Software training report for 2 months on AutoCAD and Staad Pro. All rights reserved for the images and content used.

1. SOFTWARE TRAINING REPORT
AT
INFOWIZ SOFTWARE SOLUTION
CHANDIGARH
Submitted to the Department of Civil Engineering
Of
CGC Technical Campus Jhanjeri, Mohali
As Part of Course Work of
B.Tech. (Civil Engineering)
I.K GUJRAL PUNJAB TECHNICAL UNIVERSITY, KARPURTHALA, JALANDHAR
Submitted to: - Submitted By:-
Civil Department Name: - JAPJEET SINGH
Branch: - Civil Engineering
Semester: - 8th
Univ Roll No:-1446589
Batch: - 2014-2018

2. STUDENT DECLARATION
This is to certify that I, JAPJEET SINGH student of B.Tech (Civil)-8th
Semester Roll
No. 1446589 has undergone software training in “Infowiz Software Solution,
Sector 34A, Chandigarh.
(From 8th
of January to 10TH
of March, 2018)
As required of eight weeks project semester for the award of degree of B.Tech
Civil Engineering, college CHANDIGARH GROUP OF COLLEGE JHANJERI which is an
authentic record of my work.
If any discrepancy is found regarding the originality of this report I may be held
responsible. I have not copied from any report submitted earlier this or any other
university. This is purely original and authentic work.
JAPJEET SINGH

3. CERTIFICATE

4. ACKNOWLEDGEMENT
I would like to place on record my deep sense of gratitude to Er.MOHANPREET SINGH
(Site Engineer) for his generous guidance, help, useful suggestions and continuous
encouragement.
I am extremely thanks to Prof. Rajneesh Talwar, Principal Chandigarh Group of
Colleges Technical Campus Jhanjeri, Mohali (Punjab) and management for support and
encouragement.
I am extremely thankful to Dr. Kishor Kulkarni, HOD, CGCTC Jhanjeri, Mohali for
valuable suggestions and motivation.
I am also thankful to Mr.Sarabjit Singh and Mr. Sachin Sharma, Training and
placement officers, Chandigarh Group of Colleges Technical Campus Jhanjeri, Mohali
(Punjab) for providing the opportunity to get the knowledge.
JAPJEET SINGH

5. ABSTRACT
As part of curriculum, and for the partial fulfillment of the requirements for completion of
B.TECH degree from Chandigarh Group of Colleges, technical campus, I Japjeet
Singh, underwent an software training at the Infowiz Software Solution for 8 weeks
during the months january 2018 - march 2018. The report consist of brief study and
description of softwares used for construction.
The report contains my 8 weeks experience in the hosting company. All the contents are
broadly explained and it is constructed from the practical basis.
In the content I have explained my overall internship familiarity in the last successive
months. This content is the main content that I have recorded and it contains overall
work I have been executing.

6. INTRODUCTION
AutoCAD is a commercial software application for 2D and 3D
computer-aided design (CAD) and drafting available since 1982 as
a desktop application and since 2010 as a mobile web- and cloud-
based app marketed as AutoCAD 360. Developed and marketed
by Autodesk, Inc., AutoCAD was first released in December 1982,
running on microcomputers with internal graphics controllers.
Prior to the introduction of AutoCAD, most commercial CAD
programs ran on mainframe computers or minicomputers, with
each CAD operator (user) working at a separate graphics terminal.
AutoCAD is used across a wide range of industries, by architects,
project managers, engineers, designers, and other professionals.
It is supported by 750 training centers worldwide as of 1994.
As Autodesk's flagship product, by March 1986 AutoCAD had
become the most ubiquitous CAD program worldwide. As of 2014,
AutoCAD is in its twenty-ninth generation, and collectively with all
its variants, continues to be the most widely used CAD program
throughout most of the world.

7. WORK SPACES OF AUTO CAD
Drafting and Annotation
3D Basics
3D Modeling
Auto cad Classic
POINT FIXING METHODS IN AUTO CAD
Absolute Co- ordinate system.
X , Y 5 , 5
Relative Co- ordinate system.
@ X , Y
@ 5 , 5
Relative Polar Co- ordinate system.
@ Distance <Angle
@ 5<45
Absolute Co- ordinate system.
X , Y
Command: line Specify first point: enter 80,235 right-click Specify
next point or enter 275,235 right-click Specify next point or enter
295,210 right-clickSpecify next point or enter 295,100 right-click

8. Specify next point or enter 230,100 right-click Specify next point
or enter 230,70 right-click Specify next point or enter 120,70 right-
click Specify next point or enter 120,100 right-click Specify next
point or]: enter 55,100 right-click Specify next point or enter
55,210 enter
Relative Co- ordinate system.
@ X , Y
Command: line Specify first point: enter 60,210 right-click Specify
next point or enter @50,0 right-click Specify next point or enter

9. @0,20 right-click Specify next point or enter @130,0 right-click
Specify next point or enter @0,20 right-click Specify next point or
enter @50,0 right-click Specify next point or enter @0,105 right-
click Specify next point or enter @50,0 right-click Specify next
point or enter @0,20 right-click Specify next point or enter @130,0
right-click Specify next point or enter @0,20 right-click Specify
next point or enter @50,0 right-click Specify next point

10. AutoCAD 2D Tutorial
DRAWING LINES
A LINE can be one segment or a series of connected segments. Each segment is a
individual object.
Series of connected segments One segment
Start the Line command by using one of the following methods:
Type = L <enter>
PULLDOWN MENU = DRAW / LINE
TOOLBAR = DRAW
Lines are drawn by specifying the locations for the endpoints.
Move the cursor to the location of the “first” endpoint then press the left mouse
button. Move the cursor again to the “next” endpoint and press the left mouse
button. Continue locating “next” endpoints until you want to stop.

11. Point to point method
Command
Line Specify first point: enter 65,220 right-click
Specify next point: drag to right enter 240 right-click
Specify next point: drag down enter 145 right-click
Specify next point or drag left enter 65 right-click
Specify next point or drag upwards enter 25 right-click
Specify next point or drag left enter 120 right-click
Specify next point or drag upwards enter 25 right-click Specify
next point or drag left enter 55 right-click Specify next point or c
(Close) right-click

12. Offset Command
Offset Distance
To offset a specified distance:
1. Choose Modify, Offset. or
2. Choose the Offset icon. or
3. Type OFFSET at the command prompt. Command: OFFSET or O
4. Type The distance to offset.
Offset distance or <Through point>: (number) 5. Pick The object to offset.
Select object to offset: (select object)
6. Pick A side to offset object to. Side to offset: (pick side)
7. Pick Another object to offset Select object to offset: (pick side)
or
8. Press Enter to end the command.
Offsetting objects by specifying a distance

13. 2D DRAWING COMMANDS
COMMANDS SHORT
Line L Enter
Circle C
A. Center Radius
B. Center Diameter
C. 3Point Circle
D. 2Point Circle
E. Ttr (tangent, tangent, radius)
F. Ttr (tangent, tangent, tangent)
Erase E
Offset O
Trim Tr
Extend Ex
Copy Co, Cp
Move M
Rotate Ro
Mirror Mi
Stretch S
Polygon Pol
Scale Sc
Break Br

14. Join J
Point Po
Point Style Ddpt
Multiple Points
Donut Do
Color
List Li
Fillet F
Chamfer Cha
Multiple line Ml
Polyline Pl
Arc A
Ellipse El
Polyline Edit Pe
Rectangle Rec
Hatch H
Gradient
Boundary Bou
Array Ar
Area Aa
Explode X
Add Leader Lead

15. Array Ar
Rectangle Array
Polar Array
Path Array
Text ( Single line text ) Dt
Multiline Text Mt
Arc Text Arct
Table Text Tb
Revision Cloud Revc
Ray Ray
Construction Line Xl
Block B
Group G
Layers La
Insert Block I
Divide Div
Measure Mea
Region Reg
Time T
Lengthen Len
Leader Lea
Match Properties Match

16. 2 D Drawing

18. Projects:-2d view in autocad planing

19. 2d wireframe isometric view:-

20. INTRODUCTION TO STAAD.Pro
• STAAD.Pro is structural analysis design program software.
• It includes a state of the art user interface, visualization tools and international
design codes.
• It is used for 3D model generation, analysis and multi-material design.
• The commercial version of STAAD.Pro supports several steel, concrete and
timber design codes.
• It is one of the software applications created to help structural engineers to
automate their tasks and to remove the tedious and long procedures of the manual
methods.
• Concurrent Engineering" based user environment for model development, analysis,
design, visualization and verification.
• Object-oriented intuitive 2D/3D graphic model generation.
• Pull down menus, floating toolbars, and tool tip help.
• Flexible Zoom and multiple views.
• Isometric and perspective views 3D shapes.
• Built-in Command File Editor.

21. HISTORY OF STAAD.Pro
• STAAD.Pro was originally developed by Research Engineers International in
Yorba Linda, CA.
• In late 2005, Research Engineer International was bought by Bentley Systems.
Staad is powerful design software licensed by Bentley .Staad stands for structural
analysis and design
Any object which is stable under a given loading can be considered as structure. So
first find the outline of the structure, where as analysis is the estimation of what are
the type of loads that acts on the beam and calculation of shear force and bending
moment comes under analysis stage. Design phase is designing the type of materials
and its dimensions to resist the load. this we do after the analysis.
To calculate S.F.D and B.M.D of a complex loading beam it takes about an hour. So
when it comes into the building with several members it will take a week. Staad pro is a
very powerful tool which does this job in just an hour’s staad is a best alternative for
high rise buildings.
Now a days most of the high rise buildings are designed by staad which
makes a compulsion for a civil engineer to know about this software.
This software can be used to carry rcc, steel, bridge, truss etc according to various
country codes.

22. STRUCTURE
• A STRUCTURE can be defined as an assemblage of elements. STAAD is capable of
analyzing and designing structures consisting of both frame, and Finite elements. Almost
any type of structure can be analyzed by STAAD.
Frame elements – Beam elements – 2 nodes Finite elements –
1.) Plate – 3 or 4 nodes
2.) Solid – 4 to 8 nodes
• In case of STAAD
Node becomes Joint
It has a number and xyz coordinates
Beam becomes Member it has a number and nodes at its ends
Plate becomes Element it has a number and node at its corners
TYPES OF STRUCTURE
• A TRUSS structure consists of truss members who can have only axial member
forces and no bending in the members
• A PLANE structure is bound by a global X-Y coordinate system with loads in the
same plane
• A SPACE structure, which is a three dimensional framed structure with loads
applied in any plane, is the most general.
• A FLOOR structure is a two or three dimensional structure having no horizontal
(global X or Z) movement of the structure [FX, FZ & FY are restrained at every joint]. The
floor framing (in global X-Z plane) of a building is an ideal

23. ASSIGNING LOADS
• Any structure is subjected to basically these types of loads-
1. Dead load
2. Live Load
3. Wind Load
4. Seismic Load
• Dead load includes the self weight of the structure while live load consists of
superimposed load.
• In addition to a structure is also subjected to wind and seismic or earthquake
forces
• While designing a structure subjected to wind and earthquake forces we also
have to
•After creating various load cases we have to assign them to the structure. For this we
have to first select that part of the structure on which load has to be assigned and then
assign it to that part provide definitions along with various load cases

24. DESIGN
• After analysis a structure has to be designed to carry loads acting on it
considering a certain factor of safety.
• In India structures are designed by using various Indian codes for both concrete
and steel structures.
• The design in STAAD.Pro supports over 70 international codes and over 20 U.S.
codes in 7 languages.
• After designing the structure it is again analyzed and results of analysis for each
beam and column is shown in the output file
Assumptions and Notations used:
The notations adopted throughout the work are same IS-456-2000.
Assumptions in Design:
1. Using partial safety factor for loads in accordance with clause 36.4 of IS-456-2000 as
ϒt=1.5
2. Partial safety factor for material inaccordance with clause 36.4.2 is IS-456-2000 is
taken as 1.5 for concrete and 1.15 for steel.
3. Using partial safety factors in accordance with clause 36.4 ofIS-456-2000
combination of load.
D.L+L.L. 1.5
D.L+L.L+W.L 1.2

25. Density of materials used:
MATERIAL: DENSITY
Plain concrete 24.0KN/m3
ii) Reinforced 25.0KN/m3
iii) Flooring material (c.m.) 20.0KN/m3
iv) Brick masonry 19.0KN/m3
v) Fly ash 5.0KN/m3
LIVE LOADS: In accordance with IS. 875-86
i) Live load on slabs = 20.0KN/m2
ii) Live load on passage = 4.0KN/m2
iii) Live load on stairs = 4.0KN/m
DESIGN CONSTANTS:
Using M30 and Fe 415 grade of concrete and steel for beams, slabs, footings,
columns. Therefore:-
Fck = Characteristic strength for M30-30N/mm2
Fy = Characteristic strength of steel-415N/mm2

26. Assumptions Regarding Design:
i) Slab is assumed to be continuous over interior support and partially fixed
on edges, due to monolithic construction and due to construction ofwalls over
it.
ii) Beams are assumed to be continuous over interior support and they frame in to the
column at ends.
Assumptions on design:-
1) M20 grade is used in designing unless specified.
2) For steel Fe 415 is used for the main reinforcement.
3) For steel Fe 415 and steel is used for the distribution reinforcement.
4) Mild steel Fe 230 is used for shear reinforcement.
Symbols:
The following symbols have been used in our project and its meaning is clearly
mentioned respective to it:
A - Area
Ast. - Area of steel
b - Breadth of beam or shorter dimension of rectangular column
D - Overall depth of beam or slab
DL -Dead load
d1
-effective depth of slab or beam
D - overall depth of beam or slab

27. Mu,max -moment of resistance factor
Fck-characters tic compressive strength
Fy-characteristic strength of of steel
Ld- development length
LL - live load
Lx- length of shorter side of slab
Ly- length of longer side of slab
B.M. - bending moment
Mu - factored bending moment
Md - design moment
Mf -modification factor
Mx - mid span bending moment along short span
My -mid span bending moment along longer span
M’x -support bending moment along short span
M’y - support bending moment along longer span
pt -percentageof steel
W -total design load
Wd-factored load
Tc max -maximum shear stress in concrete with shear
Tv- shear stress in concrete
Tv-nominal shear stress
ɸ -diameter of bar
Pu -factored axial load
Mu,lim -limiting moment of resistance of a section without compression
reinforcement Mux,Muy- moment about X and Y axis due to design loads

28. ADVANTAGES OF STAAD.Pro
Following are the advantages of STAAD.Pro :
1. Covers all aspects of structural engineering
2. Broad spectra of design codes
3. International codes
4. Quality assurance
5. Reports and documentation
CONCLUSION
• Staad pro is widely used by most of the organization for their construction needs.
• Unfortunately, well skilled staad pro engineers are very hard to search.
• If we believe in the prediction of the industry experts then those students who will
be getting trained on staad pro in the current and upcoming two years will have bright and
successful career ahead in the real estate and construction domain
• By attending this training in STAAD.Pro we were able to learn various features of
STAAD.Pro which will be very helpful in the near future

29. Dead Loads:
Dead loads consist of the permanent construction material loads compressing the roof,
floor, wall, and foundation systems, including claddings, finishes and fixed equipment.
Dead load is the total load of all of the components of the components of the building
that generally do not change over time, such as the steel columns,concrete floors,
bricks, roofing material etc.
In STAAD.Pro assignment of dead load is automatically done by giving the property of
the member. In load case we have option called self-weight which automatically
calculates weights using the properties of material i.e., density and after assignment of
dead load the skeletal structure looks
Red in color as shown in the figure.
Fig4.4.1a Example for calculation of dead load;

30. Dead load calculation
Weight=Volume x Density
Self-weight floor finish=0.12*25+1=3kn/m^2
The above example shows a sample calculation of dead load. Dead load is calculated as
per IS 875 part 1.

31. 4.4.2 Live Loads:
Live loads are produced by the use and occupancy of a building. Loads include those
from human occupants, furnishings, no fixed equipment, storage, and construction and
maintenance activities. As required to adequately define the loading condition, loads
are presented in terms of uniform area loads, concentrated loads, and uniform line
loads. The uniform and concentrated live loads should not be applied simultaneously n
a structural evaluation. Concentrated loads should be applied to a small area or
surface consistent with the application and should b e located or directed to give the
maximum load effect possible in end- use conditions. For example. The stair load of
300 pounds should be applied to the center of the stair tread between supports.
In staad we assign live load innermost U.D.L .we has to create a load case for live load
and select all the beams to carry such load. After the assignment of the live load the
structure appears as shown below.
For our structure live load is taken as 25 N/mm for design. Live
loads are calculated as per IS 875 part 2.

32. Fig 4.4.2a diagram of live load

33. 4.4.3 Wind loads:
In the list of loads we can see wind load is present both in vertical and horizontal loads.
This is because wind load causes uplift of the roof by creating a negative (suction)
pressure on the top of the roof
Fig 4.4.3a diagram of wind load

34. Wind produces non static loads on a structure at highly variable magnitudes. the
variation in pressures at different locations on a building is complex to the point that
pressures may become too analytically intensive for precise consideration in design.
Therefore, wind load specifications attempt to amplify the design problem by
considering basic static pressure zones on a building representative of peak loads that
are likely to be experienced. The peak pressures in one zone for a given wind direction
may not, However, occur simultaneously in other zones. For some pressure zones, The
peak pressure depends on an arrow range of wind direction. Therefore, the wind
directionality effect must also be factored into determining risk consistent wind loads on
buildings
In fact, most modern wind load specifications take account of wind load directionality and
other effects in determining nominal design loads in some simplified form(sbcci,1999;
ASCe,1999).this section further simplifies wind load design specifications to provide an
easy yet effective approach for designing designing typical residential buildings. Because
they vary substantially over the surface of a building. Wind loadstar considered attwo
different scales. on large scale, the load produced on the overall building are on major
structural systems that sustain wind loads from more than one surface of building, are
considered the main wind force resisting systems (MWFRS).the MWFRS of a home
includes the shear walls, Diaphragms that create the lateral force resisting systems
(LFRS).As well as the structural systems such as trusses that experience loads from two
surfaces are regimes of the building.
The wind loads applied to the MWFRS account for the large effects of time varying wind
pressures on the surface are surfaces of the building. On a Smaller scale, pressures are
somewhat greater on localized surface area of the building, particularly near abrupt
changes in building geometry (i.e., eaves, ridges, and corners). These higher wind
pressures occur on smaller areas, particularly affecting the loads borne by components
and cladding (e.g., sheathing, windows, doors, purling, studs).

35. The components and cladding (C&C) transfer localized time-varying loads to the
MWFRS, at which point the loads average out bothspatially and temporally since, at a
given time, some components may beat near peak loads while others are at substantially
less than peak.
The next section presents a simplified method for determining both MWFRS and C&C
wind loads. Since the loads in the section 3.6.2 are determined for specific applications,
the calculation of MWFRS and C&C wind loads is implication the values provided.
Design example
3.2 in section 3.10 demonstrate the calculation of wind loads by applying the simplified
method of the following section3.6.2to several design conditions associated with wind
loads and the load combinations.
Century, modernism morphed into the international style, an aesthetic epitomized in
many ways by the Twin Towers of New York’s world trade center.
Many architects resisted modernism, finding it devoid of the decorative richness of
ornamented styles. Yet as the of the movement lost influence in the late 1970s,
postmodernism developed as a reaction against the austerity of Modernism. Robert
ventures’ contention that a “decorated shed” (an ordinary building which is functionally
designed inside and embellished on the outside) was better than a “Duck” (a building in
which the whole form and its function are tied together) gives an idea of this approach.
Assignment of wind speed is quite different compared to remaining loads. We have to
define a load case prior to assignment.

36. After designing wind load can be assigned in two ways
1. Collecting the standard values of load intensities for a particular heights and
assigning of the loads for respective height.
2. Calculation of wind load as per IS 875 part 3.
We designed our structure using second method which involves the calculation of
wind load using wind speed.
In Hyderabad we have a wind speed of 45 kmph for 10m height and this value is
used in calculation.
After the assignment of wind load the structure looks as shown in figure
4.4.3.1 Basic wind speed:
Gives basic wind speed of India, as applicable to 1mheight above means ground level
for different zones of the country. Basic wind speed is based on peak just velocity
averaged over a short time interval of about 3 seconds and corresponds to mean
heights above ground level in an open terrain.
The wind speed for some important cities/towns is given table below.
4.4.3.2 Design wind speed:
The basic wind speed (Vb) for any site shall be obtained the following effects to get
design wind velocity at any height (Vz)for the chosen structure.
a) Risk level
b) Terrain roughness, height and size of the
structure and c) L o c a l topography
It can be mathematically expressed as
follows: Vs.=Vb* K1* K2* K3

37. Where
Vz = design wind speed at any height Z in m/s
K1= probability factor (risk coefficient)
K2=terrain height and structure size factor and
K3=topography factor
Table4.4.3.3
Basicwindspeedat10mforhightforsomeimportantcities/town:
CITIES SPEED BASIC WIND
(m/s)
CITIES SPEED BASIC WIND
(m/s)
Cuttack 50 Pune 39
Agra 47 Jhansi 47
Durbhanga 55 Raipur 39
Ahmadabad 39 Jodhpur 47
Darjeeling 47 Rajkot 39
Ajmer 47 Kanpur 47
Dehra dun 47 Ranchi 39
Alomar 47 Kohima 44
Delhi 47 Roorkee 39
Amritsar 47 Kurnool 39
Alanson 47 Rourkela 39
Gangtok 47 Lakshadweep 39
Auragabad 39 Simla 39

38. Gauhati 50 Srinagar 39
Bahraich 47 Ludhina 47
Gaya 39 Surat 44
Bangalore 33 Madras 50
Gorakhpur
47
Tiruchchirappalli 47
Varanasi
47
Madurai 39
Hyderabad
44
Trivandrum 39
Bareilly 47 Mandi 39
Impale 47 Udaipur 47
Bhatinda 47 Mangalore 39
Jabalpur 47 Vododara 44
Bhalali 39 Moradabad 47
Jaipur 47 Varanasi 33
Bhopal 39 Mysore 50
Jamshedpur 47 Vijayawada 50
Bhuvaneshwar 50 Nagpur 44
Bhuj 50 Vishakhapatnam 50
Bikaner 47 Naimital 47
Bikaro 47 Nasik 39
Bokaro 47 Nellore 50
Bombay 44 Panjim 39
Calcutta 50 Patiala 47

39. Figure4.4.3.3b WindLoad
Calicut 47 Patna 47
Chandigarh 47 Pondicherry 50
Coimbatore 39 Porblair 44

40. 4.4.4 Floor load:
Floor load is calculated based on the load on the slabs. Assignment of floor load is
done by creating a load case for floor load. After the assignment of floor load our
structure looks as shown in the below figure.
The intensity of the floor load taken is:0.0035 N/mm2
-Ve sign indicates that floor load is acting downwards.
Fig4.4.4.a Diagram of loor load

41. 4.4.5 Load combinations:
All the load cases are tested by taking load factors and analyzing the building in
different load combination as per IS456and analyzed the building for all the
load combinations and results are taken and maximum load combination is
selected for the design
Load factors as per IS456-2000
Live load dead load wind
load
1.5 1.5 01.2 1.2 1.2
0.9 0.9 0.9
When the building is designed for both wind and seismic loads maximum
of both is taken. Because wind and seismic do not come at same time as
per code.
Structure is analyzed by taking all the above combinations.

42. Project: 1.1
Q). Calculate the Bending moment, shear force and deflection of simply
supported beam in staad pro and compare it with manually?
Sol.) Let us take example a beam of 5m span having cross section of (0.5 x
0.3)m and having flexural rigidity 2x 10^5
mm4
.
By using STAAD Pro:-
S.F. at support = 10 KN
B.M. at mid span = 12.5 KNm
Deflection at mid span = 0.052 mm
Maximum Bending Moment using Staad Pro. Result
b) By analytically:

43. S.F. at support = Wl/2 = (4x5)/2 = 10 KN
B.M. at mid span = wl2
/8 = 4 x 25/8 = 12.5 KNm Deflection at
mid span = 5 wl3
/384 EI= 0.052 mm
Conclusion: The result obtained from the software and analytically are hundred
percent same.
Q).Draw the Shear force and bending moment diagram for the following beam
using Staad Pro.?
Sol.)
a) Shear force diagram:-
b) Bending Moment Diagram

45. Conclusions:
1.Designing using Softwares like Staad reduces lot of time in design work.
2.Details of each and every member can be obtained using staad pro.
3.All the List of failed beams can be Obtained and also Better Section is given
by the software.
4.Accuracy is Improved by using software.
The entire period of Software Training has given me good & important practical
exposure of construction work. At the end of the Software Training I feel myself
better equipped and ready to face the software problems related to Civil
Engineering works. In these six weeks, I have learnt how to deal with Authorities
and workers under supervision and I have become familiar with the fact that the
actual designing work is much difficult from theoretical knowledge. But until you
don’t have the theoretical knowledge, the practical work is very difficult to carry-
out and understand.
There are four basic phase of any project in civil engineering era:
Planning
Designing
Construction
Maintenance
At the construction site we deal with the construction and maintenance phase of
project but by the means of software training we learn the initial two phase of
project which are Planning and designing.
Working with experienced structure designers has enhanced my technical
skills to a great extent for which I am grateful to them. Their professional
approach towards work is appreciable.
The training has provided me with much needed field exposure to shape up my
thinking in a better way as a professional making me a lot more capable to face
the challenges of life

46. .References:
1.Theory of Structures by ramamrutham for literature review on kani’s method.
2.Theory of structures by B.C.punmia for literature on moment distribution method.
3.Reinforced concrete Structures by a.k. jain and b.c.punmia fo rdesign of beams,
columns and slab.
4.Fundamentals of Reinforced concrete structure by N. c. Sinha .
Code Books
1.IS 456-2000 code book for design of beams, columns and slabs
2.SP-16 for design of columns.