Civil Engineering Building Project Report
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Transcript of Civil Engineering Building Project Report
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An Apartment ca
entrance and hal
universal enough
makes possible to
Some of the chara
a) Entering
umbrella.
b) Children c
without cr
c) Delivery p
d) Passing fr
e) Passing fr
A well planned ap
hall. Equally imp
occupies in relat
exposure to ensur
an extent that no
and dining rooms
and inner zones.
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High Rise Apart
Kathmandu Vall
buildings lead to
n be defined as a structure with individual apartment units but a common
lway. In apartment building the spaces themselves must be simple and
to adapt to a variety of life styles. It should be designed in such a way that
move any room without crossing.
cteristics of Apartment Buildings:
apartment: Outer clothing should be taken off the entrance like shoes,
oming in from play: children should be able to reach bathroom, bedroom
ossing living room.
erson should be paid without entering living room.
om bedroom to bathroom
om kitchen to bathroom
artment is divided into living zone and sleeping zone, separated by the entry
ortant as the relation of each room to the other is the relative position it
ion to daylight and fresh air. Ideally, every room should have exterior
e light and air. This may however increase the perimeter of the building to
one could afford to build it. Therefore bathrooms, invariably, kitchens, often
, are handled as interior spaces. Thus the apartment plan is divided into outer
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ment buildings have recently developed in massive way in context to
ey. The growing population and the decrement of land for residential
the apartment buildings. Today, Kathmandu is a rapidly urbanizing city with
building construction at just about every corner of the city that one can see. Kathmandu valley
is facing tremendous pressures on its population and infrastructures due to haphazard and
rapid urbanisation. The agricultural land has been converted into residential building and it is
increasing tremendously. Nevertheless, high rise building can be one of the solutions. High
Rise building is very justifiable in Kathmandu Valley as attempt to solve land use problems
by economizing precious urban territories used for service and utilization. This need for new
housing, considered against a background of continuing urbanization, clearly indicates that an
increasing proportion of an expanding housing market will be devoted to multifamily types of
housing or apartments. The inevitability of this trend contains a challenge to the architect to
do more than merely met a statistical demand.
The process of designing an apartment building may be graphically depicted in a general way
as shown in table.
Market analysis controls site characteristics utilities floor shape and site concrete steel
Distribution finding standards large scale development building height length and limitations
Building types width wind bracing systems
Building orientation
Refuse disposal spatial requirement guidelines guidelines elevators egress
Boiler room circulation core use criteria procedure plumbing ventilating
Mail room wheeled heating and cooling
Storage commercial
Laundry and community
Chart 1: process of designing apartment
PROGRAM ZONING AND CODES
SITE CONSIDERATION
BUILDING CONFIGURATION
STRUCTUALSYSTEMS
VERTICAL SERVICING
TYPICAL FLOOR DETERMINATIO
TYPICAL LIVING UNIT DESIGN
FIRST FLOOR ORGANIZATION
SERVICE SPACES
Program development
Site analysis
Building design
Nepal is an earthquake prone region. Nearly 1/3rd of the Himalayan arc marking an active
plate boundary between Eurasian and Indian plates lies in the northern part of Nepal. This
earthquake was of such immense power that it resulted in the high peaks which now
characterize Nepal – the Himalayas. Kathmandu valley, which is the capital of Nepal, has
been severely hit by earthquakes as strong as of magnitude 8.3 on Richter scale in the history
(1255, 1833 and 1934 earthquakes).
Many researchers have predicted the occurrence of strong earthquake in Kathmandu valley in
the near future. Nevertheless, most of the soil of Kathmandu valley is black cotton. Recent
years have seen an increase in the opportunities to High Rise Building in Kathmandu Valley
which lie within seismically active regions of the world. The question arises can the high rise
building resist in such seismically active zones?
. Designer deals with the design of civil engineering structures in a safe and economic way
and also the study of behavior of civil engineering structures under the effect of various kinds
of loads. Due consideration are given to the aesthetic and ecological aspects. A designer has
to deal with various structures ranging from simple ones like curtain rods and electric poles to
more complex ones like multistoried frame buildings, shell roofs bridges etc. these structure
are subjected to various load like concentrated loads uniformly distributed loads, uniformly
varying loads live loads, earthquake loads and dynamic forces. The structure transfers the
loads acting on it to the supports and ultimately to the ground. While transferring the loads
acting on the structure, the members of the structure are subjected to the internal forces like
axial forces, shearing forces, bending and torsional moments.
Structural Analysis deals with analyzing these internal forces in the members of the
structures. Structural Design deals with sizing various members of the structures to resist the
internal forces to which they are subjected during their effective life span. Unless the proper
Structural Detailing method is adopted the structural design will be no more effective. The
Indian Standard Code of Practice should be thoroughly adopted for proper analysis, design
and detailing with respect to safety, economy, stability and strength.
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The projected selected by our group is an apartment building located at Bafal, Kathmandu.
According to IS 1893:2002, Kathmandu lies on Vth Zone, the severest one. Hence the effect of
earthquake is pre-dominant than the wind load. So, the building is analyzed for Earthquake as
lateral Load. The seismic coefficient design method as stipulated in IS 1893:2002 is applied to
analyze the building for earthquake. Special reinforced concrete moment resisting frame is
considered as the main structural system of the building.
The project report has been prepared in complete conformity with various stipulations in
Indian Standards, Code of Practice for Plain and Reinforced Concrete IS 456-2000, Design
Aids for Reinforced Concrete to IS 456-2000(SP-16), Criteria Earthquake Resistant Design
Structures IS 1893-2000, Ductile Detailing of Reinforced Concrete Structures Subjected to
Seismic Forces- Code of Practice IS 13920-1993, Handbook on Concrete Reinforcement and
Detailing SP-34, Reynolds Handbook. Use of these codes have emphasized on providing
sufficient safety, economy, strength and ductility besides satisfactory serviceability
requirements of cracking and deflection in concrete structures. These codes are based on
principles of Limit State of Design.
This project work has been undertaken as a partial requirement for B.E. degree in Civil
Engineering. This project work contains structural analysis, design and detailing of a high rise
apartment building located in Kathmandu District. All the theoretical knowledge on analysis
and design acquired on the course work are utilized with practical application. The main
objective of the project is to acquaint in the practical aspects of Civil Engineering. We, being
the budding engineers of tomorrow, are interested in such analysis and design of structures
which will, we hope, help us in similar jobs that we might have in our hands in the future.
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This group under the project work has undertaken the computer aided analysis and design of
high rise apartment building. The main aim of the project work under the title is to acquire
knowledge and skill with an emphasis of practical application. Besides the utilization of
analytical methods and design approaches, exposure and application of various available
codes of practices is another aim of the work.
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The specific objectives of the project work are
i. Identification of structural arrangement of plan.
ii. Understanding the load assessment for the structure.
iii. Modeling of the building for structural analysis.
iv. Detail structural analysis using structural analysis program.
v. Sectional design of structural components.
vi. Structural detailing of members and the system.
To achieve above objectives, the following scope or work is planned
i. Identification of the building and the requirement of the space.
ii. Determination of the structural system of the building to undertake the vertical and
horizontal loads.
iii. Estimation of loads including those due to earthquake
iv. Preliminary design for geometry of structural elements like slab, beam, column,
foundation, stair case
v. Determination of fundamental time period by free vibration analysis.
vi. Calculation of base shear and vertical distribution of equivalent earthquake load.
vii. Calculation of torsional moment and its additional shear
viii. Identification of load cases and load combination cases.
ix. Finite element modeling of the building and input analysis
x. The structural analysis of the building by SAP2000 for different cases of loads.
xi. Review of analysis outputs for design of individual components
xii. Design of RC frame members, walls, mat foundation, staircase, and other by limit
state method of design
xiii. Detailing of individual members and preparation of drawings as a part of working
construction document.
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Building Type : Apartment Building, Located in Kathmandu
Structural System : RCC Space Frame
Plinth area covered : 12574.65 ft2
Type of Foundation : Mat Foundation
No. of Storey : 11
Floor Height : 3.505m (Basement, semi basement and ground floor), 3.05 m
all other floors
Type of Sub-Soil : Soft Soil (Zone III)
Expansion Joints : expansion joints are provided
According to IS 456-2000, Clause 27, structures in which changes in plan dimensions take
place abruptly shall be provided with expansion joints at the section where such changes
occur. Reinforcement shall not extend across an expansion joints and the break between the
sections shall be completed. Normally structure exceeding 45m in length is designed with one
or more expansion joints.
The design is intended to serve for the following facilities in the building:-
• Basement for Parking ,
• Semi Basement for gymnasium hall, shops
• Ground floor for departmental stores
• Other floors for different apartments
• Swimming pool
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• Dead loads are calculated as per IS 875 (Part 1) -1987
• Seismic load according to IS 1893 (Part 1)-2002 considering Kathmandu
located at Zone V
• Imposed loads according to IS 875(Part 2)-1987 has been taken
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The building is modeled as a space frame. SAP2000 is adopted as the basic tool for the
execution of analysis. SAP2000 program is based on Finite Element Method. Due to possible
actions in the building, the stresses, displacements and fundamental time periods are obtained
using SAP2000 which are used for the design of the members. Lift wall, mat foundation,
staircase, slabs are analyzed separately.
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Following codes of practices developed by Bureau of Indian Standards were followed in the
analysis and design of building:
1. IS 456:2000 (Code of practice for plain and reinforced concrete)
2. IS 1893 (part 1):2002 (Criteria for earthquake resistant design of structures)
3. IS 13920: 1993 (Code of practice for ductile detailing of reinforced concrete structures
subjected to seismic forces)
4. IS 875 (part 1):1987 (to assess dead loads)
5. IS 875 (part 2):1987 (to assess live loads)
6. IS 875 (part 5):1987 (for load combinations)
7. SP 16, SP 24 and SP 34 (design aids and hands book)
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The following materials are adopted for the design of the elements:
• Concrete Grade: M20, M25 and M30
−−−− M30 for the all columns, slabs and beams
−−−− M25 for shear walls
−−−− M20 for foundation
• Reinforcement Steel –Fe415
Limit state method is used for the design of RC elements. The design is based on IS:456-2000,
SP-16, IS:1893-2002, SP-34 and Reinforced Concrete Designer’s Handbook- Charles E.
Reynolds and James C. Stedman are extensively used in the process of design.
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The space frame is considered as a special moment resisting frame(SMRF) with a special
detailing to provide ductile behavior and comply with the requirements given in IS 13920-
1993, Hand book on Concrete Reinforcement and Detailing (SP-34) and Reinforced Concrete
Detailer’s Manual- Brian W. Boughton and Reinforced Concreter Designer’s Handbook-
Charles E. Reynolds and James C. Stedman ( for Helicoidal Staircase) are extensively used.
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This project has been broadly categorized into five chapters, Summery of each chapter are
mention below:
Chapter 1 : Introduction
Chapter 2 : Preliminary load calculation and design
In this chapter, upon the preliminary load calculation is done and every
element is designed for a particular section. We generally deal with the design
of every structural element of particular floor like roof, typical floor, first floor
and basement floor. Structural arrangements is done with necessary
computations that are performed for the vertical load calculation, preliminary
design of the structure elements, seismic load calculation and the different load
combinations that are used.
Chapter 3 Load assessment
It deals with the assessment of gravity and earthquake loads acting or likely to
be acted on the building.
Chapter 4 : Modeling and Structural Analysis
This chapter deals with the modeling techniques with SAP2000 that is
followed by the analysis of the different structural members. This includes the
inputs given and outputs obtained in the process, the time period calculation
and storey drift of the building.
Chapter 5 : Structural Design and Comparison
It deals with the earthquake resistance design of beams, columns, slabs, shear
walls and footings considering limit state of collapse and serviceability, their
comparison with the provided ones and locating the areas of insufficient
designs. The result is compared with the results obtained from the proposed
program.
Chapter 6 : Structural Detailing and Drawings
The various structural detailing and drawings of the different members as
obtained from their respective design are listed in this chapter.
Chapter 7 Result, Conclusion and Recommendation:
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�ny structure is made up of structural Elements� �Load carrying, such as beams and
columns� and non structural elements (such as partitions, false ceilings, doors). The
structural elements put together, constitute the structural systems. Its function is to resist
effectively the action of gravitational and environmental loads, and to transmit the resulting
forces to the supporting ground without significantly disturbing the geometry, integrity and
serviceability of the structure.
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The planning of the building has been done as per available land area, shape, space according
to building bylaws and requirement of commercial public building. The positioning of
columns, staircases, toilets, bathrooms, elevators etc are appropriately done and accordingly
Beam arrangements is carried out so that the whole building will be aesthetically, functionally
and economically feasible.
The aim of design is the achievements of an acceptable probability that structures being
design will perform satisfactorily during their intended life. With an appropriate degree of
safety, they should sustain all the loads and deformations of normal construction and use and
have adequate durability and adequate resistance to the effect of misuse and fire.
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It is necessary to know the preliminary section of the structure for the detail analysis. As the
section should be given initially while doing analysis in every softwares, the need of
preliminary design is vital. Only dead loads and live loads are considered while doing
preliminary design.
Preliminary design is carried out to estimate approximate size of the structural members
before analysis of structure. Grid diagram is the basic factor for analysis in both Approximate
and Exact method and is presented below.
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Dead Load
Self Weight of the slab= 160 mm x 25 KN/m3 = 4 KN/m2
Plaster = 25 mm x 20 KN/m3 = 0.51 KN/m2
Finishes = 25 mm x 26.70 KN/m3 = 0.67 KN/m2
Total = 5.18 KN/m2
Imposed Load
For roof = 1.5 KN/m2
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Dead load
Self weight of beam = 25×0.25×045 = 2.81 KN/m
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Rectangular = 0.9 x 0.6 x 25 = 13.5 KN/m
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Dead Load
Self Weight of the slab= 160 mm x 25 KN/m3 = 4 KN/m2
Plaster = 25 mm x 20 KN/m3 = 0.51 KN/m2
Finishes = 25 mm x 26.70 KN/m3 = 0.67 KN/m2
Total = 5.18 KN/m2
Imposed Load
For typical floor = 3 KN/m2
b) Beam
Dead load
Self weight of beam = 25×0.3×0.5 = 3.38 KN/m
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Rectangular = 0.9 x 0.6 x 25 = 13.5 KN/m
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Dead Load
Self Weight of the slab= 160 mm x 25 KN/m3 = 4 KN/m2
Plaster = 25 mm x 20 KN/m3 = 0.51 KN/m2
Finishes = 25 mm x 26.70 KN/m3 = 0.67 KN/m2
Total = 5.18 KN/m2
Imposed Load
For roof = 5 KN/m2
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Dead load
Self weight of beam = 25×0.3×0.5 5 = 3.75 KN/m
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Rectangular = 0.9 x 0.6 x 25 = 13.5 KN/m
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Dead Load
Self Weight of the slab= 160 mm x 25 KN/m3 = 4 KN/m2
Plaster = 25 mm x 20 KN/m3 = 0.51 KN/m2
Finishes = 25 mm x 26.70 KN/m3 = 0.67 KN/m2
Total = 5.18 KN/m2
Imposed Load
For roof = 5 KN/m2
b) Beam
Dead load
Self weight of beam = 25×0.35×0.55 = 4.38 KN/m
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Rectangular = 0.9 x 0.6 x 25 = 13.5 KN/m
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Dog Legged
Total thickness = 160 mm
Riser = 180 mm
Tread = 300 mm
Wt. of waist slab = 0.25 x 25 = 6.250 KN/m2
Wt. of each step = 0.50 x 0.18 x 0.3 x 25 = 0.675 KN/m
Wt. of landing = 0.25 x 25 = 6.250 KN/m2
Wt. of finishing = 0.09 x [22(0.18+0.3) + 0.18] x20 = 19.33 KN/m
Imposed load = 5 KN/m2
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Interior panel
Thickness of slab and durability consideration Clear Spans
Lx=6 m
Ly=6 m
�)(,
αβγδSpanShorterdslabofDepth =
� =26
� =1
� =1.65
� =1.05
� =1
05.1*65.1266000
xd = = 133 mm Say D = 160 mm
Design Load Self load of slab = 0.16 x 25 = 4KN/m2
Live load = 1.5 KN/m2
Design load , w = 1.5(DL+LL) = 8.25 KN/m2
Considering unit width of slab , w= 8.25 KN/m
Moment Calculation -ve Bending moment coefficient at continuous edge
�x= -0.032, �y= -0.032
+ve Bending moment coefficient at mid span
�x= 0.024, �y= 0.024
Support moment ,Ms = - �xwlx2 = -0.032x 8.25 x 62 = -9.50 KNm
Mid span moment ,Mm = �ywlx2 = 0.032 x 8.25 x 62 = -9.50 KNm
Check for depth from Moment Consideration
Depth of Slab,d = mmx
xbx
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Interior panel�
Thickness of slab and durability consideration Clear Spans
Lx=6 m
Ly=6 m
αβγδSpanShorterdslabofDepth =)(,
� =26
� =1
� =1.65
� =1.05
� =1
05.1*65.1266000
xd = = 133 mm
Say D = 160 mm
Design Load Self load of slab = 0.16 x 25 = 4KN/m2
Live load = 3 KN/m2
Design load , w = 1.5(DL+LL) = 10.5 KN/m2
Considering unit width of slab , w= 10.5 KN/m
Moment Calculation -ve Bending moment coefficient at continuous edge
�x= -0.032, �y= -0.032
+ve Bending moment coefficient at mid span
�x= 0.024, �y= 0.024
Support moment ,Ms = - �xwlx2 = -0.032x 10.5 x 62 = -12.1 KN-
m
Mid span moment ,Mm = �ywlx2 = 0.032 x 10.5 x 62 =-12.1 KN-
m
Check for depth from Moment ConsiderationDepth of Slab,d =
mmx
xbx
M54
1000x30138.0101.12
fck138.0
6max == >133mm
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Interior panel
Thickness of slab and durability consideration Clear Spans
Lx=6 m
Ly=6 m
αβγδSpanShorterdslabofDepth =)(,
� =26
� =1
� =1.65
� =1.05
� =1
05.1*65.1266000
xd = = 133 mm
Say D = 160 mm
Design Load Self load of slab = 0.16 x 25 = 4KN/m2
Live load = 5 KN/m2
Design load , w = 1.5(DL+LL) = 13.5 KN/m2
Considering unit width of slab , w= 13.5 KN/m
Moment Calculation -ve Bending moment coefficient at continuous edge
�x= -0.032, �y= -0.032
+ve Bending moment coefficient at mid span
�x= 0.024, �y= 0.024
Support moment ,Ms = - �xwlx2 = -0.032x 13.5 x 62 = -15.6 KN-m
Mid span moment ,Mm = �ywlx2 = 0.032 x 13.5 x 62 =-15.6 KN-m
Check for depth from Moment Consideration
Depth of Slab,d = mmx
xbx
M4.61
1000x30138.0106.15
fck138.0
6max == <
133mm
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Interior panel
Thickness of slab and durability consideration Clear Spans
Lx=6 m
Ly=6 m
αβγδSpanShorterdslabofDepth =)(,
� =26
� =1
� =1.65
� =1.05
� =1
05.1*65.1266000
xd = = 133 mm
Say D = 160 mm
Design Load Self load of slab = 0.16 x 25 = 4KN/m2
Live load = 5 KN/m2
Design load , w = 1.5(DL+LL) = 13.5 KN/m2
Considering unit width of slab , w= 13.5 KN/m
Moment Calculation -ve Bending moment coefficient at continuous edge
�x= -0.032, �y= -0.032
+ve Bending moment coefficient at mid span
�x= 0.024, �y= 0.024
Support moment ,Ms = - �xwlx2 = -0.032x 13.5 x 62 = -15.6 KNm
Mid span moment ,Mm = �ywlx2 = 0.032 x 13.5 x 62 =-15.6 KN-
m
Check for depth from Moment Consideration Depth of Slab,d =
mmx
xbx
M4.61
1000x30138.0106.15
fck138.0
6max == < 133mm
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Deflection Criteria
Beam size-250mm*450 mm
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Depth of Beam,d =
mmx
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Deflection Criteria
Beam size-350mm*500 mm
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ratiodl
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Depth of Beam,d =
mmx
xbx
M51.363
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Deflection Criteria
Beam size-350mm*500 mm
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ratiodl
5006000= = 12 � 15(Okay)
Depth of Beam,d =
mmx
xbx
M23.374
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Deflection Criteria
Beam size-350mm*550 mm
Now,
ratiodl
5506000= = 10.90 � 15(Okay)
Depth of Beam,d =
mmx
xbx
M33.396
350x30138.01061.227
fck138.0
6max == <
550mm(Okay)
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Column ID: B4,basement floor
Axial column
Known data:
Axial load =5043.35KN
assume section of 600mm x 900mm
Height, L = 3.048m
38.3=DL Hence the column can be designed as short.
Calculation:
Factored Axial Load, Pu = 7565.02 KN
Assuming minimum reinforcement=0.8%
Design for section:
Pu= 0.4fck(Ag-p Ag/100)+0.67fyp Ag/100
7565.02=0.4×30×(1-0.008) Ag+0.67×415×0.008 Ag
Ag=535447.75mm2
Take B=600mm
Then,
D=892.4mm�900mm
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Column ID: O basement floor)
Known data:
Axial load =407.04KN
assume section of 400mm
Height, L = 3.048m
62.7=DL Hence the column can be designed as
short.
Calculation:
Factored Axial Load, Pu = 610.56 KN
Assuming minimum reinforcement=0.8%
Design for section:
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Pu= 1.05(0.4fckAc+0.67fyAs)
610.56 =1.05×(1-0.008) Ag+0.67×415×0.008 Ag
Ag=42923.4mm2
Then, D=234mm
D=400mm (ok)�
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Column ID: A11 (Basement floor)
Biaxial Column
Known data:
Axial load =237.79KN
assume section of 350mm x 350mm
Height, L = 3.048m
38.3=DL
Hence the column can be designed as short.
Calculation:
Factored Axial Load, Pu = 356.7 KN
Assuming minimum reinforcement=0.8%
Design for section:
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Pu= 0.4fck(Ag-p Ag/100)+0.67fyp Ag/100
356.7=0.4×30×(1-0.008) Ag+0.67×415×0.008 Ag
Ag=25247mm2
Take B=350mm
Then,
D=350mm
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350mm
-101.5 KNm
350mm
X
Y
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Interior panel
Thickness of slab and durability consideration Clear Spans
Lx=6 m
Ly=1.5m
� =26
� =1
� =1.65
� =1.05
� =1
05.1*65.1266000
xd = = 133 mm
Say D = 160 mm
Design Load Dead of flight
Calculating area
Step section =0.3*0.15/2=0.0225m2
Inclined slab = .335*.16=.0536m2
Finish =\(.15+.3)*.015=.0135m2
Total area = 0.0896m2
Dl of step section,1m width and 300mm in plan length = 2.24kN/m2
Dl per m2 on plan = 7.46kN/m2
LL per m2 plan=4kN/m2
Total load = 11.466kN/m2
Factored load=17.2kN/m2
Taking 1.5m width of slab, load = 25.8kN/m2
Landing load
Self wt. of slab = .16*25 = 4kN/m2
Finish = 0.03*25 = .75kN/m2
LL = 4kN/m2
Total load = 8.75kN/m2
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Factored load = 13.125kN/m2
Taking 1.5m width, load = 19.68kN/m
Reaction at |B Rb = 65.65 kN
Reaction at A, Ra = 67.18 kN
Mmax = 78.714kN-m
Check for depth from Moment Consideration
Depth of Slab, d = mmx
xbx
M36.106
150014.410254.70
14.4
6max ==
Hence adopt overall depth of slab = 160mm
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Reference Steps Result
From soil report of site
From I.S. 875_2
Table 1(1.i.e)
From I.R.C
Total plinth area of building=1257.65 sq. m
Soil bearing capacity= 90 tonnes/m2
Total load of the building
� Transferred from columns=102752.62KN
� From Floor of Basement
i. Live load of Garage building=2.5KN/m2
ii. Impact Factor=0.15+8/(6+L)=1KN/m2
Total load=102752.63+(2.5+1)*1257.65
= 106028.497KN
Area of foundation=Total Load/soil bearing capacity
= 106028.497/90=1178.0944m2
Since the area required for the foundation of the building is less than the area available for foundation construction.
Mat foundation is provided�Mat foundation
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As described earlier, the building is a RCC framed structure, located in the Kathmandu valley.
Thus wind loads, snow loads, and other special types of loads described by IS 875 (part
5):1987 can be taken as negligible as compared to the dead, live and seismic loads.
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According to the IS 875:1964:
The dead load in a building shall comprise the weights of all walls, partitions, floors and roofs
and shall include the weights of all other permanent features in the building.
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It means the load assumed or known resulting from the occupancy or use of a building and
includes the load on balustrades and loads from movable goods, machinery and plant that are
not an integral part of the building.
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These are the load resulting from the vibration of the ground underneath the superstructure
during the earthquake. The earthquake is an unpredictable natural phenomenon. Nobody
knows the exact timing and magnitude of such loads. Seismic loads are to be determined
essentially to produce an earthquake resistant design.
Seismic loads on the building may be incorporated by-
1.�!"��!�� !"��#��$� $�# ��� In this method the design earthquake forces are
determined adopting IS 1893:2002. These design forces for the buildings located along
two perpendicular directions may be assumed to act separately along each of these two
horizontal directions.
2.��$����!#��3����%3!�!� In it the ground is subjected to a predetermined acceleration
and subsequent stress in the structural elements are determined by appropriate methods.
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1. RCC: (IS 875 (part 1) :1987 table 1)
a) For slabs and shear walls:
�RCC = 25 KN/m3
b) For columns:
�RCC = 25 KN/m3
c) For Beams: �RCC = 25 KN/m3
2. Plaster (12mm thickness):
�plaster = 20.40 KN/m3
3. Tile (mosaic - 25mm thick):
�tile = 20.40 KN/m3
4. Marble:
�brick = 26.70 KN/m3 (IS 875 (part 1): 1987, table 1))
5. Cement punning:
�cement = 20.40 KN/m3 (IS 875 (part 1):1987, table 17))
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1. On floors: (IS 875 (part 2): 1987 table 1, (iii))
2. On Partition walls: Live Load = 1 KN/m2
(Assuming a minimum live load as per IS 875 (part 2): 1987, 3)
3. On roof slabs and slab projections: Live load = 0.75 KN/m2
(Assuming access not provided except for the case of maintenance)
(IS 875 (part 2):1987 (table 2(i), (b))
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Self Weight of the slab= 160 mm x 25 KN/m3 = 4 KN/m2
Plaster = 25 mm x 20 KN/m3 = 0.51 KN/m2
Finishes = 25 mm x 26.70 KN/m3 = 0.67 KN/m2
Total = 5.18 KN/m2
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Dead load
Self weight of beam = 25×0.25×045 = 2.81 KN/m
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Rectangular = 0.9 x 0.6 x 25 = 13.5 KN/m
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Self Weight of the slab= 160 mm x 25 KN/m3 = 4 KN/m2
Plaster = 25 mm x 20 KN/m3 = 0.51 KN/m2
Finishes = 25 mm x 26.70 KN/m3 = 0.67 KN/m2
Total = 5.18 KN/m2
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Dead load
Self weight of beam = 25×0.3×0.5 = 3.38 KN/m
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Rectangular = 0.9 x 0.6 x 25 = 13.5 KN/m
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Self Weight of the slab= 160 mm x 25 KN/m3 = 4 KN/m2
Plaster = 25 mm x 20 KN/m3 = 0.51 KN/m2
Finishes = 25 mm x 26.70 KN/m3 = 0.67 KN/m2
Total = 5.18 KN/m2
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Dead load
Self weight of beam = 25×0.3×0.5 5 = 3.75 KN/m
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Rectangular = 0.9 x 0.6 x 25 = 13.5 KN/m
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Self Weight of the slab= 160 mm x 25 KN/m3 = 4 KN/m2
Plaster = 25 mm x 20 KN/m3 = 0.51 KN/m2
Finishes = 25 mm x 26.70 KN/m3 = 0.67 KN/m2
Total = 5.18 KN/m2
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Dead load
Self weight of beam = 25×0.35×0.55 = 4.38 KN/m
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Rectangular = 0.9 x 0.6 x 25 = 13.5 KN/m
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Dog Legged
Total thickness = 160 mm
Riser = 180 mm
Tread = 300 mm
Wt. of waist slab = 0.25 x 25 = 6.250 KN/m2
Wt. of each step = 0.50 x 0.18 x 0.3 x 25 = 0.675 KN/m
Wt. of landing = 0.25 x 25 = 6.250 KN/m2
Wt. of finishing = 0.09 x [22(0.18+0.3) + 0.18] x20 = 19.33 KN/m
Imposed load = 5 KN/m2
Detail load calculation of every floor is shown in table
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Seismic weight is the total dead load plus appropriate amount of specified imposed
load. While computing the seismic load weight of each floor, the weight of columns and walls
in any story shall be equally distributed to the floors above and below the storey. The seismic
weight of the whole building is the sum of the seismic weights of all the floors. It has been
calculated according to IS: 1893(Part I) – 2002.
IS: 1893(Part I) – 2002 states that for the calculation of the design seismic forces of
the structure the imposed load on roof need not be considered
The seismic weights and the base shear have been computed in table
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According to IS 1893 (Part I): 2002 Cl. No. 6.4.2 the design horizontal seismic
coefficient Ah for a structure shall be determined by the following expression:
gR2SIZ
A ah =
Where,
Z = Zone factor given by IS 1893 (Part I): 2002 Table 2, Here for Zone V, Z =
0.36
I = Importance Factor, I = 1.5 for commercial building
R = Response reduction factor given by IS 1893 (Part I): 2002 Table 7, R = 5.0
Sa/g = Average response acceleration coefficient which depends on
Fundamental natural period of vibration (Ta).
For T = 0.869797 and soil type IV (Soft Soil) Sa/g = 1.67/0.869797
=1.92
Now,
The design horizontal seismic coefficient, Ab= Rg
ZISa2
10368.052
05916.25.136.0 ==xxxAh
According to IS 1893 (Part I) : 2002 Cl. No. 7.5.3 the total design lateral force or
design seismic base shear (VB) along any principle direction is given by
VB = Ah x W
Where, W = Seismic weight of the building=102752.62KN
VB = 0.10368*102086.67 = 10653.32 KN
The total base shear is firstly distributed horizontally in basement in proportion to the
stiffness. Then according to IS 1893 (Part I): 2002 Cl. No. 7.7.1 the design base shear (VB)
computed above shall be distributed along the height of the building as per the following
expression:
2jj
n
1j
2ii
Bi
hW
hWVQ
=Σ
=
Where,
Qi = Design lateral force at floor i
Wi = Seismic weight of floor i
hi = Height of floor I measured from base
n = No. of storeys in the building
2jj
n
1j
2ii
Bi
hW
hWVQ
=Σ
=
Where,
Qi = Design lateral force at floor i
Wi = Seismic weight of floor i
hi = Height of floor I measured from base
n = No. of storeys in the building
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Center of Rigidity (CR) - A point through which a horizontal force is applied resulting in
translation of the floor without any rotation
W1
W2
W3
W4
W5
W1
W2
W3
W4
W5
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Center of Mass (CM) - Center of gravity of all the floor masses.
Structural eccentricity (e)
e = CMCR −
The eccentricity in building is calculated by
beeda β+α=
beedb β−δ=
Where,
eda & edb = static eccentricity at floor a & b define as the distance between
center of mass and center of rigidity.
b = maximum dimension of the building perpendicular to the direction of
earthquake under consideration
=δαand Dynamic magnification factors
=β Accidental eccentricity factor
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1and05.0,5.1 =δ=β=α
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The location of the center of rigidity is determined by
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yr
k
xkx And
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x
xr k
yky
33LEIkx = And 33
LEIky =
Where kx and ky are lateral stiffness of a particular element along the x and y axes.
E= Young’s Modulus of rigidity
I= Moment of Inertia
L= Length of the Member
The total torsional stiffness of a storey Ip about the center of rigidity is given by
)( 22 xkykI yxp +=�
Where,
x , y = coordinates of the centroid of a particular element in plan from
the center of rigidity.
Ip = polar moment of stiffness
The additional shear on any frame on column line to a horizontal torsional moment T is given
by
xxp
xx k
IyTV ='
yyp
y'y k
IxT
V =
Where, ='xV Additional shear on any frame or column line in the x-direction
due to torsional moment
Vx = initial storey shear in x-direction due to lateral forces
Tx = yxeV , torsional moment due to lateral force in x-direction only
Kxx = total stiffness of the column line under consideration in the x-
direction.
The subscript y represents y-direction.
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The response history analysis provides structural response r(t) as a function of time, but the
structural design is usually based on the peak values of forces and deformations over the
duration of the earthquake induced response. The peak response can be determined directly
from the response spectrum for the ground motion in case of single degree of freedom. The
peak response of multi degree freedom systems can be calculated from the response spectrum.
The exact peak calue of the nth mode response rn(t) =-rnstAn
Where An is the ordinate of the pseudo acceleration spectrum corresponding to natural period
Tn and damping ratio
The peak value ro of the total response can be estimated by combining the modal peaks rno
according to one of the modal combination rules. Because the natural frequencies of
transverse vibration of a beam are well separated, the SRSS combination rule is satisfactory.
Thus,
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Different load cases and load combination cases are considered to obtain most critical element
stresses in the structure in the course of analysis.
There are together four load cases considered for the structural analysis and are mentioned as
below:
i.) Dead Load (D.L.)
ii.) Live Load (L.L)
iii.) Earthquake load in X-direction (E.Qx)� Static
iv.) Earthquake load in Y-direction (E.Qy) static
v.) Earthquake load in X direction (Rx) response spectrum method
vi.) Earthquake load in Y direction (Ry) response spectrum method
Following Load Combination are adopted as per IS 1893 (Part I): 2002 Cl. No. 6.3.1.2
i.) 1.5 (D.L + L.L)
ii.) 1.5 (D.L + E.Qx)
iii.) 1.5 (D.L - E.Qx)
iv.) 1.5 (D.L + E.Qy)
v.) 1.5 (D.L - E.Qy)
vi.) 1.2 (D.L + L.L + E.Qx)
vii.) 1.2 (D.L + L.L - E.Qx)
viii.) 1.2 (D.L + L.L + E.Qy)
ix.) 1.2 (D.L + L.L - E.Qy)
x.) 0.9 D.L + 1.5 E.Qx
xi.) 0.9 D.L -1.5 E.Qx
xii.) 0.9 D.L + 1.5 E.Qy
xiii.) 0.9 D.L -1.5 E.Qy
xiv.) 1.5 (D.L + Rx)
xv.) 1.5 (D.L - Rx)
xvi.) 1.5 (D.L + Ry)
xvii.) 1.5 (D.L - Ry)
xviii.) 1.2 (D.L + L.L + Rx)
xix.) 1.2 (D.L + L.L - Rx)
xx.) 1.2 (D.L + L.L + Ry)
xxi.) 1.2 (D.L + L.L - Ry
After checking the results, it was found that the stresses developed are most critical for the
following load combinations:
i.) 1.5 (D.L + L.L)
ii.) 1.2 (D.L + L.L + E.Qx)
iii.) 1.2 (D.L + L.L - E.Qx)
iv.) 1.2 (D.L + L.L + E.Qy)
v.) 1.2 (D.L + L.L - E.Qy)
vi.) 1.2 (D.L + L.L + Rx)
vii.) 1.2 (D.L + L.L - Rx)
viii.) 1.2 (D.L + L.L + Ry)
ix.) 1.2 (D.L + L.L - Ry
The characteristic loads considered in the design of foundation are:
i.) Dead Load plus Live Load
To find the stress at the various points of the foundation, depth of footing and
reinforcements most critical factored loads are taken into account
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SAP2000 represents the most sophisticated and user-friendly release of SAP series of
computer programs. Creation and modification of the model, execution of the analysis, and
checking and optimization of the design are all done through this single interface. Graphical
displays of the results, including real-time display of time-history displacements are easily
produced.�
The finite element library consists of different elements out of which the three dimensional
FRAME element was used in this analysis. The Frame element uses a general, three-
dimensional, beam-column formulation which includes the effects of biaxial bending, torsion,
axial deformation, and biaxial shear deformations.
Structures that can be modeled with this element include:
• Three-dimensional frames
• Three-dimensional trusses
• Planar frames
• Planar grillages
• Planar trusses
A Frame element is modeled as a straight line connecting two joints. Each element has its
own local coordinate system for defining section properties and loads, and for interpreting
output.
Each Frame element may be loaded by self-weight, multiple concentrated loads, and multiple
distributed loads. End offsets are available to account for the finite size of beam and column
intersections. End releases are also available to model different fixity conditions at the ends of
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the element. Element internal forces are produced at the ends of each element and at a user-
specified number of equally-spaced output stations along the length of the element.
Loading options allow for gravity, thermal and pre-stress conditions in addition to the usual
nodal loading with specified forces and or displacements. Dynamic loading can be in the form
of a base acceleration response spectrum, or varying loads and base accelerations.
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The design of earthquake resistant structure should aim at providing appropriate dynamic
and structural characteristics so that acceptable response level results under the design
earthquake. The aim of design is the achievement of an acceptable probability that structures
being designed will perform satisfactorily during their intended life. With an appropriate
degree of safety, they should sustain all the loads and deformations of normal construction
and use and have adequate durability and adequate resistance to the effects of misuse and fire.�
For the purpose of seismic analysis of our building we used the structural analysis program
SAP2000. SAP2000 has a special option for modeling horizontal rigid floor diaphragm
system.�
A floor diaphragm is modeled as a rigid horizontal plane parallel to global X-Y plane, so that
all points on any floor diaphragm cannot displace relative to each other in X-Y plane.
This type of modeling is very useful in the lateral dynamic analysis of building. The base
shear and earthquake lateral force are calculated as per code IS 1893(part1)2002 and are
applied at each master joint located on every storey of the building
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After the analysis of structure using SAP2000 the maximum displacement of nodes at the
expansion joint was found out. It is clear from table below that the available gap for
expansion joint is much greater relative displacement of the nodes at joint. In order to reduce
the pounding effect between the two units, the adequte spacing is provided. The separation
between the adjacent units of the same buildings in between shall be separated by a distance
equal to the amount R times the sum of the calculated storey displacements to avoid the
damaging contact when the two units deflect towards each other. Since the elevation levels of
both units are same in our case the factor R is replaced by R/2. Hence the building will not
collide at the expansion joint during earthquake condition.
DriftFloor Bottom BottomBasement 0 0 0.00077Semi Basemen 0.00331 0.0027 0.00206Ground 0.00749 0.0099 0.00367First 0.0194 0.0209 0.00393Second 0.0313 0.0327 0.00397Third 0.0431 0.0446 0.00393Fourth 0.055 0.0564 0.00377Fifth 0.0668 0.0677 0.00393Sixth 0.07801 0.0795 0.0039
Total 0.0299
spacing =0.0912�5/2=0.228m (in one side)
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Table 13
0.39 0.09 0.0296433 0.406 0.0912
0.09 0.01199 0.0039967 0.091 0.01170.078 0.01121 0.0037367 0.08 0.01180.067 0.0118 0.0039333 0.068 0.01130.055 0.0119 0.0039667 0.056 0.01180.043 0.0118 0.0039333 0.045 0.01190.031 0.0119 0.0039667 0.033 0.01180.019 0.01191 0.00397 0.021 0.0110.007 0.00418 0.0011943 0.01 0.00720.003 0.00331 0.0009457 0.003 0.0027
Top Displacement Top Displacement
Along X Along XMax DisplacemenRelative Drift Max DisplacemenRelative
Fig: Expansion Joint (Elevation)
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Fig: Expansion Joint (Plan)
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In the method if design based on limit state concept, the structure shall be designed to
withstand safely all loads liable to act on it throughout its life; it shall also satisfy the
serviceability requirements, such as limitations on deflection and cracking. The acceptable
limit for the safety and serviceability requirements before failure occurs is called a ‘limit
state’. The aim of design is to achieve acceptable probabilistic that the structure will not
become unfit for the use for which it is intended, that is, that it will not reach a limit state.
Assumptions for flexural member:
i) Plane sections normal to the axis of the member remain plane after bending.
ii) The maximum strain in concrete at the outermost compression fiber is 0.0035.
iii) The relationship between the compressive stress distribution in concrete and the
strain in concrete may be assumed to be rectangle, trapezoidal, parabola or any other
shape which results in prediction of strength in substantial agreement with the result
of test. For design purposes, the compressive strength of concrete in the structure
shall be assumed to be 0.67 times the characteristic strength. The partial safety factor
�m = 1.5 shall be applied in addition to this.
iv) The tensile strength of concrete is ignored.
v) The design stresses in reinforcement are derived from representative stress-strain
curve for the type of steel used. For the design purposes the partial safety factor �m =
1.15 shall be applied.
vi) The maximum strain in the tension reinforcement in the section at failure shall not
be less than: 002.0E15.1
f
s
y +
Where, fy = characteristic strength of steel
Es = modulus of elasticity of steel
Limit state of collapse for compression:
Assumption:
In addition to the assumptions given above from i) to v), the following shall be assumed:
i.) The maximum compressive strain in concrete in axial compression is taken
as 0.002.
ii.) The maximum compressive strain at highly compressed extreme fiber in concrete
subjected to axial compressive and bending and when there is no tension on
the section shall be 0.0035 minus 0.75 times the strain at the least compressed
extreme fiber.
The limiting values of the depth of neutral axis for different grades of steel based on
the assumptions are as follows:
Fy xu,max
250 0.53
415 0.48
500 0.46
Materials adopted in our design:
M30 (1:1.5:3)
M25 (1:1:2)
Fe250-Mild Steel
Fe415
Use of SP16, IS456-2000, IS1893-2002, IS13920-1993, SP34:
After analyzing the given structure using the software SAP2000 the structural elements are
designed by Limit state Method. Account should be taken of accepted theories, experiment,
experience as well as durability.
The code we use for the design is IS456-2000; IS1893-2002, IS13920-1993 and Design aids
are SP16 and SP34. Suitable material, quality control, adequate detailing and good
supervision are equally important during implementation of the project.
Use of different handbook for the design:
The structural elements (special staircases, lift wall, basement wall) which are not described
by the above mentioned codes and design aids were handled with the help of the handbooks
viz. Reinforced concrete Designer’s Handbook – Charles E. Reynolds
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Computer aided design is the method of analyzing and designing any structure with the help
of various general use softwares and some particularly designed softwares made by using
some popular programming languages like visual basic, C++,etc.
In present time most of the building analysis and design is done by using computers. Basically
analysis and design based softwares like SAP, STAAD, etc are available in market. These
types of softwares are easy to use and can provide analysis results of complicated structures in
the matter of minutes which if calculated manually would take months.
Methodology
1. Analysis of building was done by using SAP 2000.
2. Design of slab was done by analyzing the slab of each floor on SAP 2000 in a separate
model.
3. For beam design, analysis result from SAP 2000 was arranged by using a small
program made from Visual Basics, which extracts data from SAP analysis and
arranges the required data.
4. Now beam was designed by using EXCEL and required reinforcement was calculated.
5. In case of columns, we used the design data from SAP.
6. All the other structural members were designed manually.
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The design includes design for durability, construction and use in service should be considered
as a whole. The realization of design objectives requires compliance with clearly defined
standards for materials, workmanship, and also maintenance and use of structure in service.
This chapter includes all the design process of sample calculation for a single element as slab,
beam, column, staircases, basement wall, lift wall, ribbed slab and mat foundation.
i.) Design of slab
ii.) Design of Beam
iii.) Design of Column
iv.) Design of Staircase
v.) Design of Basement Wall
vi.) Design of Lift Wall
vii.) Design of Mat and Foundation
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Table 18: Design of Beam 102ÿ(B8ÿC8)
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Table 19: Design of Beam 196ÿ(c4ÿc5)
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=�����.���������B��3���.��/���-��.���� +; ..3���������B�� ++! "<8!* ..;9� ����5���B������1�&�& ;
����61��.�.���
����� #&�@�#�����A=�������()���������&�/��.#& " 78C�)C3��C&�+6�3��C�)�D�BC&C�����
3 +* ;8""8+* / 6+28777 ! � +;+""""3�� ++2+" 2;8 �� +,* *!!*! ..;5���A3�� +,* *!!*! ..;#�� �'���( " 7,C/C&D�) !!! !*!!8 ..;
3������1�&�& !!! !*!!8 ..;3������1�&�& " ..;
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#����$��&��A�#������#����E��A9����&���&����(A�$����E�/���(A�$��1����#��(
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3�1 +"" ,!"<2 ..;
K�A.�: ! , 9D..;
I�� *!!+2 2"* 9'�������=��.������
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;, , + 2 #���'1 ;,< ;2;+7 ..
���.�5������*+ * ! '1 7!8 2+8! ..
'1 � ;,< ;2;+7 .. ;,, .. �1 ;,,..
'��'��������������.�����������1�&�&���7..�&������������H ;,, .. �D�
3����������4 4
5������ 7*8""" 96..
#�:�.�.�#�.��� ;+"7,2<! 96..#���.�.�#�.��� !22!"8"*! 96..
#�:�.�.�'���� +,;8"8 <+ 9
#�.����&������5������
=��.�>'6*,2 #�.����#5�
+;+"""" 96..
5���(�#�.����?1���#&?� ;;;<,2<! 96..5���(�#�.����61���#&6� !28,+8"*! 96..
=��.�'�6+2 #�.�������������������#�� !+!!+"";, 96..=���?1��.�.���
����� #&�@�#�����A����B��.���A�� 5���B��.����'���()���������&=�������()���������&�/��.
#����$��&��A�#������#����E��A9����&���&����(A�$����E�/���(A�$��1����#��(
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3 +* ;8""8+* / 6+28777 ! � ;;;<,2<!3�� ++2+" 2;8 �� +,* *!!*! ..;5���A3�� +,* *!!*! ..;#�� �'���( " 7,C/C&D�)
!!! !*!!8 ..;
3������1�&�& !!! !*!!8 ..;3������1�&�& " ..;3���.��/���-��.���� +; ..3���������B�� ++! "<8!* ..;9� ����/����.�B������1�&� !
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=��.�'�+2 �&GD&�+ " ", �����+ !,,�&GD&�; " + �����; !,!#&+ ,*;"8"+7 9..��� !,* 7!8;+ 9D..;��� +! !7 9D..;3�� !2" 7"""; ..;
3��; 3������6����D" 78D�) " "";<;22 ..;
3�� ;8!! 7"<7 ..;
=��������(��'���(3���.��& +; ..
3�����������(���� ++! "<8!* ..;
#����$��&��A�#������#����E��A9����&���&����(A�$����E�/���(A�$��1����#��(
�� ��(��(����� ������9� ����/��� !
=�����.� �'���(3���.��& ;, ..
3�����������(���� *<" 78!7, ..;9� ����/��� 2
'�..��) & �5�� ;, H 2/����. +; !
-���������'��������������.���I +,;8"8 <+ 95� 7*8""" 96..3�� !!< ;<;"+$� " ;"7*8** J$�+ " +, J $�; " ;, JK�+ " ;< K�+ " !2
���.�>'�*,2 K� " !!"<!; 9D..;5�B(��+< &�1 7 ..
3�1 +"" ,!"<2 ..;
�� ��(��(����� ������K�A.�: ! , 9D..;
I�� <77*7 8;; 9'�������=��.������
>'�*,2 '1 " 78C�)C3�1C&DI�� +,8 ""8 ..*" * � #�� ������������.������;, , + 2 #���'1 ;,< ;2;+7 ..
���.�5������*+ * ! '1 ;2* +"*"< ..
'1 � +,8 ""8;< .. +,, .. �1 +,,..
'��'��������������.�����������1�&�&���7..�&������������H +,, .. �D�
#����$��&��A�#������#����E��A9����&���&����(A�$����E�/���(A�$��1����#��(
Table 20 �������!���������%�$���
Reference Step Calculations Output
� � column D9 �
���� � ���� � D��*����#��� � � ���� � ���� �
� � Overall Depth of Column, D = 350 mm D = 350 mm
� � Width of Column, B = 350 mm B = 350 mm
� � Height, L = 3.5 mm L = 3.5 mm
� � Clear height, l = 3.5 mm � �
� � Assume following data: �
� � Clear cover, d= 40 mm � �
� � diameter of longitudinal reinforcement, ø = 32 mm � �
� � So, effective cover, d’= 40+10/2 = 50 mm effective cover �
� � d’= 50 mm
���� � � � ���������=��%�.#��!!�� � ���� ���� �
� � Lowest factored Axial Load = 4846
KN Lowest among all load
combination
� � Factored Axial Stress = � �
IS 3920:1993 � 8.97 Mpa � �
cl.7.1.1 � Axial Stress = 8.97> 0.1fck(2.5) �
� � Hence, design as Column Member. � �
IS13920:1993 � Check for Member Size: � �
cl.7.1.2 � Width of Column, B = 600mm > 200mm � �
IS13920:1993 � Depth of Column, D = 900mm � �
cl.7.1.3 � B/D = 600/900 = 0/67 > 0.4 � �
IS 456 : 2000 � Hence, OK � �
table 28 � Eff Length, le = 0.65 x l = 0.65 x 3.50 = 2.28 m le = 2.28 m
IS 456:2000 � Check for Short and Slender Column: � �
cl.25.1.2 � le/D = (2.28x1000)/900 = 2.53<12,(short
column),ok
� �
���� � �� 6�$�#����6����#�����%���������$��#�� � ���� � ���� �
IS 456:2000 � Min. Reinforcement, � �
cl.26.5.3.1 � = 0.8% of BD � �
�� 0.8*350*350/100=
980mm2 Min.
Asc=
980 mm2
�� Max. Reinforcement, Max. Asc = 4% of
BD
Max.
Asc =
4900 mm2
� � 0.04 x 350 x 350 = 4900 mm2 extreme case, �
=60090010004846
xx
�� But in extreme case, Max. Asc = 6% of
BD
Asc= 7350 mm2
� � 0.06 x 900 x 600 = 7350 mm2 �
���� � &� ��!��������!��#����� � ���� � ���� �
IS 456:2000,
cl.26.5.3.1
� Design of column for Max. Moment: �
� � Pu= 433.9 KN �
� � Mx= 26 KNm � �
� � My= 2 KNm � �
� � Mu = abs(Mx) + abs(My) = 28 KNm Mu= 28 �
IS 456:2000 � Min. eccentricity: � �
cl.25.4 � emin= l/500 + D/30 L 20 mm � �
� � where, l= unsupported length of the column �
� � D= lateral dimension in plane
of bending
� �
� � 18.67 <20mm � �
���� � )� 2�$��#�����#��$���$�$������#����#3�� � �� � ���� �
� � Min. Moment = Pu x emin = 8.10 KNm � �
� � Mu= 34.10 KNm � �
��
� � � �
� � 0.1181 � �
� � � �
� � 0.0265 � �
� � Assume reinforcement is uniformly
distributed on four sides,
� �
� � 0.005 � �
SP16 � P= 0.15 % � �
chart 48 � Asc= pBD = 183.75 mm2 � �
� � Min Ast= 980 mm2 � �
���� � +� ��!���������%�$������2�=����� � ���� ���� �
� � Data from sap analysis, � �
� � Pmax= 498 KN � �
� � Mx = 76 KNm � �
� � My = 71.5 KNm � �
� � Mu = 76+71.5 = 147.5 KNm Mu= 148 KNm
=+30
350500
100050.3=emin
x
==35035030
26x1000xxBDf
P
ck
u
== 2
6
2 90060030251028
xxx
BDfM
ck
u
148.035052'
==Dd
=ckfp
� � Now,
0.14
� �
SP16 �
chart 48 � � �
� � 0.11 � �
� � �
SP16 � 0.05 � �
Chart 48 � P= 1.5 % � �
� � Adopt P= 1.5 % �
� � and Asc= 1837.5 mm2 � �
� � Providing 12 0f 32mmø Asc= 1837.5 mm2
�� Asc provided =
2060.9 mm2Asc(
Act)2060.9 mm2
� � p= 1.6824 % � �
�
0.0561 �
���� � /� � �����������=��%�2�$��#� ���� ���� �
� � for p/fck= 0.0561 � �
SP16 � Pu/fckBD= 0.14 �
chart48 � 0.12 � �
� � Muxl= 154.35 KNm � �
SP16 � for p= 1.68 % � �
chart63 � Puz/Ag= 18 N/ mm2 � �
� � Puz= 220 KN � �
� � �n = 0.667+1.667xPu/Puz 2 � �
� � � �
IS456:2000 Muxl=154.35 KNm
cl.39.6 � Muyl = 154.35 KNm
���� � 1� ��!��������. ����� ��E�>� ��5+� D �
� � Percentage of steel provided= 1.68 % � �
� � Design Shear Strength of concrete, � �
IS 456:2000 � 0.76 N/ mm2 � �
table 19 � Considering lowest, Pu = 1297.6 KN � �
==30x350x350
498x1000max
BDfP
ck
== 2
6
2 35035030105.147
xxx
BDfM
ck
u
062.0' =Dd =
ckfp
=2BDfM
ck
u
okMM
MM
n
uy
uyn
uxl
ux ,145.01
<=���
����
�+��
�
����
�αα
=cτ
=ckf
p
�
� For members subjected to axial compression Pu , the
design shear strength of concrete Mc , shall be multiplied
by the following factor:
�
�
IS 456:2000 �� = 1+ N 1.5
� =
1.39�
cl. 40.2.2 �1.39 <1.50k
��
� � Multiplying factor, � = 1.39 � �
� � Actual, �
� � 1.0564 N/ mm2 � �
� � Shear capacity of the section, � �
� � Vc= 129.41 KN �
� � Shear force as per sap analysis � �
� � Vux = 40.6 KN � �
� � Vuy = 16 KN �
� � Hence, the shear capacity of the column
section exceeds the induced shear force. So,
shear reinforcement is not required.
�
�
���� � 4� ��!�������6�#���%����!�� ���� ���� �
IS 456:2000 � Diameter of ties: �
cl
26.5.3.2.C.2
� øt L not less than 6mm ��
�� L 0.25*maximum diameter
of longitudinal reinforcement
��
� � 0.25*20=5mm �
� � Hence, adopt ties of 6mmø � �
IS
13920:1993
� Spacing of the ties: ��
cl.7.3.3 � Sv N 300mm � �
�� Thus, provide 8mm ø lateral ties @ 300 c/c
in central part. � �
� � � �
�
� Area of cross-section of bar forming
rectangular hoop to be used as confining
links
�
�
IS
13920:1993
�
��
cl.7.4.8 � � �
ckg
u
fxAPx3
=+=30350350
100048131xx
xx
=cτ
���
����
�−= 1
AA
ff
hS18.0Ak
g
y
cksh
�� Ak = (350-2 x 40 + 2 x 5)x(350-2 x 40 + 2 x 5)=78400
mm2
��
� � h= Max of �
� � where 3 is no. of bars in each face of column section � �
� � = 90 mm � �
� � Area of 6 mm ø bar = 28.27 mm2 �
� � Therefore, � �
�
��
� � or, S= 43mm �
� � � �
IS
13920:1993 Spacing of hoop should be least of
��
cl.7.4.6
�
� � but need not be less than 75 mm � �
� � � �
�� Provide 8 mm ø links @ 90 mm c/c for a distance Lo which shall
not be less than �
IS
13920:1993
�
� �
cl.7.4.1 � � �
� � �
�� Hence, Provide 8 mm ø links @ 75 mm c/c for a
distance
� �
� � Lo = 583mm on either side from the joint. � �
�
���
��� −= 1
78400350350
41530
9018.027.28xxSx
��
�� ==
mm
DimensionLateralimumof
100
5.874350min4
1
�
�
�
�
==
=
mm
mmSpanClearof
mmDimensionLateralerL
450
58363500
61
350arg
Tab
Reference Step Calculations Output
Rectangular column B4
� � Known data: � �
� � Overall Depth of Column, D = 900 mm D = 900 mm
� � Width of Column, B = 600 mm B = 600 mm
� � Height, L = 3.5 mm L = 3.50 mm
� � Clear height, l = 3.5 mm � �
� � Assume following data: �
� � Clear cover, d= 40 mm � �
� � diameter of longitudinal reinforcement, ø = 32 mm � �
� � So, effective cover, d’= 40+32/2 = 56 mm effective cover �
� � d’= 56 mm
���� � � � ���������=��%�.#��!!�� � � ���� ���� �
� � Lowest factored Axial Load = 4846 KN Lowest among all load combination
� � Factored Axial Stress = � �
IS 3920:1993 � 8.97 Mpa � �
cl.7.1.1 � Axial Stress = 8.97> 0.1fck(2.5) �
� � Hence, design as Column Member. � �
IS13920:1993 � Check for Member Size: � �
cl.7.1.2 � Width of Column, B = 600mm > 200mm � �
IS13920:1993 � Depth of Column, D = 900mm � �
cl.7.1.3 � B/D = 600/900 = 0/67 > 0.4 � �
IS 456 : 2000 � Hence, OK � �
table 28 � Effective Length, le = 0.65 x l = 0.65 x 3.50 = 2.28 m le = 2.28 m
IS 456:2000 � Check for Short and Slender Column: � �
cl.25.1.2 � le/D = (2.28x1000)/900 = 2.53<12,(short
column),ok
� �
���� � �� 6�$�#����6����#�����%���������$��#�� � � ���� � ���� �
IS 456:2000 � Min. Reinforcement, � �
cl.26.5.3.1 � = 0.8% of BD � �
� � 0.8*600*900/100= 4320 mm2 Min. Asc= 4320 mm2
�� Max. Reinforcement, Max. Asc = 4% of
BD
Max. Asc
=
21600 mm2
� � 0.04 x 610 x 610 = 21600 mm2 extreme case, �
=60090010004846
xx
� � But in extreme case, Max.Asc = 6% of BD Asc= 32400 mm2
� � 0.06 x 900 x 600 = 32400 mm2 �
���� � &� ��!��������!��#����� � � ���� � ���� �
IS 456:2000,
cl.26.5.3.1
� Design of column for Max. Moment: � �
� � Pu= 2022.7 KN �
� � Mx= 185 KNm � �
� � My= 137.8 KNm � �
� � Mu = abs(Mx) + abs(My) = 322.8 KNm Mu= 322.8 � KNm
IS 456:2000 � Min. eccentricity: � �
cl.25.4 � emin= l/500 + D/30 L 20 mm � �
� � where, l= unsupported length of the column �
� � D= lateral dimension in plane of bending � �
� � 37 >20m
m
� �
���� � )� 2�$��#�����#��$���$�$������#����#3�� � � �� � ���� �
� � Min. Moment = Pu x emin = 74.84 KNm � �
� � M = 74.84KNm < Mx or My � �
� � Mu= 322.8 KNm �
�� � �
� � 0.125 � �
� � � �
� � 0.022 � �
� � Assume reinforcement is uniformly
distributed on four sides,
� �
�� 0.005 � �
SP16 � P= 0.15 % � �
chart 48 � Asc= pBD = 810 mm2 � �
� � Min Ast= 4320 mm2 � �
���� � +� ��!���������%�$������2�=����� � � ���� ���� �
� � Data from sap analysis, � �
� � Pmax= 8510.8 KN � �
� � Mx = -216 KNm � �
=ckfp
== 2
6
2 9006003025108.322xx
xBDf
M
ck
u
==60090030
02022.7x100xxBDf
P
ck
u
0622.090056'
==Dd
=+30
900500
100050.3=emin
x
� � My = 71.5 KNm � �
� � Moment due to min. eccentricity (315)> Mx
and My.
KNm �
� � Mu = 216+315 = 531 KNm Mu= 531 KNm
� Now, � �
SP16 � 0.525 �
chart 48 � � �
� � 0.036 � �
� � �
SP16 � 0.055 � �
Chart 48 � P= 1.65 % � �
� � Adopt P= 1.65 % �
� � and Asc= 8910 mm2 � �
� � Providing 12 0f 32mmø Asc= 8910 mm2
� � Asc provided = 9651 mm2 Asc(Act)= 9651 mm2
� � p= 1.78 % � �
� 0.1 � �
���� � /� � �����������=��%�2�$��#� �� � ���� �
� � for p/fck= 0.06 � �
SP16 � Pu/fckBD= 0.525 � �
chart48 � � 0.06 � �
� � Muxl= 874.8 KNm � �
SP16 � for p= 1.787 % � �
chart63 � Puz/Ag= 19 N/ mm2 � �
� � Puz= 10260 KN � �
� � �n = 0.667+1.667xPu/Puz 2 � �
� � �
IS456:2000 � Muxl= 874.8 KNm
cl.39.6 � Muyl = 874.8 KNm
���� � 1� ��!��������. ����� ��E�>� 5�/5� D �
� � Percentage of steel provided= 1.78 % � �
� � Design Shear Strength of concrete, � �
IS 456:2000 � 0.78 N/ mm2 � �
table 19 � Considering lowest, Pu = 1297.6 KN � �
=cτ
okMM
MM
n
uy
uyn
uxl
ux ,106.01
<=���
����
�+��
�
����
�αα
=ckf
p
=ckfp
== 2
6
2 9006003010531xx
xBDf
M
ck
u
==30x600x9008510x1000max
BDfPck
=2BDfM
ck
u
�
� For members subjected to axial compression Pu , the design
shear strength of concrete Mc , shall be multiplied by the
following factor:
�n = 1.26 �
IS 456:2000
� � = 1+
� = 1.42
�
cl. 40.2.2 � 1.42 <1.50k � �
� � � �
� � Multiplying factor, � = 1.42 �
� � Actual, 1.108 N/mm2 � �
� � Shear capacity of the section, � �
� � Vc= 598.1 KN �
� � Shear force as per sap analysis � �
� � Vux = 40.6 KN � �
� � Vuy = 92.6 KN �
� � Hence, the shear capacity of the column section
exceeds the induced shear force. So, shear
reinforcement is not required.
� �
���� � 4� ��!�������6�#���%����!�� ���� ���� �
IS 456:2000 � Diameter of ties: �
26.5.3.2.C.2 � øt L not less than 6mm � �
�� L 0.25*maximum diameter of longitudinal
reinforcement
� �
� � 0.25*32=8mm �
� � Hence, adopt ties of 8mmø � �
� � � �
IS 13920:1993 � Spacing of the ties: � �
cl.7.3.3 � Sv N 300mm � �
�� Thus, provide 8mm ø lateral ties @ 300 c/c
in central part. �
�
�
� Area of cross-section of bar forming
rectangular hoop to be used as confining
links
� �
cl.7.4.8� � Ak = (600-2 x 40 + 2 x 8)x(900-2 x 40 + 2 x 8)=448096 mm2 � �
�h= Max of � �
� � where 4 is no. of bars in each face of column section � �
�
�
�
�
=−−
=−−
mm
mm
1304)4040600(
2054)4040900(
=+=309006001000685.129731
xxxx
=cτ
ckg
u
fxAPx3
� � = 205 mm � �
� � Area of 8 mm ø bar = 50.26 mm2 �
�
Therefore, � �
IS 13920:1993Spacing of hoop should be least of �
cl.7.4.6 � � �
� � but need not be less than 75 mm � �
�� Provide 8 mm ø links @ 90 mm c/c for a distance Lo which shall not be less
than
�
IS 13920:1993� � �
cl.7.4.1 � � �
�� Hence, Provide 8 mm ø links @ 100 mm c/c for a
distance
�
� � Lo = 900mm on either side from the joint. � �
�
�
�
�
==
=
mm
mmSpanClearof
mmDimensionLateralerL
450
58363500
61
900arg
��
�� ==
mm
DimensionLateralimumof
100
1504600min4
1
���
��� −= 1
448096900600
4153020518.026.50 xxSx
Table 22
��
��������� Step Calculations Output
���� � ���� Circular column O � �
���� � ���� � Known data: ���� �
���� � ���� � Overall Depth of Column, D = 400 mm D = 400 mm
���� � ���� � B = 400 mm
���� � ���� � Height, L = 3.5 mm L = 3.5 mm
���� � ���� � Clear height, l = � �
���� � ���� Assume following data: � �
���� � ���� � Clear cover, d= 40 mm �
���� � ���� � diameter of longitudinal reinforcement, ø
=
32 mm �
���� � ���� So, effective cover, d’= 40+32/2 = 56 mm Eff cover �
���� � ���� � � d’= 56 mm
���� � 1 Check for Axial Stress: ���� �
���� � ���� Lowest factored Axial Load = 705.44 KN Lowest among �
���� � ���� � Factored Axial Stress = � all load �
�.�&4�5�44&� ���� � ��
5.6137 � combination �
�%�0��� ���� � Axial Stress = 5.6137 >
0.1fck
�
���� � ���� � Hence, design as Column Member. � �
���� � ���� � � �
�.&4�5�44&� ���� � Check for Member Size: � �
�%�0���� ���� � � �
�.&4�5�44&� ���� � Depth of Column, D = 400mm>200mm � �
�%�0��&� ���� � B/D = 400/400 = 1 >0.4 �
�.�)+/����555� � Hence, OK � �
#�,%���1� ���� � Effective Length, le = 0.65 x l = 0.65 x
3.50 =
2.28 m le = 2.28 M
�.�)+/��555� ���� � Check for Short and Slender Column: � �
�%��+���� ���� � le/D = (2.28x1000)/400 = 5.7<12,(short
column),ok
� �
� ���� � � �
� �� 6�$�#����6����#�����%���������$��#�� � ���� � �
�.�)+/��555� ���� � Min. Reinforcement, � �
� �%��/�+�&�� ���� � = 0.8% of (OD2)/4 � �
� ���� � 0.8 x(O x 4002)/400 = 1005.3 mm2 Min. Asc= 1005 mm2
=600900
100044.705x
x
��
����� � Max. Reinforcement, Max. Ast = 4% of
(OD2)/4 �
Max. Asc = 5027 mm2
� ���� 0.04 x (O x 4002)/4= 5026.5 mm2 extreme case, �
� ���� � extreme case, Max. Ast = 6% of (OD2)/4 � Asc= 7540 mm2
� ���� � 0.06 x(O x 4002)/4 = 17534.8 mm2 7539.8 mm2 �
���� � &� ��!��������!��#����� � ���� � � ���� �
�.�)+/��555@�
�%��/�+�&��
���� � ��!���������%�$������2�=��2�$��#�� � ���� ��
���� � ���� � Pu= 1959.14 KN �
���� � ���� Mx= 75.43 KNm �
���� � ���� � My= 44.9 KNm �
���� � ���� � Mu = abs(Mx) + abs(My) = (i.e. max.
absolute sum among all combination)
120.33 KNm Mu= 120.3 KNm
�.�)+/��555 ���� Min. eccentricity: � �
�%��+�)� ���� � emin= l/500 + D/30 L 20 mm � �
���� � ���� � where, l= unsupported length of the
column
� �
���� � ���� D= lateral dimension in plane of bending � �
���� � ���� � emin=��
20.33 mm �
���� � )� 2�$��#�����#��$���$�$������#����#3�� � ���� � � � ���� �
���� � ���� � Min. Moment = Pu x emin = 39.82932 KNm �
���� � ���� � M = 39.82KNm < My � �
� ���� � Mu= 120.33 KNm �
� ���� � 0.14 � �
���� � ���� � � �
���� � ���� � ��
0.4082 � �
���� � ���� � 0.0627 � �
���� � ���� � � �
���� � ���� � Assume reinforcement is uniformly
distributed on four sides,
� �
���� ����� � �
�
0.1 � �
.�/� ���� � P= 3 % �
� ��#�)1� ���� � Asc= p(OD2)/4= 3769.92 mm2 �
���� � ���� � � �
=+30
400500
100050.3 x
==40040030
001959.14x10xxBDf
P
ck
u
== 2
6
2 4004003010120xx
xBDf
M
ck
u
==400
56'
Dd
=ckfp
��
���� � �
+�
�
��!���������%�$������2�=�����
� ���� ��
���� � ���� Data from sap analysis, � �
���� � ���� � Pmax= 2286.6 KN �
���� � ���� � Mx = -70.21 KNm �
���� � ���� My = -36.91 KNm �
���� � ���� � Moment due to min. eccentricity = 46.48 >My �
���� � ���� � Mu = 70.21+46.5= 116.69 KNm �
���� � ���� Now, � �
.�/� ���� ��
0.476 � �
� ��#�)1� ���� � � �
���� � ���� 0.060 � �
.�/� ���� � 0.12 � �
� ��#�)1� � Then P= 3.6 % �
���� � ���� � Hence adopt, P= 3.6 % �
���� � ���� � and Asc= 4523.90 mm2 �
���� � ���� � Providing 6 0f 32mmø � Asc= 4524 mm2
���� � ���� � Asc provided = 4825.5 mm2 Asc(Act)= 4826 mm2�
���� � ���� � p= 3.8 % �
���� � /� � �����������=��%�2�$��#� � �
���� � for p/fck= 0.126667 ���� �
���� � ���� � Pu/fckD2= 0.476375 � �
.�/� ���� � ��
0.065 � �
� ��#)1� ���� � � �
���� � ���� � Muxl= 124.8 KNm �
.�/� ���� � for p= 3.8 % �
� ��#/&� ���� � Puz/Ag= 25 N/mm2 �
���� � ���� � Puz= 3140 KN �
���� � ���� � �n = 0.667+1.667xPu/Puz 1.88 � �
���� � ���� � � �
�.)+/��555� ���� ��
0.44 Muxl= 124.8 KNm
�%�&4�/� ���� � � Muyl = 124.8 KNm
���� � 1� ��!��������. ����� � ���� � Puz = 3140 KN
� ���� � Percentage of steel provided= 3.8 % �
� ���� � Design Shear Strength of concrete,= 0.96 N/mm2 �
� ���� � � �
�.�)+/��555� ���� � � �
==30x400x400
02286.6x100max
BDfP
ck
=ckfp
=2BDfM
ck
u
=cτ
ok,1<
== 2
6
2 9006003010531xx
xBDf
M
ck
u
=���
����
�+��
�
����
�n
uy
uyn
uxl
ux
MM
MM
αα
1
��
#�,%��4� ���� � Considering lowest, Pu =625.98 KN � �
�
���� � For members subjected to axial
compression Pu , the design shear strength
of concrete Mc , shall be multiplied by the
following factor:
� �n = 1.880
9
�
�.�)+/��555� ���� ��
� = 1+ � � = 1.489 �
�%��)5����� ���� � � �
���� � ���� � � �
���� � ���� � Multiplying factor, � = 1.489 � �
���� � ���� � Actual, � �
���� � ���� � � 1.4294 N/mm2 �
���� � ���� � Shear capacity of the section, � �
���� � ���� � Vc= 1.429*Ox4002/(4x1000)= 179.6 KN �
���� � ���� � Shear force as per sap analysis � �
� ���� � Vux = -16.2 KN � �
� ���� � Vuy = 26.2 KN � �
���� � ���� � Hence, the shear capacity of the
column section exceeds the induced shear
force. So, shear reinforcement is not
required.
� �
���� � 4� ��!�������6�#���%����!�� � ���� � �
�.�)+/��555� ���� � ���$�#������#��!�� � ���� � �
�%�
�/�+�&�������
���� � øt L not less than 6mm � �
���� � ���� � L 0.25*maximum diameter of
longitudinal reinforcement
� �
���� � ���� � 0.25*32=8mm � �
���� � ���� � Hence, adopt ties of 8mmø � �
���� � 5� ."���������# ��#��!�� � ���� � �
�.�)+/��555� ���� � Sv � 300mm � 8 mm ø @ 300 mm �
�%�
�/�+�&�������
���� � Thus, provide 8mm ø lateral ties @ 300
c/c in central part.
� �
���� � ���� � Area of cross-section of bar forming rectangular hoop to be used as confining
links
�
���� � ���� � ��
� �
���� � ���� � Dk = 400-2 x 40 + 2 x 8 = 336 mm � �
ckg
u
fxAPx3
okxx
xxx ,5.1489.130400
4100098.62531 2 <=+=π
���
����
�−= 1
AA
ff
DS09.0Ak
g
y
ckksh
=cτ
��
���� � ���� ��
Ak = 88668.3 mm2 �
� ���� � Area of 8 mm ø bar = 50.26 mm2 � �
� ���� � Therefore, � �
���� � ���� ��
� �
���� � ���� � or, S= 55.1 mm � �
���� � � ."��������� ��"�! ��%��,��%��!#���� � � �
�.�
&4�5�44&�
���� � ��
� ���� � �
�%�0�)�/� ���� � � ���� � �
�.�
&4�5�44&�
���� � Provide 8 mm ø links @ 55 mm c/c for a distance Lo which shall not be less
than
�
�%�0�)�� ���� � ��
� �
���� � ���� � � �
���� � ���� � � �
����� � Hence, Provide 6 mm ø links @ 75 mm c/c for a
distance
� �
� ���� � Lo = 583mm on either side from the joint. � �
== 22 33644 xD kππ
���
��� −= 1
3.886687.125663
4153033609.026.50 xSx
��
��
= mmmm
406/40075
�
�
�
�
==
=
mm
mmSpanClearof
mmDimensionLateralerL
450
58363500
61
400arg
�-����!�������.#�����!�����6������.#�����!��
Concrete Grade=M30 Table 23 Steel Grade=Fe415 ���� .#�"� ��%��%�#���!� ��#"�#�
��������������������������������������������������������
D��*����#��Riser Height, R=175 mm Tread Height,T=300 mm Floor Height=3.505m Flight Width, W=1.5m No of riser= 20 No. of Treads in the flights=19 Type of staircase= doglegged Span of stair case=6m Length of the flights=3.3m TanP=180/300 P = 30.964º
6������%��%�#���������%������%��%�#�������$�!#�����!��!%�,�
�> 22 RB + �
> 22 175270 + �>�&��$$�Assuming Slab Thickness,D=250 mm Considering 1m Width of Slab Self Wt.of Slab=�DSecP=25 x 0.24 x Sec30.964=7.00 KN/m Wt. of Steps=�R/2=25 x .18/2=2.25 KN/m 9cm Thick Floor Finishing=� x 0.09=20 x 0.09=1.8 KN/m Live Load=5 KN/m
���������������������������������������������(��>�)�50+�D F�$�����
�
1914mm 1914mm 3300mm
�.)+/<�555��%��8���,��%���/�+������������.)+/<�555��%��8���,��%���/�+������������.)+/<�555��%��8���,��%���/�+�������������������
�������������&��������������������)��
+���������/����������
Total Characteristics Load=16.05 KN/m Design Load=1.5 x 17.796=24.075 KN/m
6�������Self Wt. of Slab=�D=25 x .24=6.00 KN/m 9cm Thick Floor Finishing=� x 0.09=20 x 0.09=1.8 KN/m Live Load=5 KN/m Total Characteristics Load=12.8 KN/m Design Load=1.5 x 12.8=19.2 KN/m
;��$�"��%�$����3���!������!#�����!��(��# ����*��!#�!%�,>�/5$$��!!�$�����%������-��<�+$$��������,��<��$$�Effective depth,d = 160-15-12/2 =139mm
���%3!�!�For Upper and Lower Flight, Moment at , End support C Mc=74.35 KN/m(From SAP) About Mid span, Mmid=64 KN/m Internal Hinge, Mhinge=82.42 KN/m Clear Cover=20 mm,16 mm dia. bars Effecrtive Depth= 240-20-8= 212 mm
��!����;���2������������$��#@�For Mid Span
���
����
�−=
20x212x1000500xA1x212xAx500x87.010x64 st
st6
Ast=570.858 mm2 >Amin. (.0012 x 1000 x 240) Required spacing of 10 mm Bars, C/C Spacing=1000/570.858 x 78.546=137.59 mm Provide 10 mmØ @135 mm
;����� ���#�-��2�$��#@��#�6�*���6������@�
���
����
�−=
20x212x1000500xA1x212xAx500x87.010x35.74 st
st6
Ast=669.589 mm2 >Amin. (.0012 x 1000 x 240) C/C Spacing=1000 x 78.546/669.589=117.295 mm Provide 10 mmØ @115 mm
�;����� ���#�-��2�$��#��#��""���6�������Moment Mb =60.97 KN/ m
���
����
�−=
20x212x1000500xA1x212xAx500x87.010x42.82 st
st6 Ast=748.01
mm2 >AminRequired spacing of 10 mm Bars C/C Spacing=1000/748.01 x 78.546=105.00 Provide 10 mmØ @105 mm
(%�>4���D F�$���������������������!#��G�>+05�1+1�$$�����!#"����>+1�1��$$����������������!#��G��>//4�+14�$$�����!#"����>/1&�551�$$����������!#��G��>0)1�5�$$��
�!#"����>0)1�5/�$$��
�
�
�
�
�
�
�
�
�
�
�
�
�����.)+/<�555��%��&�������;���)�
�0� ��!#��,�#��!���������$��#,
Astmin=.0012 x 1000 x 240=360 mm2
Required spacing of 10 mm Bars, C/C Spacing=1000/360.00 x 78.546=218.167 mm Provide 10 mmØ @215 mm
��-�%�"$��#�6���# �
bd
sd 4
Lτ
φσ= �
Ld = 453.125 mm Provide Development Length 455 mm
� �������������"# ����!%�,@�D=l/(20 x mt) Percentage of steel,Pt=0.194 For fs=247.54Mpa mt=1.5 D=7128/(20 x 1.5)=238 mm< 240 mm(O.K)
�
�
�
�
�
���GH�"��-������.���
-����!�������,�!�$��#�*�%%�
Introduction
Basement wall is constructed to retain the earth and to prevent moisture from seeping into the building. Since the basement wall is supported by the mat foundation, the stability is ensured and the design of the basement wall is limited to the safe design of vertical stem. Basement walls are exterior walls of underground structures (tunnels and other earth sheltered buildings), or retaining walls must resist lateral earth pressure as well as additional pressure due to other type of loading. Basement walls carry lateral earth pressure generally as vertical slabs supported by floor framing at the basement level and upper floor level. The axial forces in the floor structures are , in turn, either resisted by shear walls or balanced by the lateral earth pressure coming from the opposite side of the building. Although basement walls act as vertical slabs supported by the horizontal floor framing , keep in mind that during the early construction stage when the upper floor has not yet been built the wall may have to be designed as a cantilever.
Design of vertical stem � The basement wall is designed as the cantilever wall with the fixity provided by the mat foundation.
��
23.52KN/m 17.53KN/m2
Due to Surcharge
(Rear Face)
Soil Pressure
Basement Wall
(Front Face)
Mat Footing
;������!�$��#�(�%%�
-�����!�������,�!�$��#�*�%%�Concrete Grade = M20 Table 24 Steel Grade = Fe415 (TMT) ���� .#�"� ��%��%�#���� ��#"�#����������������������������������.)+/��555@��%�&����&�)���������.)+/��555@��%�&��+�����.)+/��555@��/�+�����������
�
&���������
)����������
Design ConstantsClear height between the floor (h) =5.26 m unit weight of soil, � = 17 KN/m3
Angle of internal friction of the soil, Q = 300
surcharge produced due to vehicular movement is Ws = 10 KN/m2
Safe bearing capacity of soil , qs = 90 KN/m2
2�$��#���%��%�#����
Ka 333.030sin130sin1
sin1sin1 =
+−=
θ+θ−=
Lateral load due to soil pressure, Pa = Ka x � x h2/2 = 0.333x17x5.262/2 = 23.52 KN/m Lateral Load due to surcharge load, Ps = Ka x Ws x h = 0.333x10x5.26 = 17.53 KN/m Characteristic Bending moment at the base of wall , Since weight of wall gives insignificant moment ,so this can be neglected in the design. Mc = Pa x h/3 + Ps x h/2 = 23.52x5.3/3 + 11.67x5.3/2 = 71.5KN-m Design moment, M = 1.5Mc = 1.5x71.5=107.2 KN-m
�""��=�$�#����!�������!��#����Let effective depth of wall = d BM = 0.136 ƒckbd2
107.2x106 = 0.136x20x1000xd2
d = 198.5 mm Let Clear cover is 25mm & bar is 20mm-ROverall depth of wall , D = 198.5+25+10 = 233.5 mm Take D = 235mm So , d = 235 – 25- 10 = 200 mm
��%��%�#�������2����.#��%���������$��#
Ast= ��
�
�
��
�
�−− 2
cky
ck
bdfM6.411
xf2bdf
Ast= ���
����
�−− 2
6
200100020102.1076.411
4152202001000
xxxx
xxx
Ast = 1637 mm2
Min. Ast = 0.0012xbxD = 0.0012x1000x235 = 282 mm2 < AstMax. Dia. of bar = D/8 = 235/8 = 29.4 mm2
Providing 20mm-R bar , spacing of bar is
�����������������>�+�/D F$������!�>�)���D F$���������2>++�0&D <$�������������������>��15�$$�����������>��)5�$$���������������!#�>����0�$$�����
���.�>�)5�$$�
�����.)+/��555@��%�&��+�,�������������.)+/��555@��%�&�/������.)+/��555@���,%�<4������.)+/��555@��%��&�������������������������������.)+/��555@��%�&��+���
�����������+�
���������������
/����������
���0�
���������������
S=16374
1000202
xxxπ
=192 mm/m
Provide 20mm-R bar @195 mm c/c So, Provided Ast = 314.16x1000/185= 1698mm2 Pt = 1698x100/(1000x235) = 0.7 %
Max. Spacing = 3d = 3x200 = 600 mm Provide nominal vertical reinforcement 8mmR@300mm c/c at the front face. �� ��������. ����The critical section for shear strength is taken at a distance of ‘d ’ from the face of support .Thus , critical section is at d = 0.2 m from the top of mat foundation. i.e. at (5.3- 0.2) = 5.1m below the top edge of wall. Shear force at critical section is, Vu = 1.5x(Ka x Ws x Z + Ka x � x Z2/2) = 1.5x(0.333x10x5.1 + 0.333x17x5.12/2) = 58.7 KN
Nominal shear stress , =τbdVu
u
= 58.7x1000/(1000x200) = 0.29 N/mm2
Permissible shear stress , Mc = 0.55 N/mm2
Mc > Mu , Hence safe.
� �����������%��#���Leff = 5.3+d = 5.3+.2 = 5.5 m Allowable deflection = leff/250 = 5500/250 = 22 mm
Actual Deflection = EI30
lpEI8lp eff
4aeff
4s +
= ���
��� +
3052.23
853.17
2550002351000125500
3
4
xxx
=
17.64 mm Which is less than allowable deflection, hence safe.
��%��%�#�����������E��#�%���������$��#�!#��%�,��Area of Hz. Reinforcement = 0.002Dh = 0.002x220x3500 = 1540 mm2
As the temperature change occurs at front face of basement wall, 2/3 of horizontal reinforcement is provided at front face and 1/3 of horizontal reinforcement is provided in inner face. Front face Horizontal Reinforcement steel, = 2/3x2391.2= 1594 mm2
Providing 12mm-R bar No. of bar required, N = 1594/113 = 14 nos. Spacing = (h-clear cover at both sides- R)/(N-1) = (4270-30-12)/(14-1) = 325 mm
Provide 12mm-R bar @ 320 mm c/c
Inner face Horizontal Reinforcement steel, = 1/3x2391.2= 797 mm2
��#�>�5�050I�������������9��>&&���D �����J��>�5�04� F$$���J��>�5�+0� F$$���
�������
�1�
Providing 8mm-R bar No. of bar required, N = 797/50.27 = 16 nos. Spacing = (h-clear cover at both sides- R)/(N-1) = (4270-30-12)/(16-1) = 281 mm
Provide 8mm-R bar @ 280 mm c/c Max. spacing = 3d = 3x240 = 720 mm or 450 mm Hence, spacing provided for Hz. Steel is OK. ����#��%$��#������������$��#No bars can be curtailed in less than Ld distance from the bottom of stem ,
Ld = bd
s
x4x6.1 τφσ
= 2.1x4x6.112x415x87.0 = 564 mm
The curtailment of bars can be done in two layers 1/3 and 2/3 heights of the stem above the base. Let us curtail bars at 1/3 distance i.e. 1423 mm from base Lateral load due to soil pressure , Pa = Ka x � x h2/2 = 0.333x17x2.8472/2 = 22.94 KN/m Lateral load due to surcharge load , Ps = Ka x Ws x h = 0.333x10x2.847 = 9.48 KN/m Characteristic Bending moment at the base of wall is, Mc = Pa x h/3 + Ps x h/2 = 22.94x2.847/3 + 9.48x2.847/2 = 35.26 KN-m Design Moment , M = 1.5Mc = 1.5x35.26 = 52.89 KN-m Since this moment is less than half of the moment at base of stem, spacing of vertical reinforcement are doubled from 1423mm from the base of the wall. Providing 20mm-R bar @280 mm c/c above 1423mm from base.
Table25
vi. Design of Lift wall 20mm 400mm
2100mm
1500mm
Ref Step Calculation Output ������.�)+/<�555@��6�&����)�?�:��.�)+/<�555@��6�&����&����.�)+/<�555@��6�&���������.�)+/<�555@��6�&����+�
��.�)+/<�555@��6�&����+��������������
�����
��������������&����)����+�������/�������
����
����
D��*����#��Length of lift wall = 1.9 m Breadth of lift wall = 2.5 m Floor Height (H) = 2.133 m Assume, wall thickness t = 200mm
� ����;���.%�������!!���#���Effective height of the wall Hwe = 0.75H = 0.75 X 2.133 =1.6 m Slenderness ratio = Hwe / t = 1.6 /0.2 = 8 < 30
2���$�$������#����#3� emin = 0.05t =0.05 X 200 = 10 mm
�����#����%������#����#3�ea = (H2we / 2500 t) = (16002 /2500X200) = 5.12 mm
�%#�$�#��%��������3������"���#3�Ultimate load carrying capacity per unit length of the wall is Puw = 0.3 ( t - 1.2e – 2ea) X fck = 0.3 (200 – 1.2 X 10 – 2 X 5.12) X 30 = 1599.84 N/mm Total capacity of wall = 1599.84 X 2.15=3439.656 KN ���%��%�#��������$����-��#���%����������$��#�Assume, clear cover = 20 mm Using 12 mm dia bar, effective cover = d’ =26 mm a:* ���%�#���%�%�����!���#�����%����A<�����#����Mu= 5620.231/2 = 2810.1155 KN-m Vu = 516.04/2 = 258.02 KN Pu =4041.37/2 = 2020.685 KN d’/D = 26/2500 =0.0104 (Mu/ fckbd2) = (2810.1155 X106/30 X 200 X 25002) =0.075Pu/ fckbd = (2020.685 X 103/30 X 200 X 2500) = 0.134 P/fck =0.04 P = 0.04 X 30 = 1.2 % Min Ast = 0.012 X 200 X 2500 = 6000mm2
Area of 12 mm dia = 113.09 mm2
No of bars = 6000 / 113.09 = 53.05 � 54nos.
emin= 10mm
ea = 5.12 mm
d’ = 26mm
��
�.�)+/<�555@��6�&��+�,�
�������������������.�)+/<�555@��6�&��+�,�
��������.�)+/<�555@��6�&��+������
������������.�)+/<�555@��6�&��)����
����
������������������������������������0�����������1�
Spacing of bars, Sv = ((2500 -40 -12)/(54 – 1)) = 46.18mm
Check for spacing Spacing of vertical steel reinforcement should be least of 3t and 450mm = 3 X 200 =600mm and 450mm To take account of the reversal effect, provide 12 mm ø bars @ 45 mm c/c on both faces of the wall
,:( ���%�#���%�%�����!���#�����%����7<�����#�����Mu= 5620.231/2 = 2810.1155 KN-m Vu = 516.04/2 = 258.02 KN Pu =4041.37/2 = 2020.685 KN d’/D = 26/1900 =0.013 (Mu/ fckbd2) = (2810.1155 X106/30 X 200 X 19002) =0.129Pu/ fckbd = (2020.685 X 103/30 X 200 X 1900) = 0.177 P/fck =0.06 P = 0.06 X 30 = 1.8 % Min Ast = 0.12% of bD Therefore, Ast = 0.018 X 200 X 1900 = 6840mm2
Area of 12 mm ø = 113.09 mm2
No of bars = 6840/113.09 = 60.48 �62 nos. Therefore, spacing of bars,Sv = ((1900 -40 – 12) /( 62- 1)) = 30.29 mm Check for spacing Spacing of vertical steel reinforcement should be least of 3t and 450 mm 3t = 3 X 200 = 600mm and 450 mm To take account of the reversal effect, provide 12 mm ø bars @ 30 mm c/c on both faces of the wall
���%��%�#�����������E��#�%�.#��%����������$��#� area of horizontal reinforcement = 0.2 % of bH
= 0.002 X 200 X 2133 = 853.2 mm2
Provide 12 mm ø bar No of bars = 853.2/113.09 =7.54 �8nos. Spacing of bars, Sv = 2133/(8 -1) = 304.71 mm To take account of the reversal effect, provide 12 mm ø bars @ 300 mm c/c on both sides of the wall �� ��������. ����When lateral load I acting along X- direction Nominal Shear stress Tv =Vu/td = Vu/ (t x 0.8 Lw) = (258.02 x 103)/(200 x 0.8 x 2500) = 0.64 N/mm2
Allowable Shear Stress Tallowable = 0.17fck = 0.17 x 30 = 5.1 N/mm2 > Tv
Hw/Lw = 2133/2500 = 0.853 < 1 Tcw should be lesser of
Tcw = (3 - Hw/Lw)K1 Sfck
Sx = 12 mm ø @45 mm
Sy = 12mmø @30mm
Tv = 0.64 N/mm2
��.�)+/<�555@��6�&��)�&���
�
= (3 – 0.853) x 0.2 x S30 =2.35 N/mm2
But not less than 0.15Sfck = 0.15S30 = 0.821 N/mm2
Therefore, Tcw = 2.35 N/mm2 > Tv Hence safe (O.K)
Tcw = 2.35 N/mm2
O.K
Calculation of Corner stresses of mat foundation
x y
27.02 11.05
Safe Bearing Capacity of Soil (SBC) = 90KN/m2
Description �+?�6K66:D
Summation of Forces (Tpi) 131083.5
Summation of Moments (TMx) 49.66
Summation of Moments (TMy) -6.27
Location of centroid of Resultant forces
x 27.9
y 10.6
Eccentricity
ex 0.88
ey -0.45
Mex = P X ex -58987.575
Mey = P x ey 115353.48
Total Moment ( Mx = Mex + TMx) -138559.31
-������!�������2�#�;�����#���
( )
Total Moment ( My = Mey + TMy) 11108.01
Area (m2) 1002.1
P/A 130.8
Moment of Inertia ( I x-x) 20238
Moment of Inertia ( I y-y) 190906
Coordinate of Corner of mat foundation(Table 26)
.� �� A 7 ��!#@�A ��!#@�3� -27.02 -11.037 0.00 -3.99�� -22.83 -11.037 4.19 -3.99�& -16.84 -11.037 10.19 -3.99�) -10.84 -11.037 16.18 -3.99� -28.47 -5.704 -1.45 1.35� -27.02 -7.050 0.00 0.00�� -22.83 -7.050 4.19 0.00�& -16.84 -7.050 10.19 0.00�) -10.84 -7.050 16.18 0.00�+ -3.86 -7.050 23.16 0.00�/ 2.14 -7.050 29.16 0.00�0 5.80 -7.050 32.82 0.00�1 11.79 -7.050 38.81 0.00�4 18.78 -7.050 45.80 0.00�5 24.77 -7.050 51.79 0.00� 30.76 -7.050 57.78 0.00� -27.02 -1.056 0.00 5.99�� -22.83 -1.056 4.19 5.99�& -16.84 -1.056 10.19 5.99�) -10.84 -1.056 16.18 5.99�+ -3.86 -1.056 23.16 5.99�/ 2.14 -1.056 29.16 5.99�0 5.80 -1.056 32.82 5.99�1 11.79 -1.056 38.81 5.99�4 18.78 -1.056 45.80 5.99�5 24.77 -1.056 51.79 5.99� 30.76 -1.056 57.78 5.99�� -22.83 4.938 4.19 11.99�& -16.84 4.938 10.19 11.99�) -10.84 4.938 16.18 11.99�+ -3.86 4.938 23.16 11.99�/ 2.14 4.938 29.16 11.99�0 5.80 4.938 32.82 11.99�1 11.79 4.938 38.81 11.99�4 18.78 4.938 45.80 11.99�5 24.77 4.938 51.79 11.99� 30.76 4.938 57.78 11.99�� -22.83 8.936 4.19 15.99�& -16.84 8.936 10.19 15.99�) -10.84 8.936 16.18 15.99�+ -3.86 8.936 23.16 15.99�/ 2.14 8.936 29.16 15.99�0 5.80 8.936 32.82 15.99�1 11.79 8.936 38.81 15.99�4 18.78 8.936 45.80 15.99�5 24.77 8.936 51.79 15.99� 30.76 8.936 57.78 15.99
(Table 27)Stress ( �) = (P/A) ± (M x /I x ) x y ± (M y /I y ) x x�������.#��!!�!����D F$�
E1 146.64E2 149.18E3 152.80E4 156.42O 130.22A1 135.02A2 137.55A3 141.18A4 144.80A5 149.02A6 152.64A7 154.85A8 158.47A9 162.69
A10 166.32A11 169.94B1 117.55B2 120.08B3 123.71B4 127.33B5 131.55B6 135.17B7 137.38B8 141.00
columns !#��!!� F$$�
B9 145.22B10 148.84B11 152.47C2 102.61C3 106.23C4 109.86C5 114.08C6 117.70C7 119.91C8 123.53C9 127.75
C10 131.37C11 135.00D2 90.96D3 94.58D4 98.20D5 102.42D6 106.05D7 108.26D8 111.88D9 116.10
D10 119.72D11 123.34
Table 28 Concrete Grade = M20
�� .#�" ��%��%�#���! Output D��*����#�
.#��"��<� Upward Soil Pressure, q = 156.41 KN/m2 156.41 KN/m q= 156.41 KN/m2
Max Span Length, L = 6. m 6 m� Moment Calculation
�.�)+/< Maximum Support Moment, Ms = q L2 / 10��,%��� Ms = 115.09 x 6.9062 / 10 563.08 KNm Ms = 557.450 KNm
= 563.076 KNm per m widthMaximum Span Moment, Mm = q L2 / 12
�.�)+/<�555
Mm = 115.09 x 6.9062 / 12 469.23 KNm Mm = 464.542KNm
��,%��� =464.542 KNm per m width& Depth form Moment Consideration
.��/ Depth of footing, d =��,%���
= 457.786 mm) But the footing is critical in shear, increase
d = 1000 mmProviding 20 mm dia. BarD = 1000 + 20/2 + 50 = 1060 mm d = 1000 mm
+ Check for two way shear i.e Punching Shear D = 1060 mmPerimeter, bo = 3.25 m
��!�������2�#�;�����#���
bx66.2M
100066.21006.563 6
xx
dxbP
o
uv =τ
50032501015.291 3
xx
ckfx25.xβ
20x25.x1
dxbx)dxbxf
Mx6.411(
ff
x5.0A2
cky
ckst −−=
10001000)1000100020105636.411(
500205.0 2
6
xxxxxxx −−=
o
Nominal Shear stress�.�)+/<�%�
=
= 0.423 N/mm2 τv = .423N/mm2
Permissible punching shear, τUv =
= τUv = 1.118 N/mm2
= 1.118 N/mm2 > τvHence Safe
�.�)+/< / Calculation of Area of steel�%� Min Ast = 0.12% of bD= 1272 mm2 Min Ast = 1272
Area of Steel at Support (Bottom Bars)�.�)+/<����=�8
?8<��,:< Min.Ast
= 1326.257 mm2
So provide Ast = 1392 mm2
Provide 20 mm Ø barsArea of each bar, Ab = 314.159 mm2
bx66.2M
100066.21006.563 6
xx
dxbP
o
uv =τ
50032501015.291 3
xx
ckfx25.xβ
20x25.x1
dxbx)dxbxf
Mx6.411(
ff
x5.0A2
cky
ckst −−=
10001000)1000100020105636.411(
500205.0 2
6
xxxxxxx −−=
Spacing of Bars , Provide Ast =1326mm2
Spacing Ok = 225.70 mm 20mm bar @ 225
mm c/cProvide 20mm bar @ 225 mm c/c
Act. Ast =1396.260 mm2
Pt = 0.1204 %Area of Steel at mid span (Top Bars)
�.�)+/<�555
����=�8?8<��,: Provide Min Ast =
1272 mm2
= 1098.751 mm2 < Min. AstSo provide Ast = 1272 mm2
Provide 20 mm Ø barsArea of each bar, Ab = 314.159 mm2
Spacing of Bars ,
1000xAA
Sst
bv =
10001326
159.314 x=
1000xSA
A Act.v
bst =
1000x225
159.314=
dxbx)dxbxf
Mx6.411(
ff
x5.0A2
cky
ckst −−=
1000x1000x)1000x1000x20
10x542.464x6.411(
50020x5.0
2
6−−=
100xAA
Sst
bv =
100x1392
159.314=
1000xSA
A Act.v
bst =
1000x225
159.314=
= 225.70 mm Spacing OkProvide 20mm bar @ 225 mm c/c 20mm bar @ 225
mm c/c
= 1396.260 mm2
Pt = 0.1204 %Total Pt = 0.1204% + 0.1204% = 0.241%[ Note: For permissible shear stress calculationthe top and bottom reinforcement can be summedup but not for the deflection calculation.]Check for One Way ShearShear At Critical Section
Vu = 359.7 KNFor Pt = 0.241%
�.�)+/< τc = 0.36 N/mm2 τc = 0.36 N/mm2
��,%��4 τc x b x d = 360 KN > Vu Hence, Safe
J
!,+ �.4
�,+I��*�
�7�6�,"I��*�
1000xAA
Sst
bv =
10001326
159.314 x=
1000xSA
A Act.v
bst =
1000x225
159.314=
dxbx)dxbxf
Mx6.411(
ff
x5.0A2
cky
ckst −−=
1000x1000x)1000x1000x20
10x542.464x6.411(
50020x5.0
2
6−−=
100xAA
Sst
bv =
100x1392
159.314=
1000xSA
A Act.v
bst =
1000x225
159.314=
Table 29
���$�#�� ."�������F� ���$�#�� ."�������F�
A-A 6.3 20 mm 225 20 mm 225B-B 6 20 mm 225 20 mm 225C-C 6 20 mm 225 20 mm 225D-D 7 20 mm 225 20 mm 225E-E 6 20 mm 225 20 mm 225
1_1 4.5 20 mm 225 20 mm 2252_2 6 20 mm 225 20 mm 2253_3 6 20 mm 225 20 mm 2254_4 6 20 mm 225 20 mm 2255_5 7 20 mm 225 20 mm 2256_6 6 20 mm 225 20 mm 2257_7 6 20 mm 225 20 mm 2258_8 6 20 mm 225 20 mm 2259_9 7 20 mm 225 20 mm 225
10_10 6 20 mm 225 20 mm 22511_11 6 20 mm 225 20 mm 225
Clear cover: 50mm
.�$$��3������!�������# ��2�#�;�����#���
.#��" .#��"�(��# �?$: ��"���������$��#
Total Depth of Foundation: 1060 mmSafe Bearing Capacity: 90 KN/m2Concrete Grade: M20
��##�$���������$��#
Leve
rM
omen
t Le
ver
Mom
ent
arm
ab
out x
Arm
ab
out y
alon
g y
alon
g x
3505
.00
3048
.00
1200
.00
2000
.00
3505
.00
3048
.00
1200
.00
2000
.00
A1
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
830
910.
2747
002.
6110
013.
0144
50.2
30.
000.
000.
000.
00A
260
090
03.
65E+
101.
62E+
1069
548.
1110
5755
.88
3743
34.1
430
910.
2747
002.
6116
6370
.73
8928
.80
3968
.35
0.00
0.00
4.19
3742
0.58
A3
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
837
4334
.14
3091
0.27
4700
2.61
1663
70.7
389
28.8
039
68.3
50.
000.
0010
.19
9093
9.78
A4
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
830
910.
2747
002.
6184
18.8
237
41.7
00.
000.
0016
.18
1362
08.0
6A
560
090
03.
65E+
101.
62E+
1069
548.
1110
5755
.88
3091
0.27
4700
2.61
8418
.82
3741
.70
0.00
0.00
23.1
619
5013
.51
A6
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
830
910.
2747
002.
6110
013.
0144
50.2
30.
000.
0029
.16
2919
59.4
3A
760
090
03.
65E+
101.
62E+
1069
548.
1110
5755
.88
3091
0.27
4700
2.61
1001
3.01
4450
.23
0.00
0.00
32.8
232
8587
.04
A8
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
830
910.
2747
002.
6184
18.8
237
41.7
00.
000.
0038
.81
3267
34.3
4A
960
090
03.
65E+
101.
62E+
1069
548.
1110
5755
.88
3091
0.27
4700
2.61
8418
.82
3741
.70
0.00
0.00
45.8
038
5539
.78
A10
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
837
4334
.14
3091
0.27
4700
2.61
1663
70.7
389
28.8
039
68.3
50.
000.
0051
.79
4624
13.4
0A
1160
090
03.
65E+
101.
62E+
1069
548.
1110
5755
.88
3743
34.1
430
910.
2747
002.
6116
6370
.73
8928
.80
3968
.35
0.00
0.00
57.7
851
5932
.60
B160
090
03.
65E+
101.
62E+
1069
548.
1110
5755
.88
3091
0.27
4700
2.61
1001
3.01
4450
.23
5.99
2667
4.67
0.00
0.00
B260
090
03.
65E+
101.
62E+
1069
548.
1110
5755
.88
3743
34.1
430
910.
2747
002.
6116
6370
.73
8928
.80
3968
.35
5.99
2378
6.31
4.19
3742
0.58
B360
090
03.
65E+
101.
62E+
1069
548.
1110
5755
.88
3743
34.1
430
910.
2747
002.
6116
6370
.73
8928
.80
3968
.35
5.99
2378
6.31
10.1
990
939.
78B4
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
830
910.
2747
002.
6184
18.8
237
41.7
05.
9922
427.
7316
.18
1362
08.0
6B5
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
830
910.
2747
002.
6184
18.8
237
41.7
05.
9922
427.
7323
.16
1950
13.5
1B6
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
830
910.
2747
002.
6110
013.
0144
50.2
35.
9926
674.
6729
.16
2919
59.4
3B7
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
830
910.
2747
002.
6110
013.
0144
50.2
35.
9926
674.
6732
.82
3285
87.0
4B8
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
830
910.
2747
002.
6184
18.8
237
41.7
05.
9922
427.
7338
.81
3267
34.3
4B9
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
830
910.
2747
002.
6184
18.8
237
41.7
05.
9922
427.
7345
.80
3855
39.7
8B1
060
090
03.
65E+
101.
62E+
1069
548.
1110
5755
.88
3743
34.1
430
910.
2747
002.
6116
6370
.73
8928
.80
3968
.35
5.99
2378
6.31
51.7
946
2413
.40
B11
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
837
4334
.14
3091
0.27
4700
2.61
1663
70.7
389
28.8
039
68.3
55.
9923
786.
3157
.78
5159
32.6
0C1
00
00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
C260
090
03.
65E+
101.
62E+
1069
548.
1110
5755
.88
3091
0.27
4700
2.61
1001
3.01
4450
.23
11.9
953
349.
334.
1941
964.
54C3
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
830
910.
2747
002.
6191
46.9
740
65.3
211
.99
4873
5.08
10.1
993
161.
93C4
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
830
910.
2747
002.
6191
46.9
740
65.3
211
.99
4873
5.08
16.1
814
7988
.89
C560
090
03.
65E+
101.
62E+
1069
548.
1110
5755
.88
3091
0.27
4700
2.61
9146
.97
4065
.32
11.9
948
735.
0823
.16
2118
80.5
0C6
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
830
910.
2747
002.
6110
013.
0144
50.2
311
.99
5334
9.33
29.1
629
1959
.43
C760
090
03.
65E+
101.
62E+
1069
548.
1110
5755
.88
3091
0.27
4700
2.61
1001
3.01
4450
.23
11.9
953
349.
3332
.82
3285
87.0
4C8
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
830
910.
2747
002.
6191
46.9
740
65.3
211
.99
4873
5.08
38.8
135
4994
.05
C960
090
03.
65E+
101.
62E+
1069
548.
1110
5755
.88
3091
0.27
4700
2.61
9146
.97
4065
.32
11.9
948
735.
0845
.80
4188
85.6
6
KX
Ix
.#�����!!���
�%��%�#����
Col
umn
��
(kef
f)y(k
eff)X
KY
Iy
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
(Tab
le30
)
Leve
rM
omen
t Le
ver
Mom
ent
arm
ab
out x
Arm
ab
out y
alon
g y
alon
g x
C10
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
830
910.
2747
002.
6191
46.9
740
65.3
211
.99
4873
5.08
51.7
947
3712
.62
C11
600
900
3.65
E+10
1.62
E+10
6954
8.11
1057
55.8
830
910.
2747
002.
6110
013.
0144
50.2
311
.99
5334
9.33
57.7
857
8581
.93
D1
00
00
0.00
0.00
0.00
0.00
0.00
D2
350
350
1.25
E+09
1.25
1E+0
923
86.0
523
86.0
511
93.0
211
93.0
215
.99
1907
1.66
4.19
4999
.96
D3
350
350
1.25
E+09
1.25
1E+0
923
86.0
523
86.0
511
93.0
211
93.0
215
.99
1907
1.66
10.1
912
150.
94D
435
035
01.
25E+
091.
251E
+09
2386
.05
2386
.05
1193
.02
1193
.02
15.9
919
071.
6616
.18
1930
1.92
D5
350
350
1.25
E+09
1.25
1E+0
923
86.0
523
86.0
511
93.0
211
93.0
215
.99
1907
1.66
23.1
627
635.
18D
635
035
01.
25E+
091.
251E
+09
2386
.05
2386
.05
1193
.02
1193
.02
15.9
919
071.
6629
.16
3478
6.16
D7
350
350
1.25
E+09
1.25
1E+0
923
86.0
523
86.0
511
93.0
211
93.0
215
.99
1907
1.66
32.8
239
150.
24D
835
035
01.
25E+
091.
251E
+09
2386
.05
2386
.05
795.
3579
5.35
15.9
912
714.
4438
.81
3086
7.48
D9
350
350
1.25
E+09
1.25
1E+0
923
86.0
523
86.0
579
5.35
795.
3515
.99
1271
4.44
45.8
036
422.
99D
1035
035
01.
25E+
091.
251E
+09
2386
.05
2386
.05
795.
3579
5.35
15.9
912
714.
4451
.79
4119
0.31
D11
350
350
1.25
E+09
1.25
1E+0
923
86.0
523
86.0
579
5.35
795.
3515
.99
1271
4.44
57.7
845
957.
63E1
350
350
1.25
E+09
1.25
1E+0
923
86.0
523
86.0
511
93.0
211
93.0
2-3
.99
-475
6.58
0.00
0.00
E235
035
01.
25E+
091.
251E
+09
2386
.05
2386
.05
1193
.02
1193
.02
-3.9
9-4
756.
584.
1949
99.9
6E3
350
350
1.25
E+09
1.25
1E+0
923
86.0
523
86.0
511
93.0
211
93.0
2-3
.99
-475
6.58
10.1
912
150.
94E4
350
350
1.25
E+09
1.25
1E+0
923
86.0
523
86.0
511
93.0
211
93.0
2-3
.99
-475
6.58
16.1
819
301.
92Ci
rcul
ar40
040
01.
26E+
091.
257E
+09
2397
.72
3646
.01
2397
.72
3646
.01
266.
4126
6.41
1.35
358.
59-1
.45
-385
.77
Lift
9.6E
+11
9.00
7E+1
118
3229
2.27
2786
210.
5317
1857
3.00
2613
287.
3324
0983
.23
2260
26.8
62.
7361
7957
.44
20.4
549
2883
0.02
Lift
9.6E
+11
9.00
7E+1
118
3229
2.27
2786
210.
5317
1857
3.00
2613
287.
3324
0983
.23
2260
26.8
62.
7361
7957
.44
41.5
210
0051
41.7
7St
wal
l1,1
5.56
E+11
2.14
7E+0
910
6170
5.79
1614
445.
4140
95.9
362
28.3
312
8519
.78
495.
812.
4712
24.6
616
.40
2107
724.
37St
wal
l1,2
5.56
E+11
2.14
7E+0
910
6170
5.79
1614
445.
4140
95.9
362
28.3
312
8519
.78
495.
812.
4712
24.6
646
.06
5919
235.
43St
wal
l2,1
5.63
E+10
1E+0
910
7327
.34
1632
03.5
219
08.0
429
01.4
012
992.
0023
0.97
0.97
224.
0420
.00
2598
14.0
9St
wal
l2,2
5.63
E+10
1E+0
910
7327
.34
1632
03.5
219
08.0
429
01.4
012
992.
0023
0.97
0.97
224.
0441
.70
5418
05.5
2St
wal
l3,1
3.6E
+09
2.62
4E+1
268
68.9
550
0746
4.17
6868
.95
5007
464.
170.
1050
0746
.42
7.20
4945
6.44
St w
all3
,23.
6E+0
92.
624E
+12
6868
.95
5007
464.
1768
68.9
550
0746
4.17
0.10
5007
46.4
213
.20
9067
0.13
St w
all3
,34.
27E+
094.
369E
+12
8140
.98
8336
360.
6181
40.9
883
3636
0.61
0.10
8336
36.0
619
.70
1603
77.2
5St
wal
l3,4
4.27
E+09
4.36
9E+1
281
40.9
883
3636
0.61
8140
.98
8336
360.
610.
1083
3636
.06
42.3
634
4827
.37
St w
all3
,53.
6E+0
92.
624E
+12
6868
.95
5007
464.
1768
68.9
550
0746
4.17
0.10
5007
46.4
248
.86
3355
96.2
6St
wal
l3,6
3.6E
+09
2.62
4E+1
268
68.9
550
0746
4.17
6868
.95
5007
464.
170.
1050
0746
.42
54.8
637
6809
.96
St w
all 4
(3)
2.20
E+12
3.4E
+09
4197
691.
3564
87.3
420
9884
5.67
3243
.67
3.00
9731
.01
58.0
612
1852
683.
33St
wal
l 5,1
3.6E
+09
2.62
4E+1
268
68.9
517
1163
.30
5007
464.
1712
4778
045.
7066
03.9
348
1426
3.12
16.3
578
7132
01.9
57.
2047
548.
28St
wal
l 5,2
3.6E
+09
2.62
4E+1
268
68.9
517
1163
.30
5007
464.
1712
4778
045.
7066
03.9
348
1426
3.12
16.3
578
7132
01.9
513
.20
8717
1.84
St w
all 5
,34.
27E+
094.
369E
+12
8140
.98
2028
60.2
183
3636
0.61
2077
2885
2.39
7826
.88
8014
722.
0316
.35
1310
4070
5.26
19.7
015
4189
.48
Kx
Ky
�(k
eff)x
(kef
f)yCo
lum
nIy
�Ix
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Leve
rM
omen
t Le
ver
Mom
ent
arm
ab
out x
Arm
ab
out y
alon
g y
alon
g x
St w
all 5
,43.
6E+0
92.
624E
+12
6868
.95
5007
464.
1768
68.9
550
0746
4.17
16.3
581
8720
39.2
026
.20
1799
66.4
8St
wal
l 5,5
2.04
E+09
4.76
1E+1
138
88.5
990
8495
.72
3888
.59
9084
95.7
216
.35
1485
3905
.08
31.0
312
0659
.02
St w
all 5
,63.
6E+0
92.
624E
+12
6868
.95
5007
464.
1768
68.9
550
0746
4.17
16.3
581
8720
39.2
035
.86
2462
99.9
2St
wal
l 5,7
4.27
E+09
4.36
9E+1
281
40.9
883
3636
0.61
8140
.98
8336
360.
6116
.35
1362
9949
6.04
42.3
634
4827
.37
St w
all 5
,83.
6E+0
92.
624E
+12
6868
.95
5007
464.
1768
68.9
550
0746
4.17
16.3
581
8720
39.2
048
.86
3355
96.2
6St
wal
l 5,9
3.6E
+09
2.62
4E+1
268
68.9
550
0746
4.17
6868
.95
5007
464.
1716
.35
8187
2039
.20
54.8
637
6809
.96
St w
all 6
4.97
E+11
2.06
7E+0
994
7374
.42
2360
7064
.21
3943
.29
9826
0.41
9108
22.2
437
91.1
414
.00
5307
6.01
4.00
3643
288.
94St
wal
l 71.
17E+
099.
046E
+10
2235
.46
1726
01.4
411
17.7
386
300.
7212
.34
1064
950.
862.
8732
07.8
9St
wal
l 82.
07E+
122.
2E+1
139
4392
1.83
4197
69.1
319
7196
0.91
2098
84.5
73.
6376
0831
.56
-0.7
5-1
4789
70.6
9SW
92.
4E+0
97.
776E
+11
4579
.30
1483
693.
0945
79.3
014
8369
3.09
0.10
1483
69.3
12.
1095
93.6
3SW
E12.
4E+0
97.
776E
+11
4579
.30
1483
693.
0922
89.6
574
1846
.54
-4.0
7-3
0156
06.2
02.
1047
96.8
2SW
E23.
6E+0
92.
624E
+12
6868
.95
5007
464.
1734
34.4
725
0373
2.09
-4.0
7-1
0177
670.
937.
2024
728.
22SW
E33.
6E+0
92.
624E
+12
6868
.95
5007
464.
1734
34.4
725
0373
2.09
-4.0
7-1
0177
670.
9313
.20
4533
5.07
TOTA
L17
4832
54.3
410
2387
780.
6361
7494
3.25
9175
6223
.04
7516
0105
5.81
1599
2976
3.88
XY
25.9
08.
1928
.79
5.81
2.89
-2.3
8
Kx
Ky
(kef
f)x(k
eff)y
Colu
mn
��
IxIy
eyexC
entre
of m
ass
Cet
ner o
f Stif
fnes
s
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Table 31
ColumnKx Ky kx ky kx ky
A3 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27A4 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27A5 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27A6 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27A7 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27A8 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27A9 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27
A10 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27A11 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27B1 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27B2 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27B3 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27B4 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27B5 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27B6 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27B7 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27B8 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27B9 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27B10 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27B11 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27C1 0.00 0.00 0.00 0.00 0.00 0.00C2 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27C3 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27C4 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27C5 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27C6 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27C7 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27C8 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27C9 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27
C10 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27C11 69548.11 30910.27 69548.11 30910.27 69548.11 30910.27D1 0.00 0.00 0.00 0.00 0.00 0.00D2 2386.05 2386.05 2386.05 2386.05D3 2386.05 2386.05 2386.05 2386.05D4 2386.05 2386.05 2386.05 2386.05D5 2386.05 2386.05 2386.05 2386.05D6 2386.05 2386.05 2386.05 2386.05D7 2386.05 2386.05 2386.05 2386.05D8 2386.05 2386.05 2386.05 2386.05 2386.05 2386.05D9 2386.05 2386.05 2386.05 2386.05 2386.05 2386.05
D10 2386.05 2386.05 2386.05 2386.05 2386.05 2386.05D11 2386.05 2386.05 2386.05 2386.05 2386.05 2386.05E1 2386.05 2386.05 2386.05 2386.05E2 2386.05 2386.05 2386.05 2386.05E3 2386.05 2386.05 2386.05 2386.05E4 2386.05 2386.05 2386.05 2386.05
Circular 2397.72 2397.72 2397.72 2397.72 2397.72 2397.72Lift 1832292.27 1718573.00 1832292.27 1718573.00 1832292.27 1718573.00Lift 1832292.27 1718573.00 1832292.27 1718573.00 1832292.27 1718573.00
St wall1 1061705.79 4095.93 1061705.79 4095.93 1061705.79 4095.93St wall1 1061705.79 4095.93 1061705.79 4095.93 1061705.79 4095.93St wall2 107327.34 1908.04 107327.34 1908.04 107327.34 1908.04St wall2 107327.34 1908.04 107327.34 1908.04 107327.34 1908.04
ground floor
.#���3�.#�����!!
Basement semi-basement
Mani Pandit, Manika Maharjan, Narendra Dangol, Pankaj Baral, Pravash Mool
ColumnKx Ky kx ky kx ky
St wall3,1 6868.95 5007464.17St wall3,2 6868.95 5007464.17St wall3,3 8140.98 8336360.61St wall3,4 8140.98 8336360.61St wall3,5 6868.95 5007464.17
St wall 4(1) 948296.64 3943.92 948296.64 3943.92St wall 4(2) 4197691.35 6487.34 4197691.35 6487.34St wall 4(3) 4197691.35 6487.34 4197691.35 6487.34St wall 5,1 6868.95 5007464.17 171163.30 124778045.70St wall 5,2 6868.95 5007464.17 171163.30 124778045.70St wall 5,3 8140.98 8336360.61 202860.21 207728852.39St wall 5,4 6868.95 5007464.17St wall 5,5 3888.59 908495.72St wall 5,6 6868.95 5007464.17St wall 5,7 8140.98 8336360.61St wall 5,8 6868.95 5007464.17St wall 5,9 6868.95 5007464.17St wall 6 947374.42 3943.29 23607064.21 98260.41St wall 7 2235.46 172601.44 2235.46 172601.44St wall 8 3943921.83 419769.13 3943921.83 419769.13
SW9 4579.30 1483693.09Total 22464959.95 85830305.75 45566984.21 462404757.85 8101036.11 4388404.02
Basement semi-basement ground floor
Mani Pandit, Manika Maharjan, Narendra Dangol, Pankaj Baral, Pravash Mool
Column
kx ky kx ky kx kyA1 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A2 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A3 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A4 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A5 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A6 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A7 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A8 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A9 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61
A10 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A11 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B1 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B2 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B3 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B4 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B5 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B6 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B7 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B8 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B9 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B10 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B11 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C1 0.00 0.00 0.00 0.00 0.00 0.00C2 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C3 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C4 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C5 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C6 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C7 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C8 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C9 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61
C10 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C11 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61D1 0.00 0.00 0.00 0.00 0.00 0.00D2 0.00 0.00 0.00 0.00 0.00 0.00D3 0.00 0.00 0.00 0.00 0.00 0.00D4 0.00 0.00 0.00 0.00 0.00 0.00D5 0.00 0.00 0.00 0.00 0.00 0.00D6 0.00 0.00 0.00 0.00 0.00 0.00D7 0.00 0.00 0.00 0.00 0.00 0.00D8 0.00 0.00 0.00 0.00 0.00 0.00D9 0.00 0.00 0.00 0.00 0.00 0.00
D10 0.00 0.00 0.00 0.00 0.00 0.00D11 0.00 0.00 0.00 0.00 0.00 0.00E1 0.00 0.00 0.00 0.00 0.00 0.00E2 0.00 0.00 0.00 0.00 0.00 0.00E3 0.00 0.00 0.00 0.00 0.00 0.00E4 0.00 0.00 0.00 0.00 0.00 0.00
Circular 3646.01 3646.01 3646.01 3646.01 3646.01 3646.01Lift 2786210.53 2613287.33 2786210.53 2613287.33 2786210.53 2613287.33Lift 2786210.53 2613287.33 2786210.53 2613287.33 2786210.53 2613287.33
St wall1 1614445.41 6228.33 1614445.41 6228.33 1614445.41 6228.33St wall1 1614445.41 6228.33 1614445.41 6228.33 1614445.41 6228.33St wall2 163203.52 2901.40 163203.52 2901.40 163203.52 2901.40St wall2 163203.52 2901.40 163203.52 2901.40 163203.52 2901.40
Total 12515553.17 6752563.79 12515553.17 6752563.79 12515553.17 6752563.79
first floor second floor third floor
Mani Pandit, Manika Maharjan, Narendra Dangol, Pankaj Baral, Pravash Mool
Column
kx ky kx ky kx kyA1 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A2 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A3 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A4 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A5 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A6 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A7 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A8 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A9 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61
A10 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61A11 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B1 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B2 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B3 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B4 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B5 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B6 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B7 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B8 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B9 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B10 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61B11 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C1 0.00 0.00 0.00 0.00 0.00 0.00C2 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C3 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C4 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C5 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C6 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C7 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C8 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C9 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61
C10 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61C11 105755.88 47002.61 105755.88 47002.61 105755.88 47002.61D1 0.00 0.00 0.00 0.00 0.00 0.00D2 0.00 0.00 0.00 0.00 0.00 0.00D3 0.00 0.00 0.00 0.00 0.00 0.00D4 0.00 0.00 0.00 0.00 0.00 0.00D5 0.00 0.00 0.00 0.00 0.00 0.00D6 0.00 0.00 0.00 0.00 0.00 0.00D7 0.00 0.00 0.00 0.00 0.00 0.00D8 0.00 0.00 0.00 0.00 0.00 0.00D9 0.00 0.00 0.00 0.00 0.00 0.00
D10 0.00 0.00 0.00 0.00 0.00 0.00D11 0.00 0.00 0.00 0.00 0.00 0.00E1 0.00 0.00 0.00 0.00 0.00 0.00E2 0.00 0.00 0.00 0.00 0.00 0.00E3 0.00 0.00 0.00 0.00 0.00 0.00E4 0.00 0.00 0.00 0.00 0.00 0.00
Circular 3646.01 3646.01 3646.01 3646.01 3646.01 3646.01Lift 2786210.53 2613287.33 2786210.53 2613287.33 2786210.53 2613287.33Lift 2786210.53 2613287.33 2786210.53 2613287.33 2786210.53 2613287.33
St wall1 1614445.41 6228.33 1614445.41 6228.33 1614445.41 6228.33St wall1 1614445.41 6228.33 1614445.41 6228.33 1614445.41 6228.33St wall2 163203.52 2901.40 163203.52 2901.40 163203.52 2901.40St wall2 163203.52 2901.40 163203.52 2901.40 163203.52 2901.40
Total 12515553.17 6752563.79 12515553.17 6752563.79 12515553.17 6752563.79
fourth floor fifth floor sixth floor
Mani Pandit, Manika Maharjan, Narendra Dangol, Pankaj Baral, Pravash Mool
Column
kx ky kx kyA1A2 105755.88 47002.61 374334.14 166370.73A3 105755.88 47002.61 374334.14 166370.73A4 105755.88 47002.61 105755.88 47002.61A5 105755.88 47002.61 105755.88 47002.61A6A7A8 105755.88 47002.61 105755.88 47002.61A9 105755.88 47002.61 105755.88 47002.61
A10 105755.88 47002.61 374334.14 166370.73A11 105755.88 47002.61 374334.14 166370.73B1B2 105755.88 47002.61 374334.14 166370.73B3 105755.88 47002.61 374334.14 166370.73B4 105755.88 47002.61 105755.88 47002.61B5 105755.88 47002.61 105755.88 47002.61B6 0.00 0.00B7 0.00 0.00B8 105755.88 47002.61 105755.88 47002.61B9 105755.88 47002.61 105755.88 47002.61B10 105755.88 47002.61 374334.14 166370.73B11 105755.88 47002.61 374334.14 166370.73C1 0.00 0.00C2C3 105755.88 47002.61C4 105755.88 47002.61C5 105755.88 47002.61C6C7C8 105755.88 47002.61C9 105755.88 47002.61
C10 105755.88 47002.61C11D1 0.00 0.00D2 0.00 0.00D3 0.00 0.00D4 0.00 0.00D5 0.00 0.00D6 0.00 0.00D7 0.00 0.00D8 0.00 0.00D9 0.00 0.00
D10 0.00 0.00D11 0.00 0.00E1 0.00 0.00E2 0.00 0.00E3 0.00 0.00E4 0.00 0.00
CircularLift 2786210.53 2613287.33Lift 2786210.53 2613287.33
St wall1 1614445.41 6228.33St wall1 1614445.41 6228.33St wall2 163203.52 2901.40St wall2 163203.52 2901.40
Total 11454348.34 6278891.63 3840720.16 1706986.74
lastpent house
Mani Pandit, Manika Maharjan, Narendra Dangol, Pankaj Baral, Pravash Mool
HORIZONTAL DISTRIBUTION OF BASE SHEAR
BASE SHEAR 10584.3 KN
Horizontal distribution of base shear along X axis Horizontal distribution of base shear along Y ax
FRAME STIFFNESS BASE SHEAR FRAME STIFFNESS BASE SHEAR Vbx Vby
E1-E4 3976.74 0.50 O 266.41 0.55A1-A11 36254.18 4.55 E1-D1 21219.05 43.99SW3 26688111.51 3349.50 SW8 8140.98 16.88SW1 452053.72 56.74 SW7 6868.95 14.24SW2 991.63 0.12 SW6 3888.59 8.06LIFT 1459.44 0.18 E2-D2 18652.94 38.67O 266.41 0.03 SW9 13737.90 28.48SWE 5097556.03 SW3,1-SW5,1 930683.19 1929.31SW8 8336360.61 1046.26 E3-D3 21219.05 43.99B1-B11 44190.89 5.55 SW3,2-SW5,2 3022659.91 6265.97
E4-D4 38210.60 79.21C2-C11 41614.00 5.22 SW1,1 240983.23 499.56SW7 5007464.17 628.46 SSW3,3-SW5,3 14590.61 30.25SW6-SW4,1 5915959.89 742.48 SW2,1 128519.78 266.42D2-D11 38449.38 4.83 LIFT1 1193.02 2.47SW5,1-SW5,9 27661420.28 3471.65 A5-D5 37017.58 76.74SW9 5007464.17 628.46 SW5,4 6603.93 13.69
84333593.06 9944.53 A6-D6 25984.61 53.87SW5,5 7826.88 16.23A7-D7 27177.63 56.34SW5,6 6868.95 14.24A8-D8 31232.06 64.74SW3,4-SW5,7 6868.95 14.24LIFT2 266.41 0.55SW2,2 128519.78 266.42SW1,2 240983.23 499.56A9-D9 31232.06 64.74SW3,5-SW5,8 8140.98 16.88A10-D10 27177.63 56.34SW5,9 15009.93 31.12A11-D11 27177.63 56.34SW4,3-SW4,1 6868.95 14.24
5105791.40 10584.30
Mani Pandit, Manika Maharjan, Narendra Dangol, Pankaj Baral, Pravash Mool
( Table 32 )
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q(KN) storey shear(KNsemi basement 465.03 7.01 22851.58 0.50 0.39 0.39basement 498.72 3.51 6126.79 0.50 0.11 0.50total 963.75 28978.37
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearRoof 1290.12 34.90 1571289.01 4.55 0.62 0.62Pent 1291.85 31.85 1310563.19 4.55 0.52 1.14sixth 2503.61 28.80 2077027.92 4.55 0.82 1.96fifth 2881.68 25.76 1911473.23 4.55 0.76 2.72fourth 2922.13 22.71 1506672.37 4.55 0.60 3.32third 2948.18 19.66 1139402.10 4.55 0.45 3.77second 3003.03 16.61 828613.10 4.55 0.33 4.09first 3043.49 13.56 559864.49 4.55 0.22 4.32ground 3075.52 10.52 340045.19 4.55 0.13 4.45semi basement 4237.95 7.01 208253.10 4.55 0.08 4.53basement 3621.59 3.51 44491.27 4.55 0.02 4.55total 30819.13 11497694.98
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearRoof 1290.12 34.90 1571289.01 5.55 0.56 0.56Pent 1848.87 31.85 1875650.67 5.55 0.67 1.23sixth 3778.29 28.80 3134519.37 5.55 1.12 2.34fifth 3950.47 25.76 2620423.47 5.55 0.93 3.28fourth 4017.22 22.71 2071309.08 5.55 0.74 4.01third 4069.57 19.66 1572792.04 5.55 0.56 4.57second 4150.72 16.61 1145288.99 5.55 0.41 4.98first 4217.47 13.56 775825.00 5.55 0.28 5.26ground 4404.81 10.52 487019.33 5.55 0.17 5.43semi basement 5470.42 7.01 268817.14 5.55 0.10 5.52basement 4847.15 3.51 59547.31 5.55 0.02 5.55total 42045.11 15582481.41
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearRoof 0.00 34.90 0.00 5.22 0.00 0.00Pent 856.71 31.85 869116.82 5.22 0.59 0.59sixth 2157.21 28.80 1789645.91 5.22 1.21 1.80fifth 2170.91 25.76 1440010.76 5.22 0.98 2.78fourth 2195.51 22.71 1132024.28 5.22 0.77 3.54third 2220.11 19.66 858021.42 5.22 0.58 4.13second 2244.71 16.61 619373.45 5.22 0.42 4.55first 2269.31 13.56 417451.60 5.22 0.28 4.83ground 2811.39 10.52 310842.48 5.22 0.21 5.04semi basement 4469.92 7.01 219652.16 5.22 0.15 5.19basement 4144.21 3.51 50911.72 5.22 0.03 5.22total 25540.00 7707050.60
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearground 203.18 10.52 22464.46 4.83 1.07 1.07semi basement 1154.06 7.01 56710.78 4.83 2.71 3.79basement 1769.29 3.51 21735.74 4.83 1.04 4.83total 42361.37 100910.98
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearSW3 basement 1.00 3.51 12.29 3349.50 3349.50 3349.50
Vertical Stiffness Distribution along X axis
E-E
B-B
C-C
A-A
D-D
Mani Pandit, Manika Maharjan, Narendra Dangol, Pankaj Baral, Pravash Mool
( Table 33 )
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearsixth 25.28 28.80 20974.49 0.03 0.01 0.01fifth 52.34 25.76 34720.26 0.03 0.01 0.01fourth 52.69 22.71 27167.97 0.03 0.01 0.02third 53.04 19.66 20498.38 0.03 0.01 0.03second 53.39 16.61 14730.87 0.03 0.00 0.03first 53.74 13.56 9884.85 0.03 0.00 0.03ground 34.18 10.52 3778.72 0.03 0.00 0.03semi basement 85.67 7.01 4209.91 0.03 0.00 0.03basement 36.43 3.51 447.55 0.03 0.00 0.03total 446.76 136413.00
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearsemi basement 1.00 7.01 49.14 1046.26 837.00 837.00basement 1.00 3.51 12.29 1046.26 209.25 1046.26total 712.16 61.43
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearPent 1.00 31.85 1014.49 56.74 14.24 14.24sixth 1.00 28.80 829.61 56.74 11.65 25.89fifth 1.00 25.76 663.32 56.74 9.31 35.20fourth 1.00 22.71 515.61 56.74 7.24 42.44third 1.00 19.66 386.48 56.74 5.43 47.86second 1.00 16.61 275.93 56.74 3.87 51.74first 1.00 13.56 183.95 56.74 2.58 54.32ground 1.00 10.52 110.57 56.74 1.55 55.87semi basement 1.00 7.01 49.14 56.74 0.69 56.56basement 1.00 3.51 12.29 56.74 0.17 56.74total 10.00 4041.37
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearPent 1.00 31.85 1014.49 0.18 0.05 0.05sixth 1.00 28.80 829.61 0.18 0.04 0.08fifth 1.00 25.76 663.32 0.18 0.03 0.11fourth 1.00 22.71 515.61 0.18 0.02 0.14third 1.00 19.66 386.48 0.18 0.02 0.15second 1.00 16.61 275.93 0.18 0.01 0.17first 1.00 13.56 183.95 0.18 0.01 0.18ground 1.00 10.52 110.57 0.18 0.01 0.18semi basement 1.00 7.01 49.14 0.18 0.00 0.18basement 1.00 3.51 12.29 0.18 0.00 0.18total 10.00 4041.37
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearPent 1.00 31.85 1014.49 0.12 0.03 0.03sixth 1.00 28.80 829.61 0.12 0.03 0.06fifth 1.00 25.76 663.32 0.12 0.02 0.08fourth 1.00 22.71 515.61 0.12 0.02 0.09third 1.00 19.66 386.48 0.12 0.01 0.10second 1.00 16.61 275.93 0.12 0.01 0.11first 1.00 13.56 183.95 0.12 0.01 0.12ground 1.00 10.52 110.57 0.12 0.00 0.12semi basement 1.00 7.01 49.14 0.12 0.00 0.12basement 1.00 3.51 12.29 0.12 0.00 0.12total 10.00 4041.37
SW8
SW2
SW1
LIFT
O-O
Mani Pandit, Manika Maharjan, Narendra Dangol, Pankaj Baral, Pravash Mool
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearsemi basement 1.00 7.01 49.14 628.46 502.77 502.77basement 1.00 3.51 12.29 628.46 125.69 628.46total 17.00 61.43
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearsemi basement 1.00 7.01 49.14 0.00 0.00 0.00basement 1.00 3.51 12.29 0.00 0.00 0.00total 21.00 61.43
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearsemi basement 1.00 7.01 49.14 0.00 0.00 0.00basement 1.00 3.51 12.29 0.00 0.00 0.00total 25.00 61.43
FRAME load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearsemi basement 1.00 9.02 81.27 742.48 486.82 486.82SWIMMING 1.00 5.51 30.36 742.48 181.86 668.68BASEMENT 1.00 3.51 12.32 742.48 73.80 742.48
123.95
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearbasement 1.00 3.51 12.29 3349.50 3349.50 3349.50total 4.00 12.29
SW7
SW4,3
SW4,2
SW3
SW6-SW4,1
Mani Pandit, Manika Maharjan, Narendra Dangol, Pankaj Baral, Pravash Mool
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearsixth 25.28 28.80 20974.49 0.55 0.08 0.08fifth 52.34 25.76 34720.26 0.55 0.14 0.23fourth 52.69 22.71 27167.97 0.55 0.11 0.34third 53.04 19.66 20498.38 0.55 0.08 0.42second 53.39 16.61 14730.87 0.55 0.06 0.48first 53.74 13.56 9884.85 0.55 0.04 0.52ground 34.18 10.52 3778.72 0.55 0.02 0.53semi basement 85.67 7.01 4209.91 0.55 0.02 0.55basement 36.43 3.51 447.55 0.55 0.00 0.55total 446.76 136413.00
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearRoof 0.00 34.90 0.00 43.99 0.00 0.00Pent 0.00 31.85 0.00 43.99 0.00 0.00sixth 222.37 28.80 184482.31 43.99 8.20 8.20fifth 277.50 25.76 184070.37 43.99 8.18 16.38fourth 409.10 22.71 210935.50 43.99 9.38 25.76third 413.02 19.66 159623.07 43.99 7.10 32.86second 365.21 16.61 100770.94 43.99 4.48 37.34first 368.68 13.56 67820.05 43.99 3.01 40.35ground 399.76 10.52 44200.03 43.99 1.96 42.32semi basement 638.42 7.01 31372.01 43.99 1.39 43.71basement 507.06 3.51 6229.23 43.99 0.28 43.99total 3601.12 989503.52
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearsemi basement 1.00 7.01 49.14 16.88 13.50 13.50basement 1.00 3.51 12.29 16.88 3.38 16.88Total 5882.25 61.43
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearsemi basement 1.00 7.01 49.14 14.24 11.39 11.39basement 1.00 3.51 12.29 14.24 2.85 14.24Total 5886.25 61.43
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearsemi basement 1.00 7.01 49.14 8.06 6.45 6.45basement 1.00 3.51 12.29 8.06 1.61 8.06Total 5890.25 61.43
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearRoof 479.84 34.90 584421.30 38.67 7.34 7.34Pent 247.72 31.85 251309.94 38.67 3.16 10.49sixth 695.98 28.80 577396.49 38.67 7.25 17.74fifth 716.59 25.76 475328.45 38.67 5.97 23.71fourth 726.75 22.71 374718.48 38.67 4.71 28.42third 736.91 19.66 284798.98 38.67 3.58 32.00second 747.07 16.61 206136.34 38.67 2.59 34.58first 757.23 13.56 139296.94 38.67 1.75 36.33ground 869.27 10.52 96110.54 38.67 1.21 37.54semi basement 1463.40 7.01 71911.76 38.67 0.90 38.44basement 1457.69 3.51 17907.70 38.67 0.22 38.67Total 8898.46 3079336.90
Vertical Stiffness Distribution along Y axis
SW7
SW6
O-O
SW8
E1-D1
E2-D2
Mani Pandit, Manika Maharjan, Narendra Dangol, Pankaj Baral, Pravash Mool
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearswimming 1.00 1.20 1.44 1929.31 117.84 117.84basement 1.00 4.71 22.14 1929.31 1811.47 1929.31Total 14195.12 23.58
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearRoof 479.84 34.90 584421.30 43.99 6.28 6.28Pent 549.52 31.85 557480.66 43.99 5.99 12.27sixth 966.62 28.80 801920.61 43.99 8.62 20.89fifth 928.48 25.76 615876.20 43.99 6.62 27.51fourth 946.48 22.71 488010.04 43.99 5.24 32.75third 950.08 19.66 367181.53 43.99 3.95 36.69second 982.48 16.61 271089.79 43.99 2.91 39.61first 1000.48 13.56 184042.39 43.99 1.98 41.59ground 1036.98 10.52 114654.34 43.99 1.23 42.82semi basement 1726.75 7.01 84852.67 43.99 0.91 43.73basement 1952.82 3.51 23990.50 43.99 0.26 43.99Total 11520.52 4093520.01
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearswimming 1.00 1.20 1.44 6265.97 382.70 382.70basement 1.00 4.71 22.14 6265.97 5883.27 6265.97Total 18222.03 23.58
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearRoof 165.22 34.90 201223.21 79.21 3.66 3.66Pent 726.79 31.85 737313.76 79.21 13.41 17.07sixth 1050.84 28.80 871790.01 79.21 15.85 32.92fifth 1106.72 25.76 734110.97 79.21 13.35 46.27fourth 1128.02 22.71 581617.08 79.21 10.58 56.85third 1134.92 19.66 438620.49 79.21 7.98 64.83second 1170.62 16.61 323004.29 79.21 5.87 70.70first 1191.92 13.56 219260.00 79.21 3.99 74.69ground 1189.43 10.52 131509.67 79.21 2.39 77.08semi basement 1901.08 7.01 93419.15 79.21 1.70 78.78basement 1929.08 3.51 23698.84 79.21 0.43 79.21Total 12694.64 4355567.48
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearPent 1.00 31.85 1014.49 499.56 125.40 125.40sixth 1.00 28.80 829.61 499.56 102.55 227.95fifth 1.00 25.76 663.32 499.56 81.99 309.94fourth 1.00 22.71 515.61 499.56 63.73 373.68third 1.00 19.66 386.48 499.56 47.77 421.45second 1.00 16.61 275.93 499.56 34.11 455.56first 1.00 13.56 183.95 499.56 22.74 478.30ground 1.00 10.52 110.57 499.56 13.67 491.97semi basement 1.00 7.01 49.14 499.56 6.07 498.04basement 1.00 3.51 12.29 499.56 1.52 499.56Total 10.00 4041.37
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearswimming 1.00 1.20 1.44 30.25 1.85 1.85basement 1.00 4.71 22.14 30.25 28.40 30.25Total 17.00 23.58
E3-D3
E4-D4
SW3,1-SW5,1
SW3,3-SW5,3
SW3,2-SW5,2
SW1,1
Mani Pandit, Manika Maharjan, Narendra Dangol, Pankaj Baral, Pravash Mool
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearPent 1.00 31.85 1014.49 266.42 66.88 66.88sixth 1.00 28.80 829.61 266.42 54.69 121.57fifth 1.00 25.76 663.32 266.42 43.73 165.30fourth 1.00 22.71 515.61 266.42 33.99 199.29third 1.00 19.66 386.48 266.42 25.48 224.77second 1.00 16.61 275.93 266.42 18.19 242.96first 1.00 13.56 183.95 266.42 12.13 255.08ground 1.00 10.52 110.57 266.42 7.29 262.37semi basement 1.00 7.01 49.14 266.42 3.24 265.61basement 1.00 3.51 12.29 266.42 0.81 266.42Total 10.00 4041.37
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearPent 1.00 31.85 1014.49 2.47 0.62 0.62sixth 1.00 28.80 829.61 2.47 0.51 1.13fifth 1.00 25.76 663.32 2.47 0.41 1.53fourth 1.00 22.71 515.61 2.47 0.32 1.85third 1.00 19.66 386.48 2.47 0.24 2.09second 1.00 16.61 275.93 2.47 0.17 2.26first 1.00 13.56 183.95 2.47 0.11 2.37ground 1.00 10.52 110.57 2.47 0.07 2.44semi basement 1.00 7.01 49.14 2.47 0.03 2.47basement 1.00 3.51 12.29 2.47 0.01 2.47Total 10.00 4041.37
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearRoof 165.22 34.90 201223.21 76.74 3.75 3.75Pent 488.18 31.85 495256.54 76.74 9.22 12.97sixth 1010.58 28.80 838389.83 76.74 15.61 28.58fifth 1133.44 25.76 751836.58 76.74 14.00 42.58fourth 1151.14 22.71 593539.25 76.74 11.05 53.63third 1168.84 19.66 451730.76 76.74 8.41 62.04second 1186.54 16.61 327397.73 76.74 6.10 68.14first 1204.24 13.56 221526.80 76.74 4.13 72.27ground 1227.34 10.52 135700.65 76.74 2.53 74.79semi basement 1710.56 7.01 84056.99 76.74 1.57 76.36basement 1657.99 3.51 20368.50 76.74 0.38 76.74Total 12104.09 4121026.85
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearbasement 1.00 3.51 12.29 13.69 13.69 13.69Total 19091.77 12.29
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearRoof 0.00 34.90 0.00 53.87 0.00 0.00Pent 0.00 31.85 0.00 53.87 0.00 0.00sixth 448.51 28.80 372087.57 53.87 10.17 10.17fifth 706.57 25.76 468680.20 53.87 12.80 22.97fourth 715.63 22.71 368983.59 53.87 10.08 33.05third 724.69 19.66 280075.29 53.87 7.65 40.70second 733.75 16.61 202460.36 53.87 5.53 46.23first 742.81 13.56 136643.90 53.87 3.73 49.97ground 748.48 10.52 82755.97 53.87 2.26 52.23semi basement 1009.65 7.01 49614.37 53.87 1.36 53.58basement 839.92 3.51 10318.45 53.87 0.28 53.87Total 6670.01 1971619.70
A5-D5
A6-D6
SW5,4
SW2,1
LIFT1
Mani Pandit, Manika Maharjan, Narendra Dangol, Pankaj Baral, Pravash Mool
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearbasement 1.00 3.51 12.29 16.23 16.23 16.23Total 10745.62 12.29
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearRoof 0.00 34.90 0.00 56.34 0.00 0.00Pent 0.00 31.85 0.00 56.34 0.00 0.00sixth 448.51 28.80 372087.57 56.34 11.13 11.13fifth 664.47 25.76 440754.31 56.34 13.18 24.31fourth 671.73 22.71 346348.32 56.34 10.36 34.67third 678.99 19.66 262413.26 56.34 7.85 42.52second 686.25 16.61 189353.86 56.34 5.66 48.18first 693.51 13.56 127574.89 56.34 3.82 52.00ground 713.90 10.52 78932.35 56.34 2.36 54.36semi basement 1102.88 7.01 54195.45 56.34 1.62 55.98basement 975.24 3.51 11980.83 56.34 0.36 56.34Total 6635.47 1883640.85
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearbasement 1.00 3.51 12.29 14.24 14.24 14.24Total 10808.24 12.29
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearRoof 165.22 34.90 201223.21 64.74 3.42 3.42Pent 483.68 31.85 490691.35 64.74 8.35 11.77sixth 1010.58 28.80 838389.83 64.74 14.26 26.03fifth 988.84 25.76 655918.58 64.74 11.16 37.19fourth 1002.94 22.71 517124.67 64.74 8.80 45.98third 1017.04 19.66 393062.54 64.74 6.69 52.67second 1031.14 16.61 284518.14 64.74 4.84 57.51first 1045.24 13.56 192277.43 64.74 3.27 60.78ground 1201.52 10.52 132846.02 64.74 2.26 63.04semi basement 1661.09 7.01 81625.93 64.74 1.39 64.43basement 1516.76 3.51 18633.45 64.74 0.32 64.74Total 11124.05 3806311.14
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearbasement 1.00 3.51 12.29 14.24 14.24 14.24Total 17580.80 12.29
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearPent 1.00 31.85 1014.49 0.55 0.14 0.14sixth 1.00 28.80 829.61 0.55 0.11 0.25fifth 1.00 25.76 663.32 0.55 0.09 0.34fourth 1.00 22.71 515.61 0.55 0.07 0.41third 1.00 19.66 386.48 0.55 0.05 0.47second 1.00 16.61 275.93 0.55 0.04 0.50first 1.00 13.56 183.95 0.55 0.03 0.53ground 1.00 10.52 110.57 0.55 0.02 0.54semi basement 1.00 7.01 49.14 0.55 0.01 0.55basement 1.00 3.51 12.29 0.55 0.00 0.55total 10.00 4041.37
A7-D7
A8-D8
SW5,5
SW3,4-SW5,7
SW5,6
LIFT2
Mani Pandit, Manika Maharjan, Narendra Dangol, Pankaj Baral, Pravash Mool
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearPent 1.00 31.85 1014.49 266.42 66.88 66.88sixth 1.00 28.80 829.61 266.42 54.69 121.57fifth 1.00 25.76 663.32 266.42 43.73 165.30fourth 1.00 22.71 515.61 266.42 33.99 199.29third 1.00 19.66 386.48 266.42 25.48 224.77second 1.00 16.61 275.93 266.42 18.19 242.96first 1.00 13.56 183.95 266.42 12.13 255.08ground 1.00 10.52 110.57 266.42 7.29 262.37semi basement 1.00 7.01 49.14 266.42 3.24 265.61basement 1.00 3.51 12.29 266.42 0.81 266.42total 10.00 4041.37
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearPent 1.00 31.85 1014.49 499.56 125.40 125.40sixth 1.00 28.80 829.61 499.56 102.55 227.95fifth 1.00 25.76 663.32 499.56 81.99 309.94fourth 1.00 22.71 515.61 499.56 63.73 373.68third 1.00 19.66 386.48 499.56 47.77 421.45second 1.00 16.61 275.93 499.56 34.11 455.56first 1.00 13.56 183.95 499.56 22.74 478.30ground 1.00 10.52 110.57 499.56 13.67 491.97semi basement 1.00 7.01 49.14 499.56 6.07 498.04basement 1.00 3.51 12.29 499.56 1.52 499.56total 10.00 4041.37
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearbasement 1.00 3.51 12.29 16.88 16.88 16.88total 16.00 12.29
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearRoof 165.22 34.90 201223.21 64.74 3.26 3.26Pent 726.79 31.85 737313.76 64.74 11.94 15.19sixth 1050.84 28.80 871790.01 64.74 14.11 29.31fifth 940.52 25.76 623865.25 64.74 10.10 39.41fourth 954.62 22.71 492209.18 64.74 7.97 47.37third 968.72 19.66 374387.01 64.74 6.06 53.43second 982.82 16.61 271184.72 64.74 4.39 57.82first 996.92 13.56 183388.25 64.74 2.97 60.79ground 1234.39 10.52 136480.25 64.74 2.21 63.00semi basement 1771.57 7.01 87055.22 64.74 1.41 64.41basement 1673.17 3.51 20554.92 64.74 0.33 64.74total 11465.56 3999451.79
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearRoof 479.84 34.90 584421.30 56.34 8.17 8.17Pent 538.27 31.85 546067.69 56.34 7.63 15.80sixth 966.62 28.80 801920.61 56.34 11.21 27.01fifth 910.32 25.76 603833.49 56.34 8.44 35.45fourth 921.12 22.71 474936.70 56.34 6.64 42.08third 931.92 19.66 360164.98 56.34 5.03 47.12second 942.72 16.61 260120.32 56.34 3.64 50.75first 953.52 13.56 175404.74 56.34 2.45 53.20ground 1169.77 10.52 129336.38 56.34 1.81 55.01semi basement 1594.04 7.01 78331.40 56.34 1.09 56.11basement 1358.16 3.51 16685.00 56.34 0.23 56.34total 10766.31 4031222.61
SW2,2
SW1,2
SW3,5-SW5,8
A9-D9
A10-D10
Mani Pandit, Manika Maharjan, Narendra Dangol, Pankaj Baral, Pravash Mool
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearbasement 1.00 3.51 12.29 31.12 31.12 31.12total 16785.52 12.29
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearRoof 479.84 34.90 584421.30 56.34 13.32 13.32Pent 236.47 31.85 239896.97 56.34 5.47 18.79sixth 567.66 28.80 470938.37 56.34 10.73 29.52fifth 501.93 25.76 332939.67 56.34 7.59 37.10fourth 507.33 22.71 261582.90 56.34 5.96 43.07third 512.73 19.66 198157.66 56.34 4.52 47.58second 518.13 16.61 142964.96 56.34 3.26 50.84first 523.53 13.56 96305.79 56.34 2.19 53.03ground 704.07 10.52 77845.24 56.34 1.77 54.81semi basement 1124.72 7.01 55268.75 56.34 1.26 56.07basement 968.08 3.51 11892.84 56.34 0.27 56.34total 6644.48 2472214.45
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearbasement 1.00 3.51 12.29 14.24 14.24 14.24total 10484.00 12.29
Frame load load, w(KN) h,(m) wh2 Vb,X force, Q storey shearbasement 1.00 3.51 12.29 28.48 28.48 28.48total 4.00 12.29SW9
SW5,9
SW4
A11-D11
Mani Pandit, Manika Maharjan, Narendra Dangol, Pankaj Baral, Pravash Mool
Bas
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(Tab
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slab
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4.00
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No
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Sem
i Bas
emen
t Flo
or
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
(Tab
le36
)
Uni
t Wt.C
onc.
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Load
cal
cula
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of se
mi b
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loor
KN
/m3
Man
i Pan
dit,
Man
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Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
(Tab
le37
)
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on w
all
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r Pla
ster
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l loa
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l Loa
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dra
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gol,
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vash
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l
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t Wt.C
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8.00
141.
455.
400.
0015
6.75
C10
-C11
0.30
0.34
6.00
2.55
15.3
05.
328.
326.
006.
009.
005.
328.
326.
002.
008.
0014
1.45
5.40
0.00
156.
75A
1-B
10.
300.
346.
002.
5515
.30
6.32
8.32
0.00
0.00
2.04
6.32
8.32
6.00
4.20
8.19
85.1
23.
055.
1048
.32
148.
74A
2-B
20.
300.
346.
002.
5515
.30
6.32
8.32
6.00
4.20
8.19
6.82
9.82
6.00
6.00
9.00
156.
535.
100.
0017
1.83
A3-
B3
0.30
0.34
6.00
2.55
15.3
06.
829.
826.
006.
009.
006.
829.
826.
006.
009.
0017
6.77
5.10
0.00
192.
07A
1-B
10.
350.
346.
002.
9817
.85
5.48
9.48
0.00
0.00
2.04
5.48
9.48
6.00
4.20
8.19
96.9
85.
100.
0011
4.83
A2-
B2
0.35
0.34
6.00
2.98
17.8
55.
489.
486.
004.
208.
195.
489.
486.
006.
009.
0016
2.97
5.10
0.00
180.
82
Dim
. Of S
lab1
Dim
. Of S
lab2
Load
cal
cula
tion
of g
roun
d flo
orK
N/m
3
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
(Tab
le38
)
Uni
t Wei
ghts
Con
cret
e25
KN
/m3
Thic
knes
s of
Mar
ble
0.02
5m
Mar
ble
26.7
KN
/m3
Plas
ter
0.02
mPl
aste
r20
.4K
N/m
3Ti
le0.
025
mTi
le(2
5mm
)6
KN
/m3
Inne
r Pla
ster
0.01
2m
Slab
Thic
knes
sD
ead
Load
Plas
ter
Parti
tion
wal
lsM
arbl
eIn
ner P
last
erTo
tal l
oad
Live
Loa
dR
educ
edTo
tal L
oad
Rem
arks
mK
N/m
2K
N/m
2K
N/m
2K
N/m
2K
N/m
2(w
ithou
t L.L
)K
N/m
2LL
(With
L.L
)(F
or li
ve lo
ad)
Circ
ular
-A1-
B1
0.16
4.00
0.41
1.00
0.67
0.24
6.32
3.00
3.00
9.32
Bal
cony
A1-
A2-
B1-
B2
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
2.00
8.82
Bed
Roo
ms
A2-
A3-
B2-
B3
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
2.00
8.82
Kitc
hen
and
Din
ing
A3-
A4-
B3-
B4
0.16
4.00
0.41
1.50
0.67
0.24
6.82
3.00
3.00
9.82
Stor
e &
Cor
ridor
sA
4-A
5-B
4-B
50.
164.
000.
411.
500.
670.
246.
823.
003.
009.
82St
airc
ase
A5-
A6-
B5-
B6
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
2.00
8.82
Kitc
hen
and
Din
ing
A6-
A7-
B6-
B7
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
2.00
8.82
Kitc
hen
and
Din
ing
A7-
A8-
B7-
B8
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
2.00
8.82
Kitc
hen
and
Din
ing
A8-
A9-
B8-
B9
0.16
4.00
0.41
1.50
0.67
0.24
6.82
3.00
3.00
9.82
Stor
e &
Cor
ridor
sA
9-A
10-B
9-B
100.
164.
000.
411.
500.
670.
246.
822.
002.
008.
82K
itche
n an
d D
inin
gA
10-A
11-B
10-B
110.
164.
000.
411.
500.
670.
246.
822.
002.
008.
82N
orm
al R
oom
B1-
B2-
C2
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
2.00
8.82
Toile
t/Bat
hroo
mB
2-B
3-C
2-C
30.
164.
000.
411.
500.
670.
246.
822.
002.
008.
82B
ed R
oom
sB
3-B
4-C
3-C
40.
164.
000.
411.
000.
670.
246.
323
3.00
9.32
Stor
e B
4-B
5-C
4-C
50.
164.
000.
411.
500.
670.
246.
822.
002.
008.
82K
itche
n an
d D
inin
gB
5-B
6-C
5-C
60.
164.
000.
411.
000.
670.
246.
322.
002.
008.
32B
ed R
oom
s & W
/CB
6-B
7-C
6-C
70.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00V
oid
B7-
B8-
C7-
C8
0.16
4.00
0.41
1.00
0.67
0.24
6.32
2.00
2.00
8.32
Bed
Roo
ms &
W/C
B8-
B9-
C8-
C9
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
2.00
8.82
Kitc
hen
and
Din
ing
B9-
B10
-C9-
C10
0.16
4.00
0.41
1.00
0.67
0.24
6.32
2.00
2.00
8.32
Bed
room
s & W
/CB
10-B
11-C
10-C
110.
164.
000.
411.
000.
670.
246.
322.
002.
008.
32B
ed R
oom
sC
2-C
3-D
2-D
30.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
3-C
4-D
3-D
40.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
4-C
5-D
4-D
50.
164.
000.
411.
000.
670.
246.
323.
003.
009.
32B
alco
ny(c
antil
ever
)C
5-C
6-D
5-D
60.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
6-C
7-D
6-D
70.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
7-C
8-D
7-D
80.
164.
000.
411.
000.
670.
246.
323.
003.
009.
32B
alco
ny(c
antil
ever
)C
8-C
9-D
8-D
90.
164.
000.
411.
500.
670.
246.
823.
003.
009.
82C
antil
ever
C9-
C10
-D9-
D10
0.16
4.00
0.41
1.00
0.67
0.24
6.32
3.00
3.00
9.32
Can
tilev
erC
10-C
11-D
10-D
110.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
ab
Firs
t Fl
oor
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Beam
BD
LD
ead
Load
KN
Load
from
Sla
b1Lo
ad fr
om S
lab1
Are
aLo
ad fr
om S
lab2
Load
from
Sla
b2A
rea
Load
on
Beam
heig
htle
ngth
Lo
ad d
ue to
wal
lTo
tal L
oad
on
mm
mK
N/m
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.K
N9
inch
(KN
)Be
amA
3-B
30.
300.
346.
002.
5515
.30
6.82
9.82
6.00
6.00
9.00
6.82
9.82
6.00
6.00
9.00
176.
775.
100.
0019
2.07
A4-
B4
0.30
0.34
6.00
2.55
15.3
06.
829.
826.
006.
009.
006.
329.
327.
006.
009.
0017
2.27
3.05
5.10
48.3
223
5.89
A5-
B5
0.30
0.34
6.00
2.55
15.3
06.
329.
327.
006.
009.
006.
828.
826.
006.
009.
0016
3.27
3.05
5.10
48.3
222
6.89
A6-
B6
0.30
0.34
6.00
2.55
15.3
06.
828.
826.
006.
009.
000.
000.
006.
003.
667.
6379
.38
3.05
5.10
48.3
214
3.01
A7-
B7
0.30
0.34
6.00
2.55
15.3
00.
000.
006.
003.
667.
635.
328.
326.
006.
009.
0074
.88
3.05
5.10
48.3
213
8.51
A8-
B8
0.30
0.34
6.00
2.55
15.3
05.
328.
326.
006.
009.
005.
328.
327.
006.
009.
0014
9.77
3.05
5.10
48.3
221
3.39
A9-
B9
0.30
0.34
6.00
2.55
15.3
05.
328.
327.
006.
009.
005.
328.
326.
006.
009.
0014
9.77
3.05
5.10
48.3
221
3.39
A10
-B10
0.30
0.34
6.00
2.55
15.3
05.
328.
326.
006.
009.
005.
328.
326.
006.
009.
0014
9.77
5.10
0.00
165.
07A
11-B
110.
300.
346.
002.
5515
.30
5.32
8.32
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
74.8
83.
055.
1048
.32
138.
51B
1-C
10.
300.
340.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00B
2-C
20.
300.
346.
002.
5515
.30
6.82
9.82
6.00
2.50
8.75
6.82
8.82
6.00
6.00
9.00
165.
315.
100.
0018
0.61
B3-
C3
0.30
0.34
6.00
2.55
15.3
06.
828.
826.
006.
009.
006.
329.
326.
006.
009.
0016
3.27
5.10
0.00
178.
57B
4-C
40.
300.
346.
002.
5515
.30
6.32
9.32
6.00
6.00
9.00
6.32
8.32
7.00
6.00
9.00
158.
775.
100.
0017
4.07
B5-
C5
0.30
0.34
6.00
2.55
15.3
06.
328.
327.
006.
009.
006.
328.
326.
006.
009.
0014
9.77
3.05
5.10
48.3
221
3.39
B6-
C6
0.30
0.34
6.00
2.55
15.3
06.
328.
326.
006.
009.
000.
000.
000.
000.
000.
0074
.88
3.05
5.10
48.3
213
8.51
B7-
C7
0.30
0.34
6.00
2.55
15.3
00.
000.
000.
000.
000.
005.
328.
326.
006.
009.
0074
.88
3.05
5.10
48.3
213
8.51
B8-
C8
0.30
0.34
6.00
2.55
15.3
05.
328.
326.
006.
009.
006.
829.
827.
006.
009.
0016
3.27
3.05
5.10
48.3
222
6.89
B9-
C9
0.30
0.34
6.00
2.55
15.3
06.
829.
827.
006.
009.
005.
328.
326.
006.
009.
0016
3.27
5.10
0.00
178.
57B
10-C
100.
300.
346.
002.
5515
.30
5.32
8.32
6.00
6.00
9.00
5.32
8.32
6.00
6.00
9.00
149.
773.
055.
1048
.32
213.
39B
11-C
110.
300.
346.
002.
5515
.30
5.32
8.32
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
74.8
890
.18
D1-
D2
0.00
0.00
D2-
D3
0.00
0.00
D3-
D4
0.00
0.00
D4-
D5
0.00
0.00
D5-
D6
0.00
0.00
D6-
D7
0.00
0.00
D7-
D8
0.00
0.00
D8-
D9
0.30
0.34
7.00
2.55
17.8
517
.85
D9-
D10
0.30
0.34
6.00
2.55
15.3
015
.30
D10
-D11
0.30
0.34
6.00
2.55
15.3
015
.30
C1-
D1
0.30
0.34
0.00
0.00
0.00
0.00
0.00
00
0.00
00
00
00.
000.
00C
2-D
20.
300.
340.
000.
000.
000.
000.
000
00.
000
00
00
0.00
0.00
C3-
D3
0.30
0.34
0.00
0.00
0.00
0.00
0.00
00
0.00
00
00
00.
000.
00C
4-D
40.
300.
340.
000.
000.
000.
000.
000
00.
000
00
00
0.00
0.00
C5-
D5
0.30
0.34
0.00
0.00
0.00
0.00
0.00
00
0.00
00
00
00.
000.
00C
6-D
60.
300.
340.
000.
000.
000.
000.
000
00.
000
00
00
0.00
0.00
C7-
D7
0.3
0.34
00
00
00
00
00
00
00.
000
0.00
0C
8-D
80.
30.
340
00
00
00
00
00
00
0.00
00.
000
C9-
D9
0.3
0.34
22.
555.
10
00
00
5.32
038.
3203
62
216
.641
21.7
41C
10-D
100.
30.
342
2.55
5.1
5.32
038.
3203
62
25.
3203
8.32
036
22
33.2
8138
.381
C11
-D11
0.3
0.34
22.
555.
15.
3203
8.32
036
22
00
00
016
.641
21.7
41
Dim
. Of S
lab1
Dim
. Of S
lab2
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Uni
t Wt.C
onc.
25
Beam
BD
LD
ead
Load
beam
load
Load
from
Sla
b1Lo
ad fr
om S
lab1
Are
aLo
ad fr
om S
lab2
Load
from
Sla
b2A
rea
heig
htle
ngth
Load
due
to
Load
on
Beam
mm
mK
N/m
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
9 in
ch w
alls
KN
/m
Cir-
A1
0.30
0.34
2.00
2.55
5.10
9.32
0.67
-0.
000.
003.
050.
000.
006.
24A
1-A
20.
300.
344.
202.
5510
.71
0.00
0.00
0.00
0.00
0.00
6.82
8.82
6.00
4.20
4.41
3.05
3.60
34.1
138
.90
A2-
A3
0.30
0.34
6.00
2.55
15.3
00.
000.
000.
000.
000.
006.
828.
826.
006.
009.
003.
055.
4051
.17
79.3
8A
3-A
40.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
9.82
6.00
6.00
9.00
3.05
5.40
51.1
788
.38
A4-
A5
0.30
0.34
7.00
2.55
17.8
50.
000.
000.
000.
000.
006.
829.
827.
006.
0012
.00
3.05
6.40
60.6
411
7.84
A5-
A6
0.30
0.34
6.00
2.55
15.3
00.
000.
000.
000.
000.
006.
828.
826.
006.
009.
003.
050.
000.
0079
.38
A6-
A7
0.30
0.34
3.66
2.55
9.33
0.00
0.00
0.00
0.00
0.00
6.82
8.82
0.00
0.00
0.00
3.05
0.00
0.00
0.00
A7-
A8
0.30
0.34
6.00
2.55
15.3
00.
000.
000.
000.
000.
006.
828.
826.
006.
009.
003.
055.
4051
.17
79.3
8A
8-A
90.
300.
347.
002.
5517
.85
0.00
0.00
0.00
0.00
0.00
6.82
9.82
7.00
6.00
12.0
03.
056.
4060
.64
117.
84A
9-A
100.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
8.82
6.00
6.00
9.00
3.05
5.40
51.1
779
.38
A10
-A11
0.30
0.34
6.00
2.55
15.3
00.
000.
000.
000.
000.
006.
828.
826.
006.
009.
003.
055.
4051
.17
79.3
8C
ir-B
10.
300.
344.
802.
5512
.24
9.32
1.65
0.00
3.05
4.20
39.8
015
.38
B1-
B2
0.30
0.34
4.20
2.55
10.7
16.
828.
826.
004.
204.
416.
828.
826.
004.
204.
413.
053.
6034
.11
77.8
0B
2-B
30.
300.
346.
002.
5515
.30
6.82
8.82
6.00
6.00
9.00
6.82
8.82
6.00
6.00
9.00
3.05
0.00
0.00
158.
77B
3-B
40.
300.
346.
002.
5515
.30
6.82
9.82
6.00
6.00
9.00
6.32
9.32
6.00
6.00
9.00
3.05
0.00
0.00
172.
27B
4-B
50.
300.
347.
002.
5517
.85
6.82
9.82
7.00
6.00
12.0
06.
828.
827.
006.
0012
.00
3.05
6.40
60.6
422
3.69
B5-
B6
0.30
0.34
6.00
2.55
15.3
06.
828.
826.
006.
009.
006.
328.
326.
006.
009.
003.
055.
4051
.17
154.
27B
6-B
70.
300.
343.
662.
559.
336.
828.
826.
003.
663.
350.
000.
006.
003.
663.
353.
050.
000.
0029
.54
B7-
B8
0.30
0.34
6.00
2.55
15.3
06.
828.
826.
006.
009.
006.
328.
326.
006.
009.
003.
055.
4051
.17
154.
27B
8-B
90.
300.
347.
002.
5517
.85
6.82
9.82
7.00
6.00
12.0
06.
828.
827.
006.
0012
.00
3.05
0.00
0.00
223.
69B
9-B
100.
300.
346.
002.
5515
.30
6.82
8.82
6.00
6.00
9.00
6.32
8.32
6.00
6.00
9.00
3.05
5.40
51.1
715
4.27
B10
-B11
0.30
0.34
6.00
2.55
15.3
06.
828.
826.
006.
009.
006.
328.
326.
006.
009.
003.
055.
4051
.17
154.
27C
1-C
20.
300.
340.
002.
550.
000.
000.
003.
050.
000.
000.
00C
2-C
30.
300.
346.
002.
5515
.30
6.82
8.82
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
3.05
0.00
0.00
79.3
8C
3-C
40.
300.
346.
002.
5515
.30
6.32
9.32
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
3.05
5.40
51.1
783
.88
C4-
C5
0.30
0.34
7.00
2.55
17.8
56.
828.
827.
006.
0012
.00
6.32
9.32
0.00
0.00
0.00
3.05
6.40
60.6
410
5.84
C5-
C6
0.30
0.34
6.00
2.55
15.3
06.
328.
326.
006.
009.
000.
000.
000.
000.
000.
003.
055.
4051
.17
74.8
8C
6-C
70.
300.
343.
662.
559.
330.
000.
006.
003.
663.
350.
000.
000.
000.
000.
003.
050.
000.
000.
00C
7-C
80.
300.
346.
002.
5515
.30
6.32
8.32
6.00
6.00
9.00
6.32
9.32
0.00
0.00
0.00
3.05
5.40
51.1
774
.88
C8-
C9
0.30
0.34
7.00
2.55
17.8
56.
828.
827.
006.
0012
.00
6.82
9.82
0.00
0.00
0.00
3.05
6.40
60.6
410
5.84
C9-
C10
0.30
0.34
6.00
2.55
15.3
06.
328.
326.
006.
009.
006.
329.
320.
000.
000.
003.
055.
4051
.17
74.8
8C
10-C
110.
300.
346.
002.
5515
.30
6.32
8.32
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
3.05
0.00
0.00
74.8
8A
1-B
10.
300.
346.
002.
5515
.30
6.32
9.32
0.00
0.00
2.04
6.82
8.82
6.00
4.20
8.19
3.05
5.10
48.3
291
.25
Dim
. Of S
lab1
Dim
. Of S
lab2
Load
cal
cula
tion
of fi
rst f
loor
KN
/m3
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
(Tab
le39
)
Beam
BD
LD
ead
Load
beam
load
Load
from
Sla
b1Lo
ad fr
om S
lab1
Are
aLo
ad fr
om S
lab2
Load
from
Sla
b2A
rea
heig
htle
ngth
Load
due
to
Load
on
Beam
mm
mK
N/m
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
9 in
ch w
alls
KN
/m
A2-
B2
0.30
0.34
6.00
2.55
15.3
06.
828.
826.
004.
208.
196.
828.
826.
006.
009.
003.
050.
000.
0015
1.62
A3-
B3
0.30
0.34
6.00
2.55
15.3
06.
828.
826.
006.
009.
006.
829.
826.
006.
009.
003.
050.
000.
0016
7.77
A4-
B4
0.30
0.34
6.00
2.55
15.3
06.
829.
826.
006.
009.
006.
829.
827.
006.
009.
003.
055.
1048
.32
176.
77A
5-B
50.
300.
346.
002.
5515
.30
6.82
9.82
7.00
6.00
9.00
6.82
8.82
6.00
6.00
9.00
3.05
5.10
48.3
216
7.77
A6-
B6
0.30
0.34
6.00
2.55
15.3
06.
828.
826.
006.
009.
006.
828.
826.
003.
667.
633.
050.
000.
0014
6.69
A7-
B7
0.30
0.34
6.00
2.55
15.3
06.
828.
826.
003.
667.
636.
828.
826.
006.
009.
003.
050.
000.
0014
6.69
A8-
B8
0.30
0.34
6.00
2.55
15.3
06.
828.
826.
006.
009.
006.
829.
827.
006.
009.
003.
055.
1048
.32
167.
77A
9-B
90.
300.
346.
002.
5515
.30
6.82
9.82
7.00
6.00
9.00
6.82
8.82
6.00
6.00
9.00
3.05
5.10
48.3
216
7.77
A10
-B10
0.30
0.34
6.00
2.55
15.3
06.
828.
826.
006.
009.
006.
828.
826.
006.
009.
003.
055.
1048
.32
158.
77A
11-B
110.
300.
346.
002.
5515
.30
6.82
8.82
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
3.05
0.00
0.00
79.3
8B
1-C
10.
300.
340.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
003.
050.
000.
000.
00B
2-C
20.
300.
346.
002.
5515
.30
6.82
8.82
0.00
0.00
0.00
6.82
8.82
6.00
6.00
9.00
3.05
0.00
0.00
79.3
8B
3-C
30.
300.
346.
002.
5515
.30
6.82
8.82
6.00
6.00
9.00
6.32
9.32
6.00
6.00
9.00
3.05
0.00
0.00
163.
27B
4-C
40.
300.
346.
002.
5515
.30
6.32
9.32
6.00
6.00
9.00
6.82
8.82
6.00
6.00
9.00
3.05
0.00
0.00
163.
27B
5-C
50.
300.
346.
002.
5515
.30
6.82
8.82
7.00
6.00
9.00
6.32
8.32
7.00
6.00
9.00
3.05
5.10
48.3
215
4.27
B6-
C6
0.30
0.34
6.00
2.55
15.3
06.
328.
326.
006.
009.
000.
000.
006.
006.
009.
003.
055.
1048
.32
74.8
8B
7-C
70.
300.
346.
002.
5515
.30
0.00
0.00
0.00
6.32
8.32
6.00
6.00
9.00
3.05
5.10
48.3
274
.88
B8-
C8
0.30
0.34
6.00
2.55
15.3
06.
328.
326.
006.
009.
006.
828.
826.
006.
009.
003.
055.
1048
.32
154.
27B
9-C
90.
300.
346.
002.
5515
.30
6.82
8.82
7.00
6.00
9.00
6.32
8.32
7.00
6.00
9.00
3.05
0.00
0.00
154.
27B
10-C
100.
300.
346.
002.
5515
.30
6.32
8.32
6.00
6.00
9.00
6.32
8.32
6.00
6.00
9.00
3.05
5.10
48.3
214
9.77
B11
-C11
0.30
0.34
6.00
2.55
15.3
06.
328.
326.
006.
009.
000.
000.
006.
006.
009.
003.
050.
000.
0074
.88
Dim
. Of S
lab1
Dim
. Of S
lab2
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Uni
t Wei
ghts
Con
cret
e25
KN
/m3
Thic
knes
s of
Mar
ble
0.02
5m
Mar
ble
26.7
KN
/m3
Plas
ter
0.02
mPl
aste
r20
.4K
N/m
3Ti
le0.
025
mTi
le(2
5mm
)6
KN
/m3
Inne
r Pla
ster
0.01
2m
Slab
Thic
knes
sD
ead
Load
Plas
ter
Parti
tion
wal
lsM
arbl
eIn
ner P
last
erTo
tal l
oad
Live
Loa
dR
educ
edTo
tal L
oad
Rem
arks
mK
N/m
2K
N/m
2K
N/m
2K
N/m
2K
N/m
2(w
ithou
t L.L
)K
N/m
2LL
(With
L.L
)(F
or li
ve lo
ad)
Circ
ular
-A1-
B1
0.16
4.00
0.41
1.00
0.67
0.24
6.32
3.00
2.70
9.02
Bal
cony
A1-
A2-
B1-
B2
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.80
8.62
Bed
Roo
ms
A2-
A3-
B2-
B3
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.80
8.62
Kitc
hen
and
Din
ing
A3-
A4-
B3-
B4
0.16
4.00
0.41
1.50
0.67
0.24
6.82
3.00
2.70
9.52
Stor
e &
Cor
ridor
sA
4-A
5-B
4-B
50.
164.
000.
411.
500.
670.
246.
823.
002.
709.
52St
airc
ase
A5-
A6-
B5-
B6
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.80
8.62
Kitc
hen
and
Din
ing
A6-
A7-
B6-
B7
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.80
8.62
Kitc
hen
and
Din
ing
A7-
A8-
B7-
B8
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.80
8.62
Kitc
hen
and
Din
ing
A8-
A9-
B8-
B9
0.16
4.00
0.41
1.50
0.67
0.24
6.82
3.00
2.70
9.52
Stor
e &
Cor
ridor
sA
9-A
10-B
9-B
100.
164.
000.
411.
500.
670.
246.
822.
001.
808.
62K
itche
n an
d D
inin
gA
10-A
11-B
10-B
110.
164.
000.
411.
500.
670.
246.
822.
001.
808.
62N
orm
al R
oom
B1-
B2-
C2
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.80
8.62
Toile
t/Bat
hroo
mB
2-B
3-C
2-C
30.
164.
000.
411.
500.
670.
246.
822.
001.
808.
62B
ed R
oom
sB
3-B
4-C
3-C
40.
164.
000.
411.
000.
670.
246.
323
2.70
9.02
Stor
e B
4-B
5-C
4-C
50.
164.
000.
411.
500.
670.
246.
822.
001.
808.
62K
itche
n an
d D
inin
gB
5-B
6-C
5-C
60.
164.
000.
411.
000.
670.
246.
322.
001.
808.
12B
ed R
oom
s & W
/CB
6-B
7-C
6-C
70.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00V
oid
B7-
B8-
C7-
C8
0.16
4.00
0.41
1.00
0.67
0.24
6.32
2.00
1.80
8.12
Bed
Roo
ms &
W/C
B8-
B9-
C8-
C9
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.80
8.62
Kitc
hen
and
Din
ing
B9-
B10
-C9-
C10
0.16
4.00
0.41
1.00
0.67
0.24
6.32
2.00
1.80
8.12
Bed
room
s & W
/CB
10-B
11-C
10-C
110.
164.
000.
411.
000.
670.
246.
322.
001.
808.
12B
ed R
oom
sC
2-C
3-D
2-D
30.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
3-C
4-D
3-D
40.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
4-C
5-D
4-D
50.
164.
000.
411.
000.
670.
246.
323.
002.
709.
02B
alco
ny(c
antil
ever
)C
5-C
6-D
5-D
60.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
6-C
7-D
6-D
70.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
7-C
8-D
7-D
80.
164.
000.
411.
000.
670.
246.
323.
002.
709.
02B
alco
ny(c
antil
ever
)C
8-C
9-D
8-D
90.
164.
000.
411.
500.
670.
246.
823.
002.
709.
52C
antil
ever
C9-
C10
-D9-
D10
0.16
4.00
0.41
1.00
0.67
0.24
6.32
3.00
2.70
9.02
Can
tilev
erC
10-C
11-D
10-D
110.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
ab
Seco
nd F
loor
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Uni
t Wt.C
onc.
25
Beam
BD
LD
ead
Load
beam
load
Load
from
Sla
b1Lo
ad fr
om S
lab1
Are
aLo
ad fr
om S
lab2
Load
from
Sla
b2A
rea
heig
htle
ngth
Load
due
to
Load
on
Beam
mm
mK
N/m
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
9 in
ch w
alls
KN
/m
Cir-
A1
0.30
0.34
2.00
2.55
5.10
9.02
0.67
0.00
0.00
0.00
3.05
0.00
0.00
6.04
A1-
A2
0.30
0.34
4.20
2.55
10.7
10.
000.
000.
000.
000.
006.
828.
626.
004.
204.
413.
053.
6034
.11
38.0
2A
2-A
30.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
8.62
6.00
6.00
9.00
3.05
5.40
51.1
777
.58
A3-
A4
0.30
0.34
6.00
2.55
15.3
00.
000.
000.
000.
000.
006.
829.
526.
006.
009.
003.
055.
4051
.17
85.6
8A
4-A
50.
300.
347.
002.
5517
.85
0.00
0.00
0.00
0.00
0.00
6.82
9.52
7.00
6.00
12.0
03.
056.
4060
.64
114.
24A
5-A
60.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
8.62
6.00
6.00
9.00
3.05
0.00
0.00
77.5
8A
6-A
70.
300.
343.
662.
559.
330.
000.
000.
000.
000.
006.
828.
620.
000.
000.
003.
050.
000.
000.
00A
7-A
80.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
8.62
6.00
6.00
9.00
3.05
5.40
51.1
777
.58
A8-
A9
0.30
0.34
7.00
2.55
17.8
50.
000.
000.
000.
000.
006.
829.
527.
006.
0012
.00
3.05
6.40
60.6
411
4.24
A9-
A10
0.30
0.34
6.00
2.55
15.3
00.
000.
000.
000.
000.
006.
828.
626.
006.
009.
003.
055.
4051
.17
77.5
8A
10-A
110.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
8.62
6.00
6.00
9.00
3.05
5.40
51.1
777
.58
Cir-
B1
0.30
0.34
4.80
2.55
12.2
49.
021.
650.
003.
054.
2039
.80
14.8
8B
1-B
20.
300.
344.
202.
5510
.71
6.82
8.62
6.00
4.20
4.41
6.82
8.62
6.00
4.20
4.41
3.05
3.60
34.1
176
.03
B2-
B3
0.30
0.34
6.00
2.55
15.3
06.
828.
626.
006.
009.
006.
828.
626.
006.
009.
003.
050.
000.
0015
5.17
B3-
B4
0.30
0.34
6.00
2.55
15.3
06.
829.
526.
006.
009.
006.
329.
026.
006.
009.
003.
050.
000.
0016
6.87
B4-
B5
0.30
0.34
7.00
2.55
17.8
56.
829.
527.
006.
0012
.00
6.82
8.62
7.00
6.00
12.0
03.
056.
4060
.64
217.
69B
5-B
60.
300.
346.
002.
5515
.30
6.82
8.62
6.00
6.00
9.00
6.32
8.12
6.00
6.00
9.00
3.05
5.40
51.1
715
0.67
B6-
B7
0.30
0.34
3.66
2.55
9.33
6.82
8.62
6.00
3.66
3.35
0.00
0.00
6.00
3.66
3.35
3.05
0.00
0.00
28.8
7B
7-B
80.
300.
346.
002.
5515
.30
6.82
8.62
6.00
6.00
9.00
6.32
8.12
6.00
6.00
9.00
3.05
5.40
51.1
715
0.67
B8-
B9
0.30
0.34
7.00
2.55
17.8
56.
829.
527.
006.
0012
.00
6.82
8.62
7.00
6.00
12.0
03.
050.
000.
0021
7.69
B9-
B10
0.30
0.34
6.00
2.55
15.3
06.
828.
626.
006.
009.
006.
328.
126.
006.
009.
003.
055.
4051
.17
150.
67B
10-B
110.
300.
346.
002.
5515
.30
6.82
8.62
6.00
6.00
9.00
6.32
8.12
6.00
6.00
9.00
3.05
5.40
51.1
715
0.67
C1-
C2
0.30
0.34
0.00
2.55
0.00
0.00
0.00
3.05
0.00
0.00
0.00
C2-
C3
0.30
0.34
6.00
2.55
15.3
06.
828.
626.
006.
009.
000.
000.
000.
000.
000.
003.
050.
000.
0077
.58
C3-
C4
0.30
0.34
6.00
2.55
15.3
06.
329.
026.
006.
009.
000.
000.
000.
000.
000.
003.
055.
4051
.17
81.1
8C
4-C
50.
300.
347.
002.
5517
.85
6.82
8.62
7.00
6.00
12.0
06.
329.
020.
000.
000.
003.
056.
4060
.64
103.
44C
5-C
60.
300.
346.
002.
5515
.30
6.32
8.12
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
3.05
5.40
51.1
773
.08
C6-
C7
0.30
0.34
3.66
2.55
9.33
0.00
0.00
6.00
3.66
3.35
0.00
0.00
0.00
0.00
0.00
3.05
0.00
0.00
0.00
C7-
C8
0.30
0.34
6.00
2.55
15.3
06.
328.
126.
006.
009.
006.
329.
020.
000.
000.
003.
055.
4051
.17
73.0
8C
8-C
90.
300.
347.
002.
5517
.85
6.82
8.62
7.00
6.00
12.0
06.
829.
520.
000.
000.
003.
056.
4060
.64
103.
44C
9-C
100.
300.
346.
002.
5515
.30
6.32
8.12
6.00
6.00
9.00
6.32
9.02
0.00
0.00
0.00
3.05
5.40
51.1
773
.08
C10
-C11
0.30
0.34
6.00
2.55
15.3
06.
328.
126.
006.
009.
000.
000.
000.
000.
000.
003.
050.
000.
0073
.08
A1-
B1
0.30
0.34
6.00
2.55
15.3
06.
329.
020.
000.
002.
046.
828.
626.
004.
208.
193.
055.
1048
.32
89.0
0
Dim
. Of S
lab1
Dim
. Of S
lab2
Load
cal
cula
tion
of se
cond
floo
rK
N/m
3
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
(Tab
le40
)
Beam
BD
LD
ead
Load
beam
load
Load
from
Sla
b1Lo
ad fr
om S
lab1
Are
aLo
ad fr
om S
lab2
Load
from
Sla
b2A
rea
heig
htle
ngth
Load
due
to
Load
on
Beam
mm
mK
N/m
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
9 in
ch w
alls
KN
/m
A2-
B2
0.30
0.34
6.00
2.55
15.3
06.
828.
626.
004.
208.
196.
828.
626.
006.
009.
003.
050.
000.
0014
8.18
A3-
B3
0.30
0.34
6.00
2.55
15.3
06.
828.
626.
006.
009.
006.
829.
526.
006.
009.
003.
050.
000.
0016
3.27
A4-
B4
0.30
0.34
6.00
2.55
15.3
06.
829.
526.
006.
009.
006.
829.
527.
006.
009.
003.
055.
1048
.32
171.
37A
5-B
50.
300.
346.
002.
5515
.30
6.82
9.52
7.00
6.00
9.00
6.82
8.62
6.00
6.00
9.00
3.05
5.10
48.3
216
3.27
A6-
B6
0.30
0.34
6.00
2.55
15.3
06.
828.
626.
006.
009.
006.
828.
626.
003.
667.
633.
050.
000.
0014
3.37
A7-
B7
0.30
0.34
6.00
2.55
15.3
06.
828.
626.
003.
667.
636.
828.
626.
006.
009.
003.
050.
000.
0014
3.37
A8-
B8
0.30
0.34
6.00
2.55
15.3
06.
828.
626.
006.
009.
006.
829.
527.
006.
009.
003.
055.
1048
.32
163.
27A
9-B
90.
300.
346.
002.
5515
.30
6.82
9.52
7.00
6.00
9.00
6.82
8.62
6.00
6.00
9.00
3.05
5.10
48.3
216
3.27
A10
-B10
0.30
0.34
6.00
2.55
15.3
06.
828.
626.
006.
009.
006.
828.
626.
006.
009.
003.
055.
1048
.32
155.
17A
11-B
110.
300.
346.
002.
5515
.30
6.82
8.62
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
3.05
0.00
0.00
77.5
8B
1-C
10.
300.
340.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
003.
050.
000.
000.
00B
2-C
20.
300.
346.
002.
5515
.30
6.82
8.62
0.00
0.00
0.00
6.82
8.62
6.00
6.00
9.00
3.05
0.00
0.00
77.5
8B
3-C
30.
300.
346.
002.
5515
.30
6.82
8.62
6.00
6.00
9.00
6.32
9.02
6.00
6.00
9.00
3.05
0.00
0.00
158.
77B
4-C
40.
300.
346.
002.
5515
.30
6.32
9.02
6.00
6.00
9.00
6.82
8.62
7.00
6.00
9.00
3.05
0.00
0.00
158.
77B
5-C
50.
300.
346.
002.
5515
.30
6.82
8.62
7.00
6.00
9.00
6.32
8.12
6.00
6.00
9.00
3.05
5.10
48.3
215
0.67
B6-
C6
0.30
0.34
6.00
2.55
15.3
06.
328.
126.
006.
009.
000.
000.
000.
000.
000.
003.
055.
1048
.32
73.0
8B
7-C
70.
300.
346.
002.
5515
.30
0.00
0.00
0.00
6.32
8.12
6.00
6.00
9.00
3.05
5.10
48.3
273
.08
B8-
C8
0.30
0.34
6.00
2.55
15.3
06.
328.
126.
006.
009.
006.
828.
627.
006.
009.
003.
055.
1048
.32
150.
67B
9-C
90.
300.
346.
002.
5515
.30
6.82
8.62
7.00
6.00
9.00
6.32
8.12
6.00
6.00
9.00
3.05
0.00
0.00
150.
67B
10-C
100.
300.
346.
002.
5515
.30
6.32
8.12
6.00
6.00
9.00
6.32
8.12
6.00
6.00
9.00
3.05
5.10
48.3
214
6.17
B11
-C11
0.30
0.34
6.00
2.55
15.3
06.
328.
126.
006.
009.
000.
000.
000.
003.
050.
000.
0073
.08
Dim
. Of S
lab1
Dim
. Of S
lab2
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Uni
t Wei
ghts
Con
cret
e25
KN
/m3
Thic
knes
s of
Mar
ble
0.02
5m
Mar
ble
26.7
KN
/m3
Plas
ter
0.02
mPl
aste
r20
.4K
N/m
3Ti
le0.
025
mTi
le(2
5mm
)6
KN
/m3
Inne
r Pla
ster
0.01
2m
Slab
Thic
knes
sD
ead
Load
Plas
ter
Parti
tion
wal
lsM
arbl
eIn
ner P
last
erTo
tal l
oad
Live
Loa
dR
educ
edTo
tal L
oad
Rem
arks
mK
N/m
2K
N/m
2K
N/m
2K
N/m
2K
N/m
2(w
ithou
t L.L
)K
N/m
2LL
(With
L.L
)(F
or li
ve lo
ad)
Circ
ular
-A1-
B1
0.16
4.00
0.41
1.00
0.67
0.24
6.32
3.00
2.40
8.72
Bal
cony
A1-
A2-
B1-
B2
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.60
8.42
Bed
Roo
ms
A2-
A3-
B2-
B3
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.60
8.42
Kitc
hen
and
Din
ing
A3-
A4-
B3-
B4
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.60
8.42
Stor
e &
Cor
ridor
sA
4-A
5-B
4-B
50.
164.
000.
411.
500.
670.
246.
823.
002.
409.
22St
airc
ase
A5-
A6-
B5-
B6
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.60
8.42
Kitc
hen
and
Din
ing
A6-
A7-
B6-
B7
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.60
8.42
Kitc
hen
and
Din
ing
A7-
A8-
B7-
B8
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.60
8.42
Kitc
hen
and
Din
ing
A8-
A9-
B8-
B9
0.16
4.00
0.41
1.50
0.67
0.24
6.82
3.00
2.40
9.22
Stor
e &
Cor
ridor
sA
9-A
10-B
9-B
100.
164.
000.
411.
500.
670.
246.
822.
001.
608.
42K
itche
n an
d D
inin
gA
10-A
11-B
10-B
110.
164.
000.
411.
500.
670.
246.
822.
001.
608.
42N
orm
al R
oom
B1-
B2-
C2
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.60
8.42
Toile
t/Bat
hroo
mB
2-B
3-C
2-C
30.
164.
000.
411.
500.
670.
246.
822.
001.
608.
42B
ed R
oom
sB
3-B
4-C
3-C
40.
164.
000.
411.
000.
670.
246.
323
2.40
8.72
Stor
e B
4-B
5-C
4-C
50.
164.
000.
411.
500.
670.
246.
822.
001.
608.
42K
itche
n an
d D
inin
gB
5-B
6-C
5-C
60.
164.
000.
411.
000.
670.
246.
322.
001.
607.
92B
ed R
oom
s & W
/CB
6-B
7-C
6-C
70.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00V
oid
B7-
B8-
C7-
C8
0.16
4.00
0.41
1.00
0.67
0.24
6.32
2.00
1.60
7.92
Bed
Roo
ms &
W/C
B8-
B9-
C8-
C9
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.60
8.42
Kitc
hen
and
Din
ing
B9-
B10
-C9-
C10
0.16
4.00
0.41
1.00
0.67
0.24
6.32
2.00
1.60
7.92
Bed
room
s & W
/CB
10-B
11-C
10-C
110.
164.
000.
411.
000.
670.
246.
322.
001.
607.
92B
ed R
oom
sC
2-C
3-D
2-D
30.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
3-C
4-D
3-D
40.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
4-C
5-D
4-D
50.
164.
000.
411.
000.
670.
246.
323.
002.
408.
72B
alco
ny(c
antil
ever
)C
5-C
6-D
5-D
60.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
6-C
7-D
6-D
70.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
7-C
8-D
7-D
80.
164.
000.
411.
000.
670.
246.
323.
002.
408.
72B
alco
ny(c
antil
ever
)C
8-C
9-D
8-D
90.
164.
000.
411.
500.
670.
246.
822.
001.
608.
42C
antil
ever
C9-
C10
-D9-
D10
0.16
4.00
0.41
1.00
0.67
0.24
6.32
2.00
1.60
7.92
Can
tilev
erC
10-C
11-D
10-D
110.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
ab
Third
Flo
or
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Uni
t Wt.C
onc.
25
Beam
BD
LD
ead
Load
beam
load
Load
from
Sla
b1Lo
ad fr
om S
lab1
Are
aLo
ad fr
om S
lab2
Load
from
Sla
b2A
rea
heig
htle
ngth
Load
due
to
Load
on
Beam
mm
mK
N/m
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
9 in
ch w
alls
KN
/m
Cir-
A1
0.30
0.34
2.00
2.55
5.10
8.72
0.67
0.00
0.00
3.05
0.00
0.00
5.84
A1-
A2
0.30
0.34
4.20
2.55
10.7
10.
000.
000.
000.
000.
006.
828.
426.
004.
204.
413.
053.
6034
.11
37.1
3A
2-A
30.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
8.42
6.00
6.00
9.00
3.05
5.40
51.1
775
.78
A3-
A4
0.30
0.34
6.00
2.55
15.3
00.
000.
000.
000.
000.
006.
828.
426.
006.
009.
003.
055.
4051
.17
75.7
8A
4-A
50.
300.
347.
002.
5517
.85
0.00
0.00
0.00
0.00
0.00
6.82
9.22
7.00
6.00
12.0
03.
056.
4060
.64
110.
64A
5-A
60.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
8.42
6.00
6.00
9.00
3.05
0.00
0.00
75.7
8A
6-A
70.
300.
343.
662.
559.
330.
000.
000.
000.
000.
006.
828.
420.
000.
000.
003.
050.
000.
000.
00A
7-A
80.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
8.42
6.00
6.00
9.00
3.05
5.40
51.1
775
.78
A8-
A9
0.30
0.34
7.00
2.55
17.8
50.
000.
000.
000.
000.
006.
829.
227.
006.
0012
.00
3.05
6.40
60.6
411
0.64
A9-
A10
0.30
0.34
6.00
2.55
15.3
00.
000.
000.
000.
000.
006.
828.
426.
006.
009.
003.
055.
4051
.17
75.7
8A
10-A
110.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
8.42
6.00
6.00
9.00
3.05
5.40
51.1
775
.78
Cir-
B1
0.30
0.34
4.80
2.55
12.2
48.
721.
650.
003.
054.
2039
.80
14.3
9B
1-B
20.
300.
344.
202.
5510
.71
6.82
8.42
6.00
4.20
4.41
6.82
8.42
6.00
4.20
4.41
3.05
3.60
34.1
174
.27
B2-
B3
0.30
0.34
6.00
2.55
15.3
06.
828.
426.
006.
009.
006.
828.
426.
006.
009.
003.
050.
000.
0015
1.57
B3-
B4
0.30
0.34
6.00
2.55
15.3
06.
828.
426.
006.
009.
006.
328.
726.
006.
009.
003.
050.
000.
0015
4.27
B4-
B5
0.30
0.34
7.00
2.55
17.8
56.
829.
227.
006.
0012
.00
6.82
8.42
7.00
6.00
12.0
03.
056.
4060
.64
211.
69B
5-B
60.
300.
346.
002.
5515
.30
6.82
8.42
6.00
6.00
9.00
6.32
7.92
6.00
6.00
9.00
3.05
5.40
51.1
714
7.07
B6-
B7
0.30
0.34
3.66
2.55
9.33
6.82
8.42
6.00
3.66
3.35
0.00
0.00
6.00
3.66
3.35
3.05
0.00
0.00
28.2
0B
7-B
80.
300.
346.
002.
5515
.30
6.82
8.42
6.00
6.00
9.00
6.32
7.92
6.00
6.00
9.00
3.05
5.40
51.1
714
7.07
B8-
B9
0.30
0.34
7.00
2.55
17.8
56.
829.
227.
006.
0012
.00
6.82
8.42
7.00
6.00
12.0
03.
050.
000.
0021
1.69
B9-
B10
0.30
0.34
6.00
2.55
15.3
06.
828.
426.
006.
009.
006.
327.
926.
006.
009.
003.
055.
4051
.17
147.
07B
10-B
110.
300.
346.
002.
5515
.30
6.82
8.42
6.00
6.00
9.00
6.32
7.92
6.00
6.00
9.00
3.05
5.40
51.1
714
7.07
C1-
C2
0.30
0.34
0.00
2.55
0.00
0.00
0.00
3.05
0.00
0.00
0.00
C2-
C3
0.30
0.34
6.00
2.55
15.3
06.
828.
426.
006.
009.
000.
000.
000.
000.
000.
003.
050.
000.
0075
.78
C3-
C4
0.30
0.34
6.00
2.55
15.3
06.
328.
726.
006.
009.
000.
000.
000.
000.
000.
003.
055.
4051
.17
78.4
8C
4-C
50.
300.
347.
002.
5517
.85
6.82
8.42
7.00
6.00
12.0
06.
328.
720.
000.
000.
003.
056.
4060
.64
101.
04C
5-C
60.
300.
346.
002.
5515
.30
6.32
7.92
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
3.05
5.40
51.1
771
.28
C6-
C7
0.30
0.34
3.66
2.55
9.33
0.00
0.00
6.00
3.66
3.35
0.00
0.00
0.00
0.00
0.00
3.05
0.00
0.00
0.00
C7-
C8
0.30
0.34
6.00
2.55
15.3
06.
327.
926.
006.
009.
006.
328.
720.
000.
000.
003.
055.
4051
.17
71.2
8C
8-C
90.
300.
347.
002.
5517
.85
6.82
8.42
7.00
6.00
12.0
06.
828.
420.
000.
000.
003.
056.
4060
.64
101.
04C
9-C
100.
300.
346.
002.
5515
.30
6.32
7.92
6.00
6.00
9.00
6.32
7.92
0.00
0.00
0.00
3.05
5.40
51.1
771
.28
C10
-C11
0.30
0.34
6.00
2.55
15.3
06.
327.
926.
006.
009.
000.
000.
000.
000.
000.
003.
050.
000.
0071
.28
A1-
B1
0.30
0.34
6.00
2.55
15.3
06.
328.
720.
000.
002.
046.
828.
426.
004.
208.
193.
055.
1048
.32
86.7
5
Dim
. Of S
lab1
Dim
. Of S
lab2
Load
cal
cula
tion
of th
ird fl
oor
KN
/m3
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
(Tab
le41
)
Beam
BD
LD
ead
Load
beam
load
Load
from
Sla
b1Lo
ad fr
om S
lab1
Are
aLo
ad fr
om S
lab2
Load
from
Sla
b2A
rea
heig
htle
ngth
Load
due
to
Load
on
Beam
mm
mK
N/m
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
9 in
ch w
alls
KN
/m
A2-
B2
0.30
0.34
6.00
2.55
15.3
06.
828.
426.
004.
208.
196.
828.
426.
006.
009.
003.
050.
000.
0014
4.74
A3-
B3
0.30
0.34
6.00
2.55
15.3
06.
828.
426.
006.
009.
006.
828.
426.
006.
009.
003.
050.
000.
0015
1.57
A4-
B4
0.30
0.34
6.00
2.55
15.3
06.
828.
426.
006.
009.
006.
829.
227.
006.
009.
003.
055.
1048
.32
158.
77A
5-B
50.
300.
346.
002.
5515
.30
6.82
9.22
7.00
6.00
9.00
6.82
8.42
6.00
6.00
9.00
3.05
5.10
48.3
215
8.77
A6-
B6
0.30
0.34
6.00
2.55
15.3
06.
828.
426.
006.
009.
006.
828.
426.
003.
667.
633.
050.
000.
0014
0.04
A7-
B7
0.30
0.34
6.00
2.55
15.3
06.
828.
426.
003.
667.
636.
828.
426.
006.
009.
003.
050.
000.
0014
0.04
A8-
B8
0.30
0.34
6.00
2.55
15.3
06.
828.
426.
006.
009.
006.
829.
227.
006.
009.
003.
055.
1048
.32
158.
77A
9-B
90.
300.
346.
002.
5515
.30
6.82
9.22
7.00
6.00
9.00
6.82
8.42
6.00
6.00
9.00
3.05
5.10
48.3
215
8.77
A10
-B10
0.30
0.34
6.00
2.55
15.3
06.
828.
426.
006.
009.
006.
828.
426.
006.
009.
003.
055.
1048
.32
151.
57A
11-B
110.
300.
346.
002.
5515
.30
6.82
8.42
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
3.05
0.00
0.00
75.7
8B
1-C
10.
300.
340.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
003.
050.
000.
000.
00B
2-C
20.
300.
346.
002.
5515
.30
6.82
8.42
0.00
0.00
0.00
6.82
8.42
6.00
6.00
9.00
3.05
0.00
0.00
75.7
8B
3-C
30.
300.
346.
002.
5515
.30
6.82
8.42
6.00
6.00
9.00
6.32
8.72
6.00
6.00
9.00
3.05
0.00
0.00
154.
27B
4-C
40.
300.
346.
002.
5515
.30
6.32
8.72
6.00
6.00
9.00
6.82
8.42
7.00
6.00
9.00
3.05
0.00
0.00
154.
27B
5-C
50.
300.
346.
002.
5515
.30
6.82
8.42
7.00
6.00
9.00
6.32
7.92
6.00
6.00
9.00
3.05
5.10
48.3
214
7.07
B6-
C6
0.30
0.34
6.00
2.55
15.3
06.
327.
926.
006.
009.
000.
000.
000.
000.
000.
003.
055.
1048
.32
71.2
8B
7-C
70.
300.
346.
002.
5515
.30
0.00
0.00
0.00
6.32
7.92
6.00
6.00
9.00
3.05
5.10
48.3
271
.28
B8-
C8
0.30
0.34
6.00
2.55
15.3
06.
327.
926.
006.
009.
006.
828.
427.
006.
009.
003.
055.
1048
.32
147.
07B
9-C
90.
300.
346.
002.
5515
.30
6.82
8.42
7.00
6.00
9.00
6.32
7.92
6.00
6.00
9.00
3.05
0.00
0.00
147.
07B
10-C
100.
300.
346.
002.
5515
.30
6.32
7.92
6.00
6.00
9.00
6.32
7.92
6.00
6.00
9.00
3.05
5.10
48.3
214
2.57
B11
-C11
0.30
0.34
6.00
2.55
15.3
06.
327.
926.
006.
009.
000.
000.
000.
000.
000.
003.
050.
000.
0071
.28
Dim
. Of S
lab2
Dim
. Of S
lab1
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Uni
t Wei
ghts
Con
cret
e25
KN
/m3
Thic
knes
s of
Mar
ble
0.02
5m
Mar
ble
26.7
KN
/m3
Plas
ter
0.02
mPl
aste
r20
.4K
N/m
3Ti
le0.
025
mTi
le(2
5mm
)6
KN
/m3
Inne
r Pla
ster
0.01
2m
Slab
Thic
knes
sD
ead
Load
Plas
ter
Parti
tion
wal
lsM
arbl
eIn
ner P
last
erTo
tal l
oad
Live
Loa
dR
educ
edTo
tal L
oad
Rem
arks
mK
N/m
2K
N/m
2K
N/m
2K
N/m
2K
N/m
2(w
ithou
t L.L
)K
N/m
2LL
(With
L.L
)(F
or li
ve lo
ad)
Circ
ular
-A1-
B1
0.16
4.00
0.41
1.00
0.67
0.24
6.32
3.00
2.10
8.42
Bal
cony
A1-
A2-
B1-
B2
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.40
8.22
Bed
Roo
ms
A2-
A3-
B2-
B3
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.40
8.22
Kitc
hen
and
Din
ing
A3-
A4-
B3-
B4
0.16
4.00
0.41
1.50
0.67
0.24
6.82
3.00
2.10
8.92
Stor
e &
Cor
ridor
sA
4-A
5-B
4-B
50.
164.
000.
411.
500.
670.
246.
823.
002.
108.
92St
airc
ase
A5-
A6-
B5-
B6
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.40
8.22
Kitc
hen
and
Din
ing
A6-
A7-
B6-
B7
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.40
8.22
Kitc
hen
and
Din
ing
A7-
A8-
B7-
B8
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.40
8.22
Kitc
hen
and
Din
ing
A8-
A9-
B8-
B9
0.16
4.00
0.41
1.50
0.67
0.24
6.82
3.00
2.10
8.92
Stor
e &
Cor
ridor
sA
9-A
10-B
9-B
100.
164.
000.
411.
500.
670.
246.
822.
001.
408.
22K
itche
n an
d D
inin
gA
10-A
11-B
10-B
110.
164.
000.
411.
500.
670.
246.
822.
001.
408.
22N
orm
al R
oom
B1-
B2-
C2
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.40
8.22
Toile
t/Bat
hroo
mB
2-B
3-C
2-C
30.
164.
000.
411.
500.
670.
246.
822.
001.
408.
22B
ed R
oom
sB
3-B
4-C
3-C
40.
164.
000.
411.
000.
670.
246.
323
2.10
8.42
Stor
e B
4-B
5-C
4-C
50.
164.
000.
411.
500.
670.
246.
822.
001.
408.
22K
itche
n an
d D
inin
gB
5-B
6-C
5-C
60.
164.
000.
411.
000.
670.
246.
322.
001.
407.
72B
ed R
oom
s & W
/CB
6-B
7-C
6-C
70.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00V
oid
B7-
B8-
C7-
C8
0.16
4.00
0.41
1.00
0.67
0.24
6.32
2.00
1.40
7.72
Bed
Roo
ms &
W/C
B8-
B9-
C8-
C9
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.40
8.22
Kitc
hen
and
Din
ing
B9-
B10
-C9-
C10
0.16
4.00
0.41
1.00
0.67
0.24
6.32
2.00
1.40
7.72
Bed
room
s & W
/CB
10-B
11-C
10-C
110.
164.
000.
411.
000.
670.
246.
322.
001.
407.
72B
ed R
oom
sC
2-C
3-D
2-D
30.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
3-C
4-D
3-D
40.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
4-C
5-D
4-D
50.
164.
000.
411.
000.
670.
246.
323.
002.
108.
42B
alco
ny(c
antil
ever
)C
5-C
6-D
5-D
60.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
6-C
7-D
6-D
70.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
7-C
8-D
7-D
80.
164.
000.
411.
000.
670.
246.
323.
002.
108.
42B
alco
ny(c
antil
ever
)C
8-C
9-D
8-D
90.
164.
000.
411.
500.
670.
246.
822.
001.
408.
22C
antil
ever
C9-
C10
-D9-
D10
0.16
4.00
0.41
1.00
0.67
0.24
6.32
2.00
1.40
7.72
Can
tilev
erC
10-C
11-D
10-D
110.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
ab
Four
th F
loor
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Uni
t Wt.C
onc.
25
Beam
BD
LD
ead
Load
beam
load
Load
from
Sla
b1Lo
ad fr
om S
lab1
Are
aLo
ad fr
om S
lab2
Load
from
Sla
b2A
rea
heig
htle
ngth
Load
due
to
Load
on
Beam
mm
mK
N/m
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
9 in
ch w
alls
KN
/m
Cir-
A1
0.30
0.34
2.00
2.55
5.10
8.42
0.67
0.00
0.00
3.05
0.00
0.00
5.64
A1-
A2
0.30
0.34
4.20
2.55
10.7
10.
000.
000.
000.
000.
006.
828.
226.
004.
204.
413.
053.
6034
.11
36.2
5A
2-A
30.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
8.22
6.00
6.00
9.00
3.05
5.40
51.1
773
.98
A3-
A4
0.30
0.34
6.00
2.55
15.3
00.
000.
000.
000.
000.
006.
828.
926.
006.
009.
003.
055.
4051
.17
80.2
8A
4-A
50.
300.
347.
002.
5517
.85
0.00
0.00
0.00
0.00
0.00
6.82
8.92
7.00
6.00
12.0
03.
056.
4060
.64
107.
04A
5-A
60.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
8.22
6.00
6.00
9.00
3.05
0.00
0.00
73.9
8A
6-A
70.
300.
343.
662.
559.
330.
000.
000.
000.
000.
006.
828.
220.
000.
000.
003.
050.
000.
000.
00A
7-A
80.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
8.22
6.00
6.00
9.00
3.05
5.40
51.1
773
.98
A8-
A9
0.30
0.34
7.00
2.55
17.8
50.
000.
000.
000.
000.
006.
828.
927.
006.
0012
.00
3.05
6.40
60.6
410
7.04
A9-
A10
0.30
0.34
6.00
2.55
15.3
00.
000.
000.
000.
000.
006.
828.
226.
006.
009.
003.
055.
4051
.17
73.9
8A
10-A
110.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
8.22
6.00
6.00
9.00
3.05
5.40
51.1
773
.98
Cir-
B1
0.30
0.34
4.80
2.55
12.2
48.
421.
650.
003.
054.
2039
.80
13.8
9B
1-B
20.
300.
344.
202.
5510
.71
6.82
8.22
6.00
4.20
4.41
6.82
8.22
6.00
4.20
4.41
3.05
3.60
34.1
172
.50
B2-
B3
0.30
0.34
6.00
2.55
15.3
06.
828.
226.
006.
009.
006.
828.
226.
006.
009.
003.
050.
000.
0014
7.97
B3-
B4
0.30
0.34
6.00
2.55
15.3
06.
828.
926.
006.
009.
006.
328.
426.
006.
009.
003.
050.
000.
0015
6.07
B4-
B5
0.30
0.34
7.00
2.55
17.8
56.
828.
927.
006.
0012
.00
6.82
8.22
7.00
6.00
12.0
03.
056.
4060
.64
205.
69B
5-B
60.
300.
346.
002.
5515
.30
6.82
8.22
6.00
6.00
9.00
6.32
7.72
6.00
6.00
9.00
3.05
5.40
51.1
714
3.47
B6-
B7
0.30
0.34
3.66
2.55
9.33
6.82
8.22
6.00
3.66
3.35
0.00
0.00
6.00
3.66
3.35
3.05
0.00
0.00
27.5
3B
7-B
80.
300.
346.
002.
5515
.30
6.82
8.22
6.00
6.00
9.00
6.32
7.72
6.00
6.00
9.00
3.05
5.40
51.1
714
3.47
B8-
B9
0.30
0.34
7.00
2.55
17.8
56.
828.
927.
006.
0012
.00
6.82
8.22
7.00
6.00
12.0
03.
050.
000.
0020
5.69
B9-
B10
0.30
0.34
6.00
2.55
15.3
06.
828.
226.
006.
009.
006.
327.
726.
006.
009.
003.
055.
4051
.17
143.
47B
10-B
110.
300.
346.
002.
5515
.30
6.82
8.22
6.00
6.00
9.00
6.32
7.72
6.00
6.00
9.00
3.05
5.40
51.1
714
3.47
C1-
C2
0.30
0.34
0.00
2.55
0.00
0.00
0.00
3.05
0.00
0.00
0.00
C2-
C3
0.30
0.34
6.00
2.55
15.3
06.
828.
226.
006.
009.
000.
000.
000.
000.
000.
003.
050.
000.
0073
.98
C3-
C4
0.30
0.34
6.00
2.55
15.3
06.
328.
426.
006.
009.
000.
000.
000.
000.
000.
003.
055.
4051
.17
75.7
8C
4-C
50.
300.
347.
002.
5517
.85
6.82
8.22
7.00
6.00
12.0
06.
328.
420.
000.
000.
003.
056.
4060
.64
98.6
4C
5-C
60.
300.
346.
002.
5515
.30
6.32
7.72
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
3.05
5.40
51.1
769
.48
C6-
C7
0.30
0.34
3.66
2.55
9.33
0.00
0.00
6.00
3.66
3.35
0.00
0.00
0.00
0.00
0.00
3.05
0.00
0.00
0.00
C7-
C8
0.30
0.34
6.00
2.55
15.3
06.
327.
726.
006.
009.
006.
328.
420.
000.
000.
003.
055.
4051
.17
69.4
8C
8-C
90.
300.
347.
002.
5517
.85
6.82
8.22
7.00
6.00
12.0
06.
828.
220.
000.
000.
003.
056.
4060
.64
98.6
4C
9-C
100.
300.
346.
002.
5515
.30
6.32
7.72
6.00
6.00
9.00
6.32
7.72
0.00
0.00
0.00
3.05
5.40
51.1
769
.48
C10
-C11
0.30
0.34
6.00
2.55
15.3
06.
327.
726.
006.
009.
000.
000.
000.
000.
000.
003.
050.
000.
0069
.48
A1-
B1
0.30
0.34
6.00
2.55
15.3
06.
328.
420.
000.
002.
046.
828.
226.
004.
208.
193.
055.
1048
.32
84.5
0
Dim
. Of S
lab1
Dim
. Of S
lab2
Load
cal
cula
tion
of fo
urth
floo
rK
N/m
3
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
(Tab
le42
)
Beam
BD
LD
ead
Load
beam
load
Load
from
Sla
b1Lo
ad fr
om S
lab1
Are
aLo
ad fr
om S
lab2
Load
from
Sla
b2A
rea
heig
htle
ngth
Load
due
to
Load
on
Beam
mm
mK
N/m
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
9 in
ch w
alls
KN
/m
A2-
B2
0.30
0.34
6.00
2.55
15.3
06.
828.
226.
004.
208.
196.
828.
226.
006.
009.
003.
050.
000.
0014
1.31
A3-
B3
0.30
0.34
6.00
2.55
15.3
06.
828.
226.
006.
009.
006.
828.
926.
006.
009.
003.
050.
000.
0015
4.27
A4-
B4
0.30
0.34
6.00
2.55
15.3
06.
828.
926.
006.
009.
006.
828.
927.
006.
009.
003.
055.
1048
.32
160.
57A
5-B
50.
300.
346.
002.
5515
.30
6.82
8.92
7.00
6.00
9.00
6.82
8.22
6.00
6.00
9.00
3.05
5.10
48.3
215
4.27
A6-
B6
0.30
0.34
6.00
2.55
15.3
06.
828.
226.
006.
009.
006.
828.
226.
003.
667.
633.
050.
000.
0013
6.71
A7-
B7
0.30
0.34
6.00
2.55
15.3
06.
828.
226.
003.
667.
636.
828.
226.
006.
009.
003.
050.
000.
0013
6.71
A8-
B8
0.30
0.34
6.00
2.55
15.3
06.
828.
226.
006.
009.
006.
828.
927.
006.
009.
003.
055.
1048
.32
154.
27A
9-B
90.
300.
346.
002.
5515
.30
6.82
8.92
7.00
6.00
9.00
6.82
8.22
6.00
6.00
9.00
3.05
5.10
48.3
215
4.27
A10
-B10
0.30
0.34
6.00
2.55
15.3
06.
828.
226.
006.
009.
006.
828.
226.
006.
009.
003.
055.
1048
.32
147.
97A
11-B
110.
300.
346.
002.
5515
.30
6.82
8.22
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
3.05
0.00
0.00
73.9
8B
1-C
10.
300.
340.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
003.
050.
000.
000.
00B
2-C
20.
300.
346.
002.
5515
.30
6.82
8.22
0.00
0.00
0.00
6.82
8.22
6.00
6.00
9.00
3.05
0.00
0.00
73.9
8B
3-C
30.
300.
346.
002.
5515
.30
6.82
8.22
6.00
6.00
9.00
6.32
8.42
6.00
6.00
9.00
3.05
0.00
0.00
149.
77B
4-C
40.
300.
346.
002.
5515
.30
6.32
8.42
6.00
6.00
9.00
6.82
8.22
7.00
6.00
9.00
3.05
0.00
0.00
149.
77B
5-C
50.
300.
346.
002.
5515
.30
6.82
8.22
7.00
6.00
9.00
6.32
7.72
6.00
6.00
9.00
3.05
5.10
48.3
214
3.47
B6-
C6
0.30
0.34
6.00
2.55
15.3
06.
327.
726.
006.
009.
000.
000.
000.
000.
000.
003.
055.
1048
.32
69.4
8B
7-C
70.
300.
346.
002.
5515
.30
0.00
0.00
0.00
6.32
7.72
6.00
6.00
9.00
3.05
5.10
48.3
269
.48
B8-
C8
0.30
0.34
6.00
2.55
15.3
06.
327.
726.
006.
009.
006.
828.
227.
006.
009.
003.
055.
1048
.32
143.
47B
9-C
90.
300.
346.
002.
5515
.30
6.82
8.22
7.00
6.00
9.00
6.32
7.72
6.00
6.00
9.00
3.05
0.00
0.00
143.
47B
10-C
100.
300.
346.
002.
5515
.30
6.32
7.72
6.00
6.00
9.00
6.32
7.72
6.00
6.00
9.00
3.05
5.10
48.3
213
8.97
B11
-C11
0.30
0.34
6.00
2.55
15.3
06.
327.
726.
006.
009.
000.
000.
000.
003.
050.
000.
0069
.48
Dim
. Of S
lab2
Dim
. Of S
lab1
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Uni
t Wei
ghts
Con
cret
e25
KN
/m3
Thic
knes
s of
Mar
ble
0.02
5m
Mar
ble
26.7
KN
/m3
Plas
ter
0.02
mPl
aste
r20
.4K
N/m
3Ti
le0.
025
mTi
le(2
5mm
)6
KN
/m3
Inne
r Pla
ster
0.01
2m
Slab
Thic
knes
sD
ead
Load
Plas
ter
Parti
tion
wal
lsM
arbl
eIn
ner P
last
erTo
tal l
oad
Live
Loa
dR
educ
edTo
tal L
oad
Rem
arks
mK
N/m
2K
N/m
2K
N/m
2K
N/m
2K
N/m
2(w
ithou
t L.L
)K
N/m
2LL
(With
L.L
)(F
or li
ve lo
ad)
Circ
ular
-A1-
B1
0.16
4.00
0.41
1.00
0.67
0.24
6.32
3.00
1.80
8.12
Bal
cony
A1-
A2-
B1-
B2
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.20
8.02
Bed
Roo
ms
A2-
A3-
B2-
B3
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.20
8.02
Kitc
hen
and
Din
ing
A3-
A4-
B3-
B4
0.16
4.00
0.41
1.50
0.67
0.24
6.82
3.00
1.80
8.62
Stor
e &
Cor
ridor
sA
4-A
5-B
4-B
50.
164.
000.
411.
500.
670.
246.
823.
001.
808.
62St
airc
ase
A5-
A6-
B5-
B6
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.20
8.02
Kitc
hen
and
Din
ing
A6-
A7-
B6-
B7
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.20
8.02
Kitc
hen
and
Din
ing
A7-
A8-
B7-
B8
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.20
8.02
Kitc
hen
and
Din
ing
A8-
A9-
B8-
B9
0.16
4.00
0.41
1.50
0.67
0.24
6.82
3.00
1.80
8.62
Stor
e &
Cor
ridor
sA
9-A
10-B
9-B
100.
164.
000.
411.
500.
670.
246.
822.
001.
208.
02K
itche
n an
d D
inin
gA
10-A
11-B
10-B
110.
164.
000.
411.
500.
670.
246.
822.
001.
208.
02N
orm
al R
oom
B1-
B2-
C2
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.20
8.02
Toile
t/Bat
hroo
mB
2-B
3-C
2-C
30.
164.
000.
411.
500.
670.
246.
822.
001.
208.
02B
ed R
oom
sB
3-B
4-C
3-C
40.
164.
000.
411.
000.
670.
246.
323
1.80
8.12
Stor
e B
4-B
5-C
4-C
50.
164.
000.
411.
500.
670.
246.
822.
001.
208.
02K
itche
n an
d D
inin
gB
5-B
6-C
5-C
60.
164.
000.
411.
000.
670.
246.
322.
001.
207.
52B
ed R
oom
s & W
/CB
6-B
7-C
6-C
70.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00V
oid
B7-
B8-
C7-
C8
0.16
4.00
0.41
1.00
0.67
0.24
6.32
2.00
1.20
7.52
Bed
Roo
ms &
W/C
B8-
B9-
C8-
C9
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.20
8.02
Kitc
hen
and
Din
ing
B9-
B10
-C9-
C10
0.16
4.00
0.41
1.00
0.67
0.24
6.32
2.00
1.20
7.52
Bed
room
s & W
/CB
10-B
11-C
10-C
110.
164.
000.
411.
000.
670.
246.
322.
001.
207.
52B
ed R
oom
sC
2-C
3-D
2-D
30.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
3-C
4-D
3-D
40.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
4-C
5-D
4-D
50.
164.
000.
411.
000.
670.
246.
323.
001.
808.
12B
alco
ny(c
antil
ever
)C
5-C
6-D
5-D
60.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
6-C
7-D
6-D
70.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
7-C
8-D
7-D
80.
164.
000.
411.
000.
670.
246.
323.
001.
808.
12B
alco
ny(c
antil
ever
)C
8-C
9-D
8-D
90.
164.
000.
411.
500.
670.
246.
822.
001.
208.
02C
antil
ever
C9-
C10
-D9-
D10
0.16
4.00
0.41
1.00
0.67
0.24
6.32
2.00
1.20
7.52
Can
tilev
erC
10-C
11-D
10-D
110.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
ab
Fifth
Flo
or
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Uni
t Wt.C
onc.
25
Beam
BD
LD
ead
Load
beam
load
Load
from
Sla
b1Lo
ad fr
om S
lab1
Are
aLo
ad fr
om S
lab2
Load
from
Sla
b2A
rea
heig
htle
ngth
Load
due
to
Load
on
Beam
mm
mK
N/m
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
9 in
ch w
alls
KN
/m
Cir-
A1
0.30
0.34
2.00
2.55
5.10
8.12
0.67
0.00
0.00
3.05
0.00
0.00
5.44
A1-
A2
0.30
0.34
4.20
2.55
10.7
10.
000.
000.
000.
000.
006.
828.
026.
004.
204.
413.
053.
6034
.11
35.3
7A
2-A
30.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
8.02
6.00
6.00
9.00
3.05
5.40
51.1
772
.18
A3-
A4
0.30
0.34
6.00
2.55
15.3
00.
000.
000.
000.
000.
006.
828.
626.
006.
009.
003.
055.
4051
.17
77.5
8A
4-A
50.
300.
347.
002.
5517
.85
0.00
0.00
0.00
0.00
0.00
6.82
8.62
7.00
6.00
12.0
03.
056.
4060
.64
103.
44A
5-A
60.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
8.02
6.00
6.00
9.00
3.05
0.00
0.00
72.1
8A
6-A
70.
300.
343.
662.
559.
330.
000.
000.
000.
000.
006.
828.
020.
000.
000.
003.
050.
000.
000.
00A
7-A
80.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
8.02
6.00
6.00
9.00
3.05
5.40
51.1
772
.18
A8-
A9
0.30
0.34
7.00
2.55
17.8
50.
000.
000.
000.
000.
006.
828.
627.
006.
0012
.00
3.05
6.40
60.6
410
3.44
A9-
A10
0.30
0.34
6.00
2.55
15.3
00.
000.
000.
000.
000.
006.
828.
026.
006.
009.
003.
055.
4051
.17
72.1
8A
10-A
110.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
8.02
6.00
6.00
9.00
3.05
5.40
51.1
772
.18
Cir-
B1
0.30
0.34
4.80
2.55
12.2
48.
121.
650.
003.
054.
2039
.80
13.4
0B
1-B
20.
300.
344.
202.
5510
.71
6.82
8.02
6.00
4.20
4.41
6.82
8.02
6.00
4.20
4.41
3.05
3.60
34.1
170
.74
B2-
B3
0.30
0.34
6.00
2.55
15.3
06.
828.
026.
006.
009.
006.
828.
026.
006.
009.
003.
050.
000.
0014
4.37
B3-
B4
0.30
0.34
6.00
2.55
15.3
06.
828.
626.
006.
009.
006.
328.
126.
006.
009.
003.
050.
000.
0015
0.67
B4-
B5
0.30
0.34
7.00
2.55
17.8
56.
828.
627.
006.
0012
.00
6.82
8.02
7.00
6.00
12.0
03.
056.
4060
.64
199.
69B
5-B
60.
300.
346.
002.
5515
.30
6.82
8.02
6.00
6.00
9.00
6.32
7.52
6.00
6.00
9.00
3.05
5.40
51.1
713
9.87
B6-
B7
0.30
0.34
3.66
2.55
9.33
6.82
8.02
6.00
3.66
3.35
0.00
0.00
6.00
3.66
3.35
3.05
0.00
0.00
26.8
6B
7-B
80.
300.
346.
002.
5515
.30
6.82
8.02
6.00
6.00
9.00
6.32
7.52
6.00
6.00
9.00
3.05
5.40
51.1
713
9.87
B8-
B9
0.30
0.34
7.00
2.55
17.8
56.
828.
627.
006.
0012
.00
6.82
8.02
7.00
6.00
12.0
03.
050.
000.
0019
9.69
B9-
B10
0.30
0.34
6.00
2.55
15.3
06.
828.
026.
006.
009.
006.
327.
526.
006.
009.
003.
055.
4051
.17
139.
87B
10-B
110.
300.
346.
002.
5515
.30
6.82
8.02
6.00
6.00
9.00
6.32
7.52
6.00
6.00
9.00
3.05
5.40
51.1
713
9.87
C1-
C2
0.30
0.34
0.00
2.55
0.00
0.00
0.00
3.05
0.00
0.00
0.00
C2-
C3
0.30
0.34
6.00
2.55
15.3
06.
828.
026.
006.
009.
000.
000.
000.
000.
000.
003.
050.
000.
0072
.18
C3-
C4
0.30
0.34
6.00
2.55
15.3
06.
328.
126.
006.
009.
000.
000.
000.
000.
000.
003.
055.
4051
.17
73.0
8C
4-C
50.
300.
347.
002.
5517
.85
6.82
8.02
7.00
6.00
12.0
06.
328.
120.
000.
000.
003.
056.
4060
.64
96.2
4C
5-C
60.
300.
346.
002.
5515
.30
6.32
7.52
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
3.05
5.40
51.1
767
.68
C6-
C7
0.30
0.34
3.66
2.55
9.33
0.00
0.00
6.00
3.66
3.35
0.00
0.00
0.00
0.00
0.00
3.05
0.00
0.00
0.00
C7-
C8
0.30
0.34
6.00
2.55
15.3
06.
327.
526.
006.
009.
006.
328.
120.
000.
000.
003.
055.
4051
.17
67.6
8C
8-C
90.
300.
347.
002.
5517
.85
6.82
8.02
7.00
6.00
12.0
06.
828.
020.
000.
000.
003.
056.
4060
.64
96.2
4C
9-C
100.
300.
346.
002.
5515
.30
6.32
7.52
6.00
6.00
9.00
6.32
7.52
0.00
0.00
0.00
3.05
5.40
51.1
767
.68
C10
-C11
0.30
0.34
6.00
2.55
15.3
06.
327.
526.
006.
009.
000.
000.
000.
000.
000.
003.
050.
000.
0067
.68
A1-
B1
0.30
0.34
6.00
2.55
15.3
06.
328.
120.
000.
002.
046.
828.
026.
004.
208.
193.
055.
1048
.32
82.2
5
Dim
. Of S
lab1
Dim
. Of S
lab2
Load
cal
cula
tion
of fi
fth f
loor
KN
/m3
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
(Tab
le43
)
Beam
BD
LD
ead
Load
beam
load
Load
from
Sla
b1Lo
ad fr
om S
lab1
Are
aLo
ad fr
om S
lab2
Load
from
Sla
b2A
rea
heig
htle
ngth
Load
due
to
Load
on
Beam
mm
mK
N/m
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
9 in
ch w
alls
KN
/m
A2-
B2
0.30
0.34
6.00
2.55
15.3
06.
828.
026.
004.
208.
196.
828.
026.
006.
009.
003.
050.
000.
0013
7.87
A3-
B3
0.30
0.34
6.00
2.55
15.3
06.
828.
026.
006.
009.
006.
828.
626.
006.
009.
003.
050.
000.
0014
9.77
A4-
B4
0.30
0.34
6.00
2.55
15.3
06.
828.
626.
006.
009.
006.
828.
627.
006.
009.
003.
055.
1048
.32
155.
17A
5-B
50.
300.
346.
002.
5515
.30
6.82
8.62
7.00
6.00
9.00
6.82
8.02
6.00
6.00
9.00
3.05
5.10
48.3
214
9.77
A6-
B6
0.30
0.34
6.00
2.55
15.3
06.
828.
026.
006.
009.
006.
828.
026.
003.
667.
633.
050.
000.
0013
3.39
A7-
B7
0.30
0.34
6.00
2.55
15.3
06.
828.
026.
003.
667.
636.
828.
026.
006.
009.
003.
050.
000.
0013
3.39
A8-
B8
0.30
0.34
6.00
2.55
15.3
06.
828.
026.
006.
009.
006.
828.
627.
006.
009.
003.
055.
1048
.32
149.
77A
9-B
90.
300.
346.
002.
5515
.30
6.82
8.62
7.00
6.00
9.00
6.82
8.02
6.00
6.00
9.00
3.05
5.10
48.3
214
9.77
A10
-B10
0.30
0.34
6.00
2.55
15.3
06.
828.
026.
006.
009.
006.
828.
026.
006.
009.
003.
055.
1048
.32
144.
37A
11-B
110.
300.
346.
002.
5515
.30
6.82
8.02
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
3.05
0.00
0.00
72.1
8B
1-C
10.
300.
340.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
000.
003.
050.
000.
000.
00B
2-C
20.
300.
346.
002.
5515
.30
6.82
8.02
0.00
0.00
0.00
6.82
8.02
6.00
6.00
9.00
3.05
0.00
0.00
72.1
8B
3-C
30.
300.
346.
002.
5515
.30
6.82
8.02
6.00
6.00
9.00
6.32
8.12
6.00
6.00
9.00
3.05
0.00
0.00
145.
27B
4-C
40.
300.
346.
002.
5515
.30
6.32
8.12
6.00
6.00
9.00
6.82
8.02
7.00
6.00
9.00
3.05
0.00
0.00
145.
27B
5-C
50.
300.
346.
002.
5515
.30
6.82
8.02
7.00
6.00
9.00
6.32
7.52
6.00
6.00
9.00
3.05
5.10
48.3
213
9.87
B6-
C6
0.30
0.34
6.00
2.55
15.3
06.
327.
526.
006.
009.
000.
000.
000.
000.
000.
003.
055.
1048
.32
67.6
8B
7-C
70.
300.
346.
002.
5515
.30
0.00
0.00
0.00
6.32
7.52
6.00
6.00
9.00
3.05
5.10
48.3
267
.68
B8-
C8
0.30
0.34
6.00
2.55
15.3
06.
327.
526.
006.
009.
006.
828.
027.
006.
009.
003.
055.
1048
.32
139.
87B
9-C
90.
300.
346.
002.
5515
.30
6.82
8.02
7.00
6.00
9.00
6.32
7.52
6.00
6.00
9.00
3.05
0.00
0.00
139.
87B
10-C
100.
300.
346.
002.
5515
.30
6.32
7.52
6.00
6.00
9.00
6.32
7.52
6.00
6.00
9.00
3.05
5.10
48.3
213
5.37
B11
-C11
0.30
0.34
6.00
2.55
15.3
06.
327.
526.
006.
009.
000.
000.
000.
003.
050.
000.
0067
.68
Dim
. Of S
lab2
Dim
. Of S
lab1
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Uni
t Wei
ghts
Con
cret
e25
KN
/m3
Thic
knes
s of
Mar
ble
0.02
5m
Mar
ble
26.7
KN
/m3
Plas
ter
0.02
mPl
aste
r20
.4K
N/m
3Ti
le0.
025
mTi
le(2
5mm
)6
KN
/m3
Inne
r Pla
ster
0.01
2m
Slab
Thic
knes
sD
ead
Load
Plas
ter
Parti
tion
wal
lsM
arbl
eIn
ner P
last
erTo
tal l
oad
Live
Loa
dR
educ
edTo
tal L
oad
Rem
arks
mK
N/m
2K
N/m
2K
N/m
2K
N/m
2K
N/m
2(w
ithou
t L.L
)K
N/m
2LL
(With
L.L
)(F
or li
ve lo
ad)
Circ
ular
-A1-
B1
0.16
4.00
0.41
0.00
0.67
0.24
5.32
1.50
0.75
6.07
Acc
essi
ble
roof
A1-
A2-
B1-
B2
0.16
4.00
0.41
0.00
0.67
0.24
5.32
1.50
0.75
6.07
Acc
essi
ble
roof
A2-
A3-
B2-
B3
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.00
7.82
Bed
Roo
m &
Toi
let
A3-
A4-
B3-
B4
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.00
7.82
Kitc
hen
and
Din
ing
A4-
A5-
B4-
B5
0.16
4.00
0.41
1.50
0.67
0.24
6.82
3.00
1.50
8.32
Stai
rcas
eA
5-A
6-B
5-B
60.
164.
000.
410.
000.
670.
245.
321.
500.
756.
07A
cces
sibl
e ro
ofA
6-A
7-B
6-B
70.
164.
000.
410.
000.
670.
245.
321.
000.
505.
82In
acce
ssib
le R
oof
A7-
A8-
B7-
B8
0.16
4.00
0.41
0.00
0.67
0.24
5.32
1.50
0.75
6.07
Acc
essi
ble
roof
A8-
A9-
B8-
B9
0.16
4.00
0.41
1.50
0.67
0.24
6.82
3.00
1.50
8.32
Stai
rcas
eA
9-A
10-B
9-B
100.
164.
000.
411.
500.
670.
246.
822.
001.
007.
82K
itche
n an
d D
inin
gA
10-A
11-B
10-B
110.
164.
000.
411.
500.
670.
246.
822.
001.
007.
82B
ed R
oom
B1-
B2-
C2
0.16
4.00
0.41
0.00
0.67
0.24
5.32
1.50
0.75
6.07
Acc
essi
ble
roof
B2-
B3-
C2-
C3
0.16
4.00
0.41
0.00
0.67
0.24
5.32
1.50
0.75
6.07
Acc
essi
ble
roof
B3-
B4-
C3-
C4
0.16
4.00
0.41
1.50
0.67
0.24
6.82
21.
007.
82B
ed R
oom
& T
oile
tB
4-B
5-C
4-C
50.
164.
000.
411.
500.
670.
246.
822.
001.
007.
82liv
ing
Roo
m
B5-
B6-
C5-
C6
0.16
4.00
0.41
0.00
0.67
0.24
5.32
1.50
0.75
6.07
Acc
essi
ble
roof
B6-
B7-
C6-
C7
0.16
4.00
0.41
0.00
0.67
0.24
5.32
1.00
0.50
5.82
Inac
cess
ible
Roo
fB
7-B
8-C
7-C
80.
164.
000.
410.
000.
670.
245.
321.
500.
756.
07A
cces
sibl
e ro
ofB
8-B
9-C
8-C
90.
164.
000.
411.
500.
670.
246.
822.
001.
007.
82liv
ing
Roo
m
B9-
B10
-C9-
C10
0.16
4.00
0.41
1.50
0.67
0.24
6.82
2.00
1.00
7.82
Bed
room
s & W
/CB
10-B
11-C
10-C
110.
164.
000.
410.
000.
670.
245.
321.
500.
756.
07A
cces
sibl
e ro
ofC
2-C
3-D
2-D
30.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
3-C
4-D
3-D
40.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
4-C
5-D
4-D
50.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
5-C
6-D
5-D
60.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
6-C
7-D
6-D
70.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
7-C
8-D
7-D
80.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
8-C
9-D
8-D
90.
164.
000.
410.
000.
670.
245.
323.
001.
506.
82B
alco
ny(C
antil
ever
)C
9-C
10-D
9-D
100.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
abC
10-C
11-D
10-D
110.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00N
o sl
ab
Sixt
h Fl
oor
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Uni
t Wt.C
onc.
25
Beam
BD
LD
ead
Load
beam
load
Load
from
Sla
b1Lo
ad fr
om S
lab1
Are
aLo
ad fr
om S
lab2
Load
from
Sla
b2A
rea
heig
htle
ngth
Load
due
to
Load
on
Beam
mm
mK
N/m
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
9 in
ch w
alls
KN
/m
Cir-
A1
0.30
0.34
2.00
2.55
5.10
6.07
0.67
0.00
0.00
0.00
5.44
A1-
A2
0.30
0.34
4.20
2.55
10.7
10.
000.
000.
000.
000.
005.
326.
076.
004.
204.
410.
0035
.37
A2-
A3
0.30
0.34
6.00
2.55
15.3
00.
000.
000.
000.
000.
006.
827.
826.
006.
009.
003.
055.
4051
.17
72.1
8A
3-A
40.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
7.82
6.00
6.00
9.00
5.40
0.00
77.5
8A
4-A
50.
300.
347.
002.
5517
.85
0.00
0.00
0.00
0.00
0.00
6.82
8.32
7.00
6.00
12.0
03.
056.
4060
.64
103.
44A
5-A
60.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
5.32
6.07
6.00
6.00
9.00
5.40
0.00
72.1
8A
6-A
70.
300.
343.
662.
559.
330.
000.
000.
000.
000.
005.
325.
826.
003.
663.
353.
060.
000.
00A
7-A
80.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
5.32
6.07
6.00
6.00
9.00
5.40
0.00
72.1
8A
8-A
90.
300.
347.
002.
5517
.85
0.00
0.00
0.00
0.00
0.00
6.82
8.32
7.00
6.00
12.0
03.
056.
4060
.64
103.
44A
9-A
100.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
7.82
6.00
6.00
9.00
5.40
0.00
72.1
8A
10-A
110.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
7.82
6.00
6.00
9.00
3.05
5.40
51.1
772
.18
Cir-
B1
0.30
0.34
4.80
2.55
12.2
46.
071.
650.
004.
200.
0013
.40
B1-
B2
0.30
0.34
4.20
2.55
10.7
15.
326.
076.
004.
204.
415.
326.
076.
002.
503.
133.
600.
0070
.74
B2-
B3
0.30
0.34
6.00
2.55
15.3
06.
827.
826.
006.
009.
005.
326.
076.
006.
009.
003.
055.
4051
.17
144.
37B
3-B
40.
300.
346.
002.
5515
.30
6.82
7.82
6.00
6.00
9.00
6.82
7.82
6.00
6.00
9.00
5.40
0.00
150.
67B
4-B
50.
300.
347.
002.
5517
.85
6.82
8.32
7.00
6.00
12.0
06.
827.
827.
006.
0012
.00
3.05
6.40
60.6
419
9.69
B5-
B6
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
005.
326.
076.
006.
009.
005.
400.
0013
9.87
B6-
B7
0.30
0.34
3.66
2.55
9.33
5.32
5.82
6.00
3.66
3.35
5.32
5.82
6.00
3.66
3.35
3.06
0.00
26.8
6B
7-B
80.
300.
346.
002.
5515
.30
5.32
6.07
6.00
6.00
9.00
5.32
6.07
6.00
6.00
9.00
5.40
0.00
139.
87B
8-B
90.
300.
347.
002.
5517
.85
6.82
8.32
7.00
6.00
12.0
06.
827.
827.
006.
0012
.00
3.05
6.40
60.6
419
9.69
B9-
B10
0.30
0.34
6.00
2.55
15.3
06.
827.
826.
006.
009.
006.
827.
826.
006.
009.
005.
400.
0013
9.87
B10
-B11
0.30
0.34
6.00
2.55
15.3
06.
827.
826.
006.
009.
005.
326.
076.
006.
009.
003.
055.
4051
.17
139.
87C
1-C
20.
300.
342.
502.
556.
385.
326.
076.
002.
503.
130.
001.
900.
000.
00C
2-C
30.
300.
346.
002.
5515
.30
5.32
6.07
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
5.40
0.00
72.1
8C
3-C
40.
300.
346.
002.
5515
.30
6.82
7.82
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
3.05
5.40
51.1
773
.08
C4-
C5
0.30
0.34
7.00
2.55
17.8
56.
827.
827.
006.
0012
.00
0.00
0.00
0.00
0.00
0.00
3.05
6.40
60.6
496
.24
C5-
C6
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
000.
000.
000.
000.
000.
005.
400.
0067
.68
C6-
C7
0.30
0.34
3.66
2.55
9.33
5.32
5.82
6.00
3.66
3.35
0.00
0.00
0.00
0.00
0.00
3.06
0.00
0.00
C7-
C8
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
000.
000.
000.
000.
000.
005.
400.
0067
.68
C8-
C9
0.30
0.34
7.00
2.55
17.8
56.
827.
827.
006.
0012
.00
5.32
6.82
0.00
0.00
0.00
3.05
6.40
60.6
496
.24
C9-
C10
0.30
0.34
6.00
2.55
15.3
06.
827.
826.
006.
009.
000.
000.
000.
000.
000.
003.
055.
4051
.17
67.6
8C
10-C
110.
300.
346.
002.
5515
.30
5.32
6.07
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
5.40
0.00
67.6
8A
1-B
10.
300.
346.
002.
5515
.30
5.32
6.07
0.00
0.00
2.04
5.32
6.07
6.00
4.20
8.19
5.10
0.00
82.2
5
Dim
. Of S
lab1
Dim
. Of S
lab2
Load
cal
cula
tion
of si
xth
floo
rK
N/m
3
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
(Tab
le44
)
Beam
BD
LD
ead
Load
beam
load
Load
from
Sla
b1Lo
ad fr
om S
lab1
Are
aLo
ad fr
om S
lab2
Load
from
Sla
b2A
rea
heig
htle
ngth
Load
due
to
Load
on
Beam
mm
mK
N/m
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
9 in
ch w
alls
KN
/m
A2-
B2
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
004.
208.
196.
827.
826.
006.
009.
003.
055.
1048
.32
120.
10A
3-B
30.
300.
346.
002.
5515
.30
6.82
7.82
6.00
6.00
9.00
6.82
7.82
6.00
6.00
9.00
3.05
5.10
48.3
214
0.77
A4-
B4
0.30
0.34
6.00
2.55
15.3
06.
827.
826.
006.
009.
006.
828.
327.
006.
009.
003.
055.
1048
.32
145.
27A
5-B
50.
300.
346.
002.
5515
.30
6.82
8.32
7.00
6.00
9.00
5.32
6.07
6.00
6.00
9.00
3.05
5.10
48.3
212
9.52
A6-
B6
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
005.
325.
820.
000.
000.
005.
100.
0054
.63
A7-
B7
0.30
0.34
6.00
2.55
15.3
05.
325.
820.
000.
000.
005.
326.
076.
006.
009.
005.
100.
0054
.63
A8-
B8
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
006.
828.
327.
006.
009.
003.
055.
1048
.32
129.
52A
9-B
90.
300.
346.
002.
5515
.30
6.82
8.32
7.00
6.00
9.00
6.82
7.82
6.00
6.00
9.00
3.05
5.10
48.3
214
5.27
A10
-B10
0.30
0.34
6.00
2.55
15.3
06.
827.
826.
006.
009.
006.
827.
826.
006.
009.
003.
055.
1048
.32
140.
77A
11-B
110.
300.
346.
002.
5515
.30
6.82
7.82
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
3.05
5.10
48.3
270
.38
B1-
C1
0.30
0.34
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
B2-
C2
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
002.
503.
135.
326.
076.
006.
009.
005.
100.
0073
.60
B3-
C3
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
006.
827.
826.
006.
009.
003.
055.
1048
.32
125.
02B
4-C
40.
300.
346.
002.
5515
.30
6.82
7.82
6.00
6.00
9.00
6.82
7.82
7.00
6.00
9.00
5.10
0.00
140.
77B
5-C
50.
300.
346.
002.
5515
.30
6.82
7.82
7.00
6.00
9.00
5.32
6.07
6.00
6.00
9.00
3.05
5.10
48.3
212
5.02
B6-
C6
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
005.
325.
820.
000.
000.
005.
100.
0054
.63
B7-
C7
0.30
0.34
6.00
2.55
15.3
05.
325.
820.
000.
000.
005.
326.
076.
006.
009.
005.
100.
0054
.63
B8-
C8
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
006.
827.
827.
006.
009.
003.
055.
1048
.32
125.
02B
9-C
90.
300.
346.
002.
5515
.30
6.82
7.82
7.00
6.00
9.00
6.82
7.82
6.00
6.00
9.00
5.10
0.00
140.
77B
10-C
100.
300.
346.
002.
5515
.30
6.82
7.82
6.00
6.00
9.00
5.32
6.07
6.00
6.00
9.00
3.05
5.10
48.3
212
5.02
B11
-C11
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
000.
000.
000.
005.
100.
0054
.63
Dim
. Of S
lab2
Dim
. Of S
lab1
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Uni
t Wei
ghts
Con
cret
e25
KN
/m3
Thic
knes
s of
Mar
ble
0.02
5m
Mar
ble
26.7
KN
/m3
Plas
ter
0.02
mPl
aste
r20
.4K
N/m
3Ti
le0.
025
mTi
le(2
5mm
)6
KN
/m3
Inne
r Pla
ster
0.01
2m
Slab
Thic
knes
sD
ead
Load
Plas
ter
Parti
tion
wal
lsM
arbl
eIn
ner P
last
erTo
tal l
oad
Live
Loa
dR
educ
edTo
tal L
oad
mK
N/m
2K
N/m
2K
N/m
2K
N/m
2K
N/m
2(w
ithou
t L.L
)K
N/m
2LL
(With
L.L
)C
ircul
ar-A
1-B
10.
000.
000.
000.
000.
000.
001.
500.
750.
75A
1-A
2-B
1-B
20.
000.
000.
000.
000.
000.
000.
000.
000.
00A
2-A
3-B
2-B
30.
164.
000.
410.
151.
000.
245.
801.
500.
756.
55A
3-A
4-B
3-B
40.
164.
000.
410.
151.
000.
245.
801.
500.
756.
55A
4-A
5-B
4-B
50.
164.
000.
410.
151.
000.
245.
801.
500.
756.
55A
5-A
6-B
5-B
60.
000.
000.
000.
000.
00A
6-A
7-B
6-B
70.
000.
000.
000.
000.
000.
000.
00A
7-A
8-B
7-B
80.
000.
000.
000.
001.
000.
001.
000.
000.
001.
00A
8-A
9-B
8-B
90.
164.
000.
410.
151.
000.
245.
801.
500.
756.
55A
9-A
10-B
9-B
100.
164.
000.
410.
151.
000.
245.
801.
500.
756.
55A
10-A
11-B
10-B
110.
164.
000.
410.
150.
244.
801.
500.
755.
55B
1-B
2-C
20.
000.
000.
000.
000.
000.
000.
000.
000.
00B
2-B
3-C
2-C
30.
000.
000.
000.
000.
000.
000.
000.
000.
00B
3-B
4-C
3-C
40.
164.
000.
410.
151.
000.
245.
801.
50.
756.
55B
4-B
5-C
4-C
50.
164.
000.
410.
151.
000.
245.
801.
500.
756.
55B
5-B
6-C
5-C
60.
000.
000.
000.
000.
000.
000.
000.
000.
00B
6-B
7-C
6-C
70.
000.
000.
000.
000.
000.
000.
000.
000.
00B
7-B
8-C
7-C
80.
000.
000.
000.
000.
000.
000.
000.
000.
00B
8-B
9-C
8-C
90.
164.
000.
410.
151.
000.
245.
801.
500.
756.
55B
9-B
10-C
9-C
100.
164.
000.
410.
151.
000.
245.
801.
500.
756.
55
Pent
Hou
se
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Uni
t Wt.C
onc.
25
Beam
BD
LD
ead
Load
beam
load
Load
from
Sla
b1Lo
ad fr
om S
lab1
Are
aLo
ad fr
om S
lab2
Load
from
Sla
b2A
rea
heig
htle
ngth
Load
due
to
Load
on
Beam
mm
mK
N/m
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
9 in
ch w
alls
KN
/m
Cir-
A1
0.30
0.34
2.00
2.55
5.10
6.07
0.67
0.00
0.00
0.00
5.44
A1-
A2
0.30
0.34
4.20
2.55
10.7
10.
000.
000.
000.
000.
005.
326.
076.
004.
204.
410.
0035
.37
A2-
A3
0.30
0.34
6.00
2.55
15.3
00.
000.
000.
000.
000.
006.
827.
826.
006.
009.
003.
055.
4051
.17
72.1
8A
3-A
40.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
7.82
6.00
6.00
9.00
5.40
0.00
77.5
8A
4-A
50.
300.
347.
002.
5517
.85
0.00
0.00
0.00
0.00
0.00
6.82
8.32
7.00
6.00
12.0
03.
056.
4060
.64
103.
44A
5-A
60.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
5.32
6.07
6.00
6.00
9.00
5.40
0.00
72.1
8A
6-A
70.
300.
343.
662.
559.
330.
000.
000.
000.
000.
005.
325.
826.
003.
663.
353.
060.
000.
00A
7-A
80.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
5.32
6.07
6.00
6.00
9.00
5.40
0.00
72.1
8A
8-A
90.
300.
347.
002.
5517
.85
0.00
0.00
0.00
0.00
0.00
6.82
8.32
7.00
6.00
12.0
03.
056.
4060
.64
103.
44A
9-A
100.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
7.82
6.00
6.00
9.00
5.40
0.00
72.1
8A
10-A
110.
300.
346.
002.
5515
.30
0.00
0.00
0.00
0.00
0.00
6.82
7.82
6.00
6.00
9.00
3.05
5.40
51.1
772
.18
Cir-
B1
0.30
0.34
4.80
2.55
12.2
46.
071.
650.
004.
200.
0013
.40
B1-
B2
0.30
0.34
4.20
2.55
10.7
15.
326.
076.
004.
204.
415.
326.
076.
002.
503.
133.
600.
0070
.74
B2-
B3
0.30
0.34
6.00
2.55
15.3
06.
827.
826.
006.
009.
005.
326.
076.
006.
009.
003.
055.
4051
.17
144.
37B
3-B
40.
300.
346.
002.
5515
.30
6.82
7.82
6.00
6.00
9.00
6.82
7.82
6.00
6.00
9.00
5.40
0.00
150.
67B
4-B
50.
300.
347.
002.
5517
.85
6.82
8.32
7.00
6.00
12.0
06.
827.
827.
006.
0012
.00
3.05
6.40
60.6
419
9.69
B5-
B6
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
005.
326.
076.
006.
009.
005.
400.
0013
9.87
B6-
B7
0.30
0.34
3.66
2.55
9.33
5.32
5.82
6.00
3.66
3.35
5.32
5.82
6.00
3.66
3.35
3.06
0.00
26.8
6B
7-B
80.
300.
346.
002.
5515
.30
5.32
6.07
6.00
6.00
9.00
5.32
6.07
6.00
6.00
9.00
5.40
0.00
139.
87B
8-B
90.
300.
347.
002.
5517
.85
6.82
8.32
7.00
6.00
12.0
06.
827.
827.
006.
0012
.00
3.05
6.40
60.6
419
9.69
B9-
B10
0.30
0.34
6.00
2.55
15.3
06.
827.
826.
006.
009.
006.
827.
826.
006.
009.
005.
400.
0013
9.87
B10
-B11
0.30
0.34
6.00
2.55
15.3
06.
827.
826.
006.
009.
005.
326.
076.
006.
009.
003.
055.
4051
.17
139.
87C
1-C
20.
300.
342.
502.
556.
385.
326.
076.
002.
503.
130.
001.
900.
000.
00C
2-C
30.
300.
346.
002.
5515
.30
5.32
6.07
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
5.40
0.00
72.1
8C
3-C
40.
300.
346.
002.
5515
.30
6.82
7.82
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
3.05
5.40
51.1
773
.08
C4-
C5
0.30
0.34
7.00
2.55
17.8
56.
827.
827.
006.
0012
.00
0.00
0.00
0.00
0.00
0.00
3.05
6.40
60.6
496
.24
C5-
C6
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
000.
000.
000.
000.
000.
005.
400.
0067
.68
C6-
C7
0.30
0.34
3.66
2.55
9.33
5.32
5.82
6.00
3.66
3.35
0.00
0.00
0.00
0.00
0.00
3.06
0.00
0.00
C7-
C8
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
000.
000.
000.
000.
000.
005.
400.
0067
.68
C8-
C9
0.30
0.34
7.00
2.55
17.8
56.
827.
827.
006.
0012
.00
5.32
6.82
0.00
0.00
0.00
3.05
6.40
60.6
496
.24
C9-
C10
0.30
0.34
6.00
2.55
15.3
06.
827.
826.
006.
009.
000.
000.
000.
000.
000.
003.
055.
4051
.17
67.6
8C
10-C
110.
300.
346.
002.
5515
.30
5.32
6.07
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
5.40
0.00
67.6
8A
1-B
10.
300.
346.
002.
5515
.30
5.32
6.07
0.00
0.00
2.04
5.32
6.07
6.00
4.20
8.19
5.10
0.00
82.2
5
Dim
. Of S
lab1
Dim
. Of S
lab2
Load
cal
cula
tion
of si
xth
floo
rK
N/m
3
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
(Tab
le45
)
Beam
BD
LD
ead
Load
beam
load
Load
from
Sla
b1Lo
ad fr
om S
lab1
Are
aLo
ad fr
om S
lab2
Load
from
Sla
b2A
rea
heig
htle
ngth
Load
due
to
Load
on
Beam
mm
mK
N/m
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
9 in
ch w
alls
KN
/m
A2-
B2
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
004.
208.
196.
827.
826.
006.
009.
003.
055.
1048
.32
120.
10A
3-B
30.
300.
346.
002.
5515
.30
6.82
7.82
6.00
6.00
9.00
6.82
7.82
6.00
6.00
9.00
3.05
5.10
48.3
214
0.77
A4-
B4
0.30
0.34
6.00
2.55
15.3
06.
827.
826.
006.
009.
006.
828.
327.
006.
009.
003.
055.
1048
.32
145.
27A
5-B
50.
300.
346.
002.
5515
.30
6.82
8.32
7.00
6.00
9.00
5.32
6.07
6.00
6.00
9.00
3.05
5.10
48.3
212
9.52
A6-
B6
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
005.
325.
820.
000.
000.
005.
100.
0054
.63
A7-
B7
0.30
0.34
6.00
2.55
15.3
05.
325.
820.
000.
000.
005.
326.
076.
006.
009.
005.
100.
0054
.63
A8-
B8
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
006.
828.
327.
006.
009.
003.
055.
1048
.32
129.
52A
9-B
90.
300.
346.
002.
5515
.30
6.82
8.32
7.00
6.00
9.00
6.82
7.82
6.00
6.00
9.00
3.05
5.10
48.3
214
5.27
A10
-B10
0.30
0.34
6.00
2.55
15.3
06.
827.
826.
006.
009.
006.
827.
826.
006.
009.
003.
055.
1048
.32
140.
77A
11-B
110.
300.
346.
002.
5515
.30
6.82
7.82
6.00
6.00
9.00
0.00
0.00
0.00
0.00
0.00
3.05
5.10
48.3
270
.38
B1-
C1
0.30
0.34
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
B2-
C2
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
002.
503.
135.
326.
076.
006.
009.
005.
100.
0073
.60
B3-
C3
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
006.
827.
826.
006.
009.
003.
055.
1048
.32
125.
02B
4-C
40.
300.
346.
002.
5515
.30
6.82
7.82
6.00
6.00
9.00
6.82
7.82
7.00
6.00
9.00
5.10
0.00
140.
77B
5-C
50.
300.
346.
002.
5515
.30
6.82
7.82
7.00
6.00
9.00
5.32
6.07
6.00
6.00
9.00
3.05
5.10
48.3
212
5.02
B6-
C6
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
005.
325.
820.
000.
000.
005.
100.
0054
.63
B7-
C7
0.30
0.34
6.00
2.55
15.3
05.
325.
820.
000.
000.
005.
326.
076.
006.
009.
005.
100.
0054
.63
B8-
C8
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
006.
827.
827.
006.
009.
003.
055.
1048
.32
125.
02B
9-C
90.
300.
346.
002.
5515
.30
6.82
7.82
7.00
6.00
9.00
6.82
7.82
6.00
6.00
9.00
5.10
0.00
140.
77B
10-C
100.
300.
346.
002.
5515
.30
6.82
7.82
6.00
6.00
9.00
5.32
6.07
6.00
6.00
9.00
3.05
5.10
48.3
212
5.02
B11
-C11
0.30
0.34
6.00
2.55
15.3
05.
326.
076.
006.
009.
000.
000.
000.
005.
100.
0054
.63
Dim
. Of S
lab2
Dim
. Of S
lab1
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Uni
t Wei
ghts
Con
cret
e25
KN
/m3
Thic
knes
s of
Mar
ble
0.02
5m
Mar
ble
26.7
KN
/m3
Plas
ter
0.02
mPl
aste
r20
.4K
N/m
3Ti
le0.
025
mTi
le(2
5mm
)6
KN
/m3
Inne
r Pla
ster
0.01
2m
Slab
Thic
knes
sD
ead
Load
Plas
ter
Parti
tion
wal
lsM
arbl
eIn
ner P
last
erTo
tal l
oad
Live
Loa
dR
educ
edTo
tal L
oad
mK
N/m
2K
N/m
2K
N/m
2K
N/m
2K
N/m
2(w
ithou
t L.L
)K
N/m
2LL
(With
L.L
)C
ircul
ar-A
1-B
10.
000.
00A
1-A
2-B
1-B
20.
000.
00A
2-A
3-B
2-B
30.
164.
000.
412.
500.
001.
007.
911.
500.
009.
41A
3-A
4-B
3-B
40.
164.
000.
411.
005.
411.
500.
006.
91A
4-A
5-B
4-B
50.
000.
00A
5-A
6-B
5-B
60.
000.
00A
6-A
7-B
6-B
70.
000.
00A
7-A
8-B
7-B
80.
000.
00A
8-A
9-B
8-B
90.
000.
00A
9-A
10-B
9-B
100.
164.
000.
411.
005.
411.
500.
756.
91A
10-A
11-B
10-B
110.
164.
000.
412.
500.
001.
007.
911.
500.
759.
41
Wat
er ta
nk
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
Uni
t Wt.C
onc.
25
Bea
mB
DL
Dea
d Lo
adbe
am lo
adLo
ad fr
om S
lab1
Load
from
Sla
b1A
rea
Load
from
Sla
b2Lo
ad fr
om S
lab2
Are
aLo
ad o
n B
eam
mm
mK
N/m
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
KN
/m2
(With
live
load
)Ly
Lx(T
riang
le o
r Tra
p.)
KN
/mC
ir-A
10.
300.
342.
002.
55-
-A
1-A
20.
300.
344.
202.
550.
000.
000.
000.
000.
000.
000.
006.
004.
204.
410.
000.
00A
2-A
30.
300.
346.
002.
550.
000.
000.
000.
000.
007.
919.
416.
006.
009.
0011
.86
84.6
7A
3-A
40.
300.
346.
002.
550.
000.
000.
000.
000.
006.
006.
009.
000.
000.
00A
4-A
50.
300.
347.
002.
550.
000.
000.
000.
000.
005.
416.
917.
006.
0012
.00
9.27
82.9
0A
5-A
60.
300.
346.
002.
550.
000.
000.
000.
000.
000.
000.
006.
006.
009.
000.
000.
00A
6-A
70.
300.
343.
662.
550.
000.
000.
000.
000.
000.
000.
006.
003.
663.
350.
000.
00A
7-A
80.
300.
346.
002.
550.
000.
000.
000.
000.
000.
000.
006.
006.
009.
000.
000.
00A
8-A
90.
300.
347.
002.
550.
000.
000.
000.
000.
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416.
917.
006.
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9.27
82.9
0A
9-A
100.
300.
346.
002.
550.
000.
000.
000.
000.
000.
000.
006.
006.
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110.
300.
346.
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000.
000.
000.
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416.
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.86
84.6
7C
ir-B
10.
300.
344.
802.
550.
000.
000.
000.
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1-B
20.
300.
344.
202.
550.
000.
006.
004.
204.
410.
000.
006.
002.
503.
130.
000.
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2-B
30.
300.
346.
002.
556.
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416.
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84.6
7B
3-B
40.
300.
346.
002.
556.
006.
009.
006.
006.
009.
000.
000.
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4-B
50.
300.
347.
002.
557.
006.
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.00
5.41
6.91
7.00
6.00
12.0
09.
2782
.90
B5-
B6
0.30
0.34
6.00
2.55
6.00
6.00
9.00
0.00
0.00
6.00
6.00
9.00
0.00
0.00
B6-
B7
0.30
0.34
3.66
2.55
6.00
3.66
3.35
0.00
0.00
6.00
3.66
3.35
0.00
0.00
B7-
B8
0.30
0.34
6.00
2.55
6.00
6.00
9.00
0.00
0.00
6.00
6.00
9.00
0.00
0.00
B8-
B9
0.30
0.34
7.00
2.55
7.00
6.00
12.0
05.
416.
917.
006.
0012
.00
9.27
82.9
0B
9-B
100.
300.
346.
002.
556.
006.
009.
000.
000.
006.
006.
009.
000.
000.
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10-B
110.
300.
346.
002.
556.
006.
009.
007.
919.
416.
006.
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.86
84.6
7A
2-B
20.
300.
346.
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556.
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208.
197.
919.
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84.6
7A
3-B
30.
300.
346.
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556.
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84.6
7A
4-B
40.
300.
346.
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556.
006.
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005.
416.
917.
006.
009.
008.
1162
.17
A5-
B5
0.30
0.34
6.00
2.55
7.00
6.00
9.00
5.41
6.91
6.00
6.00
9.00
8.11
62.1
7A
6-B
60.
300.
346.
002.
556.
006.
009.
000.
000.
006.
003.
667.
630.
000.
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7-B
70.
300.
346.
002.
556.
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667.
630.
000.
006.
006.
009.
000.
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8-B
80.
300.
346.
002.
556.
006.
009.
005.
416.
917.
006.
009.
008.
1162
.17
A9-
B9
0.30
0.34
6.00
2.55
7.00
6.00
9.00
5.41
6.91
6.00
6.00
9.00
8.11
62.1
7A
10-B
100.
300.
346.
002.
556.
006.
009.
007.
919.
416.
006.
009.
0011
.86
84.6
7A
11-B
110.
300.
346.
002.
556.
006.
009.
007.
919.
410.
000.
009.
0011
.86
84.6
7
Dim
. Of S
lab1
Dim
. Of S
lab2
Load
cal
cula
tion
of w
ater
tank
KN
/m3
Man
i Pan
dit,
Man
ika
Mah
arja
n, N
aren
dra
Dan
gol,
Pank
aj B
aral
, Pra
vash
Moo
l
(Tab
le46
)
column water tankDL Of column seventh DL Of column sixth DL Of column fifth DL Of columnE1E2E3E4O 0.00 0.00 15.71 41.15 56.86 37.99 41.15 135.99
A1 0.00 0.00 62.02 41.15 103.17 118.30 41.15 262.62A2 84.67 41.15 125.82 67.53 41.15 234.49 179.02 41.15 454.67 186.00 41.15 681.82A3 84.67 41.15 125.82 130.78 41.15 297.74 213.46 41.15 552.35 223.88 41.15 817.38A4 72.53 41.15 113.68 140.75 41.15 295.58 236.45 41.15 573.18 272.38 41.15 886.72A5 72.53 41.15 113.68 80.88 41.15 235.71 220.70 41.15 497.56 241.40 41.15 780.11A6 0.00 0.00 0.00 0.00 0.00 84.35 41.15 125.49 122.75 41.15 289.39A7 0.00 0.00 0.00 0.00 84.35 41.15 125.49 148.33 41.15 314.97A8 72.53 41.15 113.68 82.00 41.15 236.83 220.70 41.15 498.68 266.98 41.15 806.82A9 72.53 41.15 113.68 140.75 41.15 295.58 236.45 41.15 573.18 266.98 41.15 881.32
A10 84.67 41.15 125.82 121.78 41.15 288.74 213.46 41.15 543.35 242.64 41.15 827.14A11 84.67 41.15 125.82 61.90 41.15 228.87 135.43 41.15 405.44 113.07 41.15 559.66B1 0.00 0.00 0.00 0.00 0.00 78.05 41.15 119.20 163.43 41.15 323.78B2 84.67 41.15 125.82 70.90 41.15 237.87 260.28 41.15 539.29 257.94 41.15 838.38B3 84.67 41.15 125.82 197.40 41.15 364.37 370.29 41.15 775.80 325.63 41.15 1142.58B4 72.53 41.15 113.68 272.81 41.15 427.64 396.60 41.15 865.39 411.75 41.15 1318.28B5 72.53 41.15 113.68 157.33 41.15 312.16 389.26 41.15 742.57 450.69 41.15 1234.41B6 0.00 0.00 0.00 0.00 0.00 156.37 41.15 197.52 261.26 41.15 499.93B7 0.00 0.00 0.00 0.00 0.00 156.37 41.15 197.52 227.42 41.15 466.09B8 72.53 41.15 113.68 155.08 41.15 309.91 389.26 41.15 740.32 350.44 41.15 1131.91B9 72.53 41.15 113.68 272.81 41.15 427.64 396.60 41.15 865.39 326.28 41.15 1232.81
B10 84.67 41.15 125.82 191.78 41.15 358.74 370.29 41.15 770.18 342.14 41.15 1153.46B11 84.67 41.15 125.82 65.28 41.15 232.24 197.71 41.15 471.10 154.56 41.15 666.81C2 0.00 0.00 0.00 0.00 92.09 41.15 133.24 87.48 41.15 261.87C3 0.00 70.90 41.15 112.05 197.71 41.15 350.91 193.80 41.15 585.85C4 0.00 148.63 41.15 189.78 232.62 41.15 463.55 237.42 41.15 742.12C5 0.00 85.38 41.15 126.53 215.45 41.15 383.13 256.18 41.15 680.46C6 0.00 0.00 0.00 0.00 84.35 41.15 125.49 137.39 41.15 304.03C7 0.00 0.00 0.00 0.00 84.35 41.15 125.49 103.55 41.15 270.19C8 0.00 82.00 41.15 123.15 215.45 41.15 379.75 186.25 41.15 607.15C9 0.00 148.63 41.15 189.78 232.62 41.15 463.55 162.09 41.15 666.79
C10 0.00 74.28 41.15 115.42 197.71 41.15 354.28 140.38 41.15 535.80C11 0.00 0.00 69.93 41.15 111.08 49.14 41.15 201.37D2 0.00 0.00 0.00 0.00D3 0.00 0.00 0.00 0.00D4 0.00 0.00 0.00 0.00D5 0.00 0.00 0.00 0.00D6 0.00 0.00 0.00 0.00D7 0.00 0.00 0.00 0.00D8 0.00 0.00 0.00 0.00D9 0.00 0.00 0.00 0.00
D10 0.00 0.00 0.00 0.00D11 0.00 0.00 0.00 0.00
Load in Column ( Table 47 )
column fourth DL Of column third DL Of column second DL Of column first DL Of columnE1E2E3E4O 38.34 41.15 215.48 38.68 41.15 295.31 39.03 41.15 375.49 39.38 41.15 456.01
A1 119.97 41.15 423.74 121.64 41.15 586.52 123.30 41.15 750.97 124.97 41.15 917.09A2 189.06 41.15 912.03 192.12 41.15 1145.30 195.18 41.15 1381.63 198.24 41.15 1621.02A3 228.38 41.15 1086.91 225.68 41.15 1353.74 237.38 41.15 1632.26 241.88 41.15 1915.29A4 278.23 41.15 1206.10 276.88 41.15 1524.13 289.93 41.15 1855.22 295.78 41.15 2192.15A5 246.35 41.15 1067.61 251.30 41.15 1360.06 256.25 41.15 1657.46 261.20 41.15 1959.81A6 125.31 41.15 455.85 127.88 41.15 624.88 130.44 41.15 796.47 133.00 41.15 970.62A7 150.90 41.15 507.02 153.46 41.15 701.63 156.02 41.15 898.80 158.59 41.15 1098.53A8 271.93 41.15 1119.90 276.88 41.15 1437.93 281.83 41.15 1760.92 286.78 41.15 2088.85A9 271.93 41.15 1194.40 276.88 41.15 1512.43 281.83 41.15 1835.42 286.78 41.15 2163.35
A10 246.24 41.15 1114.53 249.84 41.15 1405.52 253.44 41.15 1700.11 257.04 41.15 1998.30A11 114.87 41.15 715.67 116.67 41.15 873.48 118.47 41.15 1033.10 120.27 41.15 1194.51B1 165.69 41.15 530.62 167.94 41.15 739.71 170.20 41.15 951.05 172.45 41.15 1164.65B2 263.24 41.15 1142.77 268.54 41.15 1452.45 273.84 41.15 1767.44 279.14 41.15 2087.73B3 334.63 41.15 1518.36 336.43 41.15 1895.94 352.63 41.15 2289.72 361.63 41.15 2692.50B4 422.40 41.15 1781.83 425.85 41.15 2248.82 443.70 41.15 2733.67 454.35 41.15 3229.17B5 459.54 41.15 1735.10 468.39 41.15 2244.64 477.24 41.15 2763.03 486.09 41.15 3290.27B6 265.96 41.15 807.03 270.65 41.15 1118.83 275.35 41.15 1435.33 280.05 41.15 1756.53B7 231.21 41.15 738.45 235.01 41.15 1014.61 238.81 41.15 1294.56 242.61 41.15 1578.32B8 357.49 41.15 1530.55 364.54 41.15 1936.23 371.59 41.15 2348.97 378.64 41.15 2768.76B9 333.33 41.15 1607.29 340.38 41.15 1988.81 347.43 41.15 2377.39 354.48 41.15 2773.01
B10 347.54 41.15 1542.14 352.94 41.15 1936.23 358.34 41.15 2335.71 363.74 41.15 2740.60B11 157.26 41.15 865.21 159.96 41.15 1066.31 162.66 41.15 1270.12 165.36 41.15 1476.62C2 89.28 41.15 392.30 91.08 41.15 524.53 92.88 41.15 658.56 94.68 41.15 794.39C3 198.30 41.15 825.30 202.80 41.15 1069.24 207.30 41.15 1317.69 211.80 41.15 1570.64C4 242.22 41.15 1025.49 247.02 41.15 1313.66 251.82 41.15 1606.63 256.62 41.15 1904.41C5 260.08 41.15 981.69 263.98 41.15 1286.83 267.88 41.15 1595.86 271.78 41.15 1908.79C6 139.19 41.15 484.38 140.99 41.15 666.52 142.79 41.15 850.46 144.59 41.15 1036.20C7 104.45 41.15 415.79 105.35 41.15 562.29 106.25 41.15 709.69 107.15 41.15 857.99C8 188.35 41.15 836.65 190.45 41.15 1068.25 192.55 41.15 1301.95 194.65 41.15 1537.75C9 164.19 41.15 872.13 166.29 41.15 1079.57 168.39 41.15 1289.10 170.49 41.15 1500.74
C10 142.18 41.15 719.13 143.98 41.15 904.25 145.78 41.15 1091.18 147.58 41.15 1279.90C11 50.04 41.15 292.56 50.94 41.15 384.65 51.84 41.15 477.64 52.74 41.15 571.53D2 0.00 0.00 0.00 0.00D3 0.00 0.00 0.00 0.00D4 0.00 0.00 0.00 0.00D5 0.00 0.00 0.00 0.00D6 0.00 0.00 0.00 0.00D7 0.00 0.00 0.00 0.00D8 0.00 0.00 0.00 0.00D9 0.00 0.00 0.00 0.00
D10 0.00 0.00 0.00 0.00D11 0.00 0.00 0.00 0.00
column ground DL Of column semibasemDL Of column basemenDL Of columnE1 62.75 10.73 73.48 52.01 10.73 136.23E2 128.56 10.73 139.29 136.21 10.73 286.23E3 148.30 10.73 159.03 155.95 10.73 325.72E4 82.49 10.73 93.22 90.14 10.73 194.10O 18.39 47.32 521.72 69.16 47.32 638.20 19.92 47.32 705.44
A1 120.44 47.32 1084.84 210.95 47.32 1343.11 136.53 47.32 1526.96A2 204.09 47.32 1872.43 372.93 47.32 2292.68 313.79 47.32 2653.79A3 250.88 47.32 2213.49 441.77 47.32 2702.58 363.82 47.32 3113.72A4 290.53 47.32 2530.00 429.13 47.32 3006.44 361.83 47.32 3415.59A5 281.53 47.32 2288.66 352.55 47.32 2688.53 305.33 47.32 3041.18A6 144.43 47.32 1162.36 207.73 47.32 1417.41 160.46 47.32 1625.19A7 139.93 47.32 1285.78 207.73 47.32 1540.83 169.46 47.32 1757.60A8 266.53 47.32 2402.70 352.55 47.32 2802.57 297.00 47.32 3146.89A9 266.53 47.32 2477.20 361.55 47.32 2886.07 315.83 47.32 3249.22
A10 223.88 47.32 2269.50 312.57 47.32 2629.39 256.34 47.32 2933.05A11 139.93 47.32 1381.75 207.73 47.32 1636.80 160.46 47.32 1844.58B1 143.54 47.32 1355.51 212.03 47.32 1614.86 117.58 47.32 1779.76B2 323.85 47.32 2458.90 440.98 47.32 2947.20 359.15 47.32 3353.67B3 370.63 47.32 3110.44 501.14 47.32 3658.91 462.10 47.32 4168.32B4 443.85 47.32 3720.33 558.80 47.32 4326.45 473.07 47.32 4846.83B5 475.59 47.32 3813.18 501.56 47.32 4362.06 445.24 47.32 4854.62B6 255.79 47.32 2059.63 309.38 47.32 2416.33 253.07 47.32 2716.72B7 225.70 47.32 1851.34 309.38 47.32 2208.04 291.53 47.32 2546.89B8 420.44 47.32 3236.51 501.56 47.32 3785.39 501.30 47.32 4334.00B9 421.86 47.32 3242.19 529.38 47.32 3818.89 518.48 47.32 4384.69
B10 379.87 47.32 3167.79 471.77 47.32 3686.87 376.99 47.32 4111.18B11 196.88 47.32 1720.82 353.68 47.32 2121.82 267.91 47.32 2437.04C2 137.65 47.32 979.36 252.93 47.32 1279.60 262.57 47.32 1589.49C3 211.80 47.32 1829.75 342.61 47.32 2219.68 470.36 47.32 2737.35C4 251.37 47.32 2203.10 481.88 47.32 2732.29 482.49 47.32 3262.10C5 266.53 47.32 2222.64 473.52 47.32 2743.48 450.79 47.32 3241.58C6 144.59 47.32 1228.11 279.61 47.32 1555.03 213.47 47.32 1815.82C7 144.59 47.32 1049.90 279.61 47.32 1376.83 213.47 47.32 1637.61C8 282.28 47.32 1867.35 473.52 47.32 2388.19 395.74 47.32 2831.25C9 276.69 47.32 1824.75 492.34 47.32 2364.41 422.34 47.32 2834.06
C10 282.63 47.32 1609.85 432.37 47.32 2089.54 317.13 47.32 2453.99C11 134.33 47.32 753.18 251.78 47.32 1052.28 206.10 47.32 1305.70D2 0.00 0.00 33.61 10.73 44.34 140.83 10.73 195.91D3 0.00 0.00 58.53 10.73 69.27 255.46 10.73 335.47D4 0.00 0.00 114.38 10.73 125.12 276.43 10.73 412.28D5 0.00 0.00 159.27 10.73 170.00 227.61 10.73 408.34D6 0.00 0.00 82.49 10.73 93.22 71.76 10.73 175.72D7 0.00 0.00 82.49 10.73 93.22 71.76 10.73 175.72D8 17.85 10.73 28.58 104.43 10.73 143.74 93.69 10.73 248.17D9 54.89 10.73 65.62 159.27 10.73 235.62 187.49 10.73 433.85
D10 68.98 10.73 79.72 148.30 10.73 238.75 178.66 10.73 428.14D11 18.52 10.73 29.25 82.49 10.73 122.48 104.58 10.73 237.79
Total 96249.55
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6�!#������������!�1. A.K Jain (2002) ‘Reinforced Concrete Limit State Design‘
2. Anil K. Chopra ‘Dynamics of Structure’
3. Charles E. Reynolds and James C. Steedmann ‘Reinforced concrete Designer’s Handbook ‘
4. Code of Practice for Design Loads (Other than Earthquake) for Buildings and Structures -
IS:875 (part 1) – 1987
5. Code of Practice for Design Loads (Other than Earthquake) for Buildings and Structures -
IS:875 (part2) – 1987
6. Code of Practice for Design Loads (Other than Earthquake) for Buildings and Structures -
IS:875 (part 4) – 1987
7. Criteria for Earthquake Resistant Design of Structure - IS 1893(Part I):2000
8. Design Aids for Reinforced Concrete - SP 16
9. Ductile Detailing of Reinforced Concrete Structures subjected to Seismic Forces- Code of
Practices IS 13920:1993
10. Handbook on Concrete Reinforcement & Detailing - SP 34(S & T):1987
11. P. C. Varghese (1998) ‘ Limit State Design of Reinforced Concrete’
12. P. Dayaratnam (1994) ‘ Handbook on Design and Detailing of Structures’
13. Plain & Reinforced Concrete Code of Practice - IS 456:2000
14. S.N. Sinha ‘Reinforced Concrete Design’
15. S. U. Pillai & D. Menon (1998) ‘Reinforced Concrete Design’
16. U H Varyani (2002) ‘ Structural Design of Multi Storey Buildings’