Enternship Report Lahore Lahore Ae
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Transcript of Enternship Report Lahore Lahore Ae
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Acknowledgements
I would like to acknowledge the following people for their support and assistance with
this internship. From the Punjab Power Management Unit (PPMU), I would like to thank my
immediate supervisor Mr. Farook Azam, for allowing me to take on the additional job duties of
this monitoring project. At the same time I am very thankful to the Project Director (P.D) Mr.
Liaqat Ali who allows and appreciate me very much to work in this department.
The person I most wish to thank is Dr. Nazir Hawari who really has credit for mysuccessful internship. Because he referrers me as intern to this department. My summer
internship was not possible without his interest and help.
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Preface
The purpose of this report is to explain what I did and learned during my internship
period with the Punjab Power Management Unit (PPMU) at Shadman. The report focuses
primarily on the assignments handled, working environment, successes and shortcomings that
the intern encountered when handling various tasks assigned to him by the supervisor. Because
the various parts of the report reflect the interns shortcomings, successes, observations and
comments, it would be imperative that the recommendations are also given.
Therefore the report gives a number of comments and recommendations on the internship
program. It is hoped that this report would serve as a cardinal vehicle to the improvement of theinternship program.
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Design of Lahore Branch Canal
The earthen Channel efficiency suffers from silting and scouring of channel due to faulty
design necessitating heavy maintenance and sometime remolding is also required. The other
worse design problems are weed growth and heavy seepage losses causing water logging. So,
heavy attention is required for the design of an earthen channel.
There are many ways to design an earthen channel (canal). Usually irrigation canals are
constructed in alluvial soils and supplies are normally from rivers carrying silts with it. So in
design silting and scouring phenomena should be considered. Pakistan has the world largest
irrigation system and most of the soil is alluvial. So in design of canal special consideration is
given to silting and scouring. In Pakistan theories used to design canals due to soils conditions,
are:
1. Kennedy Regime theory2. Lacey Regime theoryKennedy was executive engineer of UDBC (Upper Bari Doab Canals). He did great research
work to get none silting and scouring canal irrigation system. But due to some technical
drawbacks in research his theory is not applicable everywhere. Lacey Regime theory is more
suitable than Kennedys theory due to his consideration for silting factor. Here we design our
canal with Lacey Regime theory.
1.Lacey Regime theory:Lacey developed more reliable method of canal design. Lacey defined a regime channel as a
stable channel transporting a minimum bed load consistent with fully active bed. According to
him a channel will be in regime if it carries a constant discharge and it flows uniformly in
unlined incoherent alluvium of same character.
a)Laceys Fundamental Equation: (1)
(2)
(3)
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Where,
= velocity of flowf = silt factor
R = hydraulic radius
A = area of channel sectionS = longitudinal slope of channel
b)Design of Canal (Lacey Regime theory):Required Design Inputs:
Q, f (mrfor the value of f)
c)Design Problem:Design Lahore canal through Lacey Regime theory having discharge of 402.53 cusecs using silt
factor, f as 0.97 for standard silt.
Solution:
Assuming side slope 1V:2H
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Again check the value of R through another mehod
Both R are nearly same hence checked.
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2.Manning Formula:One of the best as well as one of the most widely used formulas for open-channel flow is
that of Robert Manning, who published his work in 1890. This formula is used for uniform
flow. Normally this design is used for lined canals. In metric units, the Manning formula is
The selection of an approximate value for the Manning roughness factor n is very critical
to accuracy of results of a problem. It is normally possible to select a reasonable n value
when the canal surface is of concrete or any other structural material. But for the case of
natural channel everyone has to rely on previous experience or personal judgments, and in
many instances the selected value may be inaccurate. Some already calculated values of n are
mentioned below.
MANNING'S N FOR CHANNELS (CHOW, 1959).
Type of Channel and Description Minimum Normal Maximum
Natural streams - minor streams (top width at flood stage < 100 ft)
1. Main Channels
a. clean, straight, full stage, no rifts or deep pools 0.025 0.030 0.033
b. same as above, but more stones and weeds 0.030 0.035 0.040
c. clean, winding, some pools and shoals 0.033 0.040 0.045
d. same as above, but some weeds and stones 0.035 0.045 0.050
e. same as above, lower stages, more ineffective
slopes and sections0.040 0.048 0.055
f. same as "d" with more stones 0.045 0.050 0.060
g. sluggish reaches, weedy, deep pools 0.050 0.070 0.080
h. very weedy reaches, deep pools, or floodways
with heavy stand of timber and underbrush0.075 0.100 0.150
2. Mountain streams, no vegetation in channel, banks usually steep, trees and
brush along banks submerged at high stages
a. bottom: gravels, cobbles, and few boulders 0.030 0.040 0.050b. bottom: cobbles with large boulders 0.040 0.050 0.070
3. Floodplains
a. Pasture, no brush
1.short grass 0.025 0.030 0.035
2. high grass 0.030 0.035 0.050
http://www.fsl.orst.edu/geowater/FX3/help/8_Hydraulic_Reference/Mannings_n_Tables.htmhttp://www.fsl.orst.edu/geowater/FX3/help/8_Hydraulic_Reference/Mannings_n_Tables.htmhttp://www.fsl.orst.edu/geowater/FX3/help/8_Hydraulic_Reference/Mannings_n_Tables.htm -
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b. Cultivated areas
1. no crop 0.020 0.030 0.040
2. mature row crops 0.025 0.035 0.045
3. mature field crops 0.030 0.040 0.050
c. Brush1. scattered brush, heavy weeds 0.035 0.050 0.070
2. light brush and trees, in winter 0.035 0.050 0.060
3. light brush and trees, in summer 0.040 0.060 0.080
4. medium to dense brush, in winter 0.045 0.070 0.110
5. medium to dense brush, in summer 0.070 0.100 0.160
d. Trees
1. dense willows, summer, straight 0.110 0.150 0.200
2. cleared land with tree stumps, no sprouts 0.030 0.040 0.050
3. same as above, but with heavy growth ofsprouts
0.050 0.060 0.080
4. heavy stand of timber, a few down trees,little
undergrowth, flood stage below branches
0.080 0.100 0.120
5. same as 4. with flood stage reaching
branches0.100 0.120 0.160
4. Excavated or Dredged Channels
a. Earth, straight, and uniform
1. clean, recently completed 0.016 0.018 0.020
2. clean, after weathering 0.018 0.022 0.025
3. gravel, uniform section, clean 0.022 0.025 0.030
4. with short grass, few weeds 0.022 0.027 0.033
b. Earth winding and sluggish
1. no vegetation 0.023 0.025 0.030
2. grass, some weeds 0.025 0.030 0.033
3. dense weeds or aquatic plants in deep
channels0.030 0.035 0.040
4. earth bottom and rubble sides 0.028 0.030 0.035
5. stony bottom and weedy banks 0.025 0.035 0.040
6. cobble bottom and clean sides 0.030 0.040 0.050
c. Dragline-excavated or dredged
1. no vegetation 0.025 0.028 0.033
2. light brush on banks 0.035 0.050 0.060
d. Rock cuts
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1. smooth and uniform 0.025 0.035 0.040
2. jagged and irregular 0.035 0.040 0.050
e. Channels not maintained, weeds and brush uncut
1. dense weeds, high as flow depth 0.050 0.080 0.120
2. clean bottom, brush on sides 0.040 0.050 0.0803. same as above, highest stage of flow 0.045 0.070 0.110
4. dense brush, high stage 0.080 0.100 0.140
5. Lined or Constructed Channels
a. Cement
1. neat surface 0.010 0.011 0.013
2. mortar 0.011 0.013 0.015
b. Wood
1. planed, untreated 0.010 0.012 0.014
2. planed, creosoted 0.011 0.012 0.015
3. unplaned 0.011 0.013 0.015
4. plank with battens 0.012 0.015 0.018
5. lined with roofing paper 0.010 0.014 0.017
c. Concrete
1. trowel finish 0.011 0.013 0.015
2. float finish 0.013 0.015 0.016
3. finished, with gravel on bottom 0.015 0.017 0.020
4. unfinished 0.014 0.017 0.020
5. gunite, good section 0.016 0.019 0.023
6. gunite, wavy section 0.018 0.022 0.025
7. on good excavated rock 0.017 0.020
8. on irregular excavated rock 0.022 0.027
d. Concrete bottom float finish with sides of:
1. dressed stone in mortar 0.015 0.017 0.020
2. random stone in mortar 0.017 0.020 0.024
3. cement rubble masonry, plastered 0.016 0.020 0.024
4. cement rubble masonry 0.020 0.025 0.030
5. dry rubble or riprap 0.020 0.030 0.035
e. Gravel bottom with sides of:
1. formed concrete 0.017 0.020 0.025
2. random stone mortar 0.020 0.023 0.026
3. dry rubble or riprap 0.023 0.033 0.036
f. Brick
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1. glazed 0.011 0.013 0.015
2. in cement mortar 0.012 0.015 0.018
g. Masonry
1. cemented rubble 0.017 0.025 0.030
2. dry rubble 0.023 0.032 0.035h. Dressed ashlar/stone paving 0.013 0.015 0.017
i. Asphalt
1. smooth 0.013 0.013
2. rough 0.016 0.016
j. Vegetal lining 0.030 0.500
Manning's n for Closed Conduits Flowing Partly Full (Chow, 1959).
Type of Conduit and Description Minimum Normal Maximum
1. Brass, smooth: 0.009 0.010 0.013
2. Steel:
Lockbar and welded 0.010 0.012 0.014
Riveted and spiral 0.013 0.016 0.017
3. Cast Iron:
Coated 0.010 0.013 0.014
Uncoated 0.011 0.014 0.016
4. Wrought Iron:
Black 0.012 0.014 0.015
Galvanized 0.013 0.016 0.0175. Corrugated Metal:
Subdrain 0.017 0.019 0.021
Stormdrain 0.021 0.024 0.030
6. Cement:
Neat Surface 0.010 0.011 0.013
Mortar 0.011 0.013 0.015
7. Concrete:
Culvert, straight and free of debris 0.010 0.011 0.013
Culvert with bends, connections, and
some debris 0.011 0.013 0.014
Finished 0.011 0.012 0.014
Sewer with manholes, inlet, etc., straight 0.013 0.015 0.017
Unfinished, steel form 0.012 0.013 0.014
Unfinished, smooth wood form 0.012 0.014 0.016
Unfinished, rough wood form 0.015 0.017 0.020
http://www.fsl.orst.edu/geowater/FX3/help/8_Hydraulic_Reference/Mannings_n_Tables.htmhttp://www.fsl.orst.edu/geowater/FX3/help/8_Hydraulic_Reference/Mannings_n_Tables.htmhttp://www.fsl.orst.edu/geowater/FX3/help/8_Hydraulic_Reference/Mannings_n_Tables.htmhttp://www.fsl.orst.edu/geowater/FX3/help/8_Hydraulic_Reference/Mannings_n_Tables.htm -
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8. Wood:
Stave 0.010 0.012 0.014
Laminated, treated 0.015 0.017 0.020
9. Clay:
Common drainage tile 0.011 0.013 0.017
Vitrified sewer 0.011 0.014 0.017
Vitrified sewer with manholes, inlet, etc. 0.013 0.015 0.017
Vitrified Subdrain with open joint 0.014 0.016 0.018
10. Brickwork:
Glazed 0.011 0.013 0.015
Lined with cement mortar 0.012 0.015 0.017
Sanitary sewers coated with sewageslime with bends and connections
0.012 0.013 0.016
Paved invert, sewer, smooth bottom 0.016 0.019 0.020
Rubble masonry, cemented 0.018 0.025 0.030
Manning's n for Corrugated Metal Pipe(AISI, 1980)
Type of Pipe, Diameter and Corrugation
Dimensionn
1. Annular 2.67 x 1/2 inch (all diameters) 0.024
2. Helical 1.50 x 1/4 inch
8" diameter 0.012
10" diameter 0.014
3. Helical 2.67 x 1/2 inch12" diameter 0.011
18" diameter 0.014
24" diameter 0.016
36" diameter 0.019
48" diameter 0.020
60" diameter 0.021
4. Annular 3x1 inch (all diameters) 0.027
5. Helical 3x1 inch
48" diameter 0.023
54" diameter 0.023
60" diameter 0.024
66" diameter 0.025
72" diameter 0.026
78" diameter and larger 0.027
6. Corrugations 6x2 inches
http://www.fsl.orst.edu/geowater/FX3/help/8_Hydraulic_Reference/Mannings_n_Tables.htmhttp://www.fsl.orst.edu/geowater/FX3/help/8_Hydraulic_Reference/Mannings_n_Tables.htmhttp://www.fsl.orst.edu/geowater/FX3/help/8_Hydraulic_Reference/Mannings_n_Tables.htmhttp://www.fsl.orst.edu/geowater/FX3/help/8_Hydraulic_Reference/Mannings_n_Tables.htm -
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60" diameter 0.033
72" diameter 0.032
120" diameter 0.030
180" diameter 0.028
a)Composite Mannings n:Flow in the main channel is not subdivided except when the roughness coefficient is changed
within the channel area. If the main channel portion of the cross-section is subdivided into
parts having different roughness coefficient then a certain composite value of nc should be
computed. The formula to evaluate nc is given below.
b)Design of Canal (Manning Formula):Required Design Inputs:
B, S and n or nc (nbottom and nside)
c)Design Problem:Design a canal through Manning formula having side slope 1V:2H, Longitudinal slope, S =
0.000175, Discharge, Q = 402.53 cusecs, bottom width, B = 45 m. The trapezoidal cross-sectionhave nbottom = .045 and nside = .015.
Solution:
Pside2
Pbottom
Pside1
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According to question
nside = 0.015 and nbottom = 0.045
As we know that B = 95m, So
For side slope 1V:2H and B = 45m, the P and A values will be and
respectively
Use trial and error method to calculate D
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Now calculate the value of composite n,
3.Comparison between Values of Manning andLacey Design:
Design Parameters Lacey Design Values Maning Design Values
Breadth, B (ft) 86.61 45
Depth, D (ft) 3.88 2.75
Velocity, V (fts-1
) 1.18 2.89
Perimeter, P (ft) 95.29 57.298
Area, A (ft2) 341.13 138.86
Hydraulic Radius, R (ft) 3.61 2.42
Silt Factor, f 0.97 No
Manning Roughness Factor, n No 0.0396
Side Slope, (V:H) 1V:2H 1V:2H
Longitudnal Slope, S 0.000101 0.000175
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Learning
After I have completed my internship with PPMU, it is my hope
that I will be more confident in myself and the work that I complete for
the company. I have noticed that since the first day on the job I have
been very critical of myself and the writing that I do. Even after
receiving several comments from my superiors that I have been a great
asset already, I still find myself degrading the work I produce. However,
through time and experience I hope to become more confident as a
professional.
Though the current work that I am doing for PPMU is not what I
specifically want to be doing in the future, I understand that I need togain a bottom-to-top understanding of the workings of a government
department. Much of the work is assisting. I would like to continue to
explore the career paths of other professionals in the department and
other professionals that we contract to assist us. I enjoy networking with
these individuals and will continue to grow and learn with their advice.
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Recommendations for Future Interns
Internships are a great way to learn more about a company or industry
and help identify what you want to do as a career. Just like shoe
shopping, its all about the right fit, and internships are a valuable way to
find your fit. I want to suggest few tips to the future interns. Which are
1.Dont be afraid to ask questions. Peoples dont expect you to knowit all, but make sure after those questions have been answered,
youre clear about what you need to do.
2.Manage up and ask smart questions. Know when to ask and whento find out the information on your own
3.Take the initiative!!! I have found that colleagues really appreciatesomeone who is constantly looking for new opportunities to help,
get involved, make suggestions, or improve their personalperformance.
4.Be proactive. The perfect opportunity is not going to fall into yourlap. In order to get to where you want to be you need to be
persistent. Whether this means following-up with a recruiter, or
calling until someone looks at your resume. A big part of what
may make you standout is showing how badly you want the
position you are applying for.5.Never underestimate the value of becoming expert in a subject.Depth of knowledge, rather than breadth, can make you an
invaluable asset.
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References
I. Irrigation and Water Power Engineering, 12thEditionby Dr. B.C PunmiaChap#14, Irrigation Channels: Silt TheoriesII. Fluid Mechanics with Engineering Applications, SI Metric Editionby Robert L.Daugherty Chap#11, Steady Flow in Open Channels
III. Engineering Fluid Mechanics and Hydraulic Machinesby K. C. Patra Chap-Open Channel Hydraulics
IV. Manning n values,http://www.fsl.orst.edu/geowater/FX3/help/8_Hydraulic_Reference/Mannings_n_Tables.
htm