Design of a Pedestrian-Steel Bridge Crossing Auchi-Benin Expressway

Table of contents

1. I. Introduction

he world faces today the big challenge of traffic accidents that harvest annually millions of human lives (Muhammad, 2013). The consequences of these traffic accidents do not only affect the victims or their families, but extend to the impact the community and its progress (Muhammad, 2013). Pedestrian bridges are structures made for allowing pedestrians to cross a street/road/highway without being exposed to the risks of car accidents. A pedestrian bridge is any structure that removes pedestrians from vehicle roadway (Muhammad, 2013).

The first pedestrian bridge in Nigeria was a steel structure erected at Idumota cenotaph on Lagos Island (The Guardian, 2015). However, according to the Guardian newspaper, two such concrete bridges were also constructed: one in Iddo railway terminals across the road and the second was from Oyingbo to Otto near the old Leventis mainland hotel. The two bridges were planned towards the 1960 independence celebration. The construction work was carried out by Taylor Woodrow Construction Company (The Guardian, 2015). It was a major event on its own in those days especially considering the swampy terrain that the bridges were required to cross through. With the advent of the third National Development Plan (1975)(1976)(1977)(1978)(1979)(1980), reinforced concrete bridges on piles and prefab deck were constructed over Apapa-Oshodi expressway and the Agege Motor Way at Ikeja. A bridge is a structure that provides passage over an obstacle such as valley, rough terrain or body of water by spanning those with natural or manmade materials (Newman, 2003;Mosley and Bungey,1999;Jeswald, 2005).

According to Mugu (2004) a footbridge or pedestrian bridge is principally designed for pedestrians and in some cases cyclists, animal traffic and horse riders rather than vehicular traffic. Recently the Lagos State Government erected a multi-functional pedestrian structure at Oshodi (The Guardian, 2015). The current governor of Lagos State, Akinwumi Ambode, has approved the construction of pedestrian bridge at Berger area of the State to give room for easy crossing by pedestrian of the ever busy Lagos-Ibadan expressway (P M News, 2015). In Benin City, Edo State of Nigeria, there was a pedestrian steel bridge constructed at close proximity to the University of Benin main gate but was dismantled because of the dualisation of the road by the Edo State Government. Types of pedestrian bridge include: simple suspension, clapper, moon, stepstone and zigzag bridge Increasing rate of accident at the hostels' gate of Auchi Polytechnic is worrisome. This involves either two or more vehicles or at times two or more motor bikes. The fatal ones always attract the attention of the Federal Road Safety Corp (FRSC) who needs to evacuate the vehicles and the injured in order to allow the free flow of traffic. The main victims of hit and run by vehicles and bike riders especially at night have been the students living on and off campus of Auchi Polytechnic, Auchi. Thus this development necessitates the design and construction of a pedestrian bridge across the Auchi-Benin highway.

2. II. Materials and Methods

3. a) Study Area

This study focuses on the design of pedestrian bridge across the Auchi-Abuja Highway in front of Auchi Polytechnic, Auchi main entrance gate. b) Design consideration, calculations and analysis i.

4. Soil Test

The following geotechnical parameters were determined as follows:

(%) = ?????????????????????????????????????????????? % ??????????????????????????????????????? [2] Coefficient of uniformity (cu) = ??30 ??60 ? x D10 [3] Coefficient of uniformity (cu) = ??60 ??10 ? [4]

ii. Specific Gravity Test (Gs) Given:

Gs = (M 2 -M 1 )/ (M 2 -M 1 )-(M 4 -M 3 )

iii. Density Test Volume of cutter (V), mass of wet soil (M), Bulk density and dry density were computed as follows:

?? = ???? 2 ?? [5] M= M 2 -M 1 [6]

Global The outputs of the design analysis indicate that the chosen sections for all the structural members of the footbridge are adequate in term of ultimate and serviceability considerations. The soil analysis shows that it would be able to withstand the load from the columns and vibrations from vehicular movement.

Figure 1. 2
2Calculation for Coefficient of Consolidation under StressAo =1.594; Af = 1.678; T50 = 0.018; A50 = 1.640 Note: These values were read off from the consolidation graph. 018) 2 = 0.19?? 2 /???????? Determination of Co-efficient of Compressibility (Av)
Figure 2.
Figure 3. Table 1 :
1
S/N Observation and Calculations Determination No
1 2
1 Density 4267.0 4331.0
2 Weighty of Empty Bottle (M 1 ) (g) 26.6 26.6
3 Weighty of Bottle +Sample (M 2 ) (g) 56.6 56.6
4 Weighty of Bottle + Sample H 2 O (M 3 ) (g) 94.0 94.1
5 Weighty of Bottle + Sample + H 2 O (M 4 ) (g) 77.6 76.6
6 M 2 -M 1 (g) 30.0 30.0
7 M 4 -M 3 (g) 13.6 13.5
8 Gs 2.2 2.2
Result Density Gs = 5 2.2 2.2
Field data, 2016
Figure 4. Table 2 :
2
S/N Observation and Calculations Determination No
1 2
1 Core Cutter No 501.0 502.0
2 Internal Diameter (cm) 10.0 10.0
3 Internal Height (cm) 13.0 13.0
4 Mass Of Empty Core Cutter (M 1 )g 900.0 900.0
5 Mass Of Core Cutter With Soil (M 2 )g 2900.0 2600.0
6 Mass Of Wet Soil M= M 2 -M 1 2000.0 1700.0
7 Volume Of Cutter (V) (cm 3 ) 1021.0 1021.0
8 Moisture Content 0.1 0.2
9 Bulk Density = Wt of Soil / Vol of Cutter (g/cm 3 ) 1.96 1.67
10 Dry Density (g/cm 3 ) 1.75 1.45
Field data, 2016
Figure 5. Table 3 :
3
Test No. Load Shear Stress at Failure (KN/M2) Normal Stress (KN/M2)
1 10 38.0 49.0
2 20 56.0 77.0
3 30 66.0 104.3
Field data, 2016
Figure 6. Table 4 :
4
Time Mass 1 Maxx 2 Mass 3
(Seconds) 10 kg 20 kg 30 kg
5
10 1
15 1
20 1
30 1
60 1
90 1 13
120 2 29 56
150 4 46 75
180 16 54 87
210 30 61 93
240 40 71 93
270 47 76 106
300 50 82 105
330 52 86 109
360 53 87 112
390 57 92 115
420 61 97
450 62
480 65
510 65
540 66
570
600
630
660
690
720
Field data, 2016
Figure 7. Table 5 :
5
?H ?e = 0.0565 ?H ? = ? -?e h = Ho -?H Effective Stress
0 0.00000 0.513 20.00 0.0000
0.86 0.04859 0.464 19.14 100.102
1.16 0.06554 0.448 18.84 200.204
1.43 0.08079 0.432 18.57 300.306
1.59 0.08984 0.423 18.41 400.408
1.69 0.09549 0.448 18.31 500.501
Field data, 2016
c) Design of Structural Elements =4.62x106/160 x 225
i. Live Load for Footbridge 4620000/36000=128.33mm 2
For loaded length in excess of 30m Width of the flanges is within the range of 0.5d
Live load, qk = k x 5.0KN/m 2 [17] =0.5x160mm=80mm
128.33/80=1.604; assume 2mm
Where, Assume a plate size 80mmx2mm
K= nominal HA UDL for appropriate Area=80x2=160mm 2 >128.33mm 2
loaded length (in KN/m) 30 KN/m [18] The section chosen for the plate girder flanges as OK, the plate can be used.
HA value for loaded length (32.4m) = 29.1 KN/m Adopt the section 80mmx2mm
Therefore, For the Web
K=29.1 KN/m = 0.97
30 KN/m T ? d/20 [21]
But qk = k x 5.0 KNlm 2 T? 160/20=1.333
Therefore, qk = 0.97 x 5.0 KNlm 2 = 4.85 KN/m 2 Since T is a little bit small use the dimension of the
ii. Steel Plate for Treads flanges for the web 80mmx2mm
Assume 300mm x 2400mm size Section Classification
Plate Loading Flanges
Dead load from plate T=160mm; p y =225N/mm 2
=25.55kg/m 2 x0.3mx2.4m+25.55kg/m 2 x0.147mx2.4m But
=27.41kgx10=274.1Nx10 -3 =0.274KN Characteristic impose load =2.4m x0.3m ?"=(275/py)½ [22]
x4.85kN/m 2 =3.49KN Impose load on riser/tread=3.49x22=76.78KN ?"=(275/225)½=1.11 b=80-2 =39
Design load, n=1.4gk+1.6qk 2
=1.4x0.274+1.6x76.78=123.23KN T=160mm
Bending moment b/T=39/160=0.243
BM max = WL/8 [19] For welded section b/T=13?"
=123.23x0.3/8 =4.62KNM b/T=13x1.11 = 14.43>0.24
For short span girder Therefore, the flanges are semi compact
Span/depth=12 Serviceability Deflection under Imposed Load
Span/depth=15 2390mm/depth=15 ? = 050 x 384 EI wl 4 [23]
Depth=2390mm/15=159mm?160mm Since d=160mm>150mm; take p y =225N/mm 2 W = 1.0gk + 1.0qk = 13.814+38.39=52.204KN
Area of flanges, Af=M/d x p y [20] Where, E=205x10 9 N/mm 2
1

Appendix A

Appendix A.1

Appendix B

  1. Evaluation of Pedestrian Bridges and Pedestrian Safety in Jordan, A Muhammed . 2013. (Published by IISE)
  2. BS 5400 Part 2 Specification for Loads. Licensed Copy, J Mugu . 1978. University of Bath, England
  3. How to Build Paths, Steps and Footbridges, P Jeswald . 2005. North Adams, Massachusett: Storey Publishing.
  4. Pm News Nigeria . http://www.pmnewsnigeria.com Moves to Decongest Lagos Traffic, (Accessed
    ) 2015. 18 th June, 2015.
  5. Archaeology of Dartmoor. P Newman . Dartmoor National Part Authority, England. Pg 27, 2003.
  6. The Guardian . http://ngrguardiannews.com On Pedestrian Bridge, 2015. 2015.
  7. W H Mosley , J H Bungey . Reinforced concrete design, (England
    ) 1999. Palgrave.
Notes
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© 2018 Global Journals
Date: 2018-01-15