.

~ "

L-3/T-2/CE Date: 09/06/2014

BANGLADESH UNIVERSITY OF ENGINEERING AND TECHNOLOGY, DHAKA
L-3/T-2 B. Sc. Engineering Examinations 2011-2012

Sub: CE 333 (Environmental Engineering - II)

Full Marks: 280 Time: 3 Hours

USE SEPARATE SCRIPTS FOR EACH SECTION
The figures in the margin indicate full marks.

SECTION -A '

There are FOUR questions in this section. Answer any THREE.

1. (a) List the goals of environmental engmeermg profession. Differentiate between

"natural needs" and "acquired needs" of humans. (10)
(b) List the objectives of the water supply system and the drainage system of a building.
What are the drawbacks of high water pressures in the water supply system of a
building? (9)
(c) How will you ensure the non-contamination of supplied water in buildings? What are

the considerations of water supply in a tall building? (9~)

(d) Write down the two special considerations in designing riser pipe for downfeed
zones. How will you evaluate the fitting friction of a water supply pipe line? (8)
(e) Calculate the permissible pressure loss per 100 ft of the riser pipe to supply water in

the top~most floor of a building from the following data: (10)

The water supply is intermittent.
The minimum fixture pressure = 5 psi
The maximum fixture pressure = 10 psi
Assume reasonable values for the missing data.

2. (a) What is a fixture trap? What do you understand by strength of a trap and how will
you measure it? (9)
(b) Differentiate between "self siphonage" and "induced siphonage" of a building
drainage system. How will you avoid these? (6)
(c) What is sustainability of water supply and sanitation systems? List the indicators to
measure it. (11)
(d) What is an appropriate technology? List the basic features of it. Why is the
conventional water borne sewerage system not suitable for Bangladesh? (14)
(e) Define EIA. Provide a typical outline of the preliminary assessment of the EIA
process. (6~)

Contd P/2
 =2=
CE 333 ~

3. (a) State the objectives of preparatory, primary, secondary and advanced treatment

methods of wastewater. (12)

(b) Discl!s the principle of wastewater treatment in "Activated sludge Process" and
"Trickling Filter Process". What are the advantages of Activated Sludge Process over

traditional Waste Stabilization Ponds system? (19%)

(c) The BODs of a wastewater is determined to be 250 mglL at 20C. The reaction rate
constant is known to be 0.26/d (base e). What would be the BOD2o if the test were run at
30C? Assume reasonable value of any missing data, if required. (15)

4. (a) Explain the symbiosis between bacteria and algae in a facultative pond. (10%)
(b) State and derive "Marai's Theorem" in relation to Waste Stabilization Ponds system. (10)
(c) A trickling filter has a depth of lOft, surface area of 18000 ft2, inflo~ rate of 4 mgd
and a recirculation rate of 200% of the inflow. The influent wastewater BODs is 250
mglL following primary treatment. Determine the effluent BODs. Use the following
\

expressions: (14)

Le I If = 1/(1+ 2.5 DO.

67
/ QO.5 )

If = (Ii + RIe)j(1 + R)
where the symbols have their usual meanings.
(d) In a series of three ponds, the hydraulic retention time of wastewater in the first,
second, and third ponds are-5 days, 6 days, and 5 days, respectively. Influent FC count
is 5 x106/100 mL. Calculate the FC count in the effluent from the series of ponds .
.Given, kb = 2.3/d. (12)

SECTION -B
There are FOUR questions in this section. Answer any THREE.

5. (a) A WWTP employing biological treatment has been designed for long-term average
inflow of 55 glm3 NH3-N and 20 glm3 P. Given the average flow rate of2 m3/s, draw the
sustained low-flow loading curves for NH3-N and P using the typical curves provided in
Figure 5(a). (26%)
(b) Differentiate between "100% sanitation" and "total sanitation". With anappropriate
figures, show how disease is transmitted from excreta via different routes along with
sanitation barriers for prevention of disease transmission. (10)
(c) How does a "pour-flux latrine" differ from a "pit latrine"? What are the main
advantages of an "offset twin-pin pour-flush latrine" over an "offset single-pit pour flush
latrine"? Explain. (10)
Contd P/3
 =3=

CE 333 ,

6. (a) A trunk sewer is to be sized for a 25 km2 (2,500 ha) city which is naturally sloped
towards the major river with a gradient of I in 1000. It will be 60% residential, 30%
commercial, and 10% industrial. The residential area will have 40% large lots, 55%
small single family lots, and 5% multi-story apartments. The. average domestic
wastewater flow rate is 800 Lid/capita (9.26 x lO-6m3/sec/person), the average
commercial flow rate is 25,000 Lld/ha (2.89 x lO-4m3/seclha), and the average industrial
flow rate is 40,000 Lldlha (4.63 x 1O-4/m3/sec/ha).1&1 is 1,000 Lld/ha for the entire.
area. Estimate the peak and minimum flows to be handled by the trunk sewer. Given:
Qpeak/Qavg = 5.51 (pO.IS)' and Qmin/Qavg' = 0.21 (pO.16), where 'p' is the total city
population in thousands. Also design the sewer based on the estimated flow and the
saturation densities for the residential areas given in the table below: (26~)

Type of area

Large lots 5-7

Small lots, single-family 75
Small lots, two-family 125
Multistory apartments 2,500

[Hydraulic element diagram is provided in Figure 6(a)]

(b) A "Sand Envelope" is often provided around latrine pits in: (i) high w~ter table
areas, and (ii) areas having compacted clayey soil. Explain the purpose' of "Sand
Envelope" for each. (10)
(c) How does the design of sewer network in SBS system differ from that in a
conventional. system? How does an SBS system influence treatment processes in a
sewage treatment plant? Explain, (10)

7: (a) You need to design a septic tank for a family of 11 members. The estimated
wastewater flow rate is 100 lcpd, and the tank is to be desludged every two years. The.
hydraulic retention time of the tank should be at least 1 day in order to maintain
acceptable effluent quality. (26tj )
Draw:
(i) A plan of the designed septic tank showing the dimensions of the chambers
(considering two chambers),
(ii). A section showing the depths of different zones of the septic tank, and
(iii) A section showing the positions and dimensions of inlet and outlet devices.
[Assume a design temperature' of 22C; Assume reasonable values for parameters not
given]
What options are commonly available for disposal of septic tank effluent? What option
is commonly used in Bangladesh?
Contd P/4
 =4=

CE 333
Contd ... Q. No.7

(b) The conventional method of ranking a set of values for plotting Cumulative Density
F,unction uses the expression m/(n + 1). However, the 810m's Transformation suggests
the use of the expression (m - 3/8)/(0 + '/4). What is the justification of using Blom's

Transformation compared to the conventional method? (10)

',I

(c) You have been given the responsibility to plan crossing of a sewer line across the
Airport road near Kuril Interchange. Which agencies do you need to contact during
planning and construction stages. Provide brief reasons for contacting each of these
agencies. (10)

8. (a) Design a suitable latrine for a family of 6 members living in a village where
tubewell-based water supply system is available. Estimated water use for the larine is 12
Ipcd, and estimated long-term infiltration capacity of the soil in the area is 26 Llm2 .day.
The groundwater table is 3.6 m below the ground surface. The pit is to be constructed
with concrete rings 1.0 -m in diameter and 0.30 m in depth. Mechanical desludging
facilities are not available in the village. What type of latrine would you suggest for

these users? Explain. (26~)

Design the latrine (including venting system), and 'estimate its design life. Draw a neat
, sketch (both plan and section) showing all elements of the designed latrine. Also, write
the most important operatio!\ and maintenance issue for the designed latrine.
[Assume reasonable values for the parameters not given]
(b) What are the advantages of using Glassfiber Reinforced Pipes (GRP) over Concrete
pipes in sewer system? (l0)
(c) The schematic diagram shown in Figure 8( c) represents the treatment processes

adopted at an ETP in a Textile Industry. (10)

(i) On a certain working day, it was obse~ved that the floes are breaking up at the
flocculation chamber.
(ii) On another day, the BOD5 of the effluent exceeded the discharge standard set
by the DoE.
Being the Environmental Engineer in charge of ETP operations it is your responsibility
to identify the reasons for each of the above scenario. What are the locations in the ETP
you need to sample to identify the problem in case of (i) and (ii).
 -t;;;-
-"J-
CE33.3

4.5

o 5 10 15 20 25 30 3S 40

Number of consecutive days durillg the period of retum

th~t mass loading was sustained

Figure for' Question # 5 (a)

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.L-3/T-2/CE Date: 12/05/2014
BANGLADESH UNIVERSITY OF ENGINEERING AND TECHNOLOGY, DHAKA
L-3/T-2 B. Sc. Engineering Examinations 2011-2012
Sub: CE 317 (Design of Concrete Structures II)
Full Marks: 210 Time: 3 Hours
The figures in the margin indicate full marks.
USE SEPARATE SCRIPTS FOR EACH SECTION
~. ~ ~_MM_~ __ N _ _._ __ _ _ , "., _ , ._ , _. ~ _ _ _

SECTION-A
There are FOU~ questions in this Section. Answer any THREE.

.,
1. (a) For column supported slab, 100 percent of the applied load must be carried in each
direction - Explam. (4) _
(b) Stat~the restrictions of Direct Design Method for analysis of two way slab. (4)
(c) A two-way reinforced concrete buH.dingfloor system is composed of slab panels
measuring 20 ft x 20 ft in plan, supported by shallow column line beams cast
monolithically with the slab as shown in Fig. 1. Using concrete strength of f; = 4000 psi
- and steel with fy = 60,000 psi" design a typical interior panel to carry a service live load
of 144 psf in addition to the self-weight of the floor. Show refnforcement in neat
sketches. (27)

2. (a) What are the common types of shear reinforcement used for flat plates? Show with

neat sketches. (4)

(b) A flat plate floor has thickness h = 7 }~" and is supported by 18 in square columns
~
spaced 20 ft on centers each way. The floor will carry a DL == 160 psf including its self
-
weight and a live load of 90 psf. Check the adequacy of the slab in resisting punching
shear and provide shear reinforcement, if needed, using 'bent bars'. Consider d = 6",
f; = 4000 psi and fy = 60,000 psi. (16)

(c) A 15-inchconcrete waH supports a dead IQadof 15 kip/ft and a live load of 12 kip/ft.
The allowable bearing capacity of soil qa = 0.12 ksf at the bottom level of footing which
is 4 ft below grade. Design the footing with f; = 3 ksi and fy = 40 ksi. Check

development length. (15)

3. (a) An exterior and interior columns are to be suppo~ed by a combined rectangular

\

. footing whose outer end cannot protrude beyond the outer face of the exterior column.
Column sizes and their respective loads ar~ shown in Fig. 2. The bottom of the footing is
6 ft below grade where the net allowable bearing pressure deducting soil load, self weight
of footing and others surcharges is 4000 psf. Determine size of the footing. If d = 18 inch,
check adequacy against punching. Also design the transverse beam. (18)

Contd ., P!2
 "=2=

CE 317
Contd ... Q. No.3

(b) 18" dia cast-in-situ piles shall be provided for a RC column 24" x 24" in section
canying DL = 500k and LL = 400k, The allowabl~ load carrying capacity of each pile is
lOOk. Pile spacing shall be 3 times the pile diameter. Design the pile cap showing all the

reinforcements with neeessary de~ails. Given, f:..;"41.si and f~ = 60 ksi. (17)

4. (a) What is ACI spiral? Explain the failure behavior of ACI spirally reinforcement

colunm. (8)
(b) Why is seismic detailing essential for earthquake resistant design of structures? Draw
and explain seismic detailing provisions for beam of an intermediate moment resisting

frame as per ACI/BNBC code .. (to)

(c) A shear waH of a 16-storey building is subjected to following factored loads:

Pu = 700k

Vu = 500k

Mu = 7000 kip-ft.
The wall is 20 ft long, 160 ft high and 12 inch thick. Design the shear wall

with f; =4 ksi and fy ::;::;60 ksi. Ignore axial force as it is les,s than balanced load of the

section. (17)

SECTION-B
There are FOUR questions in this Section. Answer any THREE.
Assume appropriate value for any missing data.

5. (a) Why are ~ values lower for compression than those of flexur~ or shear? What is the

significance of using a in column design? (7)

(b) Design a square tied column with about 2.5% reinforc.ement to supportunfactored

loads: PDL = soak and PLL k

:~~406 Use r: = 4 kS,iarid fy= 60 ksi. Also, design the ties

required. (8)
(c) A 18 x 25 inch column is reinforced with ten No. 9'bars as shown in Fig., 3 ..Construct
the nominal strength interaction,diagram for the COIUffil; with five poims corresponding to

pure axial load, pure bending,~alanced condition, Cs = 0.001 (tensile), and Gs = 0.003

(tensile). Also, find com~sponding <l> values'for the above points. Assume bending about

y -Y axis. Given: e~ = 5 ksi and f"~ = 72.5 ksi. (20)

Contd P/3
 =3=

CE 317

6. (a) The 25 x 25 inch Golmml shown in Fig. 4 is reinforced with twelve No. 9 bars

arranged around the c(.lumn perimeter, Material strengths are f;' = 4 ksi and ~v = 60 ksi.
1,

Using the Load Contour Method, check the adequacy of the column for Pu = 500", Mux=

325 kip-ft, Muy =; 300 kip"-ft.Use attached chart. (17)

"
(b) For the above column, using chart, fmd the column strength !>Pn, $Mn) for e = 5"

(one directional eccentricity only) (10)

(c) Design tie for the above column considering seismic provisions of an IMRF system.

Clear height of the column is 10ft. Show the arrangements in 9ross and long-sections. (8)

7. (a) Compare in brief, presstressed concrete with reinforced concrete with respect to

serviceability, safety and economy. (15)

(b) Compute the stresses in concrete at section 1-1 of thebearn (4'-0" from the left
k
support) shovm in Fig. 5. The beam carries a live load of 2.0 /ft. Use any concept for

analyzing the beam. Effective prestress is 200 kips and n = 6. (20)

8. (a) Which of the beam, a posttensioned or pretensioned, will undergo a gleater loss?

Explain. (6)
(b) Describe briefly the loss of prestress in pretensioned member from each individual

source. (12)
(c) A posttensioned concrete member as shown in Fig. 6 is eccentrically prestressed with
1.20 in2 of steel wires \vhich are anchored at the member ends with a stress of 150 ksi.
Assume that the 1.20 in2 of steel is made up of 4 tendons with 0.3 in2 per tendon. The
tendons are tensioned one after another to the stress of 150 ksi. Compute the loss of

prestress at sec. 1-1 due to elastic shortening of concrete. Use n = 6. (17)

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-------
,
DESIGN OF CONCRETE STRUCTURES Appendix A

2.0 -;1 Interaction diagram

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GRAPHA.7
Column strength interacti.on diagram for rectangular section with bars on four faces and l' = 0.80.
~.

L-3/T -2/CE Date: 26/05/2014

BANGLADESH UNIVERSITY OF ENGINEERING AND TECHNOLOGY, DHAKA
L-3/T-2 B. Sc. Engineering Examinations 2011-2012

Sub: CE 351 (Transportation Engineering-I: Transportation Planning and Traffic Engineering)

Full Marks: 210 Time: 3 Hours
The figures in the margin indicate full marks.
USE SEPARATE SCRIPTS FOR EACH SECTION
SECTION-A
There are FOUR questions in this Section. Answer any THREE questions.

1. (a) Explain different types of traffic that are generally considered in transportation

planning process in relation to land use and transport development. (12) .

(b) Explain the followings: (12)

(i) Design Speed (ii) Design Designation (iii) Design Vehicle (iv) Level of Service
for highway.
(c) A new office building is expected to add 1000 pedestrians to a 20 ft. sidewalk during
the peak 10 min. Period. The sidewalk already has a flow of 1200 pedestrians during the
peak period. Around 3 ft. of the width of the sidewalk is used for light posts and other

obstructions. Make your comment on the level of service for the sidewalk. (11)

2. (a) Explain diagrammatically the traffic movement for a grade separated T~intersection. (11)

(b) Explain recognized bicycle facilities in a roadway for safe bicycle movement. (12)
(c) Determine the minimum passing sight distance for a two-lane, two-way highway for

the following conditions: (12)

51 m h
41 m h
.4 sec
1.43 mh s
10 sec
180 ft.

3. (a) What are the function of shoulder and median in a highway? Why roads are widened .

at highway curves? (12)

(b) Explain with diagram the general classification of road traffic islands. (12)
(c) A plus 3.0 percent grade intersects a plus 0.9 percent grade at station 50 + 00 and at
an elevation of 630.00 ft. Calculate the vertical curve elevations at station 49 + 00 and

51 + 50 for a 500 ft. vertical curve. (11)

4. (a) Draw transport demand versus trip characteristic (Trip length, Travel time at speed)
graph showing optimum utilization line of walk, bicycle, bus, car and train modes.
Considering car ownership level and trip pattern of Dhaka city develop an investment

priority option for Dhaka considering above modes.

Contd P/2

..
 =2=
CE 351
Contd .. Q. No.
(b) What are the factors influencing urban transport system? Explain how Dhaka city as a
whole and parts of it stand in comparison to ideal "Walking city", "Transit city" and
"Automobile city". (10)
(c) Explain the geometric and operational feature of six different highway type as
suggested by Roads and Highways Department (RHD) of Bangladesh with respective
schematic drawings. (10)

SECTION-B
There are FOUR questions in this Section. Answer any T~REE.

5. (a) Considering 'Transportation as a system' introduce different forms and tasks of

Transportation. (10)
(b) What are nine categories of human behavior that are affected by transportation?
Explain such behavior of Dhaka city residents under present dilapidated transport
condition of Dhaka city. (15)
(c) Compare ubiquity, mobility and efficiency characteristics of water, rail and road mode
for passenger and freight transportation. Draw reference to Bangladesh conditions for
each situation. (10)

6. (a) Briefly describe the importance of Traffic Engineering? List the common tools
available to the traffic engineer for tackling roadway congestion and safety problems.
What are the ways of classifying roadway system? (6+6+6)
(b) Briefly characterize pedestrian crossing. behavior. Mention. the factors which affect
drivers' characteristics. Define PIEV and PCU. (6+6+5)

7. (a) Write down the objectives and methods <?fcarrying out speed studies and the ways of
presenting traffic volume and O-D data? (6+4)
(b) Define design parking vehicle and list the steps that are needed in systematic way of
developing parking scheme? Explain the importance of street lighting. Enumerate the
general requirements of a terminal. (4+4+4+4)
(c) An urban secondary road, with 65 ft pavement width having a reflectance of 20%,
carries a maximum of 1700 vph at night time in both directions. Design lighting system
of the road considering sodium light source (100 wattage bulb of 100 lumen/watt
efficiency), with mounting height of 35 ft and a maintenance factor of 0.75. Draw the
lighting layout. Necessary information are given in Tables 1-4 and in Figurel. Assume

~~~~ ~

Contd :.. P/3

 =3=

CE 351

8. (a) Differentiate between: (4x3=12)

(i) Recurrent congestion and Non-recurrent congestion
(ii) Conventional sign and variable message sign (VMS)
(iii) Pre-timed signal and vehicle-actuated signal
(b) State the general requirements of traffic control devices. Write down the importance
of retro-reflective marking. At what circumstances all-red period is considered in signal

design? (4+4+3)
(c) Calculate weighted average speed, pace, modal speed, upper and lower speed limits,

design speed for the following data: (12)

Speed Range No. of vehicle observed
(kmph) (f)
0-5 0
5-10 7
10-15 18
15-20 45
20-25 120
25-30 210
30-35 260
35-40 130
40-45 45
45-50 25
50-55 13
55-60 5
60-65 1
65-70 0
 FORQ.7(C)

TABLEt
Vehicular. traffic
Pedestrian traffic{l)

Heavy
Medium
Li t
Notes:
(l) Heavy As on main business street
Medium : As on secondary business streets
Light: As on local streets
(2) Night hour flow in both directions

TABLE2 ADJUSTMENT FACTORS FOR RECOMMENDED AVERAGE ILLUMINATION VALUES

Surface Reflectance Adjustment Factors

3 % or less 1.5
10% 1.0
20% or more 0.75

TABLE 3 LIG.QTlNG SOURCE CHARACTERISTICS

Source Types Expected Life Lighting Efficiency Wattage
(hrs) (Lumens/Watt) (Watt)
Tuilgsten 1000 8-14 Up to 1000
Fluorescent 6000 50 -75 'Up to 250
Sodium 6000 100- 120 Up to 160
Mercury 7500 20-60 Up to 400

TABLE 4 RECOMMENDED ARRANGEMENT OF STREET LIGHTING

Type of Arrangement Pavement Width

One side Width <= 30ft

Both sides - Staggered 30ft> Width <= 60ft
Both sides - Opposite Width> 60ft

FIGURE t CO-EFFICIENT OF UTILIZATION CURVES (FOR LIGHT DISTRIBUTION TYPE III)

0.55

0.5

0.45

0.4
e-----

./V
I.--- ---- ~

g
'Ii /
N 0.35
~ 0.3
/
'0
)
i 0.25
'G
/
l 0.2
0.15
1/
0.1
J
0.05
/
0
V
o 0.5 1.5 2 2.5 . 3 3.5 4 4.5 5 5.5
Ratio" Road width/Mounting Height

Note: Due to poor maintenance, the actual co-efficient o/utilization is reduced by a/actor' usually 0.8 1.-
 L-3/T-2/CE Date: 02/06/2014
BANGLADESH UNIVERSITY OF ENGINEERING AND TECHNOLOGY, DHAKA
L-3/T-2 B. Sc. Engineering Examinations 2011-2012

Sub: WRE 311 (Open Channel Flow)

Full Marks : 280 Time : 3 Hours
The figures in the margin indicate full marks.
USE SEPARATE SCRIPTS FOR EACH SECTION
'_~~ __ """""" __ "'~"'''_''''M''''''~ __ 'H''''''''M __ .M_ ..,. ...._ ..
" _
__ .
__
,.......
__ .... .
_ .......
_ ..

SECTION -A
There are FOUR queshons in this Section. Answer any THREE questions.

1. (a) Derive an expression for total pressure head in case of curvilinear flow. (10)
(b) Calculate the velocity distribution coefficient for the following velocity distribution

profile. (12)

U = Uo Sin
. (1rz)
2h

Where symbols have their usual meaning

(c) What will be the percentage error if you calculate pressure at point A (figure 1)

without ,considering the effect of slope? (8)

. :Jl3Ute 1. fir C}UiSho-n 1 Ct) .

(d) Calculate the pressure intensities at point I, 2, 3, 4 for the overflow spillway (figure
2) given that the discharge over the spillway is 6.5 m3/s and r] = r2 = 20 m and depth of

flow although the spillway is I m. (16%)

1-:'

II
!
"

:i

2. (a) Show that for subcritical flow that depth of flow increases with increase in channel

width for a horizontal rectangular channel both mathematically and graphically. (10)
~.

(b) Show that for a triangular channel the Froude number corresponding to alternate
"

depths are given by

F,
_1 =
(4 + F,2]li2 1 (15)
F2 4+F2

Contd P/2
 , ..

=2=
WRE311
Contd ... Q. NO.2
(c) A rectangular channel 3.0 m wide carries a flow at 1.25 m depth. At a certain section
the width is reduced to 2.5 m and the channel bed is raised by 0.20 m through a hump.
Estimate the discharge in the channel when the water surface drops by 0.15 m over the
hump. Also calculate the change in bed elevation at the contracted section that would
make the water surface have same elevation at the upstream and downstream of the

contraction. Neglect all types oflosses and take a = 1.03. (16%)

(d) Draw the qualitative specific energy curve and corresponding change -in water level

for the following conditions (5)

(i) b2 > bl
(ii) b2 > be

.= be
(iii) b2
(iv) bi< be
Where b" b2, be are the u1s, dis and critical widths of a long rectangular channel
respecti vel y.

3. (a) Show that for a hydraulic jump in a horizontal frictionless rectangular channel the
energy loss (EL) relative to critical depth (Ye) can be expressed as (10)

Where a = sequent depth ratio.

(b) An overflow spillway has its crest at an elevation 125.40 m and a horizontal apron at
an elevation of 95.00 m on the dis side. Find the tailwater elevation required to from a
hydraulic jump when the elevation of the energy line is 127.90 m. Neglect the energy !oss

for flow over the spillway. Also assume the value of Cd to be 0.735. (20)
(c) Derive the Belanger momentum equation for a hydraulic jump ill a horizontal

rectangular channel. (10%)

(d) A spillway discharges a flood flow at a rate of 7.75 m3/s per meter width. At the
downstream horizontal apron the depth of flow was found to be 0.50 m. Find the length

and type ofthe hydraulic jump if a jump is formed in this condition. (6)
2
4. (a) What is tractive' force? Prove,that the shear stress ratio is K = 1 ;... sin cp
2
sin If

Symbols have their usual meaning. (10)

3
(b) Design a lined channeLto carry a discharge of 110 m /s on a slope of 1 in 3500. The
side slope of the channel is to be maintained at 1.5 H: 1V and the lining material is

concrete with a value of n = 0.014. The maximum permissible velocity is 2.25 m/s. (10)

(c) Show that the best hydraulic trapezoidal section is one half of regular hexagon. (10)
(d) Design a stable canal to carry a dis~harge of 25 m3 Is through J.5 mm sand using

Lacey Method. (16%)

Contd P/3
 =3=

WRE 311
SECTION -8
There are FOUR questions in this Section. Answer any THREE.

5. (a) Name the types of open channel flow for:

(i) Dry season flow in ariver (ii) Tidal flow in an estuary (iii) Surge _moving up a canal
due to sudden drop of sluice gate and (iv) Hydraulic drop due to sudden dip in channel

bed. (4~1.5=6)
(b) Derive Chezy formula stating necessary assumptions. (8%)
(c) Water flows at a depth of 1.5 m and a velocity of2.8 mls in a circular channel whose

diameter is 2.0 m. Compute discharge and determine the state of flow in the channel. (8)
(d) F~r a trapezoidal channel with b = 6 m, z -= 2.5', Chezy's C = 47 m Yz /s and So = 0.002,

compute normal depth and velocity ifQ = 35 m3/s. '(12)

(e) Define boundary layer thickness. 'Boundary layers quite often grow inside other .

boundary layers' - explain with sketches. (3+9=12) .

6. (a) Deduce the expression for normal depth in a triangular c_hannelusing Chezy formula. (7)
(b) Prove that the hydraulic exponent for unifonn flow computation for a circular channel

is given by the following equation where conveyance is computed byChezy Jo~ula. (13)

4 6 Sln-
. w I ]
N=.-l.. 2 _
_do [ w-sinw . w .
- WSln-
, 2
(c) With a neat sketch show the variation of boundary shear stress when flow occurs in a

trapezoidal channel. (7)

(d) An unlined irrigation canal (n,= 0.025) is trapezoidal and has a bottom width of 6 m,
side slope of 1 : I and a depth of flow of 2 m. The longitudinal slope of the canal is
0.0005. Compute discharge carried by the canal under uniform flow cO,ndition. With a
view to minimize the seepage loss, it is proposed to line the canal with concrete having
n = 0.013. Compute discharge that would be carried by the canal when only the sides of

the canal are lined. (19%)

7. (a) Explain why HI and Al profiles are physically not possible. (5)
(b) Explain the behavior of flow profile when y ~co. (4%)

(c) Draw the possible 'flow profiles in the following serial arrangement of channels: (4 x 5=20)
(i) Mild-Critical-Steep.
(ii) Horizontal-Mild-Critical
(iii) Steep~Gritical-Mild
(iv) Critical-Horizontal-Steep-Free OVerfali.

Contd P/4
 =4=

WRE 311
Contd ... Q. No.7

(d) A rectangular channel 8 m wide and having a = 1.12 and n = 0.03 has three reaches
arranged serially. They bottom slopes of these reaches are 0.0035, 0.025 and 0.019,

respectively. For a discharge of 40 m3/s in the channel, sketch the resulting flow profiles. (9)
(e) Draw the possible flow profiles produced on the upstream and downstream of a sluice

gate in (i) mild slope channel and (ii) steep ,slope channel. (8)

8. (a) Differentiate between Direct Step Method and Standard Step Method. (6)
(b) A trapezoidal channel with b = 5 m, So = 0.0004 and n = 0.02 has a side slope of .
2 H : 1V. The normal depth of flow is 3.0 m. The channel empties into a pool at the
downstream end and the pool elevation is 6.25 m with respect to an arbitrary datum. The
elevation of channel bed at the downstream end is 5.0 m with respect to the same datum.

Compute the resulting flow profile by using Dfrect Step Method. Assume a = 1.10. (22)
(c) A vertical sluice gate having a coeffiCient of contraction, Cc= 0.61 and a gate
opening, yg = 1.0 m, disch~rges 25 m3/s into a horizontal rectangular channel 5 m wide.
Compute the length of the flow profile between the vena contracta and the location where

the depth is 0.75 m. Take n = 0.015, a = 1.12. (18%)

;i.\,'"'

.' .-:'

'.
L-3/T-2/CE Date: 19/05/2014
BANGLADESH UNIVERSITY OF ENGINEERING AND TECHNOLOGY, DHAKA':
L-3/T-2 B. Sc. Engineering Examinations 2011-2012

Sub: CE 319 (Design of Steel Structure)

Full Marks: 210 Time: 3 Hours

USE SEPARATE SCRIPTS FOR EACH SECTION
The figures in the margin indicate full marks.

SECTION-A
There are FOUR questions in this section. Answer any THREE.

1. (a) Briefly discuss on possible modes on failure in a tension member. (9)

(b) Determine allowable strength '''T'' for the angle L5. x 4 x ~ with three % inch dia

bolts in standard holes. Use A36 steel. The member is shown in Fig. 1. (26)

2. (a) Write short notes on short column, intermediate column and long column and show

their region in a column strength curve. (9)

(b) Using ASD method, calculate the strength of the column having cross section and

support condition shown in Fig. 2. Use A992 steel. . (26)

3. (a) How is residual stress introduced in steel members. Write down its effect. (9)
(b) Select lightest W12 section (From Annexure I) of A992 steel for a column to carry
dead load 250k and live load 150k The unbraced lengths are Lx = 20 ft and Ly = lOft.

. The column is pinned at both ends. . (26)

4. (a) Define effective length factor. Determine effective length factors for column AD,

DG and EH (Fig. 3) (15)

(b) An angle L6 x 4 x ~ of A992 steel is to be connected to a gusset plate with fillet

. .
welds to carry service load of lOOk. Design the weld connection (transverse and

longitudinal weld). Use E70XX electrode (Fig. 4) and J{6 inch weld leg size. (20)

SECTION-B
There are FOUR questions in this section. Answer any THREE.
Symbols and notatien bear their usual meanings.

5. (a) What are the advantages and disadvantages 'of steel as a structural building material? (8)

Contd P/2
 =2=
CE 319

(b) The tension member shown in Fig. 5 is PL %x 10, and the steel is A36

(Fy = 36 ksi, Fu = 50 ksi). The bolts are ~ -inch in diamet~r. Following ASD principle,

determine the allowable tension capacity considering limit states of plate only. Also,

neglect the block shear failure mode. (12)

(c) Determine the parameter Cb for the beam shown in Fig. 6. Consider that the beam is

laterally un-supported along its whole length except at ends. (15)

6. (a) Differentiate between steel and concrete structures from engineering point of view. (8)
(b) A )i -inch-thick tension member is spliced with two ~ -inch-thick splice plates as

shown in Fig. 7. The bolts are ~ -inch-diameter, A325 (Fy = 90 ksi, Fu = 120 ksi) and

all plates are A36 steel (Fy = 36 ksi, Fu = 50 ksi). Compute the allowable strength onhe
splice based on bolt limit states. Follow ASD principle. (12)
(c) The tension member shown in Fig. 8 is a channel section C12 x 20.7 of A572 steel
(Fy = 50 ksi, Fu = 65 ksi). Determine the maximum allowable tensile load capacity

based on limits states of the channel section. Follow ASD principle. (15)

7. (a) What do you understand by residual stresses in rolled shapes? Briefly discuss with

neat sketches. (8)

(b) Determine the shape factor for the Tsection shown in Fig. 9. (12)
< <

(c) Determine the maximum allowable moment of a bean1 having W14x68 section of
A242 steel (Fy = 50 ksi, Fu = 70 ksi) subject to (i) continuous lateral support, (ii) an un-
braced length of 20 ft with Cb = 1.0 and (iii) an un-braced length of 30 ft with Cb = f .0.

<Follow ASD method. (15)

8. (a) What do you understand by weldability <of steel? Mention the preferred alloy

composition of good weldable structural steel. (8)

(b) Determine the elastic shear stress distribution on a W14x120 beam subjected to a
service load shear force of 65 kips acting for major axis bending. Also compute the

portion of the shear carried by the flange and that carried by the web. (12)
(c) Tension member shown in Fig. 10 is an L6 x 31h x 5/16. It is connected to a 5/16-

inch-thick gusset plate with 3/4-inch-diameter A325 bearing type bolts (Fy = 90 ksi, Fu =
120 ksi). Both the tension member and the gusset plate are of A36 steel (Fy = 36 ksi, Fu
= 50 ksi). What is the total service load that can be supported, based on bolt limit states?

The bolt threads are in the plane of shear. Follow ASD method. (15)
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Shapes In shaded rows are not available from domestic producers.

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"40 lUI lS.O 15 0.52lJ .'it '1< 3.52 3'11 0.850 14,4 0.896 315. 42.0 ~ !iO;8 a:07. 3.09 0.9l11 0.188 8.111 0.33l 1.01 358 5.ll4 O,IIZ
x33.9 10.0 .15.0 15 0.400, 'b 3.40 )'1, ' 0.850 SJI.'f, W12'h 2 U3
C12x30 , li.8i 12.0 12 0.5io 'Iz
,,25 ' 7.34 12.0 12 0.381 )11
3,17 3IJa 1l.sll1 V.
3.os 3 .0.501 'it
'I.
'f,.
1't\ , '9'/. .lIf,o tOl
I'll fI'/, l!1,1 1.00
11.5 0.818 182 27.0 4.29 33.8 5.12
11.5 ~748 144 24.0 4,43 29.4 4,45
2.Q6 0.762 0.814 4.32 0.36l O.ll81 151
1.17 0.779 0.&74 3.lI2 O.3llll 0.538 130
1.72 0.7117 O.6llll U7 G.2S3 0.369 112
4.64
4.72
4.93 0.lI99
::
x2!J.7 6.08 12,0 12 0.282 ilfll 8Ju 2.114 3 0.sllJ: 'h j'II &'i. 1Y" 0.883 11.5 0.&711129 21.5 4.81 :!lUI 3.ll6

tii
" " WShapes
DimenSIons
WShapes
Properties I
W14-Yi12

SIIipll A
In.' In.
lItIIlb.
d

~'. ~
. IlL
T
t.

In.
WIdGi,

.,
"
Flqe
1IllcIU*I,

....
to;;

ID.
'rl:
At

IlL
s-
In.
cam .
8ICIIGa .
CIIlIrtI
A II
at ;;
I
....
209
AlII

S
"';'
x-x
,
In.
6.2lI
Z
.....
234
I
In.'
548
'-Y'y'

In.'
14.5
In.
3.76
,
113
Z
..... ....
r

423 1s.e
'110

In.
12.3
j
'TOnIanII. '
l'l1lpIllIII

.....
25500
c..
In-

38.8 14.7 14'~ 0;645 Si, 14.7 l4'" 1.03'

"', 14.1 ,.83 '}.O,,. 1"hi 10 5'/1 7.15 17.7 1530
14SJ1 G.94O '",.. 1.54
Wl4x132 7.8l119.3 13l1O IllO 6.24 212 495 81.5 3.74 102 .4.20 13.5 Q.37 ' 221Ul

!t
2'1. i'h.
x120 au 145 14'1. 0.59l1 If 11(
?JIlt W. llAIl 21.1 1240 173 IIZl 182 441 II1Z 3.73 92.7 4.17 lali 7.12 20200
V. 14.8 I~ 0.8llO 'A 1.46

=
xlO9 32.0 WI l.w 'h 173 402 55.2 a71 83.lI 4.14 13.4 U7 ll1lOO
al 14.2 14'A 'II.14.11 1~ 0.780 'I. '/. 1.3. ~ 1'''' 8.34 23.6 1110 157 6.11
~ '75.8 4.11 13.3 4.08 ll1lOO
>4fiI
ldlO' 26.6 14.0 14 'Itt14.5 14'h 0.710 ilJlI 'I. 1.31 2 "'It lD.2 25JI IllII 143 6.14 157 48.8 3.10

WlW2
>/74
2U1 14.3 14'/. C).511 '/I 'I.
21.8 142 i4'A 11.451
to.l 10'h G.855 'A
',..
v, 10,1 iiJiia 0.765 ' "til
1.45 l"ltt 1'1 10't0 5'h &.8l 22.4
'U8 Wi Wit
tSl 1'1. 1V1a
8.41 26iI
lUi 21r.
881 113
7Il5 .112
'm 103
:: 138
t28
115
148
134
121
2lU
28.fl
24,2'
2A8
2A8
2.48
'4U us 13.5
4O.S 2.lI2 i3.4
36.ll 2.80 13.3
6J1l
3.87
101
8110
5llllO
l53llll
>dl8 2ll.O 14.0 14. OAt! 'I v., 10.0 to 0.720 "I. ~ 1.75 3lIA ~ lDz 2A5 32.8 ,2.78 132 2.18 4710
l<I1 17.9 lat 13'A o.rn 'lit 10-ll 10 :,',.
u45 1,24 I'll 1
,~
640 ' 92.': '107 21.1i

~
Table 1-7 (continued)
Angles
. Properties
Table 1.7 (continued)
Angles
Properties
L LfoU
~.~

AIdlll,-1
,
"

.,....
fIlIIUnIIo1lllllaall
, s
AIIIY.Y

, z
AlIaZ.z .tlo

1).00.

..'
t Wt. i I S I 1lIIi
~ ; z c" '"
..'
lilIIpI I $ y, J i- Gl bl

I11III h' lIL' k' M- IL IlL .... ' 'IIL' IlL

---.L4
IlL
6.26
IlL
0.ll85. 5.82
a"
1.90
111.'

ll.854 0.421 UO
1.13 .1.86 2.12 12.7 1.44 2m 4.04 2Jl2 9.10 331 UO 1.t2
G.a58
lJll<4xfh
'''' '/12 7.98 'IT:J
Ull WI 11.1 1.l18' , 1.31 2.64 .285 8.113 2.85 1.12 1.07 5.42 :0.578' 5.OlI 1.1111 ,0.A28 1.00

,.
xmJt W. 23.6 8.94: 2.4.5 .8.23. '0.488 4.32 1;42 0.859 0A35 1.l11
' 2Jl3 1.31 0.175 lJil1 2.ll8 1.48. 2.52 1.13 1.113 ".56
~ I',. 20.0 U& 21.11 '5.29.' lJ11l 8A4
as u.s 0.572 1;18 2llO 8.li8 2.2t 1.14 1.110 4.18 0.442 a.94 1.S0 lI.881 0A38 1.00
X'Il, "Itt lal &.31 182 .4.8l 1.110 2.00 1.11 ,0.884 '0.440 too
7:Tl 1.26- 0A01 0.843 2.91 ,8.22' , 2.ll8 1014 .o.eal 3.88 0.3Il\ 3.55
x'h 1 18.2 4.75 17.3 4,31 1.91 1.88 1:04 '.0J67 0A43 0m3
ll.348 3.14
'JI!Itt,
xSJI
.1IIt,
1A
14.3
12.3
.4;18 lSA
S.81 13.4
3.81
3.30
1.92 1.95
1.93 1.93
e:al 122 ci278
6.88. 1.18 0.177
.u8 1.16 0.104
0.575
0.389
ll.217
2Jl3
2.94
2JIlI
4.
s.ii8 1.83
.4.13 1.34
1.15
1.111
1.17
0.857
0.933
1iJllIlI
3.24
2.18
2J3.
.0.301 2.73
0.252 i.31
~
0.789 ON4
0.810 0A48
.MCIl
0.912
0.8211
10.3 3.03 1104. ,7.77 1.94 1.110
x'Itt
'*' fAll 0.386 0.771l 2.lI8 4.24 1.59 0.968 I1lI29 .2Jl8 D.376 2.58 clJ14 0.158 0.343 1.00
1b<3'~'h 1 15.3 4.50 16.6 4,23. U2 2111 7M
1.41 0.168 Il34lt 2JlO 3.33 122 lI.9lI4 0.761 2.18 om 2.00 0:it4 0.i63 0.3411 .lI.8I2
~ 'lI 11.7 ,3.42 1'1.8 .3.23.' 1Ji'J 2m 6.7"
2.92 2.Il4 1.113 0.G81 0.758 1.82 0241 1.70 0.6ll9 o.m Q.352 Cl.82tl
,.". f'" 8.80 U7 10.11 2.72' 1.94 2JlO U4 1.38 Q.lJlllO o.2ll1

Beam formulas:
Y
1 + 6.76
. (.O.7F S ho
E ;c )2 .

Jc
1 + 0.078S k
x 0
,I
I

~
,)