URDANETA CITY UNIVERSITY

College of Engineering and Architecture

2ND Semester A.Y. 2019 – 2020
HYDRAULICS PROBLEM SET

NAME: AGACITA, JOHN PAUL S. SCORE: _____

INSTRUCTION: SOLVE THE FOLLOWING PROBLEM WITH SOLUTION AND PLACE THE FINAL
ANSWER ON THE SPACE PROVIDED.STRICTLY NO ERASURES AND USE 3 DECIMALS ONLY

OPEN CHANNEL.

1. A rectangular channel carries a flow of 20 m3/s at a velocity of 5 m/s for a best hydraulic section. Compute:
A. Depth of Channel. d= 1.1414m
B. Width of channel. b= 2.828m
C. Slope of channel if roughness coefficient is 0.013 S= 0.OO671

2. A brick (n=0.015) rectangular channel slope equal to 0.002 is designed to carry 6.52 m 3/s of water in uniform flow.
There is argument over whether the channel width be 1.22 m or 2.44 m.
A. What is the depth of the 1.22 m width? d= 2.840m
B. What is the depth of the 2.44 m width? d= 1.240m
C. Which width needs fewer bricks and by what percent? p= 28.696%

3. The rate of flow through the storm sewer is 2.50 m 3/s. It is laid on a 1/200 gradient and n = 0.002. Compute for the
A. Depth of Flow
B. Hydraulic Depth
C. Critical Depth

2.5 m

.75 m .75 m
d
.5

4. Water flows at the rate of 4.25 m3/s thru a rectangular channel having a width of 2.4 m. Compute :
A. dc = 0.684m
B. Min. specific energy Hmin= 1.026m
C. Critical slope if n = 0.014 Sc = 0.00397

5. The bottom width of trapezoidal canal is 2.5 m and its sides are both inclined at 65 o from the horizontal. Water
flows at a depth of 3 m, the slope is 0.0008 and n=0.03, Find:
A. Hydraulic Radius. R= 1.283m
B. Kutters Coefficient. C= 35.093
C. Q using Chezy’s Formula with Mannings coefficient . Q= 13.021 m3/s

6. Water is flowing in a triangular channel with the side slope of 1:1 at a discharge of 3 m 3/s. The depth of water in
the channel is 2.5 m. Det.
A. Specific Energy? H= 2.512m
B. Froude No. Fn= 0.137
C. Type of flow (ALTERNATE STAGES OF FLOW)
7. The ø of a sewer pipe is 500 mm roughness of coef. 0.012 and slope of energy gradient is 0.002. Compute :
A. Depth of water in the pipe if the discharge is max. d= 0.469m
B. Vel. Of flow v= 1.204 m/s
C. Max. Discharge Q =0.194 m3/s
 URDANETA CITY UNIVERSITY
College of Engineering and Architecture
2ND Semester A.Y. 2019 – 2020
HYDRAULICS PROBLEM SET

NAME: ______________________________________ SCORE: ____________

INSTRUCTION: SOLVE THE FOLLOWING PROBLEM WITH SOLUTION AND PLACE THE FINAL
ANSWER ON THE SPACE PROVIDED.STRICTLY NO ERASURES AND USE 3 DECIMALS ONLY

HYDRAULIC JUMP

1. Water is flowing in a 3 m wide rectangular channel at a depth 360 mm. Hydraulic jump occurs and the depth of
water downstream from the jump is 1300 mm. Determine the discharge.

Q= 5.856 m3/s

2. Water is moving in a 5m wide rectangular channel at a depth of 1.0 m and a Froude number F N = √ 10. If the water
undergoes a jump, What is the
A. Depth of flow. d2= 4m
B. Froude number after the jump. Fn= 0.395

3. A hydraulic jump occurs in trapezoidal channel with the side slope of 1:1 and the base width of 4 m. if the upstream
depth is 1.0 m and the downstream depth is 2.0 m. Compute:
A. Discharge Q= 26.494m3/s
B. Power lost in the jump. PL =47.563kilowatts
 URDANETA CITY UNIVERSITY
College of Engineering and Architecture
2ND Semester A.Y. 2019 – 2020
HYDRAULICS PROBLEM SET

NAME: ______________________________________ SCORE: ____________

INSTRUCTION: SOLVE THE FOLLOWING PROBLEM WITH SOLUTION AND PLACE THE FINAL
ANSWER ON THE SPACE PROVIDED.STRICTLY NO ERASURES AND USE 3 DECIMALS ONLY

PIPES
1. Three concrete pipes are connected in series as shown. If the rate of flow in the pipe is 0.12 m 3/s.
Determine:
A. Total HL of the pipe HL= 114.960m
B. Length of 200 mm diameter equivalent pipe Lt= 1795.770m
C. Diameter of a 1260 equivalent pipe D= 187mm

PIPE 2
PIPE 1 PIPE 3
L = 300 m
L = 360 m L = 600 m
D = 150 mm
D = 200 mm D = 250 mm
f = 0.0242
f = 0.0248 f = 0.0255

2. Pipelines 1,2 and 3 are connected parallel to each other with pipeline 1 having 450
mm diameter and 600 meter long pipelines 2 of 400 mm diameter and 800 meter long
and pipeline 3 of 500 mm diameter and 700 meter long carries a combined discharge
of 0.86 m3/s. Assuming friction factor is 0.02 for all pipes. Compute the discharge in
pipeline:
A. Q1 = 0.278 m3/s
B. Q2= 0.179 m3/s
C. Q3= 0.404 m3/s
3. Pipeline A is connected to pipelines B and C which are parallel to each other at
junction Y and merge again at function X to flow a single pipeline D. The rate of flow of
water thru pipeline A is 0.05 m3/s and the total headloss from A to D is 9 meters. Using
Hazen William coefficient is equal to 120. Compute
Pipeline A L=300m D=200mm
Pipeline B L=266m D=160mm
Pipeline C L=190m D= ?
Pipeline A L=510m D=250mm
A. HL of pipeline B QB= 0.019 m3/s
B. Rate of flow at pipeline B hfB= 1.981 m
C. Diameter of pipeline C Dc = 179.844 mm
 URDANETA CITY UNIVERSITY
College of Engineering and Architecture
2ND Semester A.Y. 2019 – 2020
HYDRAULICS PROBLEM SET

4. The total headloss from A to D is 6 m. Using n=0.011. Compute:

P2, L=450M, D=600 mm
A. Q2
B. Q1
C. Q3
P1, L=600m, P4,L=480m,
D=900 mm D=900 mm
P3, L=540M,
Q1= 1.131 m3/s D=600 mm
Q2= 0.591 m3/s Q3= 0.540 m3/s
5. The flow from A to E is 280 L/s. Use n=0.011. Compute
A. Q4
B. Q5 P4
C. HL from A to E P1 P2 P3 P6

P-1 L=300m D=450mm

P5
P-2 L=360m D=250mm
P-3 L=300m D=250mm
P-4 L=1400m D=300mm
P-5 L=600m D=200mm
P-6 L=600m D=450mm

a. Q4= 0.136 m3/s

b. Q5= 0.043 m3/s

c. HL = 26.032 m
 URDANETA CITY UNIVERSITY
College of Engineering and Architecture
2ND Semester A.Y. 2019 – 2020
HYDRAULICS PROBLEM SET

NAME: ______________________________________ SCORE: ____________

INSTRUCTION: SOLVE THE FOLLOWING PROBLEM WITH SOLUTION AND PLACE THE FINAL
ANSWER ON THE SPACE PROVIDED.STRICTLY NO ERASURES AND USE 3 DECIMALS ONLY

RESERVOIRS

1. Three reservoirs A, B, and C are connected by pipeline 1,2 and 3 respectively which merges at junction
x, the elevation of reservoir A is 300m, and that of B is 285 m. The rate of flow for A is 1.4 m 3/s

P-1 L=1500m D=800mm f=0.0157

P-2 L=450m D=600mm f=0.0162
P-3 L=1200m D=450mm f=0.0177
a. Q2= 0.659 m3/s
b. Qc = 0.741 m3/s
c. ELEV.= 286.301m

2. Reservoir A is at elevation 90 m above datum, furnishes water to a 600 mm pipe which leads to a pt.
at elevation 30 m the pipes is being 600 m long. Here it branches to 3 pipes 200mm, 300mm and 150
mm diameter. The 200 mm pipe runs 300 m and discharges to reservoir B at elevation 75 m, The 300
mm runs 450 m to reservoir C at elevation 52.5 m and the 150 mm pipe runs 900 m and discharges to
reservoir D. at elevation 30 m. f=0.02 to all pipes.
A. Rate of flow towards reservoir B Q2= 0.0876 m3/s
B. Rate of flow towards reservoir C Q3= 0.335 m3/s
C. Rate of flow towards reservoir D Q4 = 0.054 m3/s

3. Reservoir A,B,C, and D have elevation 80,80,100 and 90m respectively. The rate of flow from P to
reservoir A is 575 L/s. Reservoirs A & B connects to junction P, & Reservoirs C and D connects to junction
P2. Using the properties of pipes as shown in the table.

A-P1 L=600m D=600mm f=0.025

B-P1 L=600m D=450mm f=0.03
P1-P2 L=900m D=450mm f=0.03
D-P2 L=300m D=450mm f=0.03
C-P2 L=300m D=450mm f=0.03

OPEN CHANNEL
 URDANETA CITY UNIVERSITY
College of Engineering and Architecture
2ND Semester A.Y. 2019 – 2020
HYDRAULICS PROBLEM SET

1. a & b

c)

2.
a. b & c

a.
4. b&c

5. a b&c
 URDANETA CITY UNIVERSITY
College of Engineering and Architecture
2ND Semester A.Y. 2019 – 2020
HYDRAULICS PROBLEM SET

6. a
b& c

a,b&c

7)

HYDRAULIC JUMP
 URDANETA CITY UNIVERSITY
College of Engineering and Architecture
2ND Semester A.Y. 2019 – 2020
HYDRAULICS PROBLEM SET

1. 2.

3.

PIPES
 URDANETA CITY UNIVERSITY
College of Engineering and Architecture
2ND Semester A.Y. 2019 – 2020
HYDRAULICS PROBLEM SET

1. b&c

a.

2. 3.

4.
5.
 URDANETA CITY UNIVERSITY
College of Engineering and Architecture
2ND Semester A.Y. 2019 – 2020
HYDRAULICS PROBLEM SET

RESERVOIRS

1.

2.