Project report on design & execution of a theatre and arts complex

PROJECT REPORT ON DESIGN & EXECUTION OF A THEATRE AND
ARTS COMPLEX
(According to practical principals)
Submitted in the partial fulfillment of
the Requirements for the award of the degree of
Bachelor of Technology
In Civil Engineering
By
Student Name ( Roll Number )
Department of Civil Engineering
College / Institution Name ( XYZ College of Engineering and
Technology)
College Address / Location
Year : 2015-2016
---------XXX--------

CERTIFICATE
XYZ Institute of Engineering and Technology
(AFFILIATED TO XYZ TECHNICAL UNIVERSITY)
DEPARTMENT OF CIVIL ENGINEERING
CERTIFICATE
This is to certify that the design project report designated “PROJECT REPORT
ON DESIGN & EXECUTION OF A THEATRE AND ARTS COMPLEX” being
submitted by
Student Name ( Roll Number )
In partial fulfillment for the award of the Degree of Bachelor of Technology to
the XYZ TECHNICAL UNIVERSITY. This record is a genuine work carried out
by him under my guidance and supervision.
The results extracted within this project design report have not been submitted to
any other Technical University or Institute for the award of any Bachelor
Degree of Technology or Diploma Course.
Certification Number : XYZ1234567
Year of Certification : 2015-2016
Mr. Samuel Johnson
Head of the Department
Assistant Professor
Department of Civil Engineering
Woodlands , California. ---------------------------
Signature : --------------------------- External Guide

DECLARATION
We hereby announce that the design work submitted in this project
entitled as “PROJECT REPORT ON DESIGN & EXECUTION OF A
THEATRE AND ARTS COMPLEX” introduced towards the successful
completion of the Civil Engineering Design Project in Xth Semester of
B-Tech (CIVIL ENGINEERING) at the XYZ Institute of Engineering
and Technology affiliated to XYZ Technological University, Woodlands
is bona fide work and had not been presented to any Technical
University or Institute for any settlement.
I‟m grateful to my other classmates and all the members of the civil
engineering department for their continuous support , spontaneous
response and kind co-operation in the whole session.
I would like to thank our respected HOD , Principal and Assistant
Professor and special thanks to none other than Mr. Mike Simpson , the
external guide for supporting throughout the total project work with
needful and inspiring words which is valuable for generating this report.
Last , but not the least , I would be thankful to my senior colleagues
whose important suggestions and advices helped me lot for finalizing
this project work successfully.
Though , lots of hard works are involved in building up this new design
project , it helped me gaining detailed knowledge about how to carry out
a complex civil engineering design project for a commercial complex.
Student Name : Mr. Robert Holder.
Roll Number : 1234XYZ567 Signature :

ACKNOWLEDGMENT
We are fortunate enough to have an opportunity to present a project report for the
DESIGN & EXECUTION OF A THEATRE AND ARTS COMPLEX. This
project is very good example of team work and is an outcome of rigorous and
painstaking effort of all the group members, without which one cannot imagine to
materialize the dream of perpetuating such a tremendous task which not only adds
valuable information to our knowledge but also increases our experience in field of
building construction.
We would like to express our gratitude to all the people behind the screens who
helped us in this project work.
We profoundly thank Dr. Matthews Johnson, professor, Head of the Department of
Civil Engineering who has been an excellent guide and also a great source of
inspiration, which has been very much valuable to us.
We would like to take this opportunity to thank our guide for all that he had done
in making our work grand success. His unstinting help was great asset to our
project and without it we would not have accomplished what we have done now.
The satisfaction and euphoria that accompany the successful completion of the task
would be great but incomplete without the mention of the people who made it
possible with their constant guidance and encouragement crowns all the efforts
with success. In this context, I would like to thank all the other staff members, both
teaching and non-teaching, who have extended their timely help and eased my
task.
Student Name :
Roll Number :
College Name :
University Name :

ABSTRACT
PROJECT ON DESIGN & EXECUTION OF A THEATRE AND ARTS
COMPLEX
In the modern industrialized world, construction usually involves the translation of
designs into reality. In the field of civil engineering, construction is a process that
consists of the building or assembling of infrastructure. Far from being a single
activity, large scale construction is a feat of human multitasking. Normally, the job
is managed by a project manager, and supervised by a construction manager,
design engineer, construction engineer or project architect.
For the successful execution of a project, effective planning is essential. Involved
with the design and execution of the infrastructure in question must consider the
environmental impact of the job, the successful scheduling, budgeting,
construction site safety, availability of building materials, logistics, inconvenience
to the public caused by construction delays and bidding, etc..
When the project initiated in October 2007 the entire site was full of rock and
boulders. Excavation work is carried out and entire rock strata are removed from
the site. The very specialty of this project is the slabs are Post tension slabs in
which slab of concrete is being presented using a specific method to increase the
strength of the concrete and it is a high rise building with a Transfer floor of 1.5m
thick at G+ 7 floor.
Our study in this construction site includes several aspects such as Shuttering and
types of shuttering, Reinforcement of steel, Concreting, vibrating, Curing and
Water proofing, rectification of Concrete, Case studies and also study of different
safety precautions undertaken at the site for the safety of labor and staff.
Student Name : -------------------------
Roll Number : --------------------------
College Name : -------------------------
University Name : ------------------------ Date & Place : --------------

CONTENTS
Serial No. TOPIC Page Number(s)

AIM OF THE PROJECT
The aim of the project is to plan , design and execution of the
framed structure of a Theatre and Arts Complex.

INTRODUCTION
The basics needs of human existences are food, clothing‟s & shelter. From times
immemorial man has been making efforts in improving their standard of living.
The point of his efforts has been to provide an economic and efficient shelter. The
possession of shelter besides being a basic, used, gives a feeling of security,
responsibility and shown the social status of man.
Every human being has an inherent liking for a peaceful environment needed for
his pleasant living, this object is achieved by having a place of living situated at the
safe and convenient location, such a place for comfortable and pleasant living
requires considered and kept in view.
• A Peaceful environment.
• Safety from all natural source & climate conditions
• General facilities for community of his residential area.
The engineer has to keep in mind the municipal conditions, building bye laws,
environment, financial capacity, water supply, sewage arrangement, provision of
future, aeration, ventilation etc., in suggestion a particular type of plan to any
client.

DEMAND OF THEATRE AND ARTS COMPLEX
The special features of the demand for theatre and arts complex consists of in its
unique nature and depend on the following factors.
• Availability of cheap finance.
• Availability of skilled labors.
• Availability of transport facility.
• Cost of labors & material of construction.
• Predictions of future demand.
• Rate of interest on investment e. g., low rates of interest with facilities of long
term payment may facilities investment in theatre and arts complex.
• Rate of population growth and urbanization.
• Supply of developed plots at reasonable prices.
• Taxation policy on real estates
• Town planning & environmental conditions.
The art and theatre complex is to be built also by remembering to grant the
protection against wind, weathers, and to give insurance against physical insecurity
of all kinds.

CATEGORIZATION OF BUILDINGS BASED ON OCCUPANCY
 ASSEMBLY BUILDINGS
 EDUCATIONAL BUILDINGS
 INSTITUTIONAL BUILDINGS
 BUSINESS BUILDINGS
 INDUSTRIAL BUILDINGS
 MERCANTILE BUILDINGS
 RESIDENTIAL BUILDINGS
 STORAGE BUILDINGS
 HAZARDOUS BUILDINGS
 COMMERCIAL BUILDINGS
 GOVERNMENTAL BUILDINGS
 MILITARY BUILDINGS
 TRANSPORT BUILDINGS
 RELIGIOUS BUILDINGS
 AGRICULTURAL BUILDINGS
 POWER STATION / POWER PLANT BUILDINGS
 HOSPITAL / NURSING HOME TYPE BUILDINGS
 SHOPPING MALL TYPE BUILDING
 RESEARCH BUILDING
 OFFICE BUILDING etc.

DESCRIPTION OF MAJOR TYPES OF BUILDING
ASSEMBLY BUILDINGS :
These are the Group-D buildings where groups of people gather or meet for entertainment ,
relaxation , enjoyment by means of religious or social purposes and these consists of marriage
halls , assembly halls , art and crafts halls , city halls , exhibition halls , religious halls such as
places of worship , museums etc.
EDUCATIONAL BUILDINGS :
These denotes any kind of Group-B building used for pre-school, school, college, university or
institution for day-care processes containing assembly for commandment, education and learning
or amusement purpose and that is not included by assembly buildings types (Young and
O'Reilly 1983).
INSTITUTIONAL BUILDINGS :
These GROUP-C buildings are typically applied for various reasons, like any therapeutic
medical and curative treatment or any healing care of patients suffering from mental or physical
illness, sickness, diseases or fragility, precautionary measure of child or infants, convalescents or
mature aged people and also for the penal detention where independence of the inmates is
confined (Oakes et al. 2001). These Group-C Institutional Buildings generally supply sleeping
arrangement for the in-house occupants.
BUSINESS BUILDINGS :
These Group-E buildings are mainly used for economic transaction purposes of business, for
maintaining of accounts and financial records and for identical purposes, banks, offices,
professional and institutional establishments, courts houses, educational libraries (Griggs 1997).
The fundamental operation of these buildings is economic or financial transaction of public day-
to-day business activity and maintaining of records and financial data.
INDUSTRIAL BUILDINGS :
These are Group-G buildings where business products or goods and materials of all types and
categories are invented, assembled, modeled and manufactured or functionally processed, as
assembly plant, dry cleaning plants, research laboratories, power plants, pumping stations, smoke
houses, laundries etc. (Victor 2007).
MERCANTILE BUILDINGS :

These Group-F buildings are basically implemented as small or large shops, kind of stores, or
any market place, for providing the business transaction of merchandise either retail or
wholesale, stores, shops, office, any type of storage based service facilities accommodated for
the business transaction of various merchandise and localized in the same commercial building
(Narayanan and Beeby 2003).
RESIDENTIAL BUILDINGS :
These Groups-A buildings define any type of building which provides sleeping accommodation
as well as regular suburban purposes, with or without dining and cooking options / facilities
(Choy 1993; Leach 1980) . It can be single or multi-family flats, lodging place or apartment
houses, restaurants, hostels, lodgings or rooming houses, hotels, pub or dormitories and
residential or non-residential hostels.
STORAGE BUILDINGS :
These Group-H storage buildings are primarily used for the warehousing of business materials,
sheltering of goods, wares or merchandise automobiles and domestic animals, as business
warehouses, commercial cold storage, vehicle garages, heavy loaded trucks or vans etc. (CED
1992).
HAZARDOUS BUILDINGS :
These Group-I hazardous buildings or constructions are majorly used for the storage or depot,
handling and maintaining, production and manufacture or processing of the highly combustible
or inflammable explosive materials or sensitive goods or products which are always responsive
to burn with extreme rapidly causing disaster and able to produce dangerous or poisonous sub-
products for storage handling, bio-chemical compounds - acids or any other malicious liquids or
toxic chemicals producing flames, smoke, fumes and highly explosive, critically poisonous,
irritant or chemically corrosive gases producing of any sub-agents generating explosive or
inflammable mixtures of dust which result in fragmentation of matter into fine sub-particles
resulted to spontaneous hazardous ignition (Donald 1994).
SELECTION OF PLOT AND STUDY
Identification of suitable plot is most important for any domestic buildings. Projected
construction site must be in proper place where the community is liberal and also service is

convenient although not very gathered that returns a primary source of inconvenience
circumstances or noisy. The conventional multi-directional transportation system is very
important not only because of today‟s requirement but also for the retention of valuable property
value in near future identically linked to are transportation or transit, shopping activity, useful
facilities also needed (Euro Inox and the Steel Construction Institute 2002). One must check the
road or traffic condition whether there is any involvement of future enlargement or development.
The root factor to be analyzed while promoting the building location / site will be following :-
• Accommodation of leisure park or nearby amusement zone.
• Economical polytonality of the site area / land.
• Easy Availability of public transport, emergency and utility services, especially drinking water,
uninterrupted electricity line and sewage disposal.
• Expense of the commercial building cost. Cost of project site.
• Internal Distance from work places.
• Suitable drainage system.
• Building Location with respect to public school, college and buildings.
• Nature of application of identical area.
• Public Transportation Facilities (ETWB 1999).
• Natural Causes : Wind motion, velocity and wave direction.
SURVEY OF THE SITE FOR PROPOSED BUILDING
Reconnaissance Survey : the below mentioned possibilities has been identified during the
reconnaissance survey of the project location.
• Project Site is located within easy reachable distance.
• The project location is desirably proper planned without presence of any dry muddy grass and
other stony plats over the entire locality.

• No precautionary leveling is needed as the area is mostly uniform leveled.
• The base ground is soft and eco-friendly (Manning 1924).
• Labor is easy available and accessible near by the project location.
• Domestic area public houses are situated nearby the project site.
• Detailed survey procedure : the descriptive survey process has been compiled to measure the
boundaries of the required project areas of the site with the help of the civil engineering
apparatus and compass.
Theatre and Arts Complex - Commercial Building
Requirement for the Theatre and Arts Complex - a complete commercial building are varying for
different classes of people and it depends on various important factor such as the earning potential that is
„income‟ , „social status of each individual‟. Suppose consider a rich family with high level of income
always desires luxurious facility in any commercial building whether middle class or poor family is
suitable with minimal conditions or requirements.
A standard theatre and art complex - commercial building should at least consists
of the following base level facilities like :-
1. A performance theatre to be located below ground level. Service Zones should also be
provided without structural restrictions. Access for maintainance must be provided to all parts of
each service zones.
2. Eating facilities should be provided at ground level. Above the theatre hall , there should be a
dining space with proper arrangement.
3. Practice facilities at first floor level. A double storey rehearsal studio present at floor 1.
4. Office spaces at second and third floor level. Two floor of office spaces are allocated over the
rehearsal space without any specific restrictions on design structure.
CLIENT'S AND ARCHITECTS REQUIREMENT FOR BUILT UP AREA , FLOOR AREA
AND HEIGHT OF ROOMS - ENGINEERING DATA :-
Client‟s and Architects‟ Requirements :-
A new theatre and arts complex is to be built in East London, on a site which is currently

occupied by dilapidated warehouses which were originally built in the 1950s. The site has
dimensions of 20x38m and architectural space requirements suggest that a building height of at
least 17m will be required (refer to Figure 1). The height can be marginally extended (if
required) for structural and/or mechanical purposes but the total building height cannot exceed
20m in order to comply with aviation safety regulations due to the site proximity to London City
Airport.
The complex must, as a minimum, include:
1. A performance theatre to be located below ground level.
A clear space must be provided within the performance area of the theatre bounded by gridlines
1 and 3 and gridlines B and C. No permanent structure may be provided in this space. At either
end of the theatre space there is a service zone where there are no structural restrictions. Access
for maintenance must be provided to all parts of each zone.
2. Eating facilities at ground level
Above the theatre is a dining space at elevation +0.0m. The architect has specified that the only
structural elements permissible on grid line 2 between gridlines B and C are slender columns (no
bracing or walls are permitted).
3. Practice facilities at first floor level
A double storey rehearsal studio is at elevation +4.5m. The area available for rehearsal shall be
maximised by limiting columns to a minimum.
4. Office spaces at second and third floor level
Two floors of offices are located above the rehearsal space where there are no specific
restrictions on structure.
The architects want to allow as much light as possible into the building on Gridline 2 and have
stipulated that at least 70% of the elevation shall be glazed between gridlines B and C.
Engineering data
In addition to typical allowances for loads (e.g. ceiling, services, finishes, partitions etc.) which
are to be made by the design engineers, in accordance with requirements of EN 1991-1-1, the
following loads should be considered :-
Roof 1.5kPa (to allow for snow and maintenance access).
Ground floor 5kPa (to allow for crowds).
Theatre floors 10kPa (to allow for crowds and stage props including scenery)
The site is level and located next to a busy road. Excavations may not approach the road closer
than 1.0m. A borehole was dug at the centre of the site and indicates the following geotechnical
information:
Ground water was found at -10.0m
Ground – 3.0m Made ground

3.0m – 8.0m Stiff clay, C = 80kPa, Ø = 0
Below 8.0m Hard chalk, allowable bearing pressure = 800kPa
BUILDING BYE LAWS & REGULATIONS
• Line of actual building front-age and the minimum desirable plot sizes.
• Open unallocated free spaces around commercial building.
• Minimum feasible standard measured dimensions of commercial building elements.
• Rules, Provisions or laws for artificial lighting and ventilation system.
• Basic Provisions for safety or precautionary measures from explosion.
• Provisions for means of authorized and possible access on parts.
• Provisions for proper drainage system and sanitation facility.
• Provisions for fundamental safety measures of works / preceddings against natural hazards.
• Requirements for no-parking zones and off-street parking spaces / areas.
• Requirements for natural calamities : landscaping.
• Special unavoidable requirements for low-level income housing plots.
• Size and Availability of structural elements (GEO 1996).

ARRANGEMENT OF BUILDING BLOCKS & THEIR DESCRIPTION
PERFORMANCE THEATRE :
A performance theatre to be located below ground level.
A clear space must be provided within the performance area of the theatre bounded by gridlines
1 and 3 and gridlines B and C. No permanent structure may be provided in this space.
SERVICE ZONE :
At either end of the theatre space there is a service zone where there are no structural restrictions.
Access for maintenance must be provided to all parts of each zone (Treadaway 1988).
DINING SPACE :
Above the theatre is a dining space at elevation +0.0m.
CANTEEN :
Canteen or Kitchen area with proper ventilation facility which conforms eastern aspects as it
directs to morning sunlight to refresh and purify the air.
STORE ROOM :
Storage space allocated for keeping useful building raw materials in stock and can be applied
whenever any proper requirement is there.
REHEARSAL STUDIO :
To avail the practice facility for the upcoming theatre performance a rehearsal studio room with
proper arrangement has been provided in the first floor level - double storage.
OFFICE ROOM :
In the second and third floor there will be office room with adequate official arrangement -
completely separated from other type of rooms and floors and have distinct architecture.

BATHROOM - TOILET :
Combined or attached toilet facility for male and females in each floor containing wash-hand
basin , bath-tub , shower , shelves , brackets , racks , towels , urinal , pan ( indian ) comode (
western ) sanitation facility. floor made up of mosaic and white glazed tiles and files.sample soap
and toilet papers are also provided.
DRESSING ROOM :
Trial room or dressing room for change or make a trial dress up. Fresh up after dressing followed
by taking a quick bath.
VERANDAH :
There should verandah in the front as well as in the rear. The front verandah serves setting place
for male members & weighting place for visitors. The back verandah serve a ladies apartment for
there sitting, working controlling, kitchen works etc., verandah project the room against direct
sun, rain & weather effect. They used as sleeping place during the summer and rainy season &
are used to keep various things verandah also give appearance to the building. The area of a
building may vary from 10% to 20% of the building.
STAIR CASE :
This should be located in a easily accessible to all members of the family, when this is intended
for visitors it should be in the front, may be on one side of verandah. It meant for family use
only, the staircase should be placed the rear. The stairs case should be well ventilated & lighted
the middle to make it easy & comfortable to climb. Rises & threads should be uniform through to
keep rhythm while climbing or descending.
Some helpful points regarding the orientation of a building are as follows :-
• Long wall of the building should face north south, short wall should face.
• East and west because if the long walls are provided in east facing, the wall.
• Absorb more heat of sun which causes discomfort during night.
• A verandah or balcony can be provided to wards east & west to keep the rooms cool.
• To prevent sun‟s rays & rain from entering a room through external doors & windows
sunshades are required in all directions.

LIFT :
Lifts are provided for taking higher floors.specially made for senior citizens for whom taking
stair case is an uncomfortable option or if in hurry public can use lift to take up top floors in the
buildings.
ROOF :
An enclosed roof is there with proper ventilation system and adequate sunlight with some eco-
friendly measures.
READING ROOM :
Reading room for going through necessary and important articles at leisure time , enclosed with
windows and air conditioning system , fans , fire place , book shelves , chair , study table etc.
ORIENTATION :~
After successfull selection of the project site, the next most valuable step is - proper orientation /
arrangement of building blocks. Orientation means proper positioning / placement of each rooms
in every single floors with respect to sunlight, wind motion, rainfall, topographical balance and

outlook and at the mean time applying a convenient, suitable access both to the road-street or
lanes and backyard.
The major factors that have vital impact on the orientation most are as following :-
• Solar Heat Generation.
• Wind Movement or Direction of wind flowing.
• Moisture level or Humidity present in the air.
• Percentage of Rain fall (Longman Scientific and Technical 1987).
• Average Intensity of wind alongwith project site conditions.
• Impact of Lightings and it's absorbance and ventilation process.
Description & Analysis :-
SOLAR HEAT GENERATION :-
Solar Heat indicates sun‟s temperature of heating, the commercial building should engage
maximum quantity of solar radiation in winter season and minimum amount in the hot summer
period. For estimation of the solar wave radiation, it is necessary to know the total time period or
duration of sunshine phase and hourly basis solar intensity on exposed building surfaces
(Tremblay 1989).
WIND DIRECTION :-
The winds movement in typical winter season are avoided and so , are in summer period, they
are indulged in the house to the maximum level of extent (Craig 1983).
HUMIDITY or MOISTURE AMOUNT :-
High level of specific humidity in the atmosphere which is common and frequent phenomenon in
the bay or coastal areas, results perspiration, which is very problematic and uncomfortable
scenario / condition for our human body acceptance level and causes more discomfort (Chellis
1961).

PERCENTAGE OF RAINFALL :-
Direction of wind movement and intensity of the rainfall affects randomly the drainage system of
the site and building complex and hence, it is pretty much important and effective factor from
orientation point of view.
INTENSITY OF WIND ENERGY :-
Intensity of wind pressure in coastal or hilly regions is very high and as such window openings
in commercial buildings of comparatively small size are recommended in such regions (Monks
1972).
PROJECT SITE CONDITIONS :-
Location / functional area of project site in rural areas, suburban areas and urban areas also
impacts on orientation, sometimes to catch up maximum benefits or business profits, the
commercial building has to be substituted in a particular direction.
LIGHTING :-
Good amount of artificial and natural source of lighting is required for all buildings and enroutes
three primary objectives. The first is to process the work or other application / activities carried
out within the commercial building (Tomlinson 1977). The second is to assure the safety and
security of people using the buildings for commercial purposes and the third aim is to create and
maintain with good effort in conjunction to primary interest and of well beings.
VENTILATION :-
Ventilation process may be designated as the system functionality of supplying(allowing) or removing(free-up)
air by natural or artificial or mechanical medium or from any covered up space to address and maintain basic
comfortable conditions. Operation of commercial building and location of windows in walls helps in providing
sufficient and proper ventilation. A sensation of relaxation plus comfort, reduction in specific humidity,
removal of unabsorbed extra heat, supply of eco-friendly oxygen gas are the basic requirements provided in
ventilation process apart from reduction of particulate dust elements.

• DESIGN OF SLABS
• LOADS ON BEAMS
• DESIGN OF BEAMS
• LOADS OF COLUMNS
• DESIGN OF COLOUMNS
• DESIGN OF FOOTINGS
DESIGN OF SLAB :
The Building Slabs need to be designed under the popular „limit state‟ method by reference of IS
456:2000.
• When the slabs are supported in two way direction it acts as two way supported slab.

• A two way slab is economical compared to one way slab.
SLAB DESIGN CALCULATION :
Value [fck] = 15 N/mm2 and
Value [fy] =415 N/m2
Span
i. Shorter Span Calculation :- V(Lx) = 5.8m
ii. Longer Span Calculation :- V(Ly) =7.62m
iii. Determine Lx/Ly= 7.62/5.8 =1.3<2 Therefore, the slab need to be designed as a “Two
way Slab”.
iv. Determining Total Depth of the slab as 5”, 120 mm
eff.depth (Deff)= D-15-Ø/2 =120-15-10/2=100 mm
v. Predetermined Condition:- supported on four (4) sides.
vi. Load Calculation Steps :-
a. Dead Load (Ld) = 25x0.12x1 = 3.0KN/m
b. Live Load (Ll) = 2x1 = 2.0KN/m
c. Floor finish value =1x1 = 1x1KN/m = 6.0 KN/m
vii. Bending Moment (B.M.) calculation process :-
(as per IS code norm 456-2000)
Type of Panel :- Two Adjacent Edges in the panel are only discontinuous
viii. Values of -
ax(+) = 0.049
ax(-) = 0.065
ay(+) = 0.035 and,
ay(-) = 0.047
ix. (+ve) Bending Moment at middle span in shorter dimensions/directions.
x. Mx(+) = ax(+)
wlx2 = 0.049x6x5.8^2= 9.9 kn-m
factored value of B.M = 9.9x1.5 =14.85 kn-m
Spacing and Diameter Calculation :-
As per module sp-16.
Provide 8mmØ bars at 210mm distance spacing.
(-ve) Bending Moment at continuous edge in shorter direction of slab.
Mx(-) = ax (-)
wlx2 =0.062x6x(5.8)^2 =13.12 kn-m
Therefore , factored B.M = 13.12x1.5=19.67 kn-m
(+ve) Bending Moment at Middle Span in Longer Directions.
My(+)= ay(+)

wlx2 = 0.035x6x(5.8)^2 =7.06 kn-m
Therefore , factored Bending Moment=7.06x1.5 =10.69 kn-m
(-ve) B.M will be at continuous edge in longer direction.
My(-ve) = ay (-ve) and wlx2 =0.047x6x(5.8)^2 =9.48 kn-m Therefore , factored B.M=9.48x1.5
=14.22kn-m.
Check for depth :-
Calculated Permissible Depth = 100mm.
Mu.lim value = 0.36.
Xumax(1-0.42Xumax)fckbd^2 d 14.86x10^6= 0.36.
Xumax (1-0.42x0.48)15x1000d^2
Therefore Value of Depth d = 84.71 < 100mm
Hence Completed and checked OK.
DESIGN OF BEAMS :
• Beam is a design member which transfers or regulates the loads from core slab to
structured columns and then foundation to soil.
• Beam is a physical tension agent / member.
• The Span value of Slabs, which determine the internal spacing of the beams.

• Following are the main active loads which are effecting on the beams :-
i. Dead Load
ii. Live Load
iii. Wind Load
LOADS ON BEAMS :
Calculation of B1 :
Value of BEAM SPAN = 5.8m (shorter length span)
Considering the actual Beam Size = 9”x16”(230x405mm)
Calculated Height of the Wall = -10‟-3m
Values for Load Calculations as determined :-
Wall Load = 0.23x3x19 = 13.11 Kn/m
Self Load = 0.23x0.406x25 = 2.33Kn/m
For , Slab Load –
Wval = 6KN
Val Lx = 5.8
Therefore , WLx/3= (6x5.8)/3 = 11.6 Kn/m
Calculation of Total Load on Beam = 13.11+2.33+11.6 = 27.04 Kn/m
DESIGN OF STIRRUPS :
For , B1 : BEAM –
Final Calculation of Shear Force applied as -
V(a) = V(b) = Total Projected Load = 27.04x5.8 = 78.416 KN
Calculation of Projected Normal Shear Force applicable –
Val(Tv) = Vu = 1.5x78.416x10^3 = 1.37
Therefore Bd implies 230x373

Calculation of the Permissible Shear Stress applicable –
Tc = Percentage (%) Value of the Tension Steel.
Pt = Val(Ast) x 100
For , Bd ~
Therefore , Ast value = 2x16^2xp = 402.12mm^2
Hence , Percentage(Pt) = 402.12x100 = 0.60%
230x373
Now , Tc =0.50
So, we can derive : Tc < Tv 0.05 < 0.76
Hence Shear Reinforcement should be provided.
Design of Applicable Shear :
Value of Vs = (Tv-Tc)
And bd = (0.76-0.50)x230x373 = 22.30KN
Calculation :
Vus value = 22.30 = 0.59 KN/cm
D(cm) 37.3
From the sp-16 table no 62 we will find diameter and spacing value.
Hence suggest 6mm diameter @ 20 cm c/c spacing.
Calculation for the Spacing Value :
Spacing must be determined the min value of the following calculations –
(i) 0.75d = 0.75x373 = 279.75 mm
(ii)Value of Asv fy = 2x(6^2xp/4)x250 = 153.2mm 0.4b 0.4x230
(iii) calculated design spacing 45cm c/c
Therefore provide 6mm diameter stirrups @ 15 cm c/c.
LOADS ON BEAMS :
Beam B2 Measurements :
Value for BEAM SPAN = 7.62m (longer span)
Considering the Beam Size value = 9”x16”(230x405mm)
Measured Height of the wall value -10‟-3m
Beam Load Calculations Process –
Measured Wall Load - 0.23x3x19 = 13.11Kn/m
Measured Self Load – 0.23x0.406x25 = 2.33Kn/m
Calculation for Slab Load –

W = 6KN
Ly = 7.62
WLy/3 = (6x7.62)/3 = 15.24 Kn/m
Calculation of Total Load = 13.11+2.33+15.24 = 30.68 Kn/m
DESIGN OF STIRRUPS :
Calculation for B2 : BEAM
Analytical Calculation of the Shear Force -
Here , Va = Vb = Captured Total Load = 30.68x7.62 = 116.89 KN
Final Calculation of the Normal Shear Force
Value of the Tv = Vu = 1.5x116.89x10^3 = 2.04
Actual Bd implies 230x373
Calculation of the Permissible Shear Stress Force
Tc = Percentage (%) value of the Tension Steel
Value : Pt = Ast x 100
Bd
Value (Ast) = 2x16^2xp = 402.12mm^2
As 4
Val(Pt) = 402.12x100 = 0.60%
Implies 230x373
Tc = 0.50 Tc < Tv 0.05 < 0.85 Therefore apply Shear Reinforcement.
Design of Shear Force :
Value of Vs = (Tv-Tc)
And , bd = (0.85- 0.50)x230x373 = 30.02KN
Analytical Calculation :
Value for Vus = 230.02 = 0.89KN/cm
D(cm) 37.3
From the previous calculation also of sp-16 table no 62, we will find the projected diameter and
spacing for the same.
Hence comply 6mm diameter @ 15cm c/c spacing value.
Calculation for the Spacing :
Design of Spacing should be allocated considering min of the following calculations :-
(i) 0.75d = 0.75x373 =279.75 mm
(ii) Value for Asv fy = 2x(6^2xp/4)x250 = 153.2mm 0.4b 0.4x230

(iii) Measured design spacing will be 45cm c/c
Therefore provide 6mm diameter stirrups @ 15 cm c/c.
DESIGN OF BEAMS :
Value for : Mu at Left Span = 11.577 KN-m
Value for : Mu at Mid Span = 19.18 KN-m
Value for : Mu at Right Span = 20.36 KN-m
Calculation :
Calculation for determining the Limiting Moment of Projected Resistances :
Value of Mu = 11.577 KN-m
Value - Mulimt = 0.138 fck bd2
= 0.138x20x230x305^2
= 59.05 KN-m
Conditionally , Mu < Mulimit
Therefore, primarily it is designed and formulated as a normal reinforcement beam using sp-16
Value of Mu = 11.577x10^6 = 1.39 bd^2 230x305^2
Now, Consider the table no.2 at sp-16 norm and go through the projected value of the percentage(%)
of Reinforcement force :-
Corresponding to the values of fy = 415 N/mm^2 and fck = 20N/mm^2
Now, For the Mu = 1.39 then, Pt = ?
And, bd^2
1.35 - 0.409 1.40 - 0.426 1.39- Value to be answered (?)
Value of Mu = 1.39 and Pt = 0.422
.. bd^2
Therefore, Pt Value = 0.422 %
Area of the Reinforcement Parameters :-
Value Pt = Ast x100
Bd value = 0.422x230x405x100
= 393.093 mm^2
Therefore, Ast required = 393.093 mm^2
And, the Ast provided here.
Hence provide total 3 bars & 12 mm dia for the same
So, Calculated Ast provided = 400 mm^2.
Reinforcement of the Mid Span Calculation :-
Now, Calculate/Determine the Limiting Moment of Resistances by measuring the following values –
Value - Mu = 19.18 KN-m
And, Mu_limit = 0.138 fck bd^2

= 0.138x20x230x305^2
= 59.05 KN-m
As, the point is Mu < Mu_limit
Therefore, it is designed as the Single Reinforcement.
By Considering the SP-16 Table Nos.62
Value of Mu = 19.18x10^6
Bd^2 230x305^2 = 0.66
Next, Consider table number 2 at sp-16 and go through the measured value of the percentage(%) of
the reinforcement
Regarding to value fy = 415N/mm^2 and value fck = 20 N/mm2
Manipulation Table Mu pt Bd^2
For, 0.65 ~ 0.187
For, 0.70 ~ 0.203
For, 0.66 ~ Answered Value
Therefore, Pt =0.190%
Reinforcement Pt = Astx100
And, Bd = 0.19x230x305
100 =133.285mm2
As Ast given
Therefore, considered as 2mm bars & 12mm diameter
Now, the provided Ast = 155.2 mm2.
Calculated Reinforcement of the Right Span Value :-
Consider :-
Calculate/Determine the limiting moment of resistance :-
Value Mu = 20.36 KN-m
Value Mu_limit = 0.138 fck bd^2 -
= 0.138x20x230x305^2
= 59.05KN-m
Hence, Mu < Mu_limit
Therefore, it is designed as the single reinforcement.
BY USING SP-16 Norms
Mu = 20.36x10^6
Bd^2 230x305^2
=1.39
Mu Pt Bd^2
1.35 0.409
0.426 0.426
1.39 (?)-To be calculated.
So, Pt = 0.422%
Reinforcement = Pt = Ast x100 bd
Value of Ast = 0.422x230x305
100 and 296.033mm2
And, Ast produced.
Therefore arrange 3 nos. of bars and 12mm dias

Therefore, Calculated Ast provided = 300mm^2.
DESIGN OF COLUMNS
 Columns are by nature design compression members.
 Mainly the Larger Spacing Columns are the cause of Stocking Columns in Lower level
Stores of the multi-storied buildings.
 Columns are the transmitted/transverse loads which are deriving from slabs to foundations.
Often, Larger Spans of beams should also be neglected from the consideration of controlling
the structural deflection & design cracking.
COLUMNS : The column which considers projected load are mainly the :
(i) Slab Loads

(ii) Beam Loads
(iii) Wall Loads
(iv) Projected Self Weight of the column.
Total Projected Loads on the Column :-
Loads from the roof = 77.35KN
Loads from the floor = 94.58KN
Self weight of the column = 0.23x0.23x3x25
= 34.5KN total projected loads = 167KN
Column Axial Load Projected :-
Value Pu = 167 KN
Cross Sectional Architecture :-
230x230mm
Final calculation : Value - Pu = 167x10^3 = 0.15 fck*b*d 20x230x230
Calculation of the Eccentricity :-
e= 1 + b 500 30 = 4640 + 230 = 16.94m 500 30 Value for Eccentricity e≤20 mm
Mue = Pu*e = 167*0.020 = 3.34 Kn-m
Mue = 3.34x10^6 = 0.0112 fck bd^2 20x230x230^2 d‟ = 0.2 D P = 0.02 fck
P = 0.02*fck = 0.02x20 = 0.4%

minimum 0.8% area of steel = 0.8 Bd = 0.8x230x230 = 423.2 mm [100] 100 No. of bars for
12mm dias = 423.2 = 4 bars p/4x12^2
CALCULATION OF STIRRUPS SPACING :-
DETAILED LEAST OF THE FOLLOWING ASSUMPTIONS :-
(a) 16dia of main reinforcement = 16x12 = 192 mm.
(b) 48dia = 48x12 = 576 mm.
Next, Provide 6 mm dia. @ 192 mm c/c when the main bars size is 12 mm.
DESIGN OF THE FOOTING :-
The Size of column (b)230 x 380(a)
Projected Load = 400.69KN
Self weight of the footing in percentage = 10%
Calculated Bearing Capacity of the Soil = 250 Kn/m2
Area of the Footing
Total Projected Load = 440.76KN
Area of the Footing = 440.76/250 = 1.76m2
the side of the footing passage be in the equal ratio of the column
= 0.23x*0.38x =1.76
= 0.0874x^2 =1.76
x=4.48m
Short side of footing value = 0.23*4.48

= 1.0 m
Long Side of footing value = 0.38*4.48
= 1.70 m
Proved Feasible Option is a Rectangle Footing as 1mx1.7m
Up-ward Soil Pressure = 440.76 = 259.27 Kn/m2 = 260 KN/m2
(1*1.7)
BENDING MOMENT CALCULATION :-
Maximum Bending Moment along the y-direction is longer direction
Mxx = q x1/8 (B-b)^2
= 260x1.7/8 (1-6023)^2
= 32.75 KN-m
Maximum Projectable Bending Moment along x- direction that is in shorter direction will be :
Myy = q-b/8 (B-b)2 = 260x1/8(1.7-0.38)62 = 56.62 KN-m
Depth of Footing:-
Depth of the footing from the moment consideration
d = v Myy/Qb = v 56.62x10^6/0.91x1000
d =249.43 assume 250 mm calculate for the shear as (two- way shear) V= q[Lxb-(a+d)(b+d)] =
250[1.7x1-(0.38+250)(230+250)] =363.37 KN

Normal Shear Stress calculation :-
V = 363.37x1063 = 654.72 N/mm^2 [2(a+d)(b+d)d] [2(0.38+0.25)(0.23+0.25)0.25]
Tc = 0.65 N/mm2.
Allowable Shear Stress Calculation :-
Tv = k x Tc where k = 0.5+ 0.23 0.38 =1.10 k>1.1 Ka = 1.0 x 16 x fck Ka = 0.78 N/ mm2 Tv <
Tc in a safe limit to calculate the normal shear stress applicable due to the one way unidirectional
function area of the Tensile Steel is required.
Ast(yy) = Myy = 56.62x10^6 0.91X bd 0.91x 250x 0.23
Ast = 1082.08 mm2
Ast x 100 = 1082.08x100 = 0.43% bd 100x250x0.23
From table 23,
Tc = Minimum allowable projected shear stress as 0.27 N/ mm2.
One way Bi-directional Shear Force :-
The critical section along (1-1) L – a – d =17200 - 380 - 250 2 2 2 2 = 410 mm
Applicable Shear Force :-
Upward pressure applied on the hatched area V = 260X1X0.410 =106.6
Normal Shear :-
Tv = V = 106.6 x10^3
Bd 1x1000x250 = 0.42 N/mm2
Tv >Tc in case of one way uni-directional shear force,
The actual effective depth that to be increased.
Let the effective Depth(eff) is 350 mm
Tv = V = 2[(a+d)+(b+d)]d V = 260 [1.7x1-(0.38-0.350)+(0.23+0.35)]
V =101.4KN Nominal Shear Force Tv = 101.4x103
2[(0.38+0.35)+(0.23+0.35)0.35] = 0.110N/mm2
Tc >Tc 0.6054 > 0.110
Therefore, the safe adaptable effective depth is = 35 mm
Eff_cover = 50 mm
------------- Calculated Overall Depth = 400 mm ---------------
Reinforcement in the Longitudinal Direction :-
Ast = 32.75x106 : 0.87x230x350 = 447.08 mm

Total Spacing of 12 mm Mid Steel that leaving a clearance of 250mm on the either side of Span S =
950*p*122 447.684 = 239.99 mm
Produce a group of 12mm bars at 230 mm c/c
Reinforcement in the Shorter Direction :-
Ast = Myy = 56.62x10^6 bd 230x350x0.90 = 781.50 mm2
The projected reinforcement in the central bandwidth 1.7 provide in accordance with is =
Reinforcement in Central bandwidth / total reinforcement in the shorter direction = 1.7/1 = 1.7
Reinforcement in the Central Band = Ast x 2 = 2 = 578.94 mm2 B+1 (1.7+1) Spacing of 10 mm
diameter bars at 190mmc/c The requirement of the steel for the remaining width will be = 781.50
-578.94 = 202.56 mm2. So, At least provide 4 bars of 12mm dias on either side of the central
bandwidth.
Developed Length Calculation :-
From IS 456-2000 Ld = dia vs 4Tbd = 0.87xfyx dia = 0.87x415xdia =47 dia = 47x12 = 528mm
4x Tbd 4x(1.6x1.2)
Available length from the face of the column = (1000 – 230) -50 2 = 8035 mm which is > 528
mm.
Load Transfer from the Column to Footing :-
Nominal Bearing Stress projected in the column concrete.
Vbt = p = 440.76x10^3 = 5.04 N/ mm2
Ac 230x380 Bearing Stress un M15 concrete = 0.25x20 = 5N/ mm2
Allowable Bearing Stress = 5V A1 A2 = v A1 > 2 A2
= 5v 1697400 230x380 = 4.40
That is limited to 2 Allowable Bearing Stress = 2x5 =10 N/ mm2 > 6067
The minimum steel required for dowel bars or loa transferring bar is 0.5% of column As = 0.5
x230x380 100 = 437 mm2
No.of 12mm dia = 437x12^2 =3.86 p/4
Now, we have to provide 4 nos of bars of 12 mm bars for development length of the dowel bars
Ld =vs x dia 44 dia 4T bd for 12 mm dia Ld =528 mm
The dowel is to be adjusted and extended by 528mm into column length. Available calculated
depth in footing.
Effective to the centre of 20 mm dia 350mm Deduct or Substract ½ x 20 =10 mm Deduct 12 mm
dias.
Therefore, Net Available Distance = [350-10-12] = 328
Produce the bent of bars to [528-328] =200 mm.

Project report on design & execution of a theatre and arts complex

CONCLUSION
We can finally conclude that there is vast difference and variance between the theoretical
approach and practical work done. As the scope or projected area of understanding will be much
more compared to theoretical process when practical work is done. As we get more hands on
knowledge in such a condition or situation where we have great exposure and experience doing
the practical work study.
Knowing the various kinds of loads we have designed the slabs depending upon the proportional
ratio of longer size to shorter span of panel. In this project we have designed slabs as per
requirement and it is two way slabs depending upon the final or end condition, corresponding to
the B.M. or Bending Moment. The analytical coefficients have been calculated / measured as per
the I.S. code methods for corresponding to lx/ly ratio. The calculations have been done for every
functional analysis of works like loads on the beams and columns and designed frame analysis
by the moment distribution method. Here we have a very low nominal bearing capacity, hard soil
and isolated footing done.

References:
1. Young, O. C. and O'Reilly, M. P. (1983) “A guide to design loadings for buried rigid
pipes”. Transport and Road Research Laboratory, Crowthorne.
2. Oakes, W.C.; Leone, L. L.; Gunn, C. J. (2001) Engineering Your Future. Great Lakes
Press.
3. Griggs, F. E. (1997) "Amos Eaton was Right!". Journal of Professional Issues in
Engineering Education and Practice, Vol. 123, No. 1, pp. 30–34.
4. Victor, E. S. (2007) Lecture notes in Structural Engineering. University of Colorado.
5. Narayanan, R. and Beeby, A. (2003) Introduction to Design for Civil Engineers. London:
Spon.
6. Choy, B. W. (1993) Hong Kong Engineer December 1993 – Damages to Prestressed
High Strength Concrete Piles During Driving: Causes and Prevention, HKIE October.
7. Leach, B. (1980) Hong Kong Engineer December 1980 – The Lateral Loading of Caisson
Foundations, HKIE.
8. CED (1992) General Specification for Civil Engineering Works, Vol. 1, 2 & 3.
9. Donald, P. C. (1994) Foundation Design: Principles and Practices, Prentice Hall
International Editions, pp. 264-269.
10. Euro Inox and the Steel Construction Institute (2002) Design Manual for Structural
Stainless Steel the Alden Group, Oxford.
11. ETWB (1999) General Conditions of Contract for Civil Engineering Works Printing
Department.
12. Manning, G. P. (1924) Reinforced Concrete Design Longmans, Green and Co. pp. 46-47.
13. GEO (1996) Pile Design and Construction, pp.47-49, 60-61, 137.
14. Treadaway, K. W. J. (1988) Corrosion-protected and Corrosion-resistant Reinforcement
in Concrete, Building Research Establishment.
15. Longman Scientific and Technical (1987) Concrete Technology, Longman Singapore
Publishers (Pte) Ltd. pp. 66-67, 304-308.
16. Tremblay, M. (1989) Pore Pressure Measurement – Reliability of Different Systems,
Swedish Geotecnhical Insitute, pp. 14-30.
17. Chellis, R. D. (1961) Pile Foundations, McGraw-Hill Book Company, pp. 455-467.
18. Craig, R. N. (1983) Pipe jacking: A State-of-the–art Review, Construction Industry
Research and Information Association, pp. 36.
19. Monks, W. L. (1972) The Performance of Waterstops in Movement Joints, Cement and
Concrete Association, pp. 1.
20. Tomlinson, M. J. (1977) “Pile Design and Construction Practice”, E & FN Spon, pp. 109-
110.

Project report on design & execution of a theatre and arts complex

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