.01 1.14 13- LIVE -6.36 -0.85 0.00 -0.01 0.00 -0.46 46 6.36 0.85 0.00 0.01 0.00 -0.40 HANDR -3.84 -0.55 0.00 -0.03 0.00 -0.29 3.94 0.55 0.00 0.03 0.01 -0.25 ULS -15.55 -2.13 0.00 -0.05 -0.01 -1.14 15.69 2.13 0.00 0.05 0.01 -0.99 SLS -14.28 -1.96 0.00 -0.05 -0.01 -1.05 14.42 1.96 0.00 0.05 0.01 -0.91 14- LIVE -0.19 -0.67 -0.01 0.00 0.01 -0.37 47 0.19 0.67 0.01 0.00 0.00 -0.30 HANDR 0.23 -0.43 -0.02 -0.03 0.02 -0.24 -0.12 0.43 0.02 0.03 0.00 -0.19 ULS 0.01 -1.68 -0.03 -0.05 0.04 -0.93 0.13 1.68 0.03 0.05 -0.01 -0.75 SLS 0.05 -1.55 -0.03 -0.05 0.04 -0.85 0.09 1.55 0.03 0.05 -0.01 -0.69 15- LIVE -13.74 -0.44 0.00 0.00 0.00 -0.24 48 13.74 0.44 0.00 0.00 0.00 -0.20 HANDR -8.59 -0.28 0.01 -0.02 0.00 -0.15 8.70 0.28 -0.01 0.02 -0.01 -0.13 ULS -34.02 -1.10 0.01 -0.03 0.01 -0.59 34.16 1.10 -0.01 0.03 -0.02 -0.51 SLS -31.27 -1.02 0.01 -0.03 0.00 -0.55 31.42 1.02 -0.01 0.03 -0.01 -0.47 16- LIVE -0.27 -0.23 0.00 0.00 0.00 -0.13 49 0.27 0.23 0.00 0.00 0.00 -0.10 HANDR 0.17 -0.15 -0.02 -0.01 0.03 -0.08 -0.07 0.15 0.02 0.01 -0.01 -0.07 ULS -0.19 -0.58 -0.04 -0.02 0.05 -0.32 0.33 0.58 0.04 0.02 -0.02 -0.26 SLS -0.14 -0.53 -0.04 -0.02 0.05 -0.29 0.28 0.53 0.04 0.02 -0.02 -0.24 17- LIVE -15.97 0.00 0.00 0.00 0.00 0.00 50 15.97 0.00 0.00 0.00 0.00 0.00 HANDR -10.07 0.00 0.01 0.00 0.00 0.00 10.17 0.00 -0.01 0.00 -0.01 0.00 ULS -39.65 0.00 0.01 0.00 0.01 0.00 39.79 0.00 -0.01 0.00 -0.02 0.00 SLS -36.45 0.00 0.01 0.00 0.01 0.00 36.59 0.00 -0.01 0.00 -0.02 0.00 18- LIVE -0.27 0.23 0.00 0.00 0.00 0.13 51 0.27 -0.23 0.00 0.00 0.00 0.10 HANDR 0.17 0.15 -0.02 0.01 0.03 0.08 -0.07 -0.15 0.02 -0.01 -0.01 0.07 ULS -0.19 0.58 -0.04 0.02 0.05 0.32 0.33 -0.58 0.04 -0.02 -0.02 0.26 SLS -0.14 0.53 -0.04 0.02 0.05 0.29 0.28 -0.53 0.04 -0.02 -0.02 0.24 19- LIVE -13.74 0.44 0.00 0.00 0.00 0.24 52 13.74 -0.44 0.00 0.00 0.00 0.20 HANDR -8.59 0.28 0.01 0.02 0.00 0.15 8.70 -0.28 -0.01 -0.02 -0.01 0.13 ULS -34.02 1.10 0.01 0.03 0.01 0.59 34.16 -1.10 -0.01 -0.03 -0.02 0.51 SLS -31.27 1.02 0.01 0.03 0.00 0.55 31.42 -1.02 -0.01 -0.03 -0.01 0.47 20- LIVE -0.19 0.67 -0.01 0.00 0.01 0.37 53 0.19 -0.67 0.01 0.00 0.00 0.30 HANDR 0.23 0.43 -0.02 0.03 0.02 0.24 -0.12 -0.43 0.02 -0.03 0.00 0.19 ULS 0.01 1.68 -0.03 0.05 0.04 0.93 0.13 -1.68 0.03 -0.05 -0.01 0.75 SLS 0.05 1.55 -0.03 0.05 0.04 0.85 0.09 -1.55 0.03 -0.05 -0.01 0.69 21- LIVE -6.36 0.85 0.00 0.01 0.00 0.46 54 6.36 -0.85 0.00 -0.01 0.00 0.40 Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 21 5/3 Steel Footbridge 10-11-2021
  • 22. HANDR -3.84 0.55 0.00 0.03 0.00 0.29 3.94 -0.55 0.00 -0.03 0.01 0.25 ULS -15.55 2.13 0.00 0.05 -0.01 1.14 15.69 -2.13 0.00 -0.05 0.01 0.99 SLS -14.28 1.96 0.00 0.05 -0.01 1.05 14.42 -1.96 0.00 -0.05 0.01 0.91 ============================== STATISTICAL DATA =============================== Weights of beam elements: (Added to load case HANDR) Section Designation Total Mass (kN) (kg) GIRDER 356x368x129 H1 60.614 6178.8 CG 203x133x25 I1 2.218 226.1 WB 100x50x5.0 R1 6.026 614.2 TC 100x50x8.0 R1 4.903 499.8 --------------------- 73.761 7519.0 Total weight of structure = 79.30 kN No. of real numbers in Stiffness matrix = 0 (0 bytes) Time used to analyse = 0: 0:0.058 seconds Total number of : Nodes = 55 Beam Elements = 104 Cable Elements = 0 Shell Elements = 20 Supports = 6 Section Properties = 4 Load Cases = 2 Load Combinations = 2 =============================== END OF OUTPUT ================================= Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 22 5/3 Steel Footbridge 10-11-2021
  • 23. Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 23 5/3 Steel Footbridge 10-11-2021
  • 24. Member Design for Combined Stresses MOMENTS: X-X M max = 21.44kNm @ 1.60m 20.0 15.0 10.0 5.00   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.8400kNm @ 0.00m -.200 -.400 -.600 -.800   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -77.71kN @ 0.00m -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Task: Task 1 Element 1-2 Evaluate current section Lx Eff = 1.360 m mx = .647 Ly Eff = 1.360 m my = .614 Le Eff = 1.600 m mlt= .644 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 77.7 21.4 .840 ---- + --- + --- = ---- + ---- + ---- = 0.05 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 13.8 .516 ------ + ---- = ---- + ---- = 0.03 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 56.59kNm @ 1.60m 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = .0100kNm @ 1.60m .01000 .00800 .00600 .00400 .00200   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -57.67kN @ 0.00m -50.0 -40.0 -30.0 -20.0 -10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 2-3 Evaluate current section Lx Eff = 1.360 m mx = .771 Ly Eff = 1.360 m my = .600 Le Eff = 1.600 m mlt= .770 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 57.7 56.6 .010 ---- + --- + --- = ---- + ---- + ---- = 0.11 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 43.6 .006 ------ + ---- = ---- + ---- = 0.07 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 24 5-3 Steel footbridge 10-11-2021
  • 25. MOMENTS: X-X M max = 55.18kNm @ 0.00m 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.7700kNm @ 0.00m -.200 -.400 -.600 -.800   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -168.6kN @ 0.00m -160 -140 -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 3-4 Evaluate current section Lx Eff = 1.360 m mx = .947 Ly Eff = 1.360 m my = .561 Le Eff = 1.600 m mlt= .946 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 169 55.2 .770 ---- + --- + --- = ---- + ---- + ---- = 0.13 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 52.2 .432 ------ + ---- = ---- + ---- = 0.09 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 80.86kNm @ 1.60m 80.0 60.0 40.0 20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.4600kNm @ 1.60m -.100 -.200 -.300 -.400   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -156.8kN @ 0.00m -140 -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 4-5 Evaluate current section Lx Eff = 1.360 m mx = .833 Ly Eff = 1.360 m my = .583 Le Eff = 1.600 m mlt= .833 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 157 80.9 .460 ---- + --- + --- = ---- + ---- + ---- = 0.17 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 67.3 .268 ------ + ---- = ---- + ---- = 0.11 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 25 5-3 Steel footbridge 10-11-2021
  • 26. MOMENTS: X-X M max = 80.39kNm @ 0.00m 80.0 60.0 40.0 20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.7300kNm @ 0.00m -.200 -.400 -.600   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -194.5kN @ 0.00m -150 -100 -50.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 5-6 Evaluate current section Lx Eff = 1.360 m mx = .871 Ly Eff = 1.360 m my = .570 Le Eff = 1.600 m mlt= .870 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 194 80.4 .730 ---- + --- + --- = ---- + ---- + ---- = 0.18 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 70.0 .416 ------ + ---- = ---- + ---- = 0.12 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 80.39kNm @ 1.60m 80.0 60.0 40.0 20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.7300kNm @ 1.60m -.200 -.400 -.600   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -194.5kN @ 0.00m -150 -100 -50.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 6-7 Evaluate current section Lx Eff = 1.360 m mx = .871 Ly Eff = 1.360 m my = .570 Le Eff = 1.600 m mlt= .870 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 194 80.4 .730 ---- + --- + --- = ---- + ---- + ---- = 0.18 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 70.0 .416 ------ + ---- = ---- + ---- = 0.12 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 26 5-3 Steel footbridge 10-11-2021
  • 27. MOMENTS: X-X M max = 80.86kNm @ 0.00m 80.0 60.0 40.0 20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.4600kNm @ 0.00m -.100 -.200 -.300 -.400   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -156.8kN @ 0.00m -140 -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 7-8 Evaluate current section Lx Eff = 1.360 m mx = .833 Ly Eff = 1.360 m my = .583 Le Eff = 1.600 m mlt= .833 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 157 80.9 .460 ---- + --- + --- = ---- + ---- + ---- = 0.17 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 67.3 .268 ------ + ---- = ---- + ---- = 0.11 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 55.18kNm @ 1.60m 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.7700kNm @ 1.60m -.200 -.400 -.600 -.800   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -168.6kN @ 0.00m -160 -140 -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 8-9 Evaluate current section Lx Eff = 1.360 m mx = .947 Ly Eff = 1.360 m my = .561 Le Eff = 1.600 m mlt= .946 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 169 55.2 .770 ---- + --- + --- = ---- + ---- + ---- = 0.13 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 52.2 .432 ------ + ---- = ---- + ---- = 0.09 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 27 5-3 Steel footbridge 10-11-2021
  • 28. MOMENTS: X-X M max = 56.59kNm @ 0.00m 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = .0100kNm @ 0.00m .01000 .00800 .00600 .00400 .00200   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -57.67kN @ 0.00m -50.0 -40.0 -30.0 -20.0 -10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 9-10 Evaluate current section Lx Eff = 1.360 m mx = .771 Ly Eff = 1.360 m my = .600 Le Eff = 1.600 m mlt= .770 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 57.7 56.6 .010 ---- + --- + --- = ---- + ---- + ---- = 0.11 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 43.6 .006 ------ + ---- = ---- + ---- = 0.07 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 21.44kNm @ 0.00m 20.0 15.0 10.0 5.00   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.8400kNm @ 1.60m -.200 -.400 -.600 -.800   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -77.71kN @ 0.00m -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 10-11 Evaluate current section Lx Eff = 1.360 m mx = .647 Ly Eff = 1.360 m my = .614 Le Eff = 1.600 m mlt= .644 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 77.7 21.4 .840 ---- + --- + --- = ---- + ---- + ---- = 0.05 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 13.8 .516 ------ + ---- = ---- + ---- = 0.03 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 28 5-3 Steel footbridge 10-11-2021
  • 29. MOMENTS: X-X M max = 16.83kNm @ 1.60m 16.0 14.0 12.0 10.0 8.00 6.00 4.00 2.00 -2.00   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = .6400kNm @ 0.00m .600 .400 .200   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -60.38kN @ 0.00m -60.0 -50.0 -40.0 -30.0 -20.0 -10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 12-13 Evaluate current section Lx Eff = 1.360 m mx = .639 Ly Eff = 1.360 m my = .572 Le Eff = 1.600 m mlt= .635 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 60.4 16.8 .640 ---- + --- + --- = ---- + ---- + ---- = 0.04 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 10.7 .366 ------ + ---- = ---- + ---- = 0.02 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 46.14kNm @ 1.60m 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.2500kNm @ 1.60m -.050 -.100 -.150 -.200 -.250   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -40.11kN @ 0.00m -40.0 -30.0 -20.0 -10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 13-14 Evaluate current section Lx Eff = 1.360 m mx = .761 Ly Eff = 1.360 m my = .784 Le Eff = 1.600 m mlt= .760 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 40.1 46.1 .250 ---- + --- + --- = ---- + ---- + ---- = 0.09 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 35.1 .196 ------ + ---- = ---- + ---- = 0.06 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 29 5-3 Steel footbridge 10-11-2021
  • 30. MOMENTS: X-X M max = 45.00kNm @ 0.00m 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.5900kNm @ 1.60m .200 -.200 -.400 -.600   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -126.7kN @ 0.00m -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 14-15 Evaluate current section Lx Eff = 1.360 m mx = .936 Ly Eff = 1.360 m my = .505 Le Eff = 1.600 m mlt= .935 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 127 45.0 .590 ---- + --- + --- = ---- + ---- + ---- = 0.10 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 42.1 .298 ------ + ---- = ---- + ---- = 0.07 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 66.06kNm @ 1.60m 60.0 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.5300kNm @ 0.00m -.100 -.200 -.300 -.400 -.500   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -114.9kN @ 0.00m -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 15-16 Evaluate current section Lx Eff = 1.360 m mx = .825 Ly Eff = 1.360 m my = .623 Le Eff = 1.600 m mlt= .824 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 115 66.1 .530 ---- + --- + --- = ---- + ---- + ---- = 0.13 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 54.5 .330 ------ + ---- = ---- + ---- = 0.09 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 30 5-3 Steel footbridge 10-11-2021
  • 31. MOMENTS: X-X M max = 65.68kNm @ 0.00m 60.0 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.6700kNm @ 1.60m -.200 -.400 -.600   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -144.3kN @ 0.00m -140 -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 16-17 Evaluate current section Lx Eff = 1.360 m mx = .862 Ly Eff = 1.360 m my = .564 Le Eff = 1.600 m mlt= .862 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 144 65.7 .670 ---- + --- + --- = ---- + ---- + ---- = 0.14 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 56.6 .378 ------ + ---- = ---- + ---- = 0.09 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 65.68kNm @ 1.60m 60.0 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.6700kNm @ 0.00m -.200 -.400 -.600   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -144.3kN @ 0.00m -140 -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 17-18 Evaluate current section Lx Eff = 1.360 m mx = .862 Ly Eff = 1.360 m my = .564 Le Eff = 1.600 m mlt= .862 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 144 65.7 .670 ---- + --- + --- = ---- + ---- + ---- = 0.14 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 56.6 .378 ------ + ---- = ---- + ---- = 0.09 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 31 5-3 Steel footbridge 10-11-2021
  • 32. MOMENTS: X-X M max = 66.06kNm @ 0.00m 60.0 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.5300kNm @ 1.60m -.100 -.200 -.300 -.400 -.500   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -114.9kN @ 0.00m -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 18-19 Evaluate current section Lx Eff = 1.360 m mx = .825 Ly Eff = 1.360 m my = .623 Le Eff = 1.600 m mlt= .824 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 115 66.1 .530 ---- + --- + --- = ---- + ---- + ---- = 0.13 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 54.5 .330 ------ + ---- = ---- + ---- = 0.09 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 45.00kNm @ 1.60m 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.5900kNm @ 0.00m .200 -.200 -.400 -.600   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -126.7kN @ 0.00m -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 19-20 Evaluate current section Lx Eff = 1.360 m mx = .936 Ly Eff = 1.360 m my = .505 Le Eff = 1.600 m mlt= .935 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 127 45.0 .590 ---- + --- + --- = ---- + ---- + ---- = 0.10 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 42.1 .298 ------ + ---- = ---- + ---- = 0.07 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 32 5-3 Steel footbridge 10-11-2021
  • 33. MOMENTS: X-X M max = 46.14kNm @ 0.00m 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.2500kNm @ 0.00m -.050 -.100 -.150 -.200 -.250   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -40.11kN @ 0.00m -40.0 -30.0 -20.0 -10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 20-21 Evaluate current section Lx Eff = 1.360 m mx = .761 Ly Eff = 1.360 m my = .784 Le Eff = 1.600 m mlt= .760 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 40.1 46.1 .250 ---- + --- + --- = ---- + ---- + ---- = 0.09 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 35.1 .196 ------ + ---- = ---- + ---- = 0.06 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 16.83kNm @ 0.00m 16.0 14.0 12.0 10.0 8.00 6.00 4.00 2.00 -2.00   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = .6400kNm @ 1.60m .600 .400 .200   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -60.38kN @ 0.00m -60.0 -50.0 -40.0 -30.0 -20.0 -10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 21-22 Evaluate current section Lx Eff = 1.360 m mx = .639 Ly Eff = 1.360 m my = .572 Le Eff = 1.600 m mlt= .635 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 60.4 16.8 .640 ---- + --- + --- = ---- + ---- + ---- = 0.04 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 10.7 .366 ------ + ---- = ---- + ---- = 0.02 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 33 5-3 Steel footbridge 10-11-2021
  • 34. MOMENTS: X-X M max = 29.60kNm @ 1.60m 30.0 25.0 20.0 15.0 10.0 5.00   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.1600kNm @ 1.60m -.020 -.040 -.060 -.080 -.100 -.120 -.140 -.160   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -22.50kN @ 0.00m -20.0 -15.0 -10.0 -5.00   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 23-24 Evaluate current section Lx Eff = 1.360 m mx = .663 Ly Eff = 1.360 m my = .600 Le Eff = 1.600 m mlt= .661 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 22.5 29.6 .160 ---- + --- + --- = ---- + ---- + ---- = 0.05 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 19.6 .096 ------ + ---- = ---- + ---- = 0.03 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 38.73kNm @ 1.53m 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.1600kNm @ 1.60m -.020 -.040 -.060 -.080 -.100 -.120 -.140 -.160   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -63.90kN @ 0.00m -60.0 -50.0 -40.0 -30.0 -20.0 -10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 24-25 Evaluate current section Lx Eff = 1.360 m mx = .954 Ly Eff = 1.360 m my = .700 Le Eff = 1.600 m mlt= .952 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 63.9 38.7 .160 ---- + --- + --- = ---- + ---- + ---- = 0.08 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 36.9 .112 ------ + ---- = ---- + ---- = 0.06 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 34 5-3 Steel footbridge 10-11-2021
  • 35. MOMENTS: X-X M max = 56.61kNm @ 1.60m 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.3000kNm @ 1.60m -.050 -.100 -.150 -.200 -.250 -.300   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -98.38kN @ 0.00m -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 25-26 Evaluate current section Lx Eff = 1.360 m mx = .906 Ly Eff = 1.360 m my = .707 Le Eff = 1.600 m mlt= .905 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 98.4 56.6 .300 ---- + --- + --- = ---- + ---- + ---- = 0.12 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 51.2 .212 ------ + ---- = ---- + ---- = 0.08 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 57.97kNm @ .592m 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.2600kNm @ 0.00m -.050 -.100 -.150 -.200 -.250   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -123.0kN @ 0.00m -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 26-27 Evaluate current section Lx Eff = 1.360 m mx = .996 Ly Eff = 1.360 m my = .792 Le Eff = 1.600 m mlt= .995 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.533 m) Ft Mx My 123 58.0 .260 ---- + --- + --- = ---- + ---- + ---- = 0.12 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 57.6 .206 ------ + ---- = ---- + ---- = 0.10 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 35 5-3 Steel footbridge 10-11-2021
  • 36. MOMENTS: X-X M max = 64.27kNm @ 1.60m 60.0 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.3300kNm @ 1.60m -.050 -.100 -.150 -.200 -.250 -.300   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -135.3kN @ 0.00m -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 27-28 Evaluate current section Lx Eff = 1.360 m mx = .965 Ly Eff = 1.360 m my = .752 Le Eff = 1.600 m mlt= .964 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.600 m) Ft Mx My 135 64.3 .330 ---- + --- + --- = ---- + ---- + ---- = 0.14 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 62.0 .248 ------ + ---- = ---- + ---- = 0.10 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 64.27kNm @ 0.00m 60.0 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.3300kNm @ 0.00m -.050 -.100 -.150 -.200 -.250 -.300   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -135.3kN @ 0.00m -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 28-29 Evaluate current section Lx Eff = 1.360 m mx = .965 Ly Eff = 1.360 m my = .752 Le Eff = 1.600 m mlt= .964 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 135 64.3 .330 ---- + --- + --- = ---- + ---- + ---- = 0.14 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 62.0 .248 ------ + ---- = ---- + ---- = 0.10 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 36 5-3 Steel footbridge 10-11-2021
  • 37. MOMENTS: X-X M max = 57.97kNm @ 1.01m 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.2600kNm @ 1.60m -.050 -.100 -.150 -.200 -.250   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -123.0kN @ 0.00m -120 -100 -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 29-30 Evaluate current section Lx Eff = 1.360 m mx = .996 Ly Eff = 1.360 m my = .792 Le Eff = 1.600 m mlt= .995 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 1.067 m) Ft Mx My 123 58.0 .260 ---- + --- + --- = ---- + ---- + ---- = 0.12 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 57.6 .206 ------ + ---- = ---- + ---- = 0.10 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 56.61kNm @ 0.00m 50.0 40.0 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.3000kNm @ 0.00m -.050 -.100 -.150 -.200 -.250 -.300   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -98.38kN @ 0.00m -80.0 -60.0 -40.0 -20.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 30-31 Evaluate current section Lx Eff = 1.360 m mx = .906 Ly Eff = 1.360 m my = .707 Le Eff = 1.600 m mlt= .905 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 98.4 56.6 .300 ---- + --- + --- = ---- + ---- + ---- = 0.12 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 51.2 .212 ------ + ---- = ---- + ---- = 0.08 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 37 5-3 Steel footbridge 10-11-2021
  • 38. MOMENTS: X-X M max = 38.73kNm @ .067m 30.0 20.0 10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.1600kNm @ 0.00m -.020 -.040 -.060 -.080 -.100 -.120 -.140 -.160   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -63.90kN @ 0.00m -60.0 -50.0 -40.0 -30.0 -20.0 -10.0   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 31-32 Evaluate current section Lx Eff = 1.360 m mx = .954 Ly Eff = 1.360 m my = .700 Le Eff = 1.600 m mlt= .952 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 63.9 38.7 .160 ---- + --- + --- = ---- + ---- + ---- = 0.08 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 36.9 .112 ------ + ---- = ---- + ---- = 0.06 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ MOMENTS: X-X M max = 29.60kNm @ 0.00m 30.0 25.0 20.0 15.0 10.0 5.00   .200 .400 .600 .800 1.00 1.20 1.40 1.60 MOMENTS: Y-Y M max = -.1600kNm @ 0.00m -.020 -.040 -.060 -.080 -.100 -.120 -.140 -.160   .200 .400 .600 .800 1.00 1.20 1.40 1.60 AXIAL FORCE P max = -22.50kN @ 0.00m -20.0 -15.0 -10.0 -5.00   .200 .400 .600 .800 1.00 1.20 1.40 1.60 Element 32-33 Evaluate current section Lx Eff = 1.360 m mx = .663 Ly Eff = 1.360 m my = .600 Le Eff = 1.600 m mlt= .661 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 3 Web class : 1 Critical Load Case : ULS Section 356x368x129 H BS 5950 : Part 1 : 2000 4.8.2 Tension members with moments a) Local capacity check (Crit. pos.= 0.000 m) Ft Mx My 22.5 29.6 .160 ---- + --- + --- = ---- + ---- + ---- = 0.05 OK Pt Mcx Mcy 4428 610 214 b) Lateral torsional buckling under moments alone mltMLT myMy 19.6 .096 ------ + ---- = ---- + ---- = 0.03 OK Mb Mcy 610 214 Slenderness Ratio: L/r = 14 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 38 5-3 Steel footbridge 10-11-2021
  • 39. MOMENTS: X-X M max = -.1400kNm @ 0.00m -.020 -.040 -.060 -.080 -.100 -.120 -.140   .100 .200 .300 .400 .500 .600 .700 MOMENTS: Y-Y M max = -.3900kNm @ .750m .200 -.200 -.400   .100 .200 .300 .400 .500 .600 .700 AXIAL FORCE P max = 6.320kN @ 0.00m 1.00 2.00 3.00 4.00 5.00 6.00   .100 .200 .300 .400 .500 .600 .700 Element 1-23 Evaluate current section Lx Eff = 0.637 m mx = .525 Ly Eff = 0.637 m my = .415 Le Eff = 0.750 m mlt= .532 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 1 Web class : 1 Critical Load Case : ULS Section 203x133x25 I BS 5950 : Part 1 : 2000 4.8.3 Compression members with moments 4.8.3.2 Local capacity check (Crit. pos.= 0.750 m) Fc Mx My 6.32 .020 .390 ---- + -- + ---- = ---- + ---- + ---- = 0.03 OK AgPy Mcx Mcy 864 69.7 15.0 4.8.3.3 Overall buckling check 4.8.3.3.1 Simplified approach Fc mxMx myMy 6.32 .073 .162 -- + --- + ---- = ---- + ---- + ---- = 0.02 OK Pc PyZx PyZy 854 62.1 12.5 Fc mltMLT myMy 6.32 .074 .162 --- + ------ + ---- = ---- + ---- + ---- = 0.02 OK Pcy Mb PyZy 854 69.7 12.5 4.8.3.3.2 More exact approach Fc mxMx Fc myxMy 6.32 .073 6.32 .162 -- + ---(1+0.5--)+ 0.5---- = --- + ---(1+0.5---)+ 0.5---= 0.01 OK Pcx Mcx Pcx Mcy 864 69.7 864 15.0 Fc mltMlt myMy Fc 6.32 .074 .162 -- + ------ + ----(1+---) = ---- + ---- + ----(1.01)= 0.02 OK Pcy Mb Mcy Pcy 854 69.7 15.0 mxMx(1+0.5Fc/Pcx) myMy(1+Fc/Pcy) .074 .163 ---------------- + -------------- = ---- + ---- = 0.01 OK Mcx(1-Fc/Pcx) Mcy(1-Fc/Pcy) 69.2 14.9 Slenderness Ratio: L/r = 21 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 39 5-3 Steel footbridge 10-11-2021
  • 40. MOMENTS: X-X M max = 6.900kNm @ .750m 7.00 6.00 5.00 4.00 3.00 2.00 1.00   .100 .200 .300 .400 .500 .600 .700 MOMENTS: Y-Y M max = -.3100kNm @ .750m .300 .200 .100 -.100 -.200 -.300   .100 .200 .300 .400 .500 .600 .700 AXIAL FORCE P max = 2.870kN @ 0.00m .500 1.00 1.50 2.00 2.50 3.00   .100 .200 .300 .400 .500 .600 .700 Element 3-25 Evaluate current section Lx Eff = 0.637 m mx = .604 Ly Eff = 0.637 m my = .406 Le Eff = 0.750 m mlt= .604 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 1 Web class : 1 Critical Load Case : ULS Section 203x133x25 I BS 5950 : Part 1 : 2000 4.8.3 Compression members with moments 4.8.3.2 Local capacity check (Crit. pos.= 0.750 m) Fc Mx My 2.87 6.90 .310 ---- + -- + ---- = ---- + ---- + ---- = 0.12 OK AgPy Mcx Mcy 864 69.7 15.0 4.8.3.3 Overall buckling check 4.8.3.3.1 Simplified approach Fc mxMx myMy 2.87 4.17 .126 -- + --- + ---- = ---- + ---- + ---- = 0.08 OK Pc PyZx PyZy 854 62.1 12.5 Fc mltMLT myMy 2.87 4.17 .126 --- + ------ + ---- = ---- + ---- + ---- = 0.07 OK Pcy Mb PyZy 854 69.7 12.5 4.8.3.3.2 More exact approach Fc mxMx Fc myxMy 2.87 4.17 2.87 .126 -- + ---(1+0.5--)+ 0.5---- = --- + ---(1+0.5---)+ 0.5---= 0.07 OK Pcx Mcx Pcx Mcy 864 69.7 864 15.0 Fc mltMlt myMy Fc 2.87 4.17 .126 -- + ------ + ----(1+---) = ---- + ---- + ----(1.00)= 0.07 OK Pcy Mb Mcy Pcy 854 69.7 15.0 mxMx(1+0.5Fc/Pcx) myMy(1+Fc/Pcy) 4.17 .126 ---------------- + -------------- = ---- + ---- = 0.07 OK Mcx(1-Fc/Pcx) Mcy(1-Fc/Pcy) 69.4 14.9 Slenderness Ratio: L/r = 21 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 40 5-3 Steel footbridge 10-11-2021
  • 41. MOMENTS: X-X M max = 7.880kNm @ .750m 6.00 4.00 2.00   .100 .200 .300 .400 .500 .600 .700 MOMENTS: Y-Y M max = .1100kNm @ 0.00m .100 .050 -.050 -.100   .100 .200 .300 .400 .500 .600 .700 AXIAL FORCE P max = 4.540kN @ 0.00m 1.00 2.00 3.00 4.00   .100 .200 .300 .400 .500 .600 .700 Element 5-27 Evaluate current section Lx Eff = 0.637 m mx = .608 Ly Eff = 0.637 m my = .400 Le Eff = 0.750 m mlt= .608 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 1 Web class : 1 Critical Load Case : ULS Section 203x133x25 I BS 5950 : Part 1 : 2000 4.8.3 Compression members with moments 4.8.3.2 Local capacity check (Crit. pos.= 0.750 m) Fc Mx My 4.54 7.88 .110 ---- + -- + ---- = ---- + ---- + ---- = 0.13 OK AgPy Mcx Mcy 864 69.7 15.0 4.8.3.3 Overall buckling check 4.8.3.3.1 Simplified approach Fc mxMx myMy 4.54 4.79 .044 -- + --- + ---- = ---- + ---- + ---- = 0.09 OK Pc PyZx PyZy 854 62.1 12.5 Fc mltMLT myMy 4.54 4.79 .044 --- + ------ + ---- = ---- + ---- + ---- = 0.08 OK Pcy Mb PyZy 854 69.7 12.5 4.8.3.3.2 More exact approach Fc mxMx Fc myxMy 4.54 4.79 4.54 .044 -- + ---(1+0.5--)+ 0.5---- = --- + ---(1+0.5---)+ 0.5---= 0.08 OK Pcx Mcx Pcx Mcy 864 69.7 864 15.0 Fc mltMlt myMy Fc 4.54 4.79 .044 -- + ------ + ----(1+---) = ---- + ---- + ----(1.01)= 0.08 OK Pcy Mb Mcy Pcy 854 69.7 15.0 mxMx(1+0.5Fc/Pcx) myMy(1+Fc/Pcy) 4.81 .044 ---------------- + -------------- = ---- + ---- = 0.07 OK Mcx(1-Fc/Pcx) Mcy(1-Fc/Pcy) 69.3 14.9 Slenderness Ratio: L/r = 21 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 41 5-3 Steel footbridge 10-11-2021
  • 42. MOMENTS: X-X M max = 7.880kNm @ .750m 6.00 4.00 2.00   .100 .200 .300 .400 .500 .600 .700 MOMENTS: Y-Y M max = -.1100kNm @ 0.00m .100 .050 -.050 -.100   .100 .200 .300 .400 .500 .600 .700 AXIAL FORCE P max = 4.540kN @ 0.00m 1.00 2.00 3.00 4.00   .100 .200 .300 .400 .500 .600 .700 Element 7-29 Evaluate current section Lx Eff = 0.637 m mx = .608 Ly Eff = 0.637 m my = .400 Le Eff = 0.750 m mlt= .608 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 1 Web class : 1 Critical Load Case : ULS Section 203x133x25 I BS 5950 : Part 1 : 2000 4.8.3 Compression members with moments 4.8.3.2 Local capacity check (Crit. pos.= 0.750 m) Fc Mx My 4.54 7.88 .110 ---- + -- + ---- = ---- + ---- + ---- = 0.13 OK AgPy Mcx Mcy 864 69.7 15.0 4.8.3.3 Overall buckling check 4.8.3.3.1 Simplified approach Fc mxMx myMy 4.54 4.79 .044 -- + --- + ---- = ---- + ---- + ---- = 0.09 OK Pc PyZx PyZy 854 62.1 12.5 Fc mltMLT myMy 4.54 4.79 .044 --- + ------ + ---- = ---- + ---- + ---- = 0.08 OK Pcy Mb PyZy 854 69.7 12.5 4.8.3.3.2 More exact approach Fc mxMx Fc myxMy 4.54 4.79 4.54 .044 -- + ---(1+0.5--)+ 0.5---- = --- + ---(1+0.5---)+ 0.5---= 0.08 OK Pcx Mcx Pcx Mcy 864 69.7 864 15.0 Fc mltMlt myMy Fc 4.54 4.79 .044 -- + ------ + ----(1+---) = ---- + ---- + ----(1.01)= 0.08 OK Pcy Mb Mcy Pcy 854 69.7 15.0 mxMx(1+0.5Fc/Pcx) myMy(1+Fc/Pcy) 4.81 .044 ---------------- + -------------- = ---- + ---- = 0.07 OK Mcx(1-Fc/Pcx) Mcy(1-Fc/Pcy) 69.3 14.9 Slenderness Ratio: L/r = 21 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 42 5-3 Steel footbridge 10-11-2021
  • 43. MOMENTS: X-X M max = 6.900kNm @ .750m 7.00 6.00 5.00 4.00 3.00 2.00 1.00   .100 .200 .300 .400 .500 .600 .700 MOMENTS: Y-Y M max = .3100kNm @ .750m .300 .200 .100 -.100 -.200 -.300   .100 .200 .300 .400 .500 .600 .700 AXIAL FORCE P max = 2.870kN @ 0.00m .500 1.00 1.50 2.00 2.50 3.00   .100 .200 .300 .400 .500 .600 .700 Element 9-31 Evaluate current section Lx Eff = 0.637 m mx = .604 Ly Eff = 0.637 m my = .406 Le Eff = 0.750 m mlt= .604 Py = 270 MPa Tension area factor (Ane/Ag) = 1.00 Flange class: 1 Web class : 1 Critical Load Case : ULS Section 203x133x25 I BS 5950 : Part 1 : 2000 4.8.3 Compression members with moments 4.8.3.2 Local capacity check (Crit. pos.= 0.750 m) Fc Mx My 2.87 6.90 .310 ---- + -- + ---- = ---- + ---- + ---- = 0.12 OK AgPy Mcx Mcy 864 69.7 15.0 4.8.3.3 Overall buckling check 4.8.3.3.1 Simplified approach Fc mxMx myMy 2.87 4.17 .126 -- + --- + ---- = ---- + ---- + ---- = 0.08 OK Pc PyZx PyZy 854 62.1 12.5 Fc mltMLT myMy 2.87 4.17 .126 --- + ------ + ---- = ---- + ---- + ---- = 0.07 OK Pcy Mb PyZy 854 69.7 12.5 4.8.3.3.2 More exact approach Fc mxMx Fc myxMy 2.87 4.17 2.87 .126 -- + ---(1+0.5--)+ 0.5---- = --- + ---(1+0.5---)+ 0.5---= 0.07 OK Pcx Mcx Pcx Mcy 864 69.7 864 15.0 Fc mltMlt myMy Fc 2.87 4.17 .126 -- + ------ + ----(1+---) = ---- + ---- + ----(1.00)= 0.07 OK Pcy Mb Mcy Pcy 854 69.7 15.0 mxMx(1+0.5Fc/Pcx) myMy(1+Fc/Pcy) 4.17 .126 ---------------- + -------------- = ---- + ---- = 0.07 OK Mcx(1-Fc/Pcx) Mcy(1-Fc/Pcy) 69.4 14.9 Slenderness Ratio: L/r = 21 OK ------------------------------------------------------------ Sheet Job Number Job Title Client Calcs by Checked by Date Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : mail@prokon.com 43 5-3 Steel footbridge 10-11-2021