SDSU Faculty Profile - Dr. Victor M. Ponce - CEE445 - Applied Hydrology - Homework

SDSU Faculty Profile - Dr. Victor M. Ponce - CEE445 - Applied Hydrology - Homework - Spring 2001

CEE444-APPLIED HYDRAULICS
SPRING 2002
INSTRUCTOR: DR. V. M. PONCE
TEXT: HYDRAULIC ENGINEERING,
BY ROBERSON, CASSIDY, AND CHAUDHRY

UPDATED: 30 APRIL 2002

Homework Chapter Problems Assigned Due Late
1 2 1, 3, 8, 15 (Area= 44 sq mi), 20 Jan 24 Jan 31 Feb 07

2 2 36 (50-yr 24-hr rainfall = 3.1 in),
37, 40,
45 (Basin of Prob. 2-38),
49 Jan 31 Feb 07 Feb 14

3 4 1 (k_s= 0.003 ft; n= 0.015; use Darcy-Weisbach and Manning methods; verify last result with CHANNEL);
2 (k_s= 0.003 ft; T= 60^oF; n= 0.013; use Darcy-Weisbach and Manning methods; verify last result with GRAVITYPIPE)
3 (n= 0.015; use CHANNEL)
5 (n= 0.013; use CHANNEL)
8 (Use graphical method and CHANNEL) Feb 07 Feb 14 Feb 21

4 4 17 (Use CHANNEL; find bottom width to nearest ft that satisfies maximum permissible velocity)
20 (Solve by hand; verify results from depth of 1 m using CHANNEL; assume n= 0.03; try several slopes)
21
24 (Use CHANNEL)
29 (Assume n; Use CHANNEL)
30 (Use Fig 4-15) Feb 14 Feb 21 Feb 28

5 4 38 Assume n= 0.015 and velocity coefficients = 1; determine invert and w.s. elevation in the flume.
40
45 Assume n = 0.015.
47
49 Feb 21 Feb 28 Mar 07

6 4 60 Use sharp-crested weir Equation 4-38.
63 Assume broad-crested weir, C= 1, and critical flow at point B on top of highway.
65 Use Eq. 4-38 and trial and error.
66 Use Eq. 4-42; assume C= 1.
70 Use energy equation; assume negligible approach velocity.
X Calculate discharge in a Tainter gate for L= 10, H= 5, y= 0.5, y_d= 3.5, r = 5, a= 4.5 (all dimensions in ft) (Fig. 4-41). Mar 05 Mar 14 Mar 21

7 5 1
2
4 Assume the pump is located midway between the two reservoirs. Assume entrance loss coefficient K_e= 0.1 and expansion loss coefficient K_E= 1.
8 Assume entrance loss coefficient K_e= 0.1 and expansion loss coefficient K_E= 1.
12 Assume entrance loss coefficient K_e= 0.1. Neglect head loss in the nozzle. cee444homeworkspring2002.html Mar 14 Mar 21 Mar 28

8 5 14 T= 60^oF, Calculate L_e/D.
16 T= 60^oF, Hazen-Williams C_h= 140.
20 Use energy equation and Darcy-Weisbach head loss equation.
27 Assume f= 0.028 and verify f; K_e= 0.5, K_b= 0.2,T= 60^oF
35 Neglect minor losses and the velocity head at C. Find functions Q vs h_L in all pipes. Assume piezometric head at B, and verify continuity. Mar 21 Mar 28 Apr 11

9 5 EPANET application Mar 28 April 11 Apr 18

10 5 48
49
54 Apr 11 Apr 18 Apr 25

11 6 7 Assume wind velocity 70 mph; fetch = 9,000 ft.
13
X Same as Example 7-1 in textbook, but 50-year flood, peak discharge 300 cfs, TW= 4.5 ft, and roadway shoulder elevation 112 ft. Apr 25 May 2 May 9

12 - HEC-RAS Alamar design. May 2 May 9 -

13 - alamar.html webpage - - -

14 - waterway.html webpage - - -

Homework	Chapter	Problems	Assigned	Due	Late
1	2	1, 3, 8, 15 (Area= 44 sq mi), 20	Jan 24	Jan 31	Feb 07
2	2	36 (50-yr 24-hr rainfall = 3.1 in), 37, 40, 45 (Basin of Prob. 2-38), 49	Jan 31	Feb 07	Feb 14
3	4	1 (k_s= 0.003 ft; n= 0.015; use Darcy-Weisbach and Manning methods; verify last result with CHANNEL); 2 (k_s= 0.003 ft; T= 60^oF; n= 0.013; use Darcy-Weisbach and Manning methods; verify last result with GRAVITYPIPE) 3 (n= 0.015; use CHANNEL) 5 (n= 0.013; use CHANNEL) 8 (Use graphical method and CHANNEL)	Feb 07	Feb 14	Feb 21
4	4	17 (Use CHANNEL; find bottom width to nearest ft that satisfies maximum permissible velocity) 20 (Solve by hand; verify results from depth of 1 m using CHANNEL; assume n= 0.03; try several slopes) 21 24 (Use CHANNEL) 29 (Assume n; Use CHANNEL) 30 (Use Fig 4-15)	Feb 14	Feb 21	Feb 28
5	4	38 Assume n= 0.015 and velocity coefficients = 1; determine invert and w.s. elevation in the flume. 40 45 Assume n = 0.015. 47 49	Feb 21	Feb 28	Mar 07
6	4	60 Use sharp-crested weir Equation 4-38. 63 Assume broad-crested weir, C= 1, and critical flow at point B on top of highway. 65 Use Eq. 4-38 and trial and error. 66 Use Eq. 4-42; assume C= 1. 70 Use energy equation; assume negligible approach velocity. X Calculate discharge in a Tainter gate for L= 10, H= 5, y= 0.5, y_d= 3.5, r = 5, a= 4.5 (all dimensions in ft) (Fig. 4-41).	Mar 05	Mar 14	Mar 21
7	5	1 2 4 Assume the pump is located midway between the two reservoirs. Assume entrance loss coefficient K_e= 0.1 and expansion loss coefficient K_E= 1. 8 Assume entrance loss coefficient K_e= 0.1 and expansion loss coefficient K_E= 1. 12 Assume entrance loss coefficient K_e= 0.1. Neglect head loss in the nozzle. cee444homeworkspring2002.html	Mar 14	Mar 21	Mar 28
8	5	14 T= 60^oF, Calculate L_e/D. 16 T= 60^oF, Hazen-Williams C_h= 140. 20 Use energy equation and Darcy-Weisbach head loss equation. 27 Assume f= 0.028 and verify f; K_e= 0.5, K_b= 0.2,T= 60^oF 35 Neglect minor losses and the velocity head at C. Find functions Q vs h_L in all pipes. Assume piezometric head at B, and verify continuity.	Mar 21	Mar 28	Apr 11
9	5	EPANET application	Mar 28	April 11	Apr 18
10	5	48 49 54	Apr 11	Apr 18	Apr 25
11	6	7 Assume wind velocity 70 mph; fetch = 9,000 ft. 13 X Same as Example 7-1 in textbook, but 50-year flood, peak discharge 300 cfs, TW= 4.5 ft, and roadway shoulder elevation 112 ft.	Apr 25	May 2	May 9
12	-	HEC-RAS Alamar design.	May 2	May 9	-

13	-	alamar.html webpage	-	-	-
14	-	waterway.html webpage	-	-	-