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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
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