101. The growth rate of population
will be @ …………… …increase in
10 years for urban areas.
(a) 40%
(b) 30%
(c) 20%
(d) 10%
102. The growth
rate of population will be @ …………… …increase in
10 years for semi urban areas.
(a) 40%
(b) 30%
(c) 20%
(d) 10%
103. The growth rate of population
will be @ …………… …increase in
10 years for rural areas.
(a) 40%
(b) 30%
(c) 20%
(d) 10%
104. Design period for
tube wells and treatment works:
(a)
10 years
(b) 20 years
(c) 30 years
(d) 40 years
105. Design period for Pumping chambers (structures):
(a) 10 years
(b)
20 years
(c) 30 years
(d) 40 years
106. Design period for machinery:
(a)
10 years
(b) 20 years
(c) 30 years
(d) 40 years
107. Design period for Distribution system and rising main:
(a) 10 years
(b)
20 years
(c) 30 years
(d) 40 years
108. Distribution system to be designed on …………………..demand:tube
well and rising main on maximum day demand.
(a) Peak hour
(b) Daily
(c) Maximum day
(d) Minimum
109. Tube well and rising main are designed on …………………..demand.
(a) Peak hour
(b) Daily
(c) Maximum
day
(d) Minimum
110. TERMINAL PRESSURE for urban residential areas:
(a) 30 feet
(minimum)
(b) 25 feet (minimum)
(c) 35 feet (minimum)
(d) 40 feet (minimum)
111. TERMINAL PRESSURE for urban residential areas:
(a) 30 feet (minimum)
(b) 25 feet
(minimum)
(c) 35 feet (minimum)
(d) 40 feet (minimum)
112. Velocity of Flow in
Pipes distribution mains:
(a) 1 to 5
feet / second
(b) 1.5 to 7 feet / second
(c) 2.5 to 7 feet / second
(d) 3.5 to 7 feet / second
113. Velocity of Flow in Pipes in Rising mains:
(a) 1 to 5 feet / second
(b) 1.5 to 7
feet / second
(c) 2.5 to 7 feet / second
(d) 3.5 to 7 feet / second
114. MINIMUM SIZE of distribution mains:
(a) 3 inches
(b) 5 inches
(c) 6 inches
(d) 9 inches
115. COVER OVER PIPES for all sizes of pipes except in hilly
areas:
(a) 3 feet
(b) 5 feet
(c) 6 feet
(d) 9 feet
116. Each stand-post shall serve about ………….. persons.
(a) 200
(b) 250
(c) 275
(d) 300
117. The capacity of the hydrants to deliver water should not be less
than ……. gallons per second.
(a) 7
(b) 8
(c) 9
(d) 10
118. Non return valve to be provided in rising main with length
exceeding ………………… feet.
(a) 4000 feet
(b) 5000 feet
(c) 6000 feet
(d) 9000 feet
119. Capacity of reservoir will be ……….of the average daily demand
subject to minimum of 5000 gallons.
(a) 1/6th
(b) 1/7th
(c) 1/5th
(d) 1/4th
120. Capacity of reservoir will be 1/6th of the average
daily demand subject to minimum of ………………….gallons
(a) 5000
(b) 2500
(c) 2750
(d) 3000
121. Working hours for tube wells in rural areas:
(a) 8-12
hours
(b) 16 hours
(c) 18 hours
(d) 20 hours
122. Working hours for tube wells in
urban areas:
(a) 8-12 hours
(b) 16 hours
(c) 18 hours
(d) 20 hours
123. Machinery at treatment works for
population above 25,000 gallons…………………
(a) 8-12 hours
(b) 16 hours
(c) 18 hours
(d) 20 hours
124. Machinery at treatment works for population less than 25,000
gallons…………………
(a) 8-12
hours
(b) 16 hours
(c) 18 hours
(d) 20 hours
125. Capacity of ground water storage tanks @ …….. the average
daily demand will be provided.
(a) 1/6th
(b) 1/7th
(c) 1/5th
(d) 1/4th
126. Minimum depth of filter Rapid Sand Filters should not be less
than ……………… feet
(a) 7
(b) 8.5
(c) 9
(d) 10
127. Depth of water on the sand should not be less than ………….feet
in rapid sand filter.
(a) 3
(b) 8.5
(c) 9
(d) 10
128. Depth of filtering sand is ……………………………………………….. 24 inches to 30 inches
(a) 24 inches
to 30 inches
(b) 28 inches to 30 inches
(c) 30 inches to 32 inches
(d) 26 inches to 30 inches
129. Effective size of filtering sand…………………………..
(a) 0.35 –
0.50 mm
(b) 0.35 – 0.55 mm
(c) 0.30 – 0.50 mm
(d) 0.35 – 0.40 mm
130. Total depth of rapid sand filter is…………………..
(a) 15 to 24
inches
(b) 12 to 24 inches
(c) 18 to 24 inches
(d) 20 to 24 inches
131. Q=ARC
x 4 √ S/A
(a) Burkliziegler
formula
(b)
Formula for effluent quality
(c) Peak
factor Formula
(d) Crimp
and Bruges Formula
132. Co-efficient of impermeability
for water tight roof surface:
(a) 0.70 –
0.95
(b) 0.75 – 0.95
(c) 0.75 – 0.90
(d) 0.80 – 0.95
133.
Co-efficient of impermeability for Asphalted
pavements in good order:
(a) 0.35 –
0.90
(b) 0.75 – 0.95
(c) 0.75 – 0.90
(d) 0.80 – 0.95
134.
Co-efficient of impermeability for Inferior
block pavement with un cemented joints:
(a)
0.35 – 0.90
(b) 0.75 – 0.95
(c)
0.70 – 0.80
(d) 0.80 – 0.95
135.
Co-efficient of impermeability most
densely built up area:
(a)
0.35 – 0.90
(b) 0.75 – 0.95
(c)
0.70 – 0.90
(d) 0.80 – 0.95
136. Outfall
pumping stations are proposed to be designed to cater for the maximum peak load
plus a …………………..% of peak load.
(a) 50
(b) 60
(c) 70
(d) 80
137. The
pumps will be vertical centrifugal type in dry sumps designed for passing
solids of …………………………..size:
(a) 2 to 3
inches
(b) 3 to 5 inches
(c) 5 to 6 inches
(d) 20 to 24 inches
138. Design life of civil
works…………..years:
(a) 10
(b)
25
(c) 30
(d) 40
139. Per capita waste generation rate
of ………………kg per capita per day will be used for the design of the solid waste
management system.
(a) 0.4
(b) 0.5
(c) 0.6
(d) 0.7
140. Per
capita waste generation will be increased by ……………………..every year:
(a) 1.5%
(b) 2.5%
(c) 3.5%
(d) 4.5%
141. The equipment for
storage, collection, transportation and disposal of the solid waste will be
designed on the basis of..........................
(a) Density
(b) Volume
(c) Area
(d) Specific gravity
142. Pn = Po (1+r) n
(a) Formula
for population projection
(b)
Formula for effluent quality
(c) Peak
factor Formula
(d) Crimp
and Bruges Formula
143. The waste disposal site should be away at least outside a
radius of …………………… meters from a residential or commercial area and water
sources.
(a) 1000
(b) 2500
(c) 2750
(d) 3000
144. There should not be fault lines or significantly fractured geological
structure that would allow unpredictable movement of gas or leachate within
………………… meters of the perimeter of the proposed landfill development.
(a) 500
(b) 2500
(c) 2750
(d) 3000
145. Necessary approval of airport or airbase authorities like
Civil Aviation Authorities of the Government of Pakistan prior to the setting
up of the landfill site shall be obtained in cases where the site is to be
located within …………………. km of an airport boundary.
(a) 10
(b) 20
(c) 30
(d) 40
146. Pn =
Projected population for required year in
......................formulas.
(a) Formula
for population projection
(b)
Formula for effluent quality
(c) Peak
factor Formula
(d) Crimp
and Bruges Formula
147. The baseline data used for the population projection is taken
from the District Census Report (1998), …………………..
(a) Chiniot
(b) Sialkot
(c) Chakwal
(d) Lahore
148. Co-efficient of impermeability
for parks, gardens, lawns, meadows,
depending and surface slope and character of sub-soil:
(a)
0.35 – 0.90
(b) 0.75 – 0.95
(c)
0.05 – 0.25
(d) 0.80 – 0.95
