1. Highway Engineering CE 431
Tutorial No. 1
Eng. Ali Mohammed Babalghaith

2. Functional classification of highways

3. Functional classification of highways
Riyadh – Dammam Road
Riyadh – Qassim Road
Riyadh – Mecca Road
Ring Road

4. Functional classification of highways
king Fahd Road
king Abdullah Road

5. Functional classification of highways
king Fahd Road
king Abdullah Road

6. Functional classification of highways
Ring of king Saud University
Takhasusi Road
Olaya Street.

7. Chapter 4: Highway Evaluation
Highway User Cost (HU) HU = (B + A) L +T+D
B= Basic Section (from figure 4-1 )
A= Accident Costs ( given)
L= Section Length ( Miles)
T= Transition Cost ( from figure 4-2 )
D = Delay at intersection (from figure 4-3 & 4-4)

8. Chapter 4: Highway Evaluation Problems page 102 in text book
4-1
4-2
4-3

9. Problem 4-1 ( page 102)
Determine the basic section cost for passenger cars using a multilane highway under the following conditions:
Design speed = 60 mph
Average running speed = 37 mph
Grade = +2%
Volume / Capacity ratio(v/c) = 0.7
Level of service = C
Curvature, R = 1432 ft.

10. Solution 4-1
Page 75

11. D
Figure 4-1 Page 75 A B C 27
0.7

12. Solution 4-1
Page 75

13. D
Figure 4-1 Page 75 A B C 37 27 79
0.7

14. Solution 4-1
Page 75

15. D
Figure 4-1 Page 75 4 A B C 37 27 8 79
0.7

16. Solution 4-1
Page 75

17. D
Figure 4-1 Page 75 4 A B C 37 27 8 79
0.7

18. Solution 4-1
Page 75

19. Problem 4-2
(A) Estimate the one-way section transition cost for the highway described in problem 4.1 given that the average running speed on next section is 25 mph.
(B) What would be the adjustment factor to account for the presence of 10 % single unit trucks and 5 % 3-S2 combination trucks?

20. Solution 4-2
Page 76

21. Transition cost 2.4 $/1000 passenger car
Adjustment factor for truck = 1.68
Transition cost =
1.68 x 2.4 = 4.03 $ /1000 vehicles
2.4 25

22. Problem 4-3
The volume of traffic along a certain intersection approach is 600 passenger cars per hour. Determine the cost due to stopping at the intersection under the following conditions:
Saturation flow, s = 1750 vph
Signal cycle time = 60 sec
Effective green time = 30 sec
Approach speed = 35 mph
5% single unit trucks
10% 3-S2 combination trucks

23. Solution 4-3

24. Solution 4-3
λ = 30/60 = 0.5
0.69
3.1

25. Solution 4-3

26. Solution 4-3
λ = 30/60 = 0.5
0.69
3.1

27. Solution 4-3

28. Solution 4-3
λ = 30/60 = 0.5
13.5
0.69
3.1

29. Solution 4-3

30. Solution 4-3
λ = 30/60 = 0.5
13.5
0.69
3.1

31. Solution 4-3

32. Solution 4-3