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