Civil Engineering Building Project Report

��

��

� �

� ��

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.

�

��

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

��!��"��#$��#��%��

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.

�&��!��"#��'��#�(��:

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.

�) � �$��'��#�*��

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.

�+ �,'��#�-�!��.��"�!�

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.

�/ ��%��!��"#��

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

�0 ��#��#��%��!�

• 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

�1 2�# ��%3!�!�

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.

�4 ��"��#��!�

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)

�

�5 ��!��

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.

� ��#��%��

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.

�� !#��,�#�� "#��

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:

�� .��6� .7.��2�� 6�2� �7�

��.�8 �

��.#��#��%�.3!#�$!�

�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.

.#��#��%��$��#��%��

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.

�� %�$��3��!��

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.

��&��%�$��3�%��%��%�#��

�

9��#��%�6��%��%�#��

��

�:�.%�,�

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

� ,:��$�

Dead load

Self weight of beam = 25×0.25×045 = 2.81 KN/m

�:��%�$��

Rectangular = 0.9 x 0.6 x 25 = 13.5 KN/m

�3"��%��%��

�:�.%�,�

Dead Load




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

�:��%�$��


;��!#��%��

�:�.%�,�

Dead Load




Total = 5.18 KN/m2

Imposed Load

For roof = 5 KN/m2

� ,:��$�

Dead load

Self weight of beam = 25×0.3×0.5 5 = 3.75 KN/m

�:��%�$��


��!�$��#��

�:�.%�,�

Dead Load




Total = 5.18 KN/m2

Imposed Load

For roof = 5 KN/m2

b) Beam

Dead load


�:��%�$��


.#��!��

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

��)��%�$��3��!��

��%�$��3��!��.%�,��,%��

�� .#�"� ��%��%�#��!� ��#"�#�

.%�,��;�.��

�.�)+/<�555�

��,%��/�.�)+/<�555��=��=��

��&�

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

M48

1000x30138.0105.9

fck138.0

6max == <

��

��>&&�$$��>/5�$$�

��

133mm

�3"��%��%��!%�,� � � � ��,%��

�� .#�"� ��%��%�#��!� ��#"�#�

.%�,��.��

�.�)+/<�555�

��,%��/��

�.�)+/<�555��=��=��

��&�

Interior panel�


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


Live load = 3 KN/m2




�x= -0.032, �y= -0.032


�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

��

��>&&�$$�

��>/5�$$�

��

;��!#��%��!%�,�� ,%��&�

�� .#�"�

��%��%�#��!� ��#"�#�

.%�,��.��

�.�)+/<�555�

��,%��/��

�.�)+/<�555��=��=��

��&�

Interior panel


Lx=6 m

Ly=6 m


� =26

� =1

� =1.65

� =1.05

� =1

05.1*65.1266000

xd = = 133 mm

Say D = 160 mm


Live load = 5 KN/m2




�x= -0.032, �y= -0.032


�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


Depth of Slab,d = mmx

xbx

M4.61

1000x30138.0106.15

fck138.0

6max == <

133mm

��

��>&&�$$�

��>/5�$$�

��

��!�$��#��%�� ,%��)�

�� .#�"� ��%��%�#��!� ��#"�#�

.%�,��.��

�.�)+/<�555�

��,%��/��

�.�)+/<�555��=��=��

��&�

Interior panel


Lx=6 m

Ly=6 m


� =26

� =1

� =1.65

� =1.05

� =1

05.1*65.1266000

xd = = 133 mm

Say D = 160 mm


Live load = 5 KN/m2




�x= -0.032, �y= -0.032


�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

��

��>&&�$$�

��>/5�$$�

��

��%�$��3��!��$�

��$�� ,%��+�

�� .#�"� ��%��%�#��!� ��#"�#�

��$?�%��&<�&<

�&:�

�

�

�

�.�)+/<�555�

��=��

�

�

�

�

�

�

�

�

�

�

Deflection Criteria

Beam size-250mm*450 mm

Now,

ratiodl

4506000= = 13.33 � 15(Okay)

Depth of Beam,d =

mmx

xbx

M63.377

250x30138.01060.147

fck138.0

6max == < 450mm(Okay)

�

�

�

�

�

�

�

�

�>)+5�$$�

�

�3"��%��%��,��$�� ,%��/�

�� .#�"� ��%��%�#��!� ��#"�#�

�

�3"��%��%��

,��$?�%��&<�&<

�&:�

�

�

�.�)+/<�555�

��=��

�

�

�

�

�

�

�

�

�

�

�

�

Deflection Criteria


Now,

ratiodl

4506000= = 13.33 � 15(Okay)

Depth of Beam,d =

mmx

xbx

M51.363

300x30138.01012.164

fck138.0

6max == <

450mm(Okay)

�

�

�

�

�

�

�

�

�>+55�$$�

�

�

;��!#��%��,��$� �� ,%��0�

�� .#�"� ��%��%�#��!� ��#"�#�

;��!#��%��,��$?�%��&<�&<�&:�

�

�

�

�.�)+/<�555�

��=��

�

�

�

�

�

�

�

�

�

�

�

�

Deflection Criteria


Now,

ratiodl

5006000= = 12 � 15(Okay)

Depth of Beam,d =

mmx

xbx

M23.374

350x30138.01093.202

fck138.0

6max == <

500mm(Okay)

�

�

�

�

�

�

�

�

�>+55�$$

�

�

��!�$��#��%��,��$� � � ��,%��1�

�� .#�"� ��%��%�#��!� ��#"�#�

��!�$��#��%��

,��$?�%��&<�&<�&<�&<�&:�

�

�

�.�)+/<�555�

��=��

�

�

�

�

�

�

�

�

�

�

�

Deflection Criteria


Now,

ratiodl

5506000= = 10.90 � 15(Okay)

Depth of Beam,d =

mmx

xbx

M33.396

350x30138.01061.227

fck138.0

6max == <

550mm(Okay)

�

�

�

�

�

�

�

�

�>++5$$�

�

�

��!��%�$��

��#��%��%�$�� ,%��4�

�

�� .#�"� ��%��%�#��!� ��#"�#�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�.)+/��555

�%��/�+�&�?�:

�

.�/�

�

�

�

�

�

�

�

�

�

��

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

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

��>455$$�

��>/55$$�

6�>�&�5)1$�

600mm

900mm

��%��%�$�� ,%��5�

�� .#�"� ��%��%�#��!� ��#"�#�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

.�&4�5�44&

�%�0��

�

�

�

�.)+/��555

�%��/�+�&�?�:

�

�

.�/�

�

�

�

�

�

�

�

�

�

�

�

��

�

�

�

�

�

�

�

�

�

�

��

�

�

�

�

�

�

�

Column ID: O basement floor)

Known data:


assume section of 400mm

Height, L = 3.048m

62.7=DL Hence the column can be designed as

short.

Calculation:



Design for section:

��!��%�$��2�=��2�$��#��

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)�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

��>)55$$�

6�>�&�5)1$�

�

�

400mm

X

Y 400

��#��%��%�$�@�� ,%��

�� .#�"� Calculations ��#"�#�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

��

�

�

�

�

�

�

��

�

�

�

�

�

Column ID: A11 (Basement floor)

Biaxial Column

Known data:


assume section of 350mm x 350mm

Height, L = 3.048m

38.3=DL

Hence the column can be designed as short.

Calculation:



Design for section:

��!��%�$��2�=��2�$��#��

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

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

��>�&+5$$�

��>�&+5$$�

6�>�&�5)1$�

350mm

-101.5 KNm

350mm

X

Y

101.5 KNm

��!��.#��!�� ,%��

�� .#�"� ��%��%�#��!� ��#"�#�

.%�,��

.�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

�

��

�

�

�

�

�

�

�

�

�

�

�

�

�

Interior panel


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

�

�

�

�

�

�

�

�

��>&&�$$�

�

�>/5�$$�

�

�

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


Depth of Slab, d = mmx

xbx

M36.106

150014.410254.70

14.4

6max ==

Hence adopt overall depth of slab = 160mm

�

��!��;��#�� ,%��&�

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

��&��6��..�..2� ��

&��#��#��

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.

&��6��!��

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.

&��6�-��6��!��

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.

&��&�.��!$��6��!��

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.

&��#�(�� #!��6��%��%�#��

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))

&�&�6�-��%��!�

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))

&�) 9��#��%�6��%��%�#��

�

;��%��

��

�:�.%�,�




Total = 5.18 KN/m2

,:��$�

Dead load

Self weight of beam = 25×0.25×045 = 2.81 KN/m

�:��%�$��


�3"��%��%��

�:�.%�,�




Total = 5.18 KN/m2

,:��$�

Dead load


�:��%�$��


;��!#��%��

�:�.%�,�




Total = 5.18 KN/m2

,:��$�

Dead load

Self weight of beam = 25×0.3×0.5 5 = 3.75 KN/m

�:��%�$��


��!�$��#��

�:�.%�,�




Total = 5.18 KN/m2

,:��$�

Dead load


�:��%�$��


.#��!��

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

&�+�.��!$��6��

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

�

��!��. ��%��%�#��

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

�

�

�

��#��%�. ��%��%�#��#��!��%��

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

.#��3�. ��A��#�� .#��3�. ��7��#��

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

;��$��.�14&�B��55��

1and05.0,5.1 =δ=β=α

��%��%�#��,3�.�$"%��%3!�!�

The location of the center of rigidity is determined by

��=

y

yr

k

xkx And

��=

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.

�

�!"��!��!"��#��$��%3!�!�

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,

�>��

��

��α

1~

2

nnor

�

�

&�/�6��$,��#��

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

��)��2��6� 8�� .��6�� 67.�.�

��

)��.�%��#��#��.��555�

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

�

��

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.

)��"�#!��#"�#!�

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

)�& C��#��!"%��$��#��#��="��!��C��#��

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)

��%��%�#��#��!"��="��!��

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)

`

Fig: Expansion Joint (Plan)

� �"#��+��.�� .�8 �

+��6�$�#�!#�#��2�# ��

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

+��$"�#��!��

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.

A sa

mpl

e pr

ogra

m fo

r ext

ract

ing

the

data

from

SA

P 20

00 o

f the

bea

m.

��

� � � �

� � �

� �

��

��

��

��

��

��

+�&��!��!#��#��%��%�$��#!��

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

Table 14 �� !��!%�,��

��

��

�� ! "�"�! ! "�"�! ! "�"�! ! "�"�!��

��

��####��

��$��$��%&��'��$�� $��%&��'��$�� $��%&��'��$�� $��%&��'��$�� $��$��()*+,#"�-�( *+,#"�-�

�)(,

αβγδSpanShorterdslabofDepth = �

.�*�+�/�*#�0�*#,+1�2�*#,�1�3�*#�

05.1*65.1266140

xd = � *�#!+�--�

�� *�#+��--��-��$��4$*#1�--��$�4��#��--�Ø��$�%��&��5��*�#!+�6�#1�6�#�7��*�#1+�--� �%�'��*#+�--�8��4��&� �

�� 2161406140 <==

x

y

ll

� ��9��:� ��

��(��(��(��(��*��,#+�)��1�*�"�;<7-��

��$*�,"�=�;<7-��

��$��*�,++=�;<7-��$��$*�,�"=�;<7-��$��9��*�#,��;<7-��*�"�6�#,��6��,"�=6�,�"=6�,++=*�+,!�"�;<7-��(�4��*�",��;<7-��5�9�*�#,1>�(6((?�*�#1,"@#;<7-��$��9��&��5�9*�#1,"@#�;<7-��

��

�*#!+�--�*#!+�--�*#!+�--�*#!+�--��

�*#+��--�*#+��--�*#+��--�*#+��--��

��))))*+#"�--*+#"�--*+#"�--*+#"�--�� *+#"��--*+#"��--*+#"��--*+#"��--��

��

��"1+"1+"1+"1+AAAA��%��+%��+%��+%��+��

��"1+"1+"1+"1+AAAA��)��)��)��)��,#,#�,#,#�,#,#�,#,#��)��)��)��)��,#,#�,#,#�,#,#�,#,#��

��)��)��)��)��,#,#�,#,#�,#,#�,#,#��)��)��)��)��,#,#�,#,#�,#,#�,#,#��

"1+"1+"1+"1+AAAA��)��)��)��)�B,#,#B,#,#B,#,#B,#,#��

"1+"1+"1+"1+AAAA��,�+,1,�,#��,�+,1,�,#��,�+,1,�,#��,�+,1,�,#��

��

!!!!��""""��1111��

��-��-��-��-��A4� ��-�-��.)*�A�,�!�5�. *��,�!��64� ��-�-��-��.)*��,��"�. *��,��"��$��&�$��$��-�-�� 5��*� A�.)9�)��*� A�,�!�)�#1,"@#�)�+,#"��*� A#=,++�;<A-��-�-��5��-�*�. 9�)��*��,��"�)�#1,"@#�)�+,#"��*�#"�;<A-��$�(��$��-�-�� 5��*� A�.)9�)��*� A�,�!�)�#1,"@#�)�+,#"��*� A#=,++�;<A-��-�-��5��-�*�. 9�)��*��,��"�)�#1,"@#�)�+,#"��*�#"�;<A-� ��&�'��$��&��$�-��-��$��&�'��$��&��$�-��-��$��&�'��$��&��$�-��-��$��&�'��$��&��$�-��-��$��

��&��5��*� mmxx

bxM 13.67

100014.41066.18

14.4

6max == �

��$��$��$��$�� *��,#��C��*��,#��)�#��)�#+��*�#D��--��$��&�$��$��$��>�%�� $�?$��$��>�%�� $�?$��$��>�%�� $�?$��$��>�%�� $�?��

��*� bd)bdfM6.4

11(ff

5.0 2ck

u

y

ck −− �

� � � � � � * 1361000)136100030

1066.186.411(415305.0 2

6

xxxx

xxx −− �

� � � � � � *�!DD,@�--��E��$�4��#��--�Ø��$��*�@=,1�--��

�� $�5��4�*� 1000xAA

st

b � *� 10007.3995.78 x *�#D+,"--�

�$�4��#��--�F�G�#D��--��7��

��5��*� 2.4131000190

5.781000 == xxSA

v

b � --��

��*��,�+�C��$��-��> ��-� �$�?�$��-��> ��-� �$�?�$��-��> ��-� �$�?�$��-��> ��-� �$�?��

��

****+@,#!+@,#!+@,#!+@,#!--H#!+---H#!+---H#!+---H#!+-----��

��

��*�#D��--*�#D��--*�#D��--*�#D��--��

��4�8I,� � ��$��4�8I,� � ��$��4�8I,� � ��$��4�8I,� � ��$��

��,;,��,;,��,;,��,;,��#�--�#�--�#�--�#�--�FFFFG�#D��--�G�#D��--�G�#D��--�G�#D��--�

�7��7��7��7��

��,��*�"#!,��,��*�"#!,��,��*�"#!,��,��*�"#!,��--------��

��"1+"1+"1+"1+AAAA��)�B��)�B��)�B��)�B��BBBBAAAA#,#,�?#,#,�?#,#,�?#,#,�?��

��

"1+"1+"1+"1+AAAA��)�B��)�B��)�B��)�B��BBBBAAAA#,#,�#,#,�#,#,�#,#,��

��


��

��


11(ff

5.0 2ck

u

y

ck −− �

� � � � � � * 1361000)13610003010146.411(

415305.0 2

6

xxxxxxx −− �

� � � � � � *��D+�--��E��$�4��#��--�Ø��$��*�@=,1�--��

�� $�5��4�*� 1000xAA

st

b � *� 1000296

5.78 x *��+1�--�

�$�4��#��--�F�G��+��--��7��

��5��*� 3021000260

5.781000 == xxSA

v

b � --��

��*��,#D�C��$��(��$��(��$��(��$��(��


11(ff

5.0 2ck

u

y

ck −− �

� � � � � � * 1381000)138100030

1087.166.411(415305.0 2

6

xxxx

xxx −− �

� � � � � � *�!1=,#"�--��E��$�4��=�--�Ø��$��*�1�,�+�--��

�� $�5��4�*� 1000xAA

st

b � *� 1000x14.358

26.50 *�#"�,!!�--�

�$�4��=�--�F�G�#"��--��7��

��5��*� 3591000x140

26.501000xSA

v

b == � --��

��*��,�+�C��$��>� ��-� �$�?�$��>� ��-� �$�?�$��>� ��-� �$�?�$��>� ��-� �$�?��


11(ff

5.0 2ck

u

y

ck −− �

� � � � � � * 1381000)138100030

1077.126.411(415305.0 2

6

xxxx

xxx −− �

� � � � � � *��+@,#@�--��E��

��4�8I,� � ��$��4�8I,� � ��$��4�8I,� � ��$��4�8I,� � ��$��

��

��,;,��,;,��,;,��,;,��

#�--�#�--�#�--�#�--�FFFFG��+��--�G��+��--�G��+��--�G��+��--��7��7��7��7��

��,��*!��,�--��,��*!��,�--��,��*!��,�--��,��*!��,�--��

��


��

"1+"1+"1+"1+AAAA��%��#D%��#D%��#D%��#D��,"�,��,"�,��,"�,��,"�,��

��

��++++��@@@@��

�$�4��=�--�Ø��$��*�1�,�+�--��

�� $�5��4�*� 1000xAA

st

b � *� 1000x17.267

26.50 *�#==,#��--�

�$�4��=�--�F�G�#=��--��7��

��5��*� 22.2791000x180

26.501000xSA

v

b == � --��

��*��,��C��&�'��$��&�$�&�'��$��&�$�&�'��$��&�$�&�'��$��&�$��$�)A�$��,,��&�$��

�&�$� ��$�� &� �� &� ��$�5�J�*�9� � �*� #1,"@#�)�214.6

*"@,1�;<��&�$��$�� "@,1�;<�"1,"�;<�� *�,#!+�-�� !,�@�-� � � � � � � � � � ��

136.007.307.35.47

−= uV

�

J��*�"1,"�;<�K$5��$��$�-��$��&�$��$��*��,�+C� �

37.0=cτ � <7--��

' cτ ��*�1000

136100037.028.1 xxx� *�+","�;<�E�J��

�&�'��$��&�'��$��&�'��$��&�'��$��&�$�� &��$��5��&��4��-� ��'��+

��

JJJJ��*�"1,";<*�"1,";<*�"1,";<*�"1,";<��

=cτ �� ,!�,!�,!�,!@@@@��<7--��<7--��<7--��<7--��

��K��5��K��5��K��5��K��5��

��

��"1+"1+"1+"1+AAAA��,�!,�,#��,�!,�,#��,�!,�,#��,�!,�,#��

"1+"1+"1+"1+AAAA��"��"��"��"��

"1+"1+"1+"1+AAAA��,�+��,�+��,�+��,�+,�,#,�,#,�,#,�,#��

��

��====��

��*�ovidedPrSteelofAreaquiredReSteelofAreaf58.0 y � *��,1=�)�"#1�)�

302296

� �

*��!1,D��<7--��

��*��,#D�C��$�>�,�,?�*�#,+�

�$�*� 9.1342675.1

6140..

==xValueBasicxFM

lx � --�H��$�4�,�

��&�'��$��4��-��(��&�&�'��$��4��-��(��&�&�'��$��4��-��(��&�&�'��$��4��-��(��&��

(�*�bd

s

x4x6.1 τσΦ � *� Φ=

Φ3.40

4.146.141587.0

xxxx

�

(�*�"�,!�)�#��*�"�!�--�

o1

d LV

ML +≤ �

��$��&�$��

o1 L

VM

+ * 483.0275.04.452

66.18=+ -�*�"=!--�

��$�� $��$�� $��$�� $��$�� $��*��,#��C��*��,#��)�#��)�#+��*#D�--��

�� $�5��4�*� 1000xAA

sd

b *� 1000192

5.78 x � *�"�D�--�

�$�4��=�--�F�G�"��--��7��

��,��*� 1000xSA

v

b *� 3.1961000400

5.78 =x --��

%�$��$�-��%�$��$�-��%�$��$�-��%�$��$�-�� &��$��$��$��$��$�-�� $��-��$�-��$��-��$�-��$��-��$�-��$��-��$�-��$��-�� $� ��-�� -�&�� $��!"�

��

�$�$�$�$��H��5�K��H��5�K��H��5�K��H��5�K��

K��5��K��5��K��5��K��5��

��*#D�--*#D�--*#D�--*#D�--��

��,��,��,��,��*�#D+,!�*�#D+,!�*�#D+,!�*�#D+,!�--------��

��

��

Table 15

��

�"�1 1 "�"�1 1 "�"�1 1 "�"�1 1 "��

"1+"1+"1+"1+AAAA��%��+%��+%��+%��+��

��

####��!!!!��

��$��$��%&��'��$�� $��%&��'��$�� $��%&��'��$�� $��%&��'��$�� $��$��()*+,#"�-�( *@,#"�-�

�)(,


.�*�+�/�*#�0�*#,+1�2�*#,�1�3�*#�

05.1*65.1266140

xd = � *�#!+�--�

�� *�#+��--��-��$��4$*#1�--��$�4��#��--�Ø��$�%��&��5��*�#!+�6�#1�6�#�7��*�#1+�--� �%�'��*#+�--�8��4��&� �

�� 216.161407140 <==

x

y

ll

� ��9��:� ��

��(��(��(��(��*��,#+�)��1�*�"�;<7-��

��$*�,"�=�;<7-��

��$��*�,++=�;<7-��$��$*�,�"=�;<7-��$��9��*�#,��;<7-��*�"�6�#,��6��,"�=6�,�"=6�,++=*�+,!�"�;<7-��(�4��*�",��;<7-��5�9�*�#,1>�(6((?�*�#1,"@#;<7-��$��9��&��5�9*�#1,"@#�;<7-��-��-��-��-��A4� ��-�-��.)*�A�,�"5�. *��,�!��64� ��-�-��-��

�

��

�*#!+�--�*#!+�--�*#!+�--�*#!+�--��

�*#+��--�*#+��--�*#+��--�*#+��--��

��))))*+#"�--*+#"�--*+#"�--*+#"�--�� *+*+*+*+#"��--#"��--#"��--#"��--��

��

��"1+"1+"1+"1+AAAA��)��)��)��)��,#,#�,#,#�,#,#�,#,#��)��)��)��)��,#,#�,#,#�,#,#�,#,#��

��)��)��)��)��,#,#�,#,#�,#,#�,#,#��)��)��)��)��,#,#�,#,#�,#,#�,#,#��

"1+"1+"1+"1+AAAA��)��)��)��)�B,#,#B,#,#B,#,#B,#,#��

"1+"1+"1+"1+AAAA��,�+,1,�,#��,�+,1,�,#��,�+,1,�,#��,�+,1,�,#��

��

"1+"1+"1+"1+AAAA��)�B��)�B��)�B��)�B��BBBBAAAA#,#,�?#,#,�?#,#,�?#,#,�?��

��


��""""��1111��

.)*��,�!��. *��,��"��$��&�$��$��-�-�� 5��*� A� .)9�)��*� A�,�")�#1,"@#�)� +,#"��*� A�!,!!�;<A-�� -�-�� 5� �-� *� .)9�)�� *� �,�!� )� #1,"@#� )� +,#"�� *�#@,1;<A-��$�(��$��-�-��5��*�A. �9�)��*�A�,�!�)�#1,"@#�)�+,#"��*�A#=,++�;<A-�� -�-�� 5� �-� *� . 9�)�� *� �,��"� )� #1,"@#� )� +,#"�� *� #"�;<A-� ��&�'��$��&��$�-��-��$��&�'��$��&��$�-��-��$��&�'��$��&��$�-��-��$��&�'��$��&��$�-��-��$��

��&��5��*� mmx

xbx

M 1.75100014.4

1033.2314.4

6max == �

��$��$��$��$�� *��,#��C��*��,#��)�#��)�#+��*�#D��--��$��&�$��$��&�$�$��$��&�$�$��$��&�$�$��$��&�$�$��$��$��>�%�� $�?�$��$��>�%�� $�?�$��$��>�%�� $�?�$��$��>�%�� $�?��


11(ff

5.0 2ck

u

y

ck −− �

� � � � � � * 1361000)136100030

1033.236.411(415305.0 2

6

xxxx

xxx −− �

� � � � � � *�1�+,@�--��E��$�4��#��--�Ø��$��*�@=,1�--��

�� $�5��4�*� 1000xAA

st

b � *� 10007.5065.78 x *�#1",D--�

�$�4��#��--�F�G�#1��--��7��

��5��*� 33.5231000150

5.781000 == xxSA

v

b � --��

��*��,!!�C��$��-��> ��-� �$�?�$��-��> ��-� �$�?�$��-��> ��-� �$�?�$��-��> ��-� �$�?��


11(ff

5.0 2ck

u

y

ck −− �

��

*@1--H#!+--*@1--H#!+--*@1--H#!+--*@1--H#!+--��

��*�#D��--*�#D��--*�#D��--*�#D��--��

��4�8I,� � ��$��4�8I,� � ��$��4�8I,� � ��$��4�8I,� � ��$��

��,;,��,;,��,;,��,;,��#�--�#�--�#�--�#�--�FFFFG�#1��--�G�#1��--�G�#1��--�G�#1��--�

�7��7��7��7��

��,��*�1�!,!!��,��*�1�!,!!��,��*�1�!,!!��,��*�1�!,!!�--------��

��4�8I,� � ��$��4�8I,� � ��$��4�8I,� � ��$��4�8I,� � ��$��

��


��


��

��

� � � � � � * 1361000)136100030105.176.411(

415305.0 2

6

xxxxxxx −− �

� � � � � � *�!@!,+�--��E��$�4��#��--�Ø��$��*�@=,1�--��

�� $�5��4�*� 1000xAA

st

b � *� 10006.3735.78 x *��#�,##�--�

�$�4��#��--�F�G��--��7��

��5��*� 5.3921000200

5.781000 == xxSA

v

b � --��

��*��,�"�C��$��(��$��(��$��(��$��(��


11(ff

5.0 2ck

u

y

ck −− �

� � � � � � * 1361000)136100030

1066.186.411(415305.0 2

6

xxxx

xxx −− �

� � � � � � *�!DD,@�--��E��$�4��#��--�Ø��$�� *�@=,1�--��

�� $�5��4�*� 1000xAA

st

b � *� 10007.3995.78 x *�#D+,"--�

�$�4��#��--�F�G�#D��--��7��

��5��*� 2.4131000190

5.781000 == xxSA

v

b � --��

��*��,�+�C��$��-��> ��-� �$�?�$��-��> ��-� �$�?�$��-��> ��-� �$�?�$��-��> ��-� �$�?��


11(ff

5.0 2ck

u

y

ck −− �

� � � � � � * 1361000)13610003010146.411(

415305.0 2

6

xxxxxxx −− �

� � � � � � *��D+�--��E��$�4��#��--�Ø��$��*�@=,1�--��

��

��,;,��,;,��,;,��,;,��

#�--�#�--�#�--�#�--�FFFFG��--�G��--�G��--�G��--��7��7��7��7��

��,��*!@!,=--��,��*!@!,=--��,��*!@!,=--��,��*!@!,=--��

��4�8I,� � ��$��4�8I,� � ��$��4�8I,� � ��$��4�8I,� � ��$��

��,;,��,;,��,;,��,;,��#�--�#�--�#�--�#�--�FFFFG�#D��--�G�#D��--�G�#D��--�G�#D��--�

�7��7��7��7��

��,��*�"#!,��,��*�"#!,��,��*�"#!,��,��*�"#!,��--------��

��4�8I,� � ��$��4�8I,� � ��$��4�8I,� � ��$��4�8I,� � ��$��

��

"1+"1+"1+"1+AAAA��%��#D%��#D%��#D%��#D��,"�,��,"�,��,"�,��,"�,��

��

"1+"1+"1+"1+AAAA��,�!,�,#��,�!,�,#��,�!,�,#��,�!,�,#��

"1+"1+"1+"1+AAAA��"��"��"��"��

��++++��@@@@��

�� $�5��4�*� 1000xAA

st

b � *� 1000296

5.78 x *��+1�--�

�$�4��#��--�F�G��+��--��7��

��5��*� 3021000260

5.781000 == xxSA

v

b � --��

��*��,#D�C��&�'��$��&�$�&�'��$��&�$�&�'��$��&�$�&�'��$��&�$��$�)A�$��,,��&�$��

�&�$��$��&��&��$�5�J�*�9�� *�#1,"@#�)�214.6

*"@,1�;<��&�$��$�� "@,1�;<�"1,"�;<�� *�,#!+�-�� !,�@�-� � � � � � � � � � � � � ��

136.007.307.35.47

−= uV

�

J��*�"1,"�;<�K$5��$��$�-��$��&�$��$��*��,!!C� �

4.0=cτ � <7--��

' cτ ��*�1000

13610004.028.1 xxx� *�+D,+�;<�E�J��

��&�'��$��&�'��$��&�'��$��&�'��$��&�$�� &��$��5��&��4��-� ��'��+


5.3926.373� �

*��D,#�<7--��

��*��,�"�C��$�>�,�,?�*�#,=�

��

��,;,��,;,��,;,��,;,��#�--�#�--�#�--�#�--� FFFFG� �+�� --�G� �+�� --�G� �+�� --�G� �+�� --��7��7��7��7��,��*�!1D�--��,��*�!1D�--��,��*�!1D�--��,��*�!1D�--��

��

JJJJ��*�*�*�*�+D,++D,++D,++D,+;<;<;<;<��

=cτ � �� ,"��<7--�,"��<7--�,"��<7--�,"��<7--��

��K��5��K��5��K��5��K��5��

��

��

"1+"1+"1+"1+AAAA��,�+,�,#��,�+,�,#��,�+,�,#��,�+,�,#��

�

��====��

�$�*� 2.131268.1

6140..

==xValueBasicxFM

lx � --�H��$�4�,�

��&�'��$�&�'��$�&�'��$�&�'��$��4��-��(��&�4��-��(��&�4��-��(��&�4��-��(��&��

(�*�bd

s

x4x6.1 τσΦ � *� Φ=

Φ 3.404.146.1

41587.0xxxx

�

(�*�"�,!�)�#��*�"�!�--�

o1

d LV

ML +≤ �

��$��&�$��

o1 L

VM

+ * 483.0275.04.452

66.18=+ -�*�"=!--�

��$�� $��$�� $��$�� $��$�� $��*��,#��C��*��,#��)�#��)�#+��*#D�--��

�� $�5��4�*� 1000xAA

sd

b *� 1000192

5.78 x � *�"�D�--�

�$�4��=�--�F�G�"��--��7��

��,��*� 1000xSA

v

b *� 3.1961000400

5.78 =x --��

%�$��$�-��%�$��$�-��%�$��$�-��%�$��$�-�� %�$��$��$�-�� $�4��$��"1+A��,�,#,=5��,��,#,D� ��$��-��$�-��$��-��$�-��$��-��$�-��$��-��$�-��$��-�� $��-��-�&�� $��$��!"

��

�$�$�$�$��H��5�K��H��5�K��H��5�K��H��5�K��

�� K��5��K��5��K��5��K��5��

��*#D�--*#D�--*#D�--*#D�--��

��,��,��,��,��*�#D+,!�*�#D+,!�*�#D+,!�*�#D+,!�--------��

�

��

Table 16

�� "�"�"�"��

"1+"1+"1+"1+AAAA��%��+%��+%��+%��+��

��####��!!!!��

��$��$��%&��'��%&��'��%&��'��%&��'��$�� $��$�� $��$�� $��$�� $��$��()*",#"�-�( *",!"�-�

�)(,


.�*�+�/�*#�0�*#,+1�2�*#,�1�3�*#�

05.1*65.1264140

xd = � *�D#�--�

�� *�#+��--��-��$��4$*#1�--��$�4��#��--�Ø��$�%��&��5��*�D#�6�#1�6�#�7��*�###�--� �%�'��*#+�--5��&��*#"�--�8��4��&� �

�� 205.141404340 <==

x

y

ll

� ��9��:� ��

��(��(��(��(��*��,#+�)��1�*�"�;<7-��

��$*�,"�=�;<7-��

��$��*�,++=�;<7-��$��$*�,�"=�;<7-��$��9��*�#,��;<7-��*�"�6�#,��6��,"�=6�,�"=6�,++=*�+,!�"�;<7-��(�4��*�",��;<7-��5�9�*�#,1>�(6((?�*�#1,"@#;<7-��$��9��&��5�9*�#1,"@#�;<7-��-��-��-��-��A4� ��-�-��.)*�A�,�!15�. *��,�!��64� ��-�-��-��

�

��

�*D#�--�*D#�--�*D#�--�*D#�--��

�*#+��--�*#+��--�*#+��--�*#+��--��

��))))*"#"�--*"#"�--*"#"�--*"#"�--�� *"!"��--*"!"��--*"!"��--*"!"��--��

��

��"1+"1+"1+"1+AAAA��)��)��)��)��,#,#�,#,#�,#,#�,#,#��)��)��)��)��,#,#�,#,#�,#,#�,#,#��

��)��)��)��)��,#,#�,#,#�,#,#�,#,#��)��)��)��)��,#,#�,#,#�,#,#�,#,#��

"1+"1+"1+"1+AAAA��)��)��)��)�B,#,#B,#,#B,#,#B,#,#��

"1+"1+"1+"1+AAAA��,�+,1,�,#��,�+,1,�,#��,�+,1,�,#��,�+,1,�,#��

��

"1+"1+"1+"1+AAAA��)�B��)�B��)�B��)�B��BBBBAAAA#,#,�?#,#,�?#,#,�?#,#,�?��

��


��

��""""��1111��

.)*��,��+�. *��,��"��$��&�$��$��-�-�� 5�� *� A� .)9�)�� *� A�,�!1)� #1,"@#� )",#"�� *� AD,�=�;<A-�� -�-�� 5��-�*� . 9�)�� *� �,��+� )� #1,"@#� )� ",#"�� *� +,D�;<A-��$�(��$��-�-�� 5�� *� A� .)9�)�� *� A�,�!�)� #1,"@#� )� ",#"�� *� A=,1�;<A-�� -�-�� 5��-�*� . 9�)�� *� �,��"� )� #1,"@#� )� ",#"�� *� +,"�;<A-� ��&�'��$��&��$�-��-��$��&�'��$��&��$�-��-��$��&�'��$��&��$�-��-��$��&�'��$��&��$�-��-��$��

��&��5��*� mmxx

bxM 3.47

100014.41028.9

14.4

6max == �

��$��$��$��$�� *��,#��C��*��,#��)�#��)�#+��*�#D��--��$��&�$��$��$��>�%�� $�?�$��$��>�%�� $�?�$��$��>�%�� $�?�$��$��>�%�� $�?��


11(ff

5.0 2ck

u

y

ck −− �

� � � � � � * 1361000)1361000301028.96.411(

415305.0 2

6

xxxxxxx −− �

� � � � � � *�#D!,@--��E��$�4��#��--�Ø��$�� *�@=,1�--��

�� $�5��4�*� 1000xAA

st

b � *� 10007.1935.78 x *�"�1--�

�$�4��#��--�F�G�!��--��7��

��5��*� 7.2611000300

5.781000 == xxSA

v

b � --��

��*��,#+�C��$��-��> ��-� �$�?�$��-��> ��-� �$�?�$��-��> ��-� �$�?�$��-��> ��-� �$�?��


11(ff

5.0 2ck

u

y

ck −− �

��

*"@,!--H#!+--*"@,!--H#!+--*"@,!--H#!+--*"@,!--H#!+--��

��*�#D��--*�#D��--*�#D��--*�#D��--��

��4�8I,� � ��$��4�8I,� � ��$��4�8I,� � ��$��4�8I,� � ��$��

��,;,��,;,��,;,��,;,��#�--�#�--�#�--�#�--�FFFFG�!��--�G�!��--�G�!��--�G�!��--�

�7��7��7��7��

��,��*��+#,@��,��*��+#,@��,��*��+#,@��,��*��+#,@�--------��

��4�8I,� � ��$��4�8I,� � ��$��4�8I,� � ��$��4�8I,� � ��$��

��


��


��

��

� � � � � � * 1361000)136100030109.66.411(

415305.0 2

6

xxxxxxx −− �

� � � � � � *�#"!�--��H��$�4��#��--�Ø��$��*�@=,1�--��

�� $�5��4�*� 1000xAA

st

b � *� 1000192

5.78 x *�"�D�--�

�$�4��#��--�F�G�!��--��7��

��5��*� 2621000300

5.781000 == xxSA

v

b � --��

��*��,#+�C��$��(��$��(��$��(��$��(��


11(ff

5.0 2ck

u

y

ck −− �

� � � � � � * 1361000)136100030104.86.411(

415305.0 2

6

xxxxxxx −− �

� � � � � � *�#@1,D�--��E��$�4��#��--�Ø��$��*�@=,1�--��

�� $�5��4�*� 1000xAA

st

b � *� 1000192

5.78 x *�"�D�--�

�$�4��#��--�F�G�!��--��7��

��5��*� 2621000300

5.781000 == xxSA

v

b � --��

��*��,#+�C��$��>� ��-� �$�?�$��>� ��-� �$�?�$��>� ��-� �$�?�$��>� ��-� �$�?��


11(ff

5.0 2ck

u

y

ck −− �

� � � � � � * 1381000)136100030104.66.411(

415305.0 2

6

xxxxxxx −− �

� � � � � � *#++,"�--��E��$�4��=�--�Ø��$��*�@=,1�--��

��

��,;,��,;,��,;,��,;,��

#�--�#�--�#�--�#�--�FFFFG�!��--�G�!��--�G�!��--�G�!��--��7��7��7��7��

��,��*�+�--��,��*�+�--��,��*�+�--��,��*�+�--��

��

"1+"1+"1+"1+AAAA��%��#D%��#D%��#D%��#D��,"�,��,"�,��,"�,��,"�,��

��

"1+"1+"1+"1+AAAA��,�!,�,#��,�!,�,#��,�!,�,#��,�!,�,#��

"1+"1+"1+"1+AAAA��"��"��"��"��

��++++��@@@@��

�� $�5��4�*� 1000xAA

st

b � *� 1000192

5.78 x *�"�D�--�

�$�4��#��--�F�G�!��--��7��

��5��*� 2621000300

5.781000 == xxSA

v

b � --��

��*��,#+�C��&�'��$��&�$�&�'��$��&�$�&�'��$��&�$�&�'��$��&�$��$�)A�$��,,��&�$��

�&�$��$��&��&��$�5�J�*�9�� *�#1,"@#�)�214.4

*!��

;<��&�$��$�� !��;<��D,D�;<�� *�,#!+�-�� !,�@�-� � � � � � � � � � � � � � � ��

136.007.207.232

−= uV

�

J��*��D,D�;<�K$5��$��$�-��$��&�$��$��*��,#+C� �

3.0=cτ � <7--��

' cτ ��*�1000

13610003.028.1 xxx� *�1�,��;<�E�J��

�&�'��$��&�'��$��&�'��$��&�'��$��&�$�� &��$��5��&��4��-� ��'��+�


262192

� �

*�#@+,"<7--��

��*��,#+�C��$�>�,�,?�*��

��

JJJJ��*��D,D;<*��D,D;<*��D,D;<*��D,D;<��

=cτ � �� ,!��,!��,!��,!��<7--<7--<7--<7--��

��K��5��K��5��K��5��K��5��

��

��

"1+"1+"1+"1+AAAA��,�+,�,#��,�+,�,#��,�+,�,#��,�+,�,#��

�

��====��

�$�*� 6.79262

4140..

==xValueBasicxFM

lx � --�H��$�4�,�

��$�� $��$�� $��$�� $��$�� $��*��,#��C��*��,#��)�#��)�#+��*#D�--��

�� $�5��4�*� 1000xAA

sd

b *� 1000192

5.78 x � *�"�D�--�

�$�4��=�--�F�G�"��--��7��

��,��*� 1000xSA

v

b *� 3.1961000400

5.78 =x --��

%�$��$�-��%�$��$�-��%�$��$�-��%�$��$�-�� &��$��$��$��$��$�-�� $��-��$�-��$��-��$�-��$��-��$�-��$��-��$�-��$��-�� $� ��-�� -�&�� $��!"

��$�$�$�$��H��5�K��H��5�K��H��5�K��H��5�K��

��*#D�--*#D�--*#D�--*#D�--��

��

��,��,��,��,��*�#D+,!�*�#D+,!�*�#D+,!�*�#D+,!�--------��

�

�

�� !" #$�%��&��'��(��)� *+, #$�-�.��/��./ !," ..- ,," ..0�� 1�� !, ..& *2, ..3��4 "

5�� 67*8!*+ 7! 96..

#�:�.�.�#�.�� " 96..#��.�.�#�.�� 6+!!8;"8!8 96..

#�:�.�.�'�� 6<<+," 9

#�.��&��5��

=��.�>'6*,2 #�.��#5� +;+"*77 !;7 96..

5��(�#�.��?1��#&? +;+"*77 !;7 96..5��(�#�.��61��#&6� 6+!*<!+;;2 96..

=��.�'�6+2 #�.��#�� ! +0?"7 96..=��?1��.�.��

�� #&�@�#��A��B��.��A�� 5��B��.��'��()��&=��()��&�/��.#& " 78C�)C3��C&�+6�3��C�)�D�BC&C��

3 +* ;8""8 / 6+28777 � +;+"*773�� ++8,8 7*,8 �� 8 ;+*,+ ..;5��A3�� 8 ;+*,"88 ..;#�� '��( " 7,C/C&D�) !!! !*!!8! ..;3��1�&� !!! !*!!8! ..;3��1�& " ..;3��.��/��-��.�� +; ..3��B�� ++! "<8!!,, ..;9� ��/��.�B��1�& !=��.��B��3��.��/��-��.�� +; ..3��B�� ++! "<8!!,, ..;9� ��5��B��1�&�& ;

Table 17: Design of Beam 106ÿ(B2ÿC2)��(��(��

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� 61��.�.��

�� #&�F�#��A��B��.��A�� 5��B��.��-��B()��&=��-��B()��&�/��.3��+ #�A(�.D" 78D�)D�&6" *+2C" *8<C&�'�A3��+ ;!!" ,7!!; ..;3��.�A�&G ;, ..&GD& " ",!82!**�&GD&�+ " ", ��+ !,,�&GD&�; " + ��; !,!#&+ !+!!+"";, 9..�� !,* 7!8;"< 9D..;�� +! !7 9D..;3�� ;"7, !7"2 ..;

3��; 3��6��D" 78D�) " "+2<+,!7 ..;

3�� " "+2<+,!7 ..;

=��(��'��(3��.��& ;" ..

3��(�� !+* +,<;2, ..;9� ��/�� ;'�� ;2" ..=��.� �'��(3��.��& ;, ..

3��(�� *<" 78!7,; ..;9� ��/�� *'�� 22 2222228 .. ��

'�..��) & �5�� ;, H */��. +; !

-��'��.��I <<+," 95� 7*8!*+ 7! 96..3�� !!< ;<;""8 ..;$� " ;"7*8*!, J$�+ " +, J $�; " ;, JK�+ " ;< K�+ " !2

��.�>'�*,2 K� " !!"<!;", 9D..;5�B(��+< &�1 7 ..

��(��(��

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� (��(�� 3�1 +"" ,!"<2, ..;

K�A.�: ! , 9D..;

I�� *,;<" 7"<, 9'��=��.��

>'�*,2 '1 " 78C�)C3�1C&DI�� !8; 2,7 ..*" * � #�� .��;, , + 2 #��'1 ;,< ;2;+87 ..

��.�5��*+ * ! '1 !<8 ;8!8<2 ..

'1 � ;,< ;2;+87 .. ;,, .. �1 ;,,..

'��'��.��1�&�&��7..�&��H ;,, .. �D�

3��4 (D;

5�� 7*8""" 96..

#�:�.�.�#�.�� 82!";""" 96..#��.�.�#�.�� " 96..

#�:�.�.�'�� +,+," 9

#�.��&��5��

=��.�>'6*,2 #�.��#5�

+;+"""" 96..

5��(�#�.��?1��#&? 88,+;""" 96..5��(�#�.��61��#&6� 6+;+"""" 96..

=��.�'�6+2 #�.��#�� ! +0?"7 96..=��?1��.�.�� #&�@�#��A��B��.��A�� 5��B��.��'��()��&=��()��&�/��.#& " 78C�)C3��C&�+6�3��C�)�D�BC&C��

3 +* ;8""8 / 6+28777 � 88,+;"""3�� ++8,8 7*,8 �� 8 ;+*,+ ..;5��A3�� 8 ;+*,"88 ..;#�� '��( " 7,C/C&D�)

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� !!! !*!!8! ..;

3��1�&� !!! !*!!8! ..;3��1�& " ..;3��.��/��-��.�� +; ..3��B�� ++! "<8!!,, ..;9� ��/��.�B��1�& !=��.��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 � 6+;+""""3�� ++8,8 7*,8 �� 8 ;+*,+ ..;5��A3�� 8 ;+*,"88 ..;#�� '��( " 7,C/C&D�) !!! !*!!8! ..;

3��1�&� !!! !*!!8! ..;3��1�& " ..;3��.��/��-��.�� +; ..3��B�� ++! "<8!!,, ..;9� ��/��.�B��1�& !=��.��B��3��.��/��-��.�� +; ..3��B�� ++! "<8!!,, ..;9� ��5��B��1�&�& ;

-��'��.��I +,+," 95� 7*8""" 96..3�� !!< ;<;""8 ..;$� " ;"7*8*!, J$�+ " +, J $�; " ;, JK�+ " ;< K�+ " !2

��.�>'�*,2 K� " !!"<!;", 9D..;5�B(��+< &�1 7 ..

3�1 +"" ,!"<2, ..;

��(��(��

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� (��(�� K�A.�: ! , 9D..;

I�� +,+," 9'��=��.��

>'�*,2 '1 " 78C�)C3�1C&DI�� +";* *; ..*" * � #�� .��;, , + 2 #��'1 ;,< ;2;+87 ..

��.�5��*+ * ! '1 +7<< <,77, ..

'1 � ;,< ;2;+87 .. ;,, .. �1 ;,,..

'��'��.��1�&�&��7..�&��H ;,, .. �D�

3��4 4

5�� 7*8""" 96..

#�:�.�.�#�.�� " 96..#��.�.�#�.�� +;!+!<<""" 96..

#�:�.�.�'�� +",,<* 9

#�.��&��5��

=��.�>'6*,2 #�.��#5�

+;+"""" 96..

5��(�#�.��?1��#&? +;+"""" 96..5��(�#�.��61��#&6� 6+;!;2"<""" 96..

=��.�'�6+2 #�.��#�� ! +0?"7 96..=��?1��.�.��

�� #&�@�#��A��B��.��A�� 5��B��.��'��()��&=��()��&�/��.#& " 78C�)C3��C&�+6�3��C�)�D�BC&C��

3 +* ;8""8 / 6+28777 � +;+""""3�� ++8,8 7*,8 �� 8 ;+*,+ ..;5��A3�� 8 ;+*,"88 ..;#�� '��( " 7,C/C&D�)

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� (��(�� !!! !*!!8! ..;

3��1�&� !!! !*!!8! ..;3��1�& " ..;3��.��/��-��.�� +; ..3��B�� ++! "<8!!,, ..;9� ��/��.�B��1�& !=��.��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 � + ;!0?"<3�� ++8,8 7*,8 �� 8 ;+*,+ ..;5��A3�� 8 ;+*,"88 ..;#�� '��( " 7,C/C&D�) !!! !*!!8! ..;

3��1�&� !!! !*!!8! ..;3��1�& " ..;3��.��/��-��.�� +; ..3��B�� ++! "<8!!,, ..;9� ��/��.�B��1�& !=��.��B��3��.��/��-��.�� +; ..3��B�� ++! "<8!!,, ..;9� ��5��B��1�&�& ;

-��'��.��I +",,<* 95� 7*8""" 96..3�� !!< ;<;""8 ..;$� " ;"7*8*!, J$�+ " +, J $�; " ;, JK�+ " ;< K�+ " !2

��.�>'�*,2 K� " !!"<!;", 9D..;5�B(��+< &�1 7 ..

3�1 +"" ,!"<2, ..;

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� (��(�� K�A.�: ! , 9D..;

I�� +",,<* 9'��=��.��

>'�*,2 '1 " 78C�)C3�1C&DI�� +*2 <87 ..*" * � #�� .��;, , + 2 #��'1 ;,< ;2;+87 ..

��.�5��*+ * ! '1 !8* ,,788 ..

'1 � +*2 <88828 .. +*, .. �1 +*,..

'��'��.��1�&�&��7..�&��H +*, .. �D�

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� (��(�� !" #$�%��&��'��(��)� *+, #$�-�.��/��./ !," ..- ,," ..0�� 1�� !, ..& *2, ..3��4 "

5�� <+;,7" +22 96..

#�:�.�.�#�.�� " 96..#��.�.�#�.�� ;+<,*,2;! 96..

#�:�.�.�'�� +,8"8; "78 9

#�.��&��5��

=��.�>'6*,2 #�.��#5�

+!"!27, <, 96..

5��(�#�.��?1��#& +!"!27, <, 96..5��(�#�.��61��#&6 ;;"7*<!"< 96..

!+!!+"";, <;*2"8+, 8=��.�'�6+2 #�.��#�� !+!!+"";, 96..

=��?1��.�.��

�� #&�@�#��A��B��.��A�� 5��B��.��'��()��&=��()��&�/��.#& " 78C�)C3��C&�+6�3��C�)�D�BC&C��

3 +* ;8""8 / 6+28777 ! � +!"!2723�� ++8,8 ;< �� 8 88"!!;8 ..;5��A3�� 8 88"!!;8 ..;#�� '��( " 7,C/C&D�) !!! !*!!8 ..;3��1�&� !!! !*!!8 ..;3��1�& " ..;3��.��/��-��.�� +; ..3��B�� ++! "<8!!2 ..;9� ��/��.�B��1� !=��.��B��3��.��/��-��.�� +; ..3��B�� ++! "<8!!2 ..;9� ��5��B��1�&�& ;

Table 18: Design of Beam 102ÿ(B8ÿC8)

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� (��(�� 61��.�.��

�� #&�@�#��A��B��.��A�� 5��B��.��'��()��&=��()��&�/��.#& " 78C�)C3��C&�+6�3��C�)�D�BC&C��

3 +* ;8""8 / 6+28777 ! � +!"!2723�� ++8,8 ;< �� 8 88"!!;8 ..;5��A3�� 8 88"!!;8 ..;#�� '��( " 7,C/C&D�) !!! !*!!8 ..;

3��1�&� !!! !*!!8 ..;3��1�& " ..;=��B��.�B��3��.��/��-��.�� +; ..3��B�� ++! "<8!!2 ..;9� ��/��.�B��1� ;��5��B��3��.��/��-��.�� +; ..3��B�� ++! "<8!!2 ..;9� ��5��B��1�&�& !

'�..��) & �5�� +; H !/��. +; !

-��'��.��I +,8"8; "< 95� ;+<,*,2;! 96..3�� !!< ;<;"+ ..;$� " ;"7*8** J$�+ " +, J $�; " ;, JK�+ " ;< K�+ " !2

��.�>'�*,2 K� " !!"<!; 9D..;5�B(��+< &�1 7 ..

3�1 +"" ,!"<2 ..;

K�A.�: ! , 9D..;

I�� +"!;+; < 9'��=��.��

>'�*,2 '1 " 78C�)C3�1C&DI�� +2! ,;,7 ..*" * � #�� .��

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� (��(�� ;, , + 2 #��'1 ;,< ;2;+7 ..

��.�5��*+ * ! '1 ;+ ;!<,2* ..

'1 � ;+ ;!<,2* .. ;" .. �1 ;,,..

'��'��.��1�&�&��7..�&��H ;" .. �D�

3��4 (D;

5�� 7*8""" 96..

#�:�.�.�#�.�� ++*27<,"* 96..#��.�.�#�.�� " 96..

#�:�.�.�'�� ;7"2" <72, 9

#�.��&��5��

=��.�>'6*,2 #�.��#5�

+;+"""" 96..

5��(�#�.��?1��#& ++,7<<,"* 96..5��(�#�.��61��#&6 +;+"""" 96..

=��.�'�6+2 #�.��#�� !+!!+"";, 96..=��?1��.�.��

�� #&�@�#��A��B��.��A�� 5��B��.��'��()��&=��()��&�/��.#& " 78C�)C3��C&�+6�3��C�)�D�BC&C��

3 +* ;8""8 / 6+28777 ! � ++,7<<,"*3�� ++8,8 ;< �� 8 88"!!;8 ..;5��A3�� 8 88"!!;8 ..;#�� '��( " 7,C/C&D�)

!!! !*!!8 ..;

3��1�&� !!! !*!!8 ..;3��1�& " ..;3��.��/��-��.�� +; ..3��B�� ++! "<8!!2 ..;9� ��/��.�B��1� !

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� (��(�� =��.��B��3��.��/��-��.�� +; ..3��B�� ++! "<8!!2 ..;9� ��5��B��1�&�& ;

��61��.�.��

�� #&�@�#��A=��()��&�/��.#& " 78C�)C3��C&�+6�3��C�)�D�BC&C��

3 +* ;8""8 / 6+28777 ! � +;+""""3�� ++8,8 ;< �� 8 88"!!;8 ..;5��A3�� 8 88"!!;8 ..;#�� '��( " 7,C/C&D�) !!! !*!!8 ..;

3��1�& !!! !*!!8 ..;3��1�&� " ..;3��.��/��-��.�� +; ..3��B�� ++! "<8!!2 ..;9� ��B��1�&�& !=��.��B��3��.��/��-��.�� +; ..3��B�� ++! "<8!!2 ..;9� ��/��.�B��1� ;

'�..��) & �5�� +; H !/��. +; !

-��'��.��I ;7"2" <72 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�� ;7"2" <72 9'��=��.��

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� (��(�� >'�*,2 '1 " 78C�)C3�1C&DI�� ,,! "7 ..*" * � #�� .��

;, , + 2 #��'1 ;,< ;2;+7 ..

��.�5��*+ * ! '1 +;"+ *8!+ ..

'1 � ;,< ;2;+7 .. ;,, .. �1 ;,,..

'��'��.��1�&�&��7..�&��H ;,, .. �D�

3��4 4

5�� 7*8""" 96..

#�:�.�.�#�.�� 8,"**+8 < 96..#��.�.�#�.�� 6;",<<27", 96..

#�:�.�.�'�� +,;8"8 <+! 9

#�.��&��5��

=��.�>'6*,2 #�.��#5�

+;+"""" 96..

5��(�#�.��?1��#& 78+**+8 < 96..5��(�#�.��61��#&6 6;"8;"27", 96..

=��.�'�6+2 #�.��#�� !+!!+"";, 96..=��?1��.�.�� #&�@�#��A��B��.��A�� 5��B��.��'��()��&=��()��&�/��.#& " 78C�)C3��C&�+6�3��C�)�D�BC&C��

3 +* ;8""8 / 6+28777 ! � 78+**+8 <3�� ++8,8 ;< �� 8 88"!!;8 ..;5��A3�� 8 88"!!;8 ..;#�� '��( " 7,C/C&D�) !!! !*!!8 ..;

3��1�&� !!! !*!!8 ..;3��1�& " ..;3��.��/��-��.�� +; ..3��B�� ++! "<8!!2 ..;9� ��/��.�B��1� !

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� (��(�� =��.��B��3��.��/��-��.�� +; ..3��B�� ++! "<8!!2 ..;9� ��5��B��1�&�& ;

��61��.�.��

�� #&�@�#��A=��()��&�/��.#& " 78C�)C3��C&�+6�3��C�)�D�BC&C��

3 +* ;8""8 / 6+28777 ! � ;"8;"27",3�� ++8,8 ;< �� 8 88"!!;8 ..;5��A3�� 8 88"!!;8 ..;#�� '��( " 7,C/C&D�) !!! !*!!8 ..;

3��1�& !!! !*!!8 ..;3��1�&� " ..;3��.��/��-��.�� +; ..3��B�� ++! "<8!!2 ..;9� ��B��1�&�& !

3��.��/��-��.�� +; ..3��B�� ++! "<8!!2 ..;9� ��B��.�B��1�& ;

'�..��) & �5�� +; H !/��. +; !

-��'��.��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�� +,;8"8 <+ 9'��=��.��

>'�*,2 '1 " 78C�)C3�1C&DI�� +"+ 2!+8 ..*" * � #�� .��

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� (��(�� ;, , + 2 #��'1 ;,< ;2;+7 ..

��.�5��*+ * ! '1 ;2* +"*"< ..

'1 � +"+ 2!+8* .. +"" .. �1 +""..

'��'��.��1�&�&��7..�&��H +"" .. �D�

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� (��(�� !" #$�%��&��'��(��)� *+, #$�-�.��/��./ !," ..- ,"" ..0�� 1�� !, ..& *2, ..3��4 "

5�� +"*<2"" < 96..

#�:�.�.�#�.�� ;*"788<+ 96..#��.�.�#�.�� !,<!<2+;* 96..

#�:�.�.�'�� ;;*7<8 7! 9

#�.��&��5��

=��.�>'6*,2 #�.��#5� +*<<*;< 7 96..5��(�#�.��?1��#&?� ;,,78;;+ 96..5��(�#�.��61��#&6� !2"7<,,,* 96..

=��.�'�6+2 #�.��#�� !+!!+"";, 96..=��?1��.�.��

�� #&�@�#��A��B��.��A�� 5��B��.��'��()��&=��()��&�/��.#& " 78C�)C3��C&�+6�3��C�)�D�BC&C��

3 +* ;8""8+* / 6+28777 ! � ;,,78;;+3�� ++2+" 2;8 �� +,* *!!*! ..;

5��A3�� +,* *!!*! ..;

#�� '��( " 7,C/C&D�) !!! !*!!8 ..;

3��1�&�& !!! !*!!8 ..;3��1�&�& " ..;3��.��/��-��.�� +; ..3��B�� ++! "<8!* ..;9� ��/��.�B��1�&� !=��.��B��3��.��/��-��.�� +; ..3��B�� ++! "<8!* ..;9� ��5��B��1�&�& ;

Table 19: Design of Beam 196ÿ(c4ÿc5)

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� (��(�� 61��.�.��

�� #&�F�#��A��B��.��A�� 5��B��.��-��B()��&=��-��B()��&�/��.3��+ #�A(�.D" 78D�)D�&6" *+2C" *8<C&�'�A3��+ ;!!" ,7!! ..;

�� (��(�� 3��.�A�&G ;, ..&GD& " ",!82!*�&GD&�+ " ", ��+ !,,�&GD&�; " + ��; !,!#&+ ;7<;;;;!* 9..�� !,* 7!8;+ 9D..;�� +! !7 9D..;3�� +<;, ",!+ ..;

3��; 3��6��D" 78D�) " "+,2+*< ..;

3�� ;!!" ,<7< ..;

=��(��'��(3��.��& ;" ..

�� !+* +,<;8 ..;9� ��/�� 2'�� *" ..=��.� �'��(3��.��& ;, ..

�� *<" 78!7, ..;9� ��/�� ,'�� *! 8, ..

&��.��3�� +77* <,,2$� + +,7+<"7 J$�+ + J $�; + ;, JK�+ " 2* K�+ " 8

��.�>'�*,2 K� " 288<2,7 9D..;5�B(��+< &�1 7 ..

3�1 +"" ,!"<2 ..;

K�A.�: ! , 9D..;

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� (��(�� I�� ++*,,7 7< 9'��=��.��

>'�*,2 '1 " 78C�)C3�1C&DI�� +*8 !! ..

*" * � #�� .��

;, , + 2 #��'1 ;,< ;2;+7 ..

��.�5��*+ * ! '1 !*; +<7"+ ..

'1 � +*8 !!"", .. +*, .. �1 +*,..

'��'��.��1�&�&��7..�&��H +*, .. �D�

3��4 (D;

5�� 7*8""" 96..

#�:�.�.�#�.�� +8+<<"7<* 96..#��.�.�#�.�� " 96..

#�:�.�.�'�� *!!+2 2"* 9

#�.��&��5��

=��.�>'6*,2 #�.��#5�

+;+"""" 96..

5��(�#�.��?1��#&?�+8!;""7<* 96..5��(�#�.��61��#&6� +;+"""" 96..

=��.�'�6+2 #�.��#�� !+!!+"";, 96..=��?1��.�.��

�� #&�@�#��A��B��.��A�� 5��B��.��'��()��&=��()��&�/��.#& " 78C�)C3��C&�+6�3��C�)�D�BC&C��

3 +* ;8""8+* / 6+28777 ! � + 8!0?"73�� ++2+" 2;8 �� +,* *!!*! ..;5��A3�� +,* *!!*! ..;#�� '��( " 7,C/C&D�) !!! !*!!8 ..;

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� (��(�� 3��1�&�& !!! !*!!8 ..;3��1�&�& " ..;3��.��/��-��.�� +; ..3��B�� ++! "<8!* ..;9� ��/��.�B��1�&� !

=��.��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�&�& " ..;

3��.��/��-��.�� +; ..3��B�� ++! "<8!* ..;9� ��B��1�&�& !=��.��B��3��.��/��-��.�� +; ..3��B�� ++! "<8!* ..;9� ��/��.�B��1�&� ;

'�..��) & �5�� +; H !/��. +; !

-��'��.��I *!!+2 2"* 95� 7*8""" 96..3�� !!< ;<;"+ ..;$� " ;"7*8** J$�+ " +, J $�; " ;, JK�+ " ;< K�+ " !2

#��$��&��A�#��#��E��A9��&��&��(A�$��E�/��(A�$��1��#��(

�� (��(�� .�>'�*,2 K� " !!"<!; 9D..;5�B(��+< &�1 7 ..

3�1 +"" ,!"<2 ..;

K�A.�: ! , 9D..;

I�� *!!+2 2"* 9'��=��.��

>'�*,2 '1 " 78C�)C3�1C&DI�� !,7 ;<+ ..*" * � #�� .��

;, , + 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��#��(

�� (��(�� #& " 78C�)C3��C&�+6�3��C�)�D�BC&C��

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�&� !

�� (��(�� =��.��B��3��.��/��-��.�� +; ..3��B�� ++! "<8!* ..;9� ��5��B��1�&�& ;

��61��.�.��

�� #&�F�#��A 5��B��.��-��B()��&=��-��B()��&�/��.3��+ #�A(�.D" 78D�)D�&6" *+2C" *8<C&�'�A3��+ ;8!! 7"27 ..;3��.�A�&G ;, ..&GD& " ",!82!*

=��.�'�+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


� �

�� 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 � � �


distance

�

� � Lo = 900mm on either side from the joint. � �

�

�

�

�

==

=

mm

mmSpanClearof


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


� �

��

�

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�)��

� �

��

��


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


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


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


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



Total 12515553.17 6752563.79 12515553.17 6752563.79 12515553.17 6752563.79

first floor second floor third floor


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


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



Total 12515553.17 6752563.79 12515553.17 6752563.79 12515553.17 6752563.79

fourth floor fifth floor sixth floor


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


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


( 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 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


( 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



SW8

SW2

SW1

LIFT

O-O





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


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 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 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


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 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


E3-D3

E4-D4

SW3,1-SW5,1

SW3,3-SW5,3

SW3,2-SW5,2

SW1,1





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


A5-D5

A6-D6

SW5,4

SW2,1

LIFT1








A7-D7

A8-D8

SW5,5

SW3,4-SW5,7

SW5,6

LIFT2







SW2,2

SW1,2

SW3,5-SW5,8

A9-D9

A10-D10





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


Bas

emen

t Flo

orU

nit W

eigh

tsC

oncr

ete

25K

N/m

3Th

ickn

ess o

fM

arbl

e0.

025

mM

arbl

e26

.7K

N/m

3Pl

aste

r0.

02m

Plas

ter

20.4

KN

/m3

Tile

0.02

5m

Tile

(25m

m)

6K

N/m

3In

ner P

last

er0.

012

m

Slab

Thic

knes

sD

ead

Load

WA

TER

Plas

ter

Mar

ble

Parti

on w

all

Inne

r Pla

ster

Tota

l loa

dLi

ve L

oad

Tota

l Loa

dR

emar

ksm

KN

/m2

KN

/m2

KN

/m2

KN

/m2

KN

/m2

(with

out L

.L)

KN

/m2

(With

L.L

)(F

or li

ve lo

ad)

E1-E

2-A

2-A

10.

164.

000.

000.

410.

670.

000.

245.

484.

009.

48E2

-E3-

A3-

A2

0.16

4.00

0.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

E3-E

4-A

4-A

30.

164.

000.

000.

410.

671.

000.

246.

483.

009.

48C

ircul

ar-A

1-B

10.

164.

000.

000.

410.

670.

000.

245.

484.

009.

48N

orm

al R

oom

A1-

A2-

B1-

B2

0.16

4.00

0.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

Bed

Roo

ms

A2-

A3-

B2-

B3

0.16

4.00

0.00

0.41

0.67

0.00

0.24

5.48

3.00

8.48

Cor

ridor

sA

3-A

4-B

3-B

40.

164.

000.

000.

410.

670.

000.

245.

484.

009.

48St

ore

& C

orrid

ors

A4-

A5-

B4-

B5

0.16

4.00

0.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

Stai

rcas

eA

5-A

6-B

5-B

60.

164.

000.

000.

410.

670.

000.

245.

484.

009.

48K

itche

n an

d D

inin

gA

7-A

8-B

7-B

80.

164.

000.

000.

410.

671.

000.

246.

484.

0010

.48

Nor

mal

Roo

mA

8-A

9-B

8-B

90.

164.

000.

000.

410.

671.

000.

246.

484.

0010

.48

Nor

mal

Roo

mA

9-A

10-B

9-B

100.

164.

000.

000.

410.

670.

000.

245.

484.

009.

48N

orm

al R

oom

A10

-A11

-B10

-B11

0.16

4.00

0.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

Nor

mal

Roo

mB

1-B

2-C

20.

164.

000.

410.

671.

000.

246.

486.

48N

orm

al R

oom

B2-

B3-

C2-

C3

0.16

4.00

0.41

0.67

1.00

0.24

6.48

4.00

10.4

8B

ed R

oom

sB

3-B

4-C

3-C

40.

164.

000.

410.

670.

000.

245.

484.

009.

48St

ore

B4-

B5-

C4-

C5

0.16

4.00

0.41

0.67

1.00

0.24

6.48

4.00

10.4

8K

itche

n an

d D

inin

gB

5-B

6-C

5-C

60.

164.

000.

410.

670.

000.

245.

484.

009.

48B

ed R

oom

s & W

/CB

7-B

8-C

7-C

80.

164.

000.

410.

670.

000.

245.

484.

009.

48N

orm

al R

oom

B8-

B9-

C8-

C9

0.16

4.00

0.41

0.67

1.00

0.24

6.48

4.00

10.4

8N

orm

al R

oom

B9-

B10

-C9-

C10

0.16

4.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

Nor

mal

Roo

mB

10-B

11-C

10-C

110.

164.

000.

410.

670.

000.

245.

484.

009.

48N

orm

al R

oom

C2-

C3-

D2-

D3

0.16

4.00

10.0

00.

410.

670.

000.

2415

.48

1.00

16.4

8N

o sl

abC

3-C

4-D

3-D

40.

164.

0010

.00

0.41

0.67

0.00

0.24

15.4

81.

0016

.48

No

slab

C4-

C5-

D4-

D5

0.16

4.00

10.0

00.

410.

670.

000.

2415

.48

1.00

16.4

8B

alco

ny(c

antil

ever

)C

5-C

6-D

5-D

60.

164.

000.

410.

670.

000.

245.

484.

009.

48N

o sl

abC

7-C

8-D

7-D

80.

164.

000.

410.

670.

000.

245.

484.

009.

48N

o sl

abC

8-C

9-D

8-D

90.

164.

000.

410.

670.

000.

245.

484.

009.

48N

o Sl

abC

9-C

10-D

9-D

100.

164.

000.

410.

670.

000.

245.

484.

009.

48C

antil

ever

C10

-C11

-D10

-D11

0.16

4.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

Can

tilev

er

Man

i Pan

dit,

Man

ika

Mah

arja

n, N

aren

dra

Dan

gol,

Pank

aj B

aral

, Pra

vash

Moo

l

(Tab

le34

)

Uni

t Wt.C

onc.

25

��

��

��

��

��

��

� ��

��

� ��

��

��

� ��

� ��

��

��

��

��

��

��

��

��

��

��

��

��

!�"

�#

��

��$%

��

��

!�"

�#

��

��$

��

&��'��!

��

(�)(�

*%+,

*%+-

-%�*

�%&.

��%,*

*%**

*%**

-%�*

-%**

-%-*

,%-.

&%-.

-%�*

-%**

-%-*

-�%/�

*%**

,-%��

(�)(+

*%+,

*%+-

0%**

�%&.

�/%.,

*%**

*%**

0%**

-%**

.%**

,%-.

&%-.

0%**

-%**

.%**

/,%.-

*%**

&+%0&

(+)(-

*%+,

*%+-

0%**

�%&.

�/%.,

*%**

*%**

0%**

-%**

.%**

,%-.

&%-.

0%**

-%**

.%**

/,%.-

*%**

&+%0&

(�)��

*%+,

*%+-

-%**

�%&.

��%&*

*%**

*%**

-%�*

-%**

-%**

,%-.

&%-.

-%�*

-%**

-%**

+/%&�

*%**

-&%.�

(�)��

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

0%**

-%**

-%**

,%-.

&%-.

0%**

-%**

-%**

/,%.-

+%,�

+%+.

+0%//

��-%,�

(+)�+

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

0%**

-%**

-%**

,%-.

&%-.

0%**

-%**

-%**

/,%.-

+%,�

+%+.

+0%//

��-%,�

(-)�-

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

0%**

-%**

-%**

*%**

*%**

0%**

-%**

-%**

+/%&�

+%,�

+%+.

+0%//

.0%,&

1)��

*%+,

*%+-

-%**

�%&.

��%&*

*%**

*%**

*%**

*%**

*%**

,%-.

&%-.

�%0,

�,%0-

+%-*

*%**

�/%,-

2��)��

*%+,

*%+-

�%**

�%&.

,%&,

*%**

*%**

*%**

*%**

*%**

,%-.

&%-.

*%0/

0%+,

�%-*

*%**

��%+*

��)��

*%+,

*%+-

-%�*

�%&.

��%,*

,%-.

&%-.

-%�*

-%**

-%-*

,%-.

&%-.

0%**

-%�*

-%-�

.+%,�

+%0*

*%**

&0%*�

��)�+

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

-%**

.%**

,%-.

&%-.

0%**

0%**

&%**

�0�%�/

,%-*

*%**

�/&%*�

�+)�-

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

-%**

.%**

0%-.

�*%-.

0%**

0%**

&%**

�/*%�/

,%-*

*%**

�..%*�

�-)�,

*%+,

*%+-

/%**

�%&.

�*%.+

*%**

*%**

/%**

0%**

��%**

,%-.

&%-.

/%**

0%**

��%**

��+%/0

+%,�

0%-*

0&%.+

�*-%-�

�,)�0

*%+,

*%+-

0%**

�%&.

�/%.,

*%**

*%**

0%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

.,%+�

+%,�

,%-*

,.%&�

�0�%*&

�/)�.

*%+,

*%+-

0%**

�%&.

�/%.,

*%**

*%**

0%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

.,%+�

+%,�

,%-*

,.%&�

�0�%*&

�.)�&

*%+,

*%+-

/%**

�%&.

�*%.+

*%**

*%**

/%**

0%**

��%**

,%-.

&%-.

/%**

0%**

��%**

��+%/0

+%,�

0%-*

0&%.+

�*-%-�

�&)��*

*%+,

*%+-

0%**

�%&.

�/%.,

*%**

*%**

0%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

&-%+�

+%,�

,%-*

,.%&�

�/�%*&

��*)��

*%+,

*%+-

0%**

�%&.

�/%.,

*%**

*%**

0%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

.,%+�

+%,�

,%-*

,.%&�

�0�%*&

��)��

*%+,

*%+-

-%�*

�%&.

��%,*

,%-.

&%-.

0%**

-%�*

-%-�

,%-.

/%-.

0%**

�%,*

,%&-

.0%��

+%0*

*%**

&.%/�

��)�+

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

�/&%0,

+%,�

,%-*

,.%&�

�,0%-�

�+)�-

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

�/&%0,

,%-*

*%**

�&/%,*

�-)�,

*%+,

*%+-

/%**

�%&.

�*%.+

,%-.

&%-.

/%**

0%**

��%**

0%-.

�*%-.

/%**

0%**

��%**

�+&%,+

0%-*

*%**

�0*%+,

�,)�0

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

�/&%0,

,%-*

*%**

�&/%,*

�/)�.

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

�/&%0,

+%,�

,%-*

,.%&�

�,0%-�

�.)�&

*%+,

*%+-

/%**

�%&.

�*%.+

,%-.

&%-.

/%**

0%**

��%**

0%-.

�*%-.

/%**

0%**

��%**

�+&%,+

+%,�

0%-*

0&%.+

++*%�.

�&)��*

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

�/&%0,

,%-*

*%**

�&/%,*

��*)��

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

�/&%0,

,%-*

*%**

�&/%,*

2�)2+

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

�%**

�%**

0%**

-%**

.%**

��*%+�

�%�*

,%-*

+�%-*

�0*%,/

2+)2-

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

�%**

�%**

0%**

-%**

.%**

�*�%+�

�%�*

,%-*

+�%-*

�,�%,/

2-)2,

*%+,

*%+-

/%**

�%&.

�*%.+

0%-.

�*%-.

/%**

0%**

��%**

,%-.

&%-.

/%**

-%**

�*%**

��*%,/

�%�*

0%-*

+.%-*

�/&%/&

2,)20

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

,%-.

&%-.

0%**

-%**

.%**

�/*%�/

+%,�

,%-*

+&%�.

��/%+*

2/)2.

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

,%-.

&%-.

0%**

-%**

.%**

�/*%�/

+%,�

,%-*

+&%�.

��/%+*

2.)2&

*%+,

*%+-

/%**

�%&.

�*%.+

0%-.

�*%-.

/%**

0%**

��%**

,%-.

&%-.

/%**

-%**

�*%**

��*%,/

+%,�

0%-*

-0%,,

�./%&,

2&)2�*

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

,%-.

&%-.

0%**

-%**

.%**

�0�%�/

,%-*

�/&%*�

2�*)2��

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

,%-.

&%-.

0%**

-%**

.%**

�/*%�/

,%-*

�..%*�

��)��

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

*%**

*%**

�%*-

,%-.

&%-.

0%**

-%�*

.%�&

&0%&.

,%�*

��-%.+

��)��

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

-%�*

.%�&

,%-.

&%-.

0%**

0%**

&%**

�0�%&/

+%,�

,%�*

,,%0,

�+0%-0

�+)�+

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

�/&%0,

+%,�

,%�*

,,%0,

�,+%�-

��%�1 ��

��%�1 ��

Load

cal

cula

tion

of b

asem

ent 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

le35

)

��

��

��

��

��

��

� ��

��

� ��

��

��

� ��

� ��

��

��

��

��

��

��

��

��

��

��

��

��

!�"

�#

��

��$%

��

��

!�"

�#

��

��$

��

&��'��!

��

�-)�-

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

,%-.

&%-.

/%**

0%**

&%**

�/&%0,

+%,�

,%�*

,,%0,

�,+%�-

�,)�,

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

/%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

�/*%0,

+%,�

,%�*

,,%0,

�--%�-

�0)�0

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

*%**

*%**

0%**

+%00

/%0+

.,%+�

+%,�

,%�*

,,%0,

�,.%.�

�/)�/

*%+,

*%+-

0%**

�%&.

�/%.,

*%**

*%**

0%**

+%00

/%0+

,%-.

&%-.

0%**

0%**

&%**

.,%+�

+%,�

,%�*

,,%0,

�,.%.�

�.)�.

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

,%-.

&%-.

/%**

0%**

&%**

�/*%0,

,%�*

*%**

�..%,*

�&)�&

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

/%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

�/&%0,

+%,�

,%�*

,,%0,

�,+%�-

��*)��*

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

�/&%0,

,%�*

*%**

�&/%,*

��)��

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

*%**

*%**

*%**

*%**

*%**

.,%+�

+%,�

,%�*

,,%0,

�,.%.�

��)2�

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

/%-.

0%**

�%,*

,%&-

0%-.

�*%-.

0%**

0%**

&%**

�+.%/-

,%�*

*%**

�,0%,&

�+)2+

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

�/&%0,

+%,�

,%�*

,,%0,

�,+%�-

�-)2-

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

0%-.

�*%-.

/%**

0%**

&%**

�/&%0,

+%,�

,%�*

,,%0,

�,+%�-

�,)2,

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

/%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

�..%0,

,%�*

*%**

�*0%,*

�0)20

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

0%-.

�*%-.

*%**

*%**

*%**

&-%+�

+%,�

,%�*

,,%0,

�0/%.�

�/)2/

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

*%**

*%**

*%**

0%-.

�*%-.

0%**

0%**

&%**

&-%+�

+%,�

,%�*

,,%0,

�0/%.�

�.)2.

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

0%-.

�*%-.

/%**

0%**

&%**

�..%0,

,%�*

*%**

�*0%,*

�&)2&

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

/%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

�/&%0,

+%,�

,%�*

,,%0,

�,+%�-

��*)2�*

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

�/&%0,

,%�*

*%**

�&/%,*

��)2��

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

*%**

*%**

*%**

*%**

*%**

&-%+�

+%,�

,%�*

,,%0,

�0/%.�

2�)��

*%+,

*%+-

-%**

�%&.

��%&*

�%**

�%**

*%**

*%**

*%**

�%**

�%**

0%**

-%**

-%**

.%**

�%�*

+%+.

�*%�,

-*%�,

2+)�+

*%+,

*%+-

-%**

�%&.

��%&*

�%**

�%**

0%**

-%**

-%**

�%**

�%**

0%**

-%**

-%**

�0%**

*%**

�/%&*

2-)�-

*%+,

*%+-

-%**

�%&.

��%&*

�%**

�%**

0%**

-%**

-%**

,%-.

&%-.

0%**

-%**

-%**

-,%&�

*%**

,/%.�

2,)�,

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

/%**

-%**

-%**

,%-.

&%-.

/%**

-%**

-%**

/,%.-

�%�*

+%+.

�*%�,

�*/%&&

20)�0

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

0%**

-%**

-%**

,%-.

&%-.

*%**

*%**

*%**

+/%&�

-&%.�

2/)�/

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

*%**

*%**

*%**

,%-.

&%-.

0%**

-%**

-%**

+/%&�

-&%.�

2.)�.

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

0%**

-%**

-%**

,%-.

&%-.

0%**

-%**

-%**

/,%.-

./%/-

2&)�&

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

/%**

-%**

-%**

,%-.

&%-.

/%**

-%**

-%**

/,%.-

+%,�

+%+.

+0%.+

��-%,/

2�*)��*

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

0%**

-%**

-%**

,%-.

&%-.

0%**

-%**

-%**

/,%.-

*%**

./%/-

2��)��

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

0%**

-%**

-%**

*%**

*%**

0%**

-%**

-%**

+/%&�

+%,�

+%+.

�-%,,

/-%+/

��)�+

*%+,

*%+-

0%**

�%&.

�/%.,

�%**

�%**

0-

.%**

**

**

*�0%**

�%�*

,%0,

++%&

0/%/,

�+)�-

*%+,

*%+-

0%**

�%&.

�/%.,

�%**

�%**

0-

.%**

**

**

*�0%**

�%�*

,%0,

++%&

0/%/,

�-)�,

*%+,

*%+-

/%**

�%&.

�*%.+

,%-.

&%-.

/-

�*%**

**

**

*&-%.*

�%�*

0%0,

+&%&

�,,%,+

�,)�0

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0-

.%**

**

**

*/,%.-

,%0,

&+%0&

�/)�.

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0-

.%**

**

**

*/,%.-

,%0,

&+%0&

�.)�&

*%+,

*%+-

/%**

�%&.

�*%.+

,%-.

&%-.

/-

�*%**

**

**

*&-%.*

0%0,

��,%0+

�&)��*

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0-

.%**

**

**

*/,%.-

+%,�

,%0,

-�%*&..**0

�+-%/&

��*)��

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0-

.%**

**

**

*/,%.-

+%,�

,%0,

-�%*&..**0

�+-%/&

��%�1 ��

��%�1 ��

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

Mar

ble

Parti

on w

all

Inne

r Pla

ster

Tota

l loa

dLi

ve L

oad

Tota

l Loa

dR

emar

ksm

KN

/m2

KN

/m2

KN

/m2

KN

/m2

KN

/m2

(with

out L

.L)

KN

/m2

(With

L.L

)(F

or li

ve lo

ad)

E1-E

2-A

2-A

10.

164.

000.

410.

670.

000.

245.

484.

009.

48E2

-E3-

A3-

A2

0.16

4.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

E3-E

4-A

4-A

30.

164.

000.

410.

670.

000.

245.

484.

009.

48C

ircul

ar-A

1-B

10.

164.

000.

410.

670.

000.

245.

484.

009.

48N

orm

al R

oom

A1-

A2-

B1-

B2

0.16

4.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

Bed

Roo

ms

A2-

A3-

B2-

B3

0.16

4.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

Cor

ridor

sA

3-A

4-B

3-B

40.

164.

000.

410.

671.

000.

246.

484.

0010

.48

Stor

e &

Cor

ridor

sA

4-A

5-B

4-B

50.

164.

000.

410.

670.

000.

245.

484.

009.

48St

airc

ase

A5-

A6-

B5-

B6

0.16

4.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

Kitc

hen

and

Din

ing

A7-

A8-

B7-

B8

0.16

4.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

Nor

mal

Roo

mA

8-A

9-B

8-B

90.

164.

000.

410.

670.

000.

245.

484.

009.

48N

orm

al R

oom

A9-

A10

-B9-

B10

0.16

4.00

0.41

0.67

1.00

0.24

6.48

4.00

10.4

8N

orm

al R

oom

A10

-A11

-B10

-B11

0.16

4.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

Nor

mal

Roo

mB

1-B

2-C

20.

164.

000.

410.

670.

000.

245.

482

7.48

Nor

mal

Roo

mB

2-B

3-C

2-C

30.

164.

000.

410.

671.

000.

246.

484.

0010

.48

Bed

Roo

ms

B3-

B4-

C3-

C4

0.16

4.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

Stor

e B

4-B

5-C

4-C

50.

164.

000.

410.

671.

000.

246.

484.

0010

.48

Kitc

hen

and

Din

ing

B5-

B6-

C5-

C6

0.16

4.00

0.41

0.67

1.00

0.24

6.48

4.00

10.4

8B

ed R

oom

s & W

/CB

7-B

8-C

7-C

80.

164.

000.

410.

671.

000.

246.

484.

0010

.48

Nor

mal

Roo

mB

8-B

9-C

8-C

90.

164.

000.

410.

671.

000.

246.

484.

0010

.48

Nor

mal

Roo

mB

9-B

10-C

9-C

100.

164.

000.

410.

670.

000.

245.

484.

009.

48N

orm

al R

oom

B10

-B11

-C10

-C11

0.16

4.00

0.41

0.67

1.00

0.24

6.48

4.00

10.4

8N

orm

al R

oom

C2-

C3-

D2-

D3

1.00

1.00

2.00

No

slab

C3-

C4-

D3-

D4

1.00

1.00

2.00

No

slab

C4-

C5-

D4-

D5

0.16

4.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

Bal

cony

(can

tilev

er)

C5-

C6-

D5-

D6

0.16

4.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

No

slab

C7-

C8-

D7-

D8

0.16

4.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

No

slab

C8-

C9-

D8-

D9

0.16

4.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

No

Slab

C9-

C10

-D9-

D10

0.16

4.00

0.41

0.67

0.00

0.24

5.48

4.00

9.48

Can

tilev

erC

10-C

11-D

10-D

110.

164.

000.

410.

670.

000.

245.

484.

009.

48C

antil

ever

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.

25

��

��

��

��

��

��

� ��

��

� ��

��

��

� ��

� ��

��

��

��

��

��

��

��

��

��

��

��

��

!�"

�#

��

��$%

��

��

!�"

�#

��

��$

��

&��'��!

��

(�)(�

*%+,

*%+-

-%�*

�%&.

��%,*

*%**

*%**

-%�*

-%**

-%-*

,%-.

&%-.

-%�*

-%**

-%-*

-�%/�

*%**

*%**

,-%��

(�)(+

*%+,

*%+-

0%**

�%&.

�/%.,

*%**

*%**

0%**

-%**

.%**

,%-.

&%-.

0%**

-%**

.%**

/,%.-

*%**

*%**

&+%0&

(+)(-

*%+,

*%+-

0%**

�%&.

�/%.,

*%**

*%**

0%**

-%**

.%**

,%-.

&%-.

0%**

-%**

.%**

/,%.-

*%**

*%**

&+%0&

(�)��

*%+,

*%+-

-%**

�%&.

��%&*

*%**

*%**

-%�*

-%**

-%**

,%-.

&%-.

-%�*

-%**

-%**

+/%&�

*%**

*%**

-&%.�

(�)��

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

0%**

-%**

-%**

,%-.

&%-.

0%**

-%**

-%**

/,%.-

*%**

*%**

./%/-

(+)�+

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

0%**

-%**

-%**

,%-.

&%-.

0%**

-%**

-%**

/,%.-

*%**

*%**

./%/-

(-)�-

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

0%**

-%**

-%**

*%**

*%**

0%**

-%**

-%**

+/%&�

*%**

*%**

-&%.�

2��)��

*%+,

*%+-

-%./

�%&.

�-%-&

*%**

*%**

*%**

*%**

*%**

,%-.

&%-.

�%0,

�,%0-

+%,�

-%�/

-0%,�

/0%00

*)��

*%+,

*%+-

�%&.

�%&.

,%.&

*%**

*%**

*%**

*%**

*%**

,%-.

&%-.

*%0/

0%+,

+%,�

�%+.

�,%*-

�/%�.

��)��

*%+,

*%+-

-%�*

�%&.

��%,*

,%-.

&%-.

0%**

-%�*

-%-�

,%-.

&%-.

0%**

-%�*

-%-�

.+%0�

+%,�

+%0*

+&%��

�+,%+-

��)�+

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

�/*%0,

+%,�

,%-*

,.%.-

�-/%++

�+)�-

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

�/&%0,

+%,�

,%-*

,.%.-

�,0%++

�-)�,

*%+,

*%+-

/%**

�%&.

�*%.+

*%**

*%**

/%**

0%**

��%**

,%-.

&%-.

/%**

0%**

��%**

��+%/0

+%,�

0%-*

0&%/+

�*-%+�

�,)�0

*%+,

*%+-

0%**

�%&.

�/%.,

*%**

*%**

0%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

.,%+�

+%,�

,%-*

,.%.-

�0�%*�

�/)�.

*%+,

*%+-

0%**

�%&.

�/%.,

*%**

*%**

0%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

.,%+�

+%,�

,%-*

,.%.-

�0�%*�

�.)�&

*%+,

*%+-

/%**

�%&.

�*%.+

*%**

*%**

/%**

0%**

��%**

,%-.

&%-.

/%**

0%**

��%**

��+%/0

+%,�

0%-*

0&%/+

�*-%+�

�&)��*

*%+,

*%+-

0%**

�%&.

�/%.,

*%**

*%**

0%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

&-%+�

+%,�

,%-*

,.%.-

�/�%*�

��*)��

*%+,

*%+-

0%**

�%&.

�/%.,

*%**

*%**

0%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

.,%+�

+%,�

,%-*

,.%.-

�0�%*�

��)��

*%+,

*%+-

-%�*

�%&.

��%,*

,%-.

&%-.

0%**

-%�*

-%-�

,%-.

/%-.

0%**

�%,*

,%&-

.0%��

+%,�

+%0*

+&%��

�+/%&-

��)�+

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

�/&%0,

+%,�

,%-*

,.%.-

�,0%++

�+)�-

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

�/&%0,

+%,�

,%-*

,.%.-

�,0%++

�-)�,

*%+,

*%+-

/%**

�%&.

�*%.+

,%-.

&%-.

/%**

0%**

��%**

0%-.

�*%-.

/%**

0%**

��%**

�+&%,+

*%**

�0*%+,

�,)�0

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

�/&%0,

*%**

�&/%,*

�/)�.

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

�/&%0,

*%**

�&/%,*

�.)�&

*%+,

*%+-

/%**

�%&.

�*%.+

,%-.

&%-.

/%**

0%**

��%**

0%-.

�*%-.

/%**

0%**

��%**

�+&%,+

*%**

�0*%+,

�&)��*

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

�/&%0,

*%**

�&/%,*

��*)��

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

�/&%0,

+%,�

,%-*

,.%&�

�,0%-�

2�)2+

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

�%**

�%**

0%**

-%**

.%**

��*%+�

+%,�

,%-*

,.%&�

�./%*&

2+)2-

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

�%**

�%**

0%**

-%**

.%**

�*�%+�

+%,�

,%-*

,.%&�

�/.%*&

2-)2,

*%+,

*%+-

/%**

�%&.

�*%.+

0%-.

�*%-.

/%**

0%**

��%**

,%-.

&%-.

/%**

-%**

�*%**

��*%,/

+%,�

0%-*

0&%.+

+��%��

2,)20

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

,%-.

&%-.

0%**

-%**

.%**

�/*%�/

+%,�

,%-*

,.%&�

�-0%&-

2/)2.

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

,%-.

&%-.

0%**

-%**

.%**

�/*%�/

+%,�

,%-*

,.%&�

�-0%&-

2.)2&

*%+,

*%+-

/%**

�%&.

�*%.+

0%-.

�*%-.

/%**

0%**

��%**

,%-.

&%-.

/%**

-%**

�*%**

��*%,/

+%,�

0%-*

0&%.+

+��%��

2&)2�*

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

,%-.

&%-.

0%**

-%**

.%**

�0�%�/

+%,�

,%-*

,.%&�

�+/%&-

2�*)2��

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

,%-.

&%-.

0%**

-%**

.%**

�/*%�/

+%,�

,%-*

,.%&�

�-0%&-

��)��

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

*%**

*%**

�%*-

,%-.

&%-.

0%**

-%�*

.%�&

&0%&.

,%�*

*%**

��-%.+

��)��

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

-%�*

.%�&

,%-.

&%-.

0%**

0%**

&%**

�0�%&/

,%�*

*%**

�.*%.�

�+)�+

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

�/&%0,

,%�*

*%**

�&/%,*

��%�1 ��

��%�1 ��

Load

cal

cula

tion

of se

mi b

asem

ent 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

le37

)

��

��

��

��

��

��

� ��

��

� ��

��

��

� ��

� ��

��

��

��

��

��

��

��

��

��

��

��

��

!�"

�#

��

��$%

��

��

!�"

�#

��

��$

��

&��'��!

��

�-)�-

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

,%-.

&%-.

/%**

0%**

&%**

�/&%0,

+%,�

,%�*

,,%0,

�,+%�-

�,)�,

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

/%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

�/*%0,

+%,�

,%�*

,,%0,

�--%�-

�0)�0

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

*%**

*%**

0%**

+%00

/%0+

.,%+�

+%,�

,%�*

,,%0,

�,.%.�

�/)�/

*%+,

*%+-

0%**

�%&.

�/%.,

*%**

*%**

0%**

+%00

/%0+

,%-.

&%-.

0%**

0%**

&%**

.,%+�

+%,�

,%�*

,,%0,

�,.%.�

�.)�.

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

,%-.

&%-.

/%**

0%**

&%**

�/*%0,

+%,�

,%�*

,,%0,

�--%�-

�&)�&

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

/%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

�/&%0,

+%,�

,%�*

,,%0,

�,+%�-

��*)��*

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

�/&%0,

,%�*

*%**

�&/%,*

��)��

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

*%**

*%**

*%**

*%**

*%**

.,%+�

+%,�

,%�*

,,%0,

�,.%.�

��)2�

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

/%-.

0%**

�%,*

,%&-

0%-.

�*%-.

0%**

0%**

&%**

�+.%/-

+%,�

,%�*

,,%0,

��%�+

�+)2+

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

�/&%0,

,%�*

*%**

�&/%,*

�-)2-

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

0%-.

�*%-.

/%**

0%**

&%**

�/&%0,

+%,�

,%�*

,,%0,

�,+%�-

�,)2,

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

/%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

�..%0,

,%�*

*%**

�*0%,*

�0)20

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

*%**

*%**

*%**

*%**

*%**

&-%+�

+%,�

,%�*

,,%0,

�0/%.�

�/)2/

*%+,

*%+-

0%**

�%&.

�/%.,

*%**

*%**

*%**

*%**

*%**

0%-.

�*%-.

0%**

0%**

&%**

&-%+�

+%,�

,%�*

,,%0,

�0/%.�

�.)2.

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

0%-.

�*%-.

/%**

0%**

&%**

�..%0,

,%�*

*%**

�*0%,*

�&)2&

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

/%**

0%**

&%**

,%-.

&%-.

0%**

0%**

&%**

�/&%0,

+%,�

,%�*

,,%0,

�,+%�-

��*)2�*

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0%**

0%**

&%**

0%-.

�*%-.

0%**

0%**

&%**

�/&%0,

*%**

�&/%,*

��)2��

*%+,

*%+-

0%**

�%&.

�/%.,

0%-.

�*%-.

0%**

0%**

&%**

*%**

*%**

*%**

*%**

*%**

&-%+�

*%**

��%�/

2�)��

*%+,

*%+-

-%**

�%&.

��%&*

*%**

*%**

*%**

*%**

*%**

�%**

�%**

*%**

*%**

*%**

*%**

*%**

��%&*

2+)�+

*%+,

*%+-

-%**

�%&.

��%&*

�%**

�%**

0%**

-%**

-%**

�%**

�%**

0%**

-%**

-%**

�0%**

*%**

�/%&*

2-)�-

*%+,

*%+-

-%**

�%&.

��%&*

�%**

�%**

0%**

-%**

-%**

,%-.

&%-.

0%**

-%**

-%**

-,%&�

*%**

,/%.�

2,)�,

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

/%**

-%**

-%**

,%-.

&%-.

/%**

-%**

-%**

/,%.-

*%**

./%/-

20)�0

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

0%**

-%**

-%**

*%**

*%**

0%**

-%**

-%**

+/%&�

*%**

-&%.�

2/)�/

*%+,

*%+-

-%**

�%&.

��%&*

*%**

*%**

*%**

*%**

*%**

,%-.

&%-.

*%**

-%**

-%**

+/%&�

*%**

-&%.�

2.)�.

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

0%**

-%**

-%**

,%-.

&%-.

0%**

-%**

-%**

/,%.-

*%**

./%/-

2&)�&

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

/%**

-%**

-%**

,%-.

&%-.

/%**

-%**

-%**

/,%.-

*%**

./%/-

2�*)��*

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

0%**

-%**

-%**

,%-.

&%-.

0%**

-%**

-%**

/,%.-

*%**

./%/-

2��)��

*%+,

*%+-

-%**

�%&.

��%&*

,%-.

&%-.

0%**

-%**

-%**

*%**

*%**

0%**

-%**

-%**

+/%&�

*%**

-&%.�

��)�+

*%+,

*%+-

0%**

�%&.

�/%.,

�%**

�%**

0-

.%**

**

**

*�0%**

*++%.,

�+)�-

*%+,

*%+-

0%**

�%&.

�/%.,

�%**

�%**

0-

.%**

**

**

*�0%**

*++%.,

�-)�,

*%+,

*%+-

/%**

�%&.

�*%.+

,%-.

&%-.

/-

�*%**

**

**

*&-%.*

*��,%0+

�,)�0

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0-

.%**

**

**

*/,%.-

*&+%0&

�/)�.

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0-

.%**

**

**

*/,%.-

*&+%0&

�.)�&

*%+,

*%+-

/%**

�%&.

�*%.+

,%-.

&%-.

/-

�*%**

**

**

*&-%.*

*��,%0+

�&)��*

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0-

.%**

**

**

*/,%.-

*&+%0&

��*)��

*%+,

*%+-

0%**

�%&.

�/%.,

,%-.

&%-.

0-

.%**

**

**

*/,%.-

*&+%0&

��%�1 ��

��%�1 ��

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

Mar

ble

Parti

on w

all

Inne

r Pla

ster

Tota

l loa

dLi

ve L

oad

Tota

l Loa

dR

emar

ksm

KN

/m2

KN

/m2

KN

/m2

KN

/m2

KN

/m2

(with

out L

.L)

KN

/m2

(With

L.L

)(F

or li

ve lo

ad)

Circ

ular

-A1-

B1

0.16

4.00

0.41

0.67

1.00

0.24

6.32

2.00

8.32

Nor

mal

Roo

mA

1-A

2-B

1-B

20.

164.

000.

410.

671.

000.

246.

322.

008.

32B

ed R

oom

sA

2-A

3-B

2-B

30.

164.

000.

410.

671.

500.

246.

823.

009.

82C

orrid

ors

A3-

A4-

B3-

B4

0.16

4.00

0.41

0.67

1.50

0.24

6.82

3.00

9.82

Stor

e &

Cor

ridor

sA

4-A

5-B

4-B

50.

164.

000.

410.

671.

000.

246.

323.

009.

32St

airc

ase

A5-

A6-

B5-

B6

0.16

4.00

0.41

0.67

1.50

0.24

6.82

2.00

8.82

Kitc

hen

and

Din

ing

A6-

A7-

B6-

B7

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

Voi

dA

7-A

8-B

7-B

80.

164.

000.

410.

670.

000.

245.

323.

008.

32N

orm

al R

oom

A8-

A9-

B8-

B9

0.16

4.00

0.41

0.67

0.00

0.24

5.32

3.00

8.32

Nor

mal

Roo

mA

9-A

10-B

9-B

100.

164.

000.

410.

670.

000.

245.

323.

008.

32N

orm

al R

oom

A10

-A11

-B10

-B11

0.16

4.00

0.41

0.67

0.00

0.24

5.32

3.00

8.32

Nor

mal

Roo

mB

1-B

2-C

20.

164.

000.

410.

671.

500.

246.

823.

009.

82N

orm

al R

oom

B2-

B3-

C2-

C3

0.16

4.00

0.41

0.67

1.50

0.24

6.82

2.00

8.82

Bed

Roo

ms

B3-

B4-

C3-

C4

0.16

4.00

0.41

0.67

1.00

0.24

6.32

39.

32St

ore

B4-

B5-

C4-

C5

0.16

4.00

0.41

0.67

1.00

0.24

6.32

2.00

8.32

Kitc

hen

and

Din

ing

B5-

B6-

C5-

C6

0.16

4.00

0.41

0.67

1.00

0.24

6.32

2.00

8.32

Bed

Roo

ms &

W/C

B6-

B7-

C6-

C7

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

Voi

dB

7-B

8-C

7-C

80.

164.

000.

410.

670.

000.

245.

323.

008.

32N

orm

al R

oom

B8-

B9-

C8-

C9

0.16

4.00

0.41

0.67

1.50

0.24

6.82

3.00

9.82

Nor

mal

Roo

mB

9-B

10-C

9-C

100.

164.

000.

410.

670.

000.

245.

323.

008.

32N

orm

al R

oom

B10

-B11

-C10

-C11

0.16

4.00

0.41

0.67

0.00

0.24

5.32

3.00

8.32

Nor

mal

Roo

mC

2-C

3-D

2-D

30.

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.

00N

o sl

abC

4-C

5-D

4-D

50.

164.

000.

410.

671.

000.

246.

322.

508.

82B

alco

n y(c

antil

ever

)C

5-C

6-D

5-D

60.

000.

000.

000.

000.

000.

000.

00N

o sl

abC

6-C

7-D

6-D

70.

000.

000.

000.

000.

000.

000.

00N

o sl

abC

7-C

8-D

7-D

80.

000.

000.

000.

000.

000.

000.

00N

o sl

abC

8-C

9-D

8-D

90.

000.

000.

000.

000.

000.

000.

00N

o Sl

abC

9-C

10-D

9-D

100.

164.

000.

410.

670.

000.

245.

323.

008.

32C

antil

ever

C10

-C11

-D10

-D11

0.16

4.00

0.41

0.67

0.00

0.24

5.32

3.00

8.32

Can

tilev

er

Gro

und

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

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

amO

-A1

0.30

0.34

1.98

2.55

5.05

6.32

8.32

0.67

5.57

10.6

2O

-B1

0.30

0.34

4.87

2.55

12.4

26.

328.

321.

6513

.73

26.1

5A

1-A

20.

300.

344.

202.

5510

.71

0.00

0.00

0.00

0.00

0.00

6.32

8.32

6.00

4.20

4.41

36.6

93.

053.

6034

.11

81.5

1A

2-A

30.

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

88.3

83.

055.

4051

.17

154.

85A

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

88.3

83.

055.

4051

.17

154.

85A

4-A

50.

300.

347.

002.

5517

.85

0.00

0.00

0.00

0.00

0.00

6.32

9.32

7.00

6.00

12.0

011

1.84

3.05

6.40

60.6

419

0.33

A5-

A6

0.30

0.34

6.00

2.55

15.3

00.

000.

000.

000.

000.

006.

828.

826.

006.

009.

0079

.38

3.05

5.40

51.1

714

5.85

A6-

A7

0.30

0.34

3.66

2.55

9.33

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

3.06

0.00

0.00

A7-

A8

0.30

0.34

6.00

2.55

15.3

00.

000.

000.

000.

000.

005.

328.

326.

006.

009.

0074

.88

3.05

5.40

51.1

714

1.35

A8-

A9

0.30

0.34

7.00

2.55

17.8

50.

000.

000.

000.

000.

005.

328.

327.

006.

0012

.00

99.8

43.

056.

4060

.64

178.

33A

9-A

100.

300.

346.

002.

5515

.30

0.00

0.00

0.00

0.00

0.00

5.32

8.32

6.00

6.00

9.00

74.8

83.

055.

4051

.17

141.

35A

10-A

110.

300.

346.

002.

5515

.30

0.00

0.00

0.00

0.00

0.00

5.32

8.32

6.00

6.00

9.00

74.8

83.

055.

4051

.17

141.

35B

1-B

20.

300.

344.

202.

5510

.71

6.32

8.32

6.00

4.20

4.41

6.82

9.82

6.00

2.50

3.13

67.3

83.

053.

6034

.11

112.

20B

2-B

30.

300.

346.

002.

5515

.30

6.82

9.82

6.00

6.00

9.00

6.82

8.82

6.00

6.00

9.00

167.

775.

400.

0018

3.07

B3-

B4

0.30

0.34

6.00

2.55

15.3

06.

829.

826.

006.

009.

006.

329.

326.

006.

009.

0017

2.27

5.40

0.00

187.

57B

4-B

50.

300.

347.

002.

5517

.85

6.32

9.32

7.00

6.00

12.0

06.

328.

327.

006.

0012

.00

211.

693.

056.

4060

.64

290.

18B

5-B

60.

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

154.

273.

055.

4051

.17

220.

73B

6-B

70.

300.

343.

662.

559.

330.

000.

006.

003.

663.

350.

000.

006.

003.

663.

350.

003.

060.

009.

33B

7-B

80.

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.

775.

400.

0016

5.07

B8-

B9

0.30

0.34

7.00

2.55

17.8

55.

328.

327.

006.

0012

.00

6.82

9.82

7.00

6.00

12.0

021

7.69

6.40

0.00

235.

54B

9-B

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.

4051

.17

216.

23B

10-B

110.

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.

775.

400.

0016

5.07

C1-

C2

0.30

0.34

2.50

2.55

6.38

6.82

9.82

6.00

2.50

3.13

0.00

0.00

0.00

0.00

0.00

0.00

1.90

0.00

0.00

C2-

C3

0.30

0.34

6.00

2.55

15.3

06.

828.

826.

006.

009.

000.

000.

000.

000.

000.

0079

.38

5.40

0.00

94.6

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

83.8

83.

055.

4051

.17

150.

35C

4-C

50.

300.

347.

002.

5517

.85

6.32

8.32

7.00

6.00

12.0

06.

328.

820.

000.

000.

0099

.84

3.05

6.40

60.6

417

8.33

C5-

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

5.40

51.1

714

1.35

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

0.00

3.06

0.00

9.33

C7-

C8

0.30

0.34

6.00

2.55

15.3

05.

328.

326.

006.

009.

000.

000.

000.

000.

000.

0074

.88

3.05

5.40

51.1

714

1.35

C8-

C9

0.30

0.34

7.00

2.55

17.8

56.

829.

827.

006.

0012

.00

0.00

0.00

0.00

0.00

0.00

117.

843.

056.

4060

.64

196.

33C

9-C

100.

300.

346.

002.

5515

.30

5.32

8.32

6.00

6.00

9.00

5.32

8.32

6.00

2.00

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.

005.

416.

917.

006.

0012

.00

9.27

82.9

0A

9-A

100.

300.

346.

002.

550.

000.

000.

000.

000.

000.

000.

006.

006.

009.

000.

000.

00A

10-A

110.

300.

346.

002.

550.

000.

000.

000.

000.

007.

919.

416.

006.

009.

0011

.86

84.6

7C

ir-B

10.

300.

344.

802.

550.

000.

000.

000.

00B

1-B

20.

300.

344.

202.

550.

000.

006.

004.

204.

410.

000.

006.

002.

503.

130.

000.

00B

2-B

30.

300.

346.

002.

556.

006.

009.

007.

919.

416.

006.

009.

0011

.86

84.6

7B

3-B

40.

300.

346.

002.

556.

006.

009.

006.

006.

009.

000.

000.

00B

4-B

50.

300.

347.

002.

557.

006.

0012

.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.

00B

10-B

110.

300.

346.

002.

556.

006.

009.

007.

919.

416.

006.

009.

0011

.86

84.6

7A

2-B

20.

300.

346.

002.

556.

004.

208.

197.

919.

416.

006.

009.

0011

.86

84.6

7A

3-B

30.

300.

346.

002.

556.

006.

009.

007.

919.

416.

006.

009.

0011

.86

84.6

7A

4-B

40.

300.

346.

002.

556.

006.

009.

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.

00A

7-B

70.

300.

346.

002.

556.

003.

667.

630.

000.

006.

006.

009.

000.

000.

00A

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

3��

&��

�3��

&��

�3��

&��

�3��

&��

�3��

&��

�3��

&��

�+*8

!,"

22" 7<

+;++! "<8

2!!! !*

+;++! "<8!

!2,7 <2

+;++! "<8!

2+";7 <7

+;++! "<8!

<82 7"

+;++! "<8

;+;"2 "2

+;++! "<8!

+++!7

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!*+* *7

+;++! "<8!

*<2 <;

+;++! "<8

;*!2 82

+;++! "<8!

*+!<

!,"

!8, 87

+;++! "<8

!,"2 2+

+;++! "<8!

*!88 <,

+;++! "<8!

!<," 72

+;++! "<8!

7;+7 ""

+;++! "<8

;<2, 27

+;++! "<8!

<+*"

!,"

!!! !*

+;++! "<8

!!7" 2;

+;++! "<8!

!!!! !*

+;++! "<8!

!28* 28

+;++! "<8!

2+7+ ;"

+;++! "<8

;22+ 8;

+;++! "<8!

2+*;

!,"

!!! !*

+;++! "<8

!!<" ""

+;++! "<8!

!!!! !*

+;++! "<8!

!8*; *7

+;++! "<8!

8+2! !<

+;++! "<8

;8,2 +*

+;++! "<8!

8+*!

!,"

!!! !*

+;++! "<8

!*<, 7!

+;++! "<8!

*!!! !*

+;++! "<8!

!+!2! *"

+;++! "<8!

+;;"7 +2

+;++! "<8

;+;<" 77

+;++! "<8!

+++**

!,"

*82 <!

+;++! "<8

*!!! !*

+;++! "<8!

!**+ !2

+;++! "<8!

*2+< 27

+;++! "<8!

,*; +2

+;++! "<8

;8+8 2,

+;++! "<8!

2+*,

!,"

*,2 82

+;++! "<8

*!!! !*

+;++! "<8!

!!,! +<

+;++! "<8!

!<"; 8,

+;++! "<8!

7+"< ,<

+;++! "<8

;+"22 ,+

+;++! "<8!

<+!,

!,"

,8< 8;

+;++! "<8

,,<8 ,*

+;++! "<8!

,,<8 8!

+;++! "<8!

,+"72 +<

+;++! "<8!

+"!*+ 2!

+;++! "<8

!++!! !2

+;++! "<8!

+"+*2

!,"

*<! <"

+;++! "<8

*!!! !*

+;++! "<8!

!!78 <2

+;++! "<8!

!<7" 8,

+;++! "<8!

<+"+ 7*

+;++! "<8

;+"7, <7

+;++! "<8!

+"++2

!,"

88" +<

+2;"+ "2;

*<<8 *"

+2;"+ "2+<

,2<* <8

+2;"+ "2+<

!+<78 ";

;"!+* +,<!

2*8" ;;

;"!+* +,<

;+788 7*

;"!+* +,<!

2+*7

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!,8 7;

+;++! "<8

;!!! !*

+;++! "<8!

!+"*

!,"

!!! !*

+;++! "<8

!278 +,

+;++! "<8!

2!!! !*

+2;"+ "2+<

;+,7; ;7

;"!+* +,<!

,;!8 <+

;"!+* +,<

;+*+! 8;

;"!+* +,<!

,+*<

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!,!8 ;7

+;++! "<8!

,++! 72

+;++! "<8

;,;7 ",

+;++! "<8!

,+""

!,"

!!! !*

+;++! "<8

!*<; **

+;++! "<8!

*!!! !*

+;++! "<8!

!+;"2 77

+;++! "<8!

++;", 2;

+;++! "<8

;+;+; !!

+;++! "<8!

++++!

!,"

!!! !*

+;++! "<8

!7<+ ;;

+;++! "<8!

7!!! !*

;"!+* +,<!

;+78; !+

+2;"+ "2+<

<!!* ;+

+2;"+ "2;

;+<77 ;<

+2;"+ "2+<

+"+"";

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!,*! 27

+;++! "<8!

,+,+ <;

+;++! "<8

;28< <8

+;++! "<8!

28!

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!*!* !*

+;++! "<8!

*+"< !<

+;++! "<8

;*;" 2"

+;++! "<8!

*+""!

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!,"! !,

+;++! "<8!

*2, !<

+;++! "<8

;!!! !*

+;++! "<8!

!+"+

!,"

!!! !*

+;++! "<8

!,!" 8+

+;++! "<8!

,!!! !*

+;++! "<8!

!+;78 ;2

+;++! "<8!

++;;8 88

+;++! "<8

;+;<7 <+

+;++! "<8!

++++;

!,"

!!! !*

+;++! "<8

!8+2 ""

+;++! "<8!

2!!! !*

;"!+* +,<!

;+**7 ,7

+2;"+ "2+<

8;,! +7

+2;"+ "2;

;+,+2 7<

+2;"+ "2+<

7+;2

!,"

!!! !*

+;++! "<8

!*+* *<

+;++! "<8!

*!!! !*

+;++! "<8!

!+"*7 *!

+;++! "<8!

<+22 "+

+;++! "<8

;+",< <<

+;++! "<8!

<+!*

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!*;* ,;

+;++! "<8!

*2; !!

+;++! "<8

;*<+ 2;

+;++! "<8!

*+!!

!,"

27, <7

+;++! "<8

2!!! !*

+;++! "<8!

!*8< !2

+;++! "<8!

*<;2 2;

+;++! "<8!

7*! *<

+;++! "<8

;<,; +7

+;++! "<8!

72<"

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!!,! +8

+;++! "<8!

!!*, 22

+;++! "<8

!!!7 +8

+;++! "<8!

!+!2

!,"

,8" 2,

+;++! "<8

,,8+ <2

+;++! "<8!

,,8* ,,

+;++! "<8!

,+"<< 7;

+;++! "<8!

+"!;; 8"

+;++! "<8

!+++2 ,"

+;++! "<8!

+"+!;

!,"

,,! ;"

+;++! "<8

,!!! !*

+;++! "<8!

!!77 77

+;++! "<8!

!+""2 ,,

+;++! "<8!

<<* !;

+;++! "<8

;+"*! *!

+;++! "<8!

<+!+

!,"

2;7 2<

+;++! "<8

2!!! !*

+;++! "<8!

!*"7 28

+;++! "<8!

*7"! +"

+;++! "<8!

8,2 2<

+;++! "<8

;<!8 <2

+;++! "<8!

7+!"

!,"

2,! "7

+;++! "<8

2!!! !*

+;++! "<8!

!*8< 7*

+;++! "<8!

*8!< ,+

+;++! "<8!

8;< 22

+;++! "<8

;7+! ,;

+;++! "<8!

8+;<

!,"

2!! 2"

+;++! "<8

2!!! !*

+;++! "<8!

!*,8 ,8

+;++! "<8!

*8++ 7+

+;++! "<8!

2;7 ,2

+;++! "<8

;8<7 +,

+;++! "<8!

8++*

!,"

!!! !*

+;++! "<8

!28< ;;

+;++! "<8!

2!!! !*

;"!+* +,<!

;+*;2 ;7

+2;"+ "2+<

8;!! ,,

+2;"+ "2;

;+*<2 +*

+2;"+ "2+<

8+;8

!,"

!2; <,

+;++! "<8

!!7* 28

+;++! "<8!

!!!! !*

+;++! "<8!

!+"82 *"

+;++! "<8!

+"+72 <,

+;++! "<8

;+;8! +8

+;++! "<8!

+++!8

!,"

7!7 ;+

+2;"+ "2;

*7+8 <;

+2;"+ "2+<

*7!, "8

+2;"+ "2+<

*+227 8"

+2;"+ "2+<

7**< +;

+2;"+ "2;

;+28! +"

+2;"+ "2+<

7+;*

!,"

!!! !*

+;++! "<8

!2+* 8"

+;++! "<8!

,!!! !*

+;++! "<8!

!+";2 7"

+;++! "<8!

<;+2 8!

+;++! "<8

;++<, **

+;++! "<8!

+++;!

!,"

!!! !*

+;++! "<8

!2"" ,"

+;++! "<8!

,!!! !*

+;++! "<8!

!+++" "8

+;++! "<8!

+";+" ";

+;++! "<8

;++!2 ;;

+;++! "<8!

+"+;;

!,"

2*, 7*

+;++! "<8

2++,+ ;+

+;++! "<8!

+"2,+ +8

;"!+* +,<!

;;+," 22

;"!+* +,<!

8*;2 ;2

;"!+* +,<

;;+2< ,8

;"!+* +,<!

8+;+

!,"

!2; !+

+;++! "<8

!8+; ;7

+;++! "<8!

2!2+ 8!

+;++! "<8!

!+!*7 **

+;++! "<8!

+;;2< !2

+;++! "<8

;+!2< "+

+;++! "<8!

+;+;"

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!*!< 7,

+;++! "<8!

**" "2

+;++! "<8

;*28 +<

+;++! "<8!

*++<

!,"

!2! !+

+;++! "<8

!8"7 8<

+;++! "<8!

2!28 !8

+2;"+ "2+<

;+!*8 28

+2;"+ "2+<

8;22 22

+2;"+ "2;

;+!7" "+

+2;"+ "2+<

8++7

!,"

+"7, *,

+2;"+ "2;

,+*8+ +*

+2;"+ "2+<

8+"8< ,!

;,*<" 78!<

;;,7; *<

;,*<" 78!<

,2,; !+

;,*<" 78*

;;,<+ +!

;,*<" 78!<

,++8

!,"

2;2 2;

+;++! "<8

27<8 "7

+;++! "<8!

72!! +;

;"!+* +,<!

;+87" !7

;"!+* +,<!

2*+2 28

;"!+* +,<

;+7+! <;

;"!+* +,<!

28,

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!*," !8

+;++! "<8!

*+++ 7<

+;++! "<8

;*** ;2

+;++! "<8!

*+;7

!,"

*2< 88

+;++! "<8

*!!< "*

+;++! "<8!

!!!! !*

+;++! "<8!

!+"+, 2*

+;++! "<8!

<+," +!

+;++! "<8

;+;++ <,

+;++! "<8!

++;7+

!,"

+2;2 <<

;"!+* +,<

,!!! !*

+;++! "<8!

!+8"7 8+

+2;"+ "2+<

7+<<! *2

;"!+* +,<!

2+7 7,

;"!+* +,<

;+7"+ ,7

;"!+* +,<!

2<*

!,"

!!! !*

+;++! "<8

!28; ";

+;++! "<8!

2!!! !*

+;++! "<8!

!++;< ";

+;++! "<8!

+";!; !<

+;++! "<8

;+;,* !,

+;++! "<8!

+++";

!,"

!!! !*

+;++! "<8

!8,2 77

+;++! "<8!

8!!! !*

+2;"+ "2+<

;+,<< 7*

+;++! "<8!

+*;82 *8

+;++! "<8

;+*<+ 78

+;++! "<8!

+!++"

!,"

!!! !*

+;++! "<8

!*7< ",

+;++! "<8!

*!!! !*

+;++! "<8!

!++2< 7<

;"!+* +,<!

*;"8 !!

;"!+* +,<

;+;"7 8,

;"!+* +,<!

*<,

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!,<8 +*

+;++! "<8!

,++* 78

+;++! "<8

;27" **

+;++! "<8!

2,7

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!,;2 7<

+;++! "<8!

,+"7 82

+;++! "<8

;2*+ <!

+;++! "<8!

2,8

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!*;* "7

+;++! "<8!

*7< *2

+;++! "<8

;*+, ;"

+;++! "<8!

*22;

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!,,< ";

+;++! "<8!

,+;" <<

+;++! "<8

;22" <<

+;++! "<8!

2<<

!,"

!!! !*

+;++! "<8

!7!< "8

+;++! "<8!

8!!! !*

+;++! "<8!

!+8*! 7*

+;++! "<8!

+,!+7 7!

+;++! "<8

!+2!2 8;

+2;"+ "2+<

7<2

!,"

!!! !*

+;++! "<8

!8,8 *8

+;++! "<8!

8!!! !*

+;++! "<8!

!+,!+ +<

+2;"+ "2+<

7!"< ;7

+2;"+ "2;

;+*<7 ";

+2;"+ "2+<

8<!

!,"

!!! !*

+;++! "<8

!28* *8

+;++! "<8!

2!!! !*

+;++! "<8!

!+!"2 "!

+;++! "<8!

+;;*! +*

+;++! "<8

;++,7 7,

+;++! "<8!

+"

/=��.

�

/��.

��

5��/��

3��&��

3��.

�&6��

3��"

/��.�/��

3��&��

3��.

�&6��

3��"

#��$��&��A�#��#��E��A�9��&��-��(A�$��E�/��(A�$��1��#

��(

Tabl

esfo

rbea

man

dco

lum

nde

sign

(Tab

le48

)

3��

&��

�3��

&��

�3��

&��

�3��

&��

�3��

&��

�3��

&��

�+,*

!,"

!!! !*

+;++! "<8

!*7* !!

+;++! "<8!

*!!! !*

+;++! "<8!

!+*"* <<

+;++! "<8!

+;;"" 2;

+;++! "<8

;+,;" 72

+2;"+ "2+<

7*<7

!,"

;"+2 !2

;"!+* +,<

2!!! !*

+;++! "<8!

!;",7 !7

+;++! "<8!

+7;!2; "!

;"!+* +,<!

7!2 2+

;"!+* +,<

;;"+, ,;

;"!+* +,<!

2*<,

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!*" !<

+;++! "<8

;!!! !*

+;++! "<8!

!+"7+

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!8; ;2

+;++! "<8

;*<+ 27

+;++! "<8!

*+"7

!,"

!!! !*

+;++! "<8

!772 !8

+;++! "<8!

7!!! !*

+;++! "<8!

!+2<8 8;

+;++! "<8!

+,!!+ 7+

+;++! "<8

!+77* 8*

+2;"+ "2+<

<+"8

!,"

!!! !*

+;++! "<8

!78+ 2+

+;++! "<8!

7!!! !*

+;++! "<8!

!+2!+ 2;

+;++! "<8!

+*!!2 ""

+;++! "<8

!+8<* *,

+2;"+ "2+<

<<8

!,"

!!! !*

+;++! "<8

!8<, 8+

+;++! "<8!

8!!! !*

+;++! "<8!

!+2!! !+

+;++! "<8!

+*!;" ;,

+;++! "<8

!+,87 *;

+2;"+ "2+<

7+"2

!,"

!!! !*

+;++! "<8

!*77 **

+;++! "<8!

*!!! !*

+;++! "<8!

!777 +!

+2;"+ "2+<

*+,! ;!

+2;"+ "2;

;78< 7<

+2;"+ "2+<

*+"<

!,"

!!! !*

+;++! "<8

!8+; 88

+;++! "<8!

2!!! !*

+;++! "<8!

!+!7< ;*

+;++! "<8!

+;;,; ;,

+;++! "<8

;+*<< ,*

+2;"+ "2+<

87,

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!,"* *<

+;++! "<8!

*8* "8

+;++! "<8

;!!! !*

+;++! "<8!

!+++

!,"

!!! !*

+;++! "<8

!*77 <2

+;++! "<8!

*!!! !*

+;++! "<8!

!++7< ,,

+;++! "<8!

++;"8 ,"

+;++! "<8

;+;+8 2;

+;++! "<8!

++7+

!,"

!!! !*

+;++! "<8

!*<! "+

+;++! "<8!

*!!! !*

+;++! "<8!

!<+" <8

+;++! "<8!

7;+" 7<

+;++! "<8

;<;7 8<

+;++! "<8!

77;

!,"

!,< 7,

+;++! "<8

!*<+ *+

+;++! "<8!

*!*2 ;2

+;++! "<8!

!<!" +8

+;++! "<8!

7;"8 ";

+;++! "<8

;<"* <8

+;++! "<8!

787

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!,"! 2,

+;++! "<8!

*8; ,*

+;++! "<8

;*7< !!

+;++! "<8!

*7!

!,"

+!,7 2<

;"!+* +,<

*!!! !*

+;++! "<8!

!+""< <"

+;++! "<8!

<+"72 ";

;"!+* +,<!

!,; <;

;"!+* +,<

;+;<, ,7

;"!+* +,<!

*+,"

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!,*2 +<

+;++! "<8!

,+!! 8+

+;++! "<8

;,!! 8;

+;++! "<8!

,88

!,"

!!! !*

+;++! "<8

!*<8 <7

+;++! "<8!

*!!! !*

+;++! "<8!

!<", <;

+;++! "<8!

7;+; ;"

+;++! "<8

;<"< **

+;++! "<8!

78<

!,"

!!! !*

+;++! "<8

!,!; 7;

+;++! "<8!

,!!! !*

+;++! "<8!

!<8, ,8

+;++! "<8!

<;!; 2*

+;++! "<8

;<27 72

+;++! "<8!

<82

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!!2 8<

+;++! "<8

;!!! !*

+;++! "<8!

!,<!

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!;! 8;

+;++! "<8

;!!! !*

+2;"+ "2+<

;72

!,"

*8* <*

+;++! "<8

*7*" ;+

+;++! "<8!

8*2! <<

+;++! "<8!

*+,<+ !;

+;++! "<8!

+*!*; 8!

+;++! "<8

!+,2+ 2;

+2;"+ "2+<

778

!,"

!!! !*

+;++! "<8

!227 7,

+;++! "<8!

2!!! !*

+;++! "<8!

!++88 2!

+;++! "<8!

+";!8 7*

+;++! "<8

;+;8; "+

+2;"+ "2+<

277

!,"

,77 ;,

+;++! "<8

,++," ,8

+;++! "<8!

+",,2 !*

+;++! "<8!

,;"<, 8*

+;++! "<8!

+<*"+ !"

+;++! "<8

*;"*" 2"

;"!+* +,<!

27<

!,"

;"+2 !2

;"!+* +,<

2222 ,,

+2;"+ "2+<

!!!! !*

+2;"+ "2+<

;++,; ++

;"!+* +,<!

*;!" <8

;"!+* +,<

;+;*, ;2

;"!+* +,<!

*<

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!,; ""

+;++! "<8

;!!! !*

+;++! "<8!

!<"

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!*+* ,+

+;++! "<8!

*!< 28

+;++! "<8

;**8 *2

+;++! "<8!

*+++"

!,"

!!! !*

+;++! "<8

!!!! !*

+;++! "<8!

!!!! !*

+;++! "<8!

!,2* <<

+;++! "<8!

,++2 <+

+;++! "<8

;*+; ,+

+;++! "<8!

*<+

!,"

*<< +7

+;++! "<8

*72! <"

+;++! "<8!

7*7< **

+;++! "<8!

*+28, 87

+;++! "<8!

+,!!, !"

+;++! "<8

!+2*8 <8

+2;"+ "2+<

7<;

!,"

7*! "<

;"!+* +,<

!+*8, 78

;"!+* +,<!

,78* 2"

;"!+* +,<!

!;,"2 <"

;"!+* +,<!

7,,; 8*

;"!+* +,<

;;,2< ;,

;,*<" 78!<

,

/��.

��

=��.

�/

/��.�/��

5��/��

3��"

3��.

�&6��

3��&��

3��"

3��.

�&6��

3��&��

#��$��&��A�#��#��E��A�9��&��-��(A�$��E�/��(A�$��1��#

��(

3��

&��

�3��

&��

�3��

&��

�3��

&��

�3��

&�..�

��

�3��

&��

�;"7

!,"

+;<! *"

+2;"+ "2

2,8; ;,

+2;"+ "2+<!

!88< ;8

+2;"+ "2+<!

*+!,< ,+

;"!+* +,<;8

*!2! 72

+;++! "<8!*

!88< ;8

+;++! "<8!*

8;"2

!,"

++82 "<

+2;"+ "2

2,82 "7

+2;"+ "2+<!

!<"* ;;

+;++! "<8!*

7+;,! *;

+;++! "<8!*

++!!! !*

+;++! "<8!*

!<"* ;;

+;++! "<8!*

7;"8

!,"

+;;< 2*

+2;"+ "2

2,2, 2*

+2;"+ "2+<!

!8;< ,8

+2;"+ "2+<!

*+;78 !;

;"!+* +,<;8

*!,! *7

+;++! "<8!*

!8;< ,8

+;++! "<8!*

2+<*

!,"

2+< ,7

+;++! +

,2+" ;2

+;++! "<8!*

,;"8+ "8

;"!+* +,<;8

8;;+* 8<

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!;"8+ "8

;"!+* +,<;8

8+7*

!,"

*2< *8

+;++! +

*2*" 7*

+;++! "<8!*

2;+7< ,;

;"!+* +,<;8

8+87; 7<

;"!+* +,<;8

2!!! !*

+;++! "<8!*

!;+7< ,;

;"!+* +,<;8

8+7,

!,"

*!* 77

+;++! +

*8;! <*

+2;"+ "2+<!

*;"+< <+

;"!+* +,<;8

2+8," *8

;"!+* +,<;8

2!!! !*

+;++! "<8!*

!;"+< <+

;"!+* +,<;8

2+72

!,"

!<< !,

+;++! +

*<"* 7;

+;++! "<8!*

7;!"" ;2

;"!+* +,<;8

8;+2* 22

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!;!"" ;2

;"!+* +,<;8

8+78

!,"

,;; 2,

+;++! +

,8*7 <8

+;++! "<8!*

8;"8; 2,

;"!+* +,<;8

8+<,* "2

;"!+* +,<;8

2!!! !*

+;++! "<8!*

!;"8; 2,

;"!+* +,<;8

8+77

!,"

2"< <+

+;++! +

,,;< 7!

+;++! "<8!*

,;""* 8,

;"!+* +,<;8

2+<,7 +"

;"!+* +,<;8

2!!! !*

+;++! "<8!*

!;""* 8,

;"!+* +,<;8

2;"<

!,"

+,88 8+

;"!+* +2

,*!" ";

+;++! "<8!*

*+,27 ;*

+2;"+ "2+<!

7+2;7 2*

;"!+* +,<;8

,!!! !*

+;++! "<8!*

!+,27 ;*

+2;"+ "2+<!

7+7<

!,"

2*" ;<

+2;"+ "2

!,!" 7"

+2;"+ "2+<!

!;"!" !"

;"!+* +,<;8

2;"+2 <*

;"!+* +,<;8

2!!! !*

+;++! "<8!*

!;"!" !"

;"!+* +,<;8

2+<"

!,"

28" ;*

+;++! +

28*7 ;,

+;++! "<8!*

8;+<! +8

;"!+* +,<;8

8;"8* "<

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!;+<! +8

;"!+* +,<;8

8+<;

!,"

7*7 88

+;++! +

78+7 "!

+;++! "<8!*

2;;7* !8

;"!+* +,<;8

8;+;! "+

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!;;7* !8

;"!+* +,<;8

8;",

!,"

+;!! +8

+;++! +

++*78 <*

+;++! "<8!*

*<*8 !<

+2;"+ "2+<!

,++,! !*

;"!+* +,<;8

*!!! !*

+;++! "<8!*

!<*8 !<

+2;"+ "2+<!

,+<,

!,"

2+< !8

+;++! +

,,*" <8

+;++! "<8!*

,;"!, <+

;"!+* +,<;8

2;"** !<

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!;"!, <+

;"!+* +,<;8

2+<2

!,"

2,+ 7;

+;++! +

2++<8 +2

+;++! "<8!*

++;2"8 +;

;,*<" 78!7,

,;,2; 77

;,*<" 78!7,

,*," +2

+;++! "<8!*

*;2"8 +;

;,*<" 78!7,

,+<8

!,"

*,8 !,

+;++! +

*7"8 7<

+;++! "<8!*

8;;<8 ",

;"!+* +,<;8

8;;"! 8<

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!;;<8 ",

;"!+* +,<;8

8+<7

!,"

;"+2 27

;"!+* +2

2!!! !*

+;++! "<8!*

!;;", <,

;"!+* +,<;8

8;+,< ,,

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!;;", <,

;"!+* +,<;8

8+<<

!,"

!7< ""

+;++! +

!7"8 ;7

+;++! "<8!*

8;;*" ,2

;"!+* +,<;8

8;;22 +8

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!;;*" ,2

;"!+* +,<;8

8;""

!,"

8+* 82

+;++! +

2+;!8 2*

+;++! "<8!*

++;2,, ,2

;,*<" 78!7,

,;2;; 2,

;,*<" 78!7,

,*8" ";

+;++! "<8!*

*;2,, ,2

;,*<" 78!7,

,;";

!,"

,"; ;2

+;++! +

*7;; 87

+;++! "<8!*

8;!7, !!

;,*<" 78!7,

,;+28 ;,

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!;!7, !!

;,*<" 78!7,

,;"*

!,"

+;8* 2<

+;++! +

++!7< "+

+;++! "<8!*

!<++ ""

+2;"+ "2+<!

,+"*2 8<

;"!+* +,<;8

!!!! !*

+;++! "<8!*

!<++ ""

+2;"+ "2+<!

,+<+

!,"

8;+ 82

+;++! +

27<8 7<

+;++! "<8!*

7;2;; 7"

;,*<" 78!7,

,;*77 ;!

;,*<" 78!7,

,!!! !*

+;++! "<8!*

!;2;; 7"

;,*<" 78!7,

,;"+

!,"

,+* ;,

+;++! +

,82* <!

+;++! "<8!*

8;;7; ,8

;"!+* +,<;8

8;;;, 2"

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!;;7; ,8

;"!+* +,<;8

8;<<

!,"

+!"! ++

+;++! +

+;!7! ""

+;++! "<8!*

!;+!+ <+

;"!+* +,<;8

8;";+ 7+

;"!+* +,<;8

2!!! !*

+;++! "<8!*

!;+!+ <+

;"!+* +,<;8

8;7!

!,"

!,!* ;8

!;7"* ;,

*!!! !*

+;++! "<8!*

!!8<" "+

!;7"* ;*88;

,*;7, 8<

!;7"* ;*88;

,!!! !*

+;++! "<8!*

!!*!* ,2

!;7"* ;*88;

*,**

!,"

!!! !*

+;++! +

!!!! !*

+;++! "<8!*

!!!! !*

+;++! "<8!*

!!2; !,

+;++! "<8!*

!!!! !*

+;++! "<8!*

!!!! !*

+;++! "<8!*

!,*8

!,"

*!*; 7;

!;7"* ;,

,!!! !*

+;++! "<8!*

!*27+ 8<

!;7"* ;*88;

2,;+* 28

!;7"* ;*88;

2!!! !*

+;++! "<8!*

!*;;+ 7!

!;7"* ;*88;

,;!;

!,"

<!* 7"

+;++! +

7*<< 2;

+;++! "<8!*

*;+!2 8;

;"!+* +,<;8

8;;2* 7*

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!;+!2 8;

;"!+* +,<;8

8;;7

!,"

!!! !*

+;++! +

!!*+ 8,

+;++! "<8!*

!,<7 28

+2;"+ "2+<!

!,<7 8!

+;++! "<8!*

,!!! !*

+;++! "<8!*

!,<7 28

+2;"+ "2+<!

!;;8

!,"

!!! !*

+;++! +

!!!! !*

+;++! "<8!*

!2;< !*

+2;"+ "2+<!

!2;* 88

+;++! "<8!*

2!!! !*

+;++! "<8!*

!2;< !*

+2;"+ "2+<!

!;;2

!,"

!!! !*

+;++! +

!!!! !*

+;++! "<8!*

!!!! !*

+;++! "<8!*

!!*; ;!

+;++! "<8!*

!!!! !*

+;++! "<8!*

!!!! !*

+;++! "<8!*

!;;,

!,"

+""2 <,

+2;"+ "2

,*8; 7*

+;++! "<8!*

*+<8* <8

;"!+* +,<;8

2+;<+ +"

;"!+* +,<;8

*!!! !*

+;++! "<8!*

!+<8* <8

;"!+* +,<;8

2;;*

!,"

822 **

+;++! +

8!7, <"

+;++! "<8!*

!+!<< ,,

+2;"+ "2+<!

8+;!8 *,

;"!+* +,<;8

*!!! !*

+;++! "<8!*

!+!<< ,,

+2;"+ "2+<!

8;;"

!,"

!!! !*

+;++! +

!!!! !*

+;++! "<8!*

!7*" ,,

+2;"+ "2+<!

*<"; 7;

;"!+* +,<;8

!!!! !*

+;++! "<8!*

!7*" ,,

+;++! "<8!*

8;;;

!,"

2+, +,

+;++! +

,!2* !"

+;++! "<8!*

!++<! ,7

;"!+* +,<;8

*82" <*

+;++! "<8!*

8!!! !*

+;++! "<8!*

!++<! ,7

+2;"+ "2+<!

2;+"

!,"

+27" 78

+2;"+ "2

7*;8 +7

+;++! "<8!*

*+27, <7

+2;"+ "2+<!

7+7+8 +!

;"!+* +,<;8

2!!! !*

+;++! "<8!*

!+27, <7

+2;"+ "2+<!

7;;+

!,"

!7< <!

+;++! +

!!7, 2!

+;++! "<8!*

!+"+< !;

+;++! "<8!*

<+";< **

;"!+* +,<;8

!!!! !*

+;++! "<8!*

!+"+< !;

+;++! "<8!*

<+7;

!,"

87; "*

+;++! +

88;8 *<

+;++! "<8!*

2;++< !*

;"!+* +,<;8

8;!,* ;;

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!;++< !*

;"!+* +,<;8

8;+<

!,"

!!! !*

+;++! +

!*!, 72

+;++! "<8!*

*<72 !"

;;!7" +!;8+

!+"+; 8"

;"!+* +,<;8

!!!! !*

+;++! "<8!*

!<72 !"

;;!7" +!;8+

!;+7

!,"

!!! !*

+;++! +

!!2< +!

+;++! "<8!*

!<", 88

+2;"+ "2+<!

,,*! ;+

+;++! "<8!*

,!!! !*

+;++! "<8!*

!<", 88

+2;"+ "2+<!

,;+8

!,"

!!! !*

+;++! +

!!!! !*

+;++! "<8!*

!!,+ *,

+;++! "<8!*

!!!< *,

+;++! "<8!*

!!!! !*

+;++! "<8!*

!!,+ *,

+;++! "<8!*

!;+2

!,"

!!! !*

+;++! +

!!!! !*

+;++! "<8!*

!*,< ,;

+;++! "<8!*

*87! *+

+;++! "<8!*

8!!! !*

+;++! "<8!*

!*,< ,;

+;++! "<8!*

*;+,

!,"

!!! !*

+;++! +

!*77 ;7

+;++! "<8!*

*7<7 ;;

+;++! "<8!*

78+* !8

+;++! "<8!*

2!!! !*

+;++! "<8!*

!7<7 ;;

+2;"+ "2+<!

*;+*

!,"

!!! !*

+;++! +

!!!! !*

+;++! "<8!*

!,8; !"

+2;"+ "2+<!

!!82 +;

+;++! "<8!*

!!!! !*

+;++! "<8!*

!,8; !"

+2;"+ "2+<!

!;+!

!,"

!<< 72

+;++! +

*!!! !*

+;++! "<8!*

!*<* !!

+;++! "<8!*

**<7 *+

+;++! "<8!*

*!!! !*

+;++! "<8!*

!*<* !!

+;++! "<8!*

*

=��.

�/

/��.�/��

5��/��

3��"

3��.

�&6��

3��&��

3��"

3��.

�&6��

3��&��

#��$��&��A�#��#��E��A�9��&��-��(A�$��E�/��(A�$��1��#

��(

3��

&��

�3��

&��

�3��

&��

�3��

&��

�3��

&�..�

��

�3��

&��

�;++

!,"

+7;2 ;*

+2;"+ "2

<**; *"

+;++! "<8!*

*+87* ;;

+2;"+ "2+<!

<;"+< 28

;"!+* +,<;8

2!!! !*

+;++! "<8!*

!+87* ;;

+2;"+ "2+<!

<;;!

!,"

27; <<

+;++! +

2*"+ 8+

+;++! "<8!*

*+!;2 ++

+2;"+ "2+<!

8+"7+ "8

;"!+* +,<;8

!!!! !*

+;++! "<8!*

!+!;2 ++

+2;"+ "2+<!

8+,+

!,"

++7< *<

+;++! +

++!!! !*

+;++! "<8!*

!+<2* !+

;"!+* +,<;8

2;"*, ""

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!+<2* !+

;"!+* +,<;8

2+2!

!,"

+;;+ ";

+;++! +

++!!! !*

+;++! "<8!*

!+7<+ 7*

;"!+* +,<;8

2;;*; 8<

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!+7<+ 7*

;"!+* +,<;8

2+2+

!,"

;+;2 2+

;"!+* +2

8!!! !*

+;++! "<8!*

!+<*7 <,

;"!+* +,<;8

2+2+7 ,*

;"!+* +,<;8

,!!! !*

+;++! "<8!*

!+<*7 <,

;"!+* +,<;8

2+2"

!,"

,7! 78

+;++! +

,*<7 *7

+;++! "<8!*

*;"", ;!

;"!+* +,<;8

2+<+! *+

;"!+* +,<;8

2!!! !*

+;++! "<8!*

!;"", ;!

;"!+* +,<;8

2+,<

!,"

,<, +!

+;++! +

,,!! ,+

+;++! "<8!*

,;""7 8*

;"!+* +,<;8

2;"!! +7

;"!+* +,<;8

2!!! !*

+;++! "<8!*

!;""7 8*

;"!+* +,<;8

2+,8

!,"

,2" 77

+;++! +

,,"* ,!

+;++! "<8!*

*+<2< 77

;"!+* +,<;8

2+<!* ;2

;"!+* +,<;8

2!!! !*

+;++! "<8!*

!+<2< 77

;"!+* +,<;8

2++!,

!,"

*22 7!

+;++! +

**2+ <7

+;++! "<8!*

*+",+ **

+2;"+ "2+<!

,+;!" +;

;"!+* +,<;8

*!,* 7+

+;++! "<8!*

!7<; ,7

+2;"+ "2+<!

*+2*

!,"

*+7 !+

+;++! +

*782 8+

+;++! "<8!*

7;!+! 7,

;"!+* +,<;8

8;!*+ +,

;"!+* +,<;8

8!*+ 78

+;++! "<8!*

!;!+! 7,

;"!+* +,<;8

8+,;

!,"

!72 2,

+;++! +

!<+< ++

+;++! "<8!*

7;!!, +!

;"!+* +,<;8

8;!++ "<

;"!+* +,<;8

8!** ,7

+;++! "<8!*

!;!!, +!

;"!+* +,<;8

8+,2

!,"

+8", 2+

+2;"+ "2

7!!! !*

+;++! "<8!*

!;+*< 78

;"!+* +,<;8

8;+8" 87

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!;+*< 78

;"!+* +,<;8

8+*+

!,"

,++ !*

+;++! +

,!!! !*

+;++! "<8!*

!,82 2,

+2;"+ "2+<!

!28, *+

+;++! "<8!*

2!!! !*

+;++! "<8!*

!,82 2,

+2;"+ "2+<!

!++*"

!,"

2"7 87

+;++! +

,*8" 28

+;++! "<8!*

*+;7* <<

+2;"+ "2+<!

2+!82 ,7

;"!+* +,<;8

*!2; <!

+;++! "<8!*

!++;* 8*

+2;"+ "2+<!

2++++

!,"

*+* ",

+;++! +

**+* "+

+;++! "<8!*

*+2"< *!

+2;"+ "2+<!

7++!7 <"

;"!+* +,<;8

*!!! !*

+;++! "<8!*

!+2"< *!

+2;"+ "2+<!

77*

!,"

!!! !*

+;++! +

!!!! !*

+;++! "<8!*

!2<7 ;7

+2;"+ "2+<!

!,*8 **

+;++! "<8!*

,!!! !*

+;++! "<8!*

!2<7 ;7

+2;"+ "2+<!

!;"!

!,"

+;*7 +2

+;++! +

++!*! ;;

+;++! "<8!*

!7,8 27

+2;"+ "2+<!

*++<" 7,

;"!+* +,<;8

*!!! !*

+;++! "<8!*

!7,8 27

+2;"+ "2+<!

*+7"

!,"

*2< <2

+;++! +

*7!7 8;

+;++! "<8!*

8;+,, !7

;"!+* +,<;8

8;!7* !!

;,*<" 78!7,

,!!! !*

+;++! "<8!*

!;+,, !7

;"!+* +,<;8

8+,,

!,"

,<, <;

+;++! +

,,"; +;

+;++! "<8!*

*+<,, +8

;"!+* +,<;8

2+<*8 !2

;"!+* +,<;8

2!!! !*

+;++! "<8!*

!+<,, +8

;"!+* +,<;8

2+8!

!,"

!!! !*

+;++! +

!!!! !*

+;++! "<8!*

!77* ,2

+2;"+ "2+<!

*7;2 72

;"!+* +,<;8

!!!! !*

+;++! "<8!*

!77* ,2

+2;"+ "2+<!

*2*,

!,"

!!! !*

+;++! +

!!!! !*

+;++! "<8!*

!278 ;"

+2;"+ "2+<!

!,," *<

+;++! "<8!*

,!!! !*

+;++! "<8!*

!278 ;"

+2;"+ "2+<!

!+,!

!,"

,8< "<

+;++! +

,+"!< *!

+;++! "<8!*

<;,;7 77

;,*<" 78!7,

,;*<! 7;

;,*<" 78!7,

,*++ 8,

+;++! "<8!*

*;,;7 77

;,*<" 78!7,

,+87

!,"

2*8 *7

+;++! +

2*<! 2!

+;++! "<8!*

*+<27 2,

;"!+* +,<;8

2+<8, 87

;"!+* +,<;8

2!!! !*

+;++! "<8!*

!+<27 2,

;"!+* +,<;8

2+88

!,"

!!* 2+

+;++! +

!7*< ;7

+;++! "<8!*

7;"!; +8

;"!+* +,<;8

2;;2+ 28

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!;"!; +8

;"!+* +,<;8

2+8<

!,"

272 <2

+;++! +

2*<! 8;

+;++! "<8!*

*+<*< ;!

;"!+* +,<;8

2+<<< 2*

;"!+* +,<;8

2!!! !*

+;++! "<8!*

!+<*< ;!

;"!+* +,<;8

2+8*

!,"

!*; "<

+;++! +

!2;< "<

+;++! "<8!*

2+22! ++

+2;"+ "2+<!

7+28* 7!

;"!+* +,<;8

,!!! !*

+;++! "<8!*

!+22! ++

+2;"+ "2+<!

7+8;

!,"

*** 8<

+;++! +

*77+ ";

+;++! "<8!*

7;!78 ;,

;,*<" 78!7,

,;+8! "<

;"!+* +,<;8

8!!< 2,

+;++! "<8!*

!;!78 ;,

;,*<" 78!7,

,+28

!,"

,<8 *,

+;++! +

,8"8 +7

+;++! "<8!*

2;"2" 7;

;"!+* +,<;8

8+<,! ;+

;"!+* +,<;8

2!!! !*

+;++! "<8!*

!;"2" 7;

;"!+* +,<;8

8+2,

!,"

**7 8;

+;++! +

*777 77

+;++! "<8!*

7;!8+ ;"

;,*<" 78!7,

,;;7+ +,

;"!+* +,<;8

8!,< *,

+;++! "<8!*

!;!8+ ;"

;,*<" 78!7,

,+"!2

!,"

!<+ ,;

+;++! +

!*!! 82

+;++! "<8!*

*+,7! ;"

+2;"+ "2+<!

7++*2 !;

;"!+* +,<;8

*!!! !*

+;++! "<8!*

!+,7! ;"

+2;"+ "2+<!

7+8,

!,"

!!! !*

+;++! +

!8+, ++

+;++! "<8!*

2+7+, *"

;"!+* +,<;8

2+<!, !2

;"!+* +,<;8

2!!! !*

+;++! "<8!*

!+7+, *"

;"!+* +,<;8

2+22

!,"

*!*; 7;

!;7"* ;,

,++2! ,;

+2;"+ "2+<!

2;*"+ ++

;,*<" 78!7,

,;*<8 *;

;,*<" 78!7,

,*+! *+

+;++! "<8!*

*;*"+ ++

;,*<" 78!7,

,+8+

!,"

,8, <2

+;++! +

,8!7 2<

+;++! "<8!*

8;""8 ;8

;"!+* +,<;8

2;++; ;*

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!;""8 ;8

;"!+* +,<;8

2+27

!,"

+<;7 2"

;"!+* +2

2!!! !*

+;++! "<8!*

!;+*" 7"

;"!+* +,<;8

8;+"" "!

;"!+* +,<;8

8!!! !*

+;++! "<8!*

!;+*" 7"

;,*<" 78!7,

*+2<

!,"

*7! ,!

+;++! +

*8"7 <8

+;++! "<8!*

2;""2 72

;"!+* +,<;8

2;"!; *7

;"!+* +,<;8

2!!! !*

+;++! "<8!*

!;""2 72

;"!+* +,<;8

2+8"

!,"

*2+ **

+;++! +

*++,, <!

+;++! "<8!*

+";,"! ";

;,*<" 78!7,

,;!7; ++

;,*<" 78!7,

,*"2 !;

+;++! "<8!*

*;,"! ";

;,*<" 78!7,

,

=��.

�/

/��.�/��

5��/��

3��"

3��.

�&6��

3��&��

3��"

3��.

�&6��

3��&��

#��$��&��A�#��#��E��A�9��&��-��(A�$��E�/��(A�$��1��#

��(

=��.

�/

/��.�/��

5��/��

3��"

3��.

�&6��

3��&��

3��"

3��.

�&6��

3��&��

3��

&��

�3��

&��

3��

&��

�3��

&��

�3��

&�..��

�3��

&��

�;,7

!""

+*8" 2,"8

;"!+* +,<;8

,,<; ,;,"8

+;++! +

,;,+* <8

!;7"* ;*88;

!;8*; 8"8;

!;7"* ;*88;

!;7, 8;;7<

+;++! "<8!*

!;,+* <8;2

;,*<" 78!7,

,;2<

!""

;"28 28*8

;,*<" 78!7,

*!"2 8;+*,

+;++! +

!;8"7 *!

!;7"* ;*88;

!;*,8 8"",

!;7"* ;*88;

!;7, 8;;7<

+;++! "<8!*

!;8"7 *!!7

!;7"* ;*88;

!;28

!""

+2"< *2"*

;"!+* +,<;8

,22; ****;

+;++! +

2;78! 7!

!;7"* ;*88;

*;8+7 *+<*

!;7"* ;*88;

!;7, 8;;7<

+;++! "<8!*

!;78! 7!*2

!;7"* ;*88;

*;22

!""

+"<" ,7;8

+2;"+ "2+<!

,87, 2,!"+

+;++! +

8;7"* +

!;7"* ;*88;

!;2!* 7<;<

;,*<" 78!7,

,!;7 7,8+;

+;++! "<8!*

!;7"* +"++

!;7"* ;*88;

!;2,

!""

+;7" <*<+

+2;"+ "2+<!

2*;8 "+2";

+;++! +

*;*+8 ++

!;7"* ;*88;

!;;!2 8728

;,*<" 78!7,

,;7, 8;;7<

+;++! "<8!*

!;*+8 ++;!

;,*<" 78!7,

,;27

!""

+*+* 2!<,

+2;"+ "2+<!

88;< "<+<

+;++! +

2;<*" *,

!;7"* ;*88;

*;2<+ 7""!

;,*<" 78!7,

,;<7 8,;;+

+;++! "<8!*

!;<*" *,+<

!;7"* ;*88;

*;2*

!""

++7" ,*"7

+2;"+ "2+<!

2*;7 ;;7

+;++! +

*;*;* +7

!;7"* ;*88;

!;;*, !,*,

;,*<" 78!7,

,;7, 8;;7<

+;++! "<8!*

!;*;* +7;!

;,*<" 78!7,

,;2!

!""

72, 2+,+

+;++! "<8!*

78;! +2*8;

+;++! +

2;8+* ;!

!;7"* ;*88;

!;*2, +,

;,*<" 78!7,

,!;, <,!87

+;++! "<8!*

!;8+* ;;<

!;7"* ;*88;

!;2;

!""

+";! ;+<,

+;++! "<8!*

<2*; 8*<,;

+;++! +

2;,"< *2

!;7"* ;*88;

!;!"! ,,*

;,*<" 78!7,

,;7, 8;;7<

+;++! "<8!*

!;,"< *,,!

;,*<" 78!7,

,;2+

!""

7"+ ",*",

;"!+* +,<;8

!2*8 "!;"*

+;++! +

2;!;8 ,!

!;7"* ;*88;

!;"<< 8;,

;,*<" 78!7,

*;7, 8;;7<

+;++! "<8!*

!;!;8 ,!!+

;,*<" 78!7,

,;,<

!""

+8", !78;

+2;"+ "2+<!

7*!! !<+7,

+;++! +

*;,<! ;8

!;7"* ;*88;

!;2<7 <!"7

;,*<" 78!7,

,;7, 8;;7<

+;++! "<8!*

!;,<! ;2<

;,*<" 78!7,

,;,*

!""

+"<* ,"8!

+;++! "<8!*

+"**7 ;8!*

+;++! +

*;;7, ;7

!;7"* ;*88;

!;*"! <<7,

;,*<" 78!7,

,;7, 8;;7<

+;++! "<8!*

!;;7, ;87+

;,*<" 78!7,

,;,2

!""

++;* 8,+7

+;++! "<8!*

+"8;+ !+<;<

+;++! +

2;*78 ,,

!;7"* ;*88;

!;8!* ;,,+

!;7"* ;*88;

!;78 ,888;

+;++! "<8!*

!;*78 ,*<<

;,*<" 78!7,

,;8"

!""

+7<! ,787

;"!+* +,<;8

2!;* !2,2<

+;++! +

!;,,+ 8,

!;7"* ;*88;

!;8!< ,;!2

!;7"* ;*88;

!;7, 8;;7<

+;++! "<8!*

!;,,+ 8*2!

;,*<" 78!7,

,;,,

!""

+;;" *+,8

+2;"+ "2+<!

2*;< ,,7,8

+;++! +

*;;2" 87

!;7"* ;*88;

!;!,< 2,*+

;,*<" 78!7,

,;7, 8;;7<

+;++! "<8!*

!;;2" 887,

;,*<" 78!7,

,;2"

!""

<!+ <*++

+;++! "<8!*

7*28 ""<!8

+;++! +

*;+*2 2

!;7"* ;*88;

!+7!7 "2<7

;,*<" 78!7,

*;7, 8;;7<

+;++! "<8!*

!;+*2 2"!,

;,*<" 78!7,

*;7*

!""

;+,+ ,8*2

;,*<" 78!7,

*2," ,2*8!

+;++! +

2+!*" ,<

+2;"+ "2+<!

8+7<! 7*8<

;"!+* +,<;8

2*82 ;87"*

+;++! "<8!*

*+!*" ,778

;"!+* +,<;8

*;<,

!""

,+2 ;"22;

+;++! "<8!*

,;7, 8;;7<

+;++! +

!<+" !8!

+;++! "<8!*

77;2 "2!7+

;"!+* +,<;8

!;7, 8;;7<

+;++! "<8!*

!<+" !8;7

+2;"+ "2+<!

,;<*

!""

;<! <<77

+;++! "<8!*

!;7, 8;;7<

+;++! +

!,7" *"+

+;++! "<8!*

,2*" ,2!2;

+;++! "<8!*

2;7, 8;;7<

+;++! "<8!*

!,7" *"+*;

+;++! "<8!*

,;<!

!""

,7; **72<

+;++! "<8!*

,;7, 8;;7<

+;++! +

!7"8 +87

+;++! "<8!*

87;" !87<7

+;++! "<8!*

8;7, 8;;7<

+;++! "<8!*

!7"8 +87;;

+;++! "<8!*

8;8;

!""

+;<; 27!,

+2;"+ "2+<!

22*< +,7+7

+;++! +

2;7<2 +*

!;7"* ;*88;

*;7<! 8+22

!;7"* ;*88;

*!;+ ,,+88

+;++! "<8!*

!;7<2 +!7<

!;7"* ;*88;

*;<+

!""

**22 +7**

!;7"* ;*88;

2;7, 8;;7<

+;++! +

!,"*+ 8<

!;7"* ;*88;

2,*+2 82"+

!;7"* ;*88;

8;7, 8;;7<

+;++! "<8!*

!**** <8+!

!;7"* ;*88;

2;,!

!""

+"<8 7;7!

+2;"+ "2+<!

,878 828,8

+;++! +

8;*++ !;

!;7"* ;*88;

!;8"7 27<2

!;7"* ;*88;

!!** ;8"2<

+;++! "<8!*

!;*++ !;+2

;,*<" 78!7,

,;78

!""

+8;; *7+,

;"!+* +,<;8

,,7" "!<*+

+;++! +

,<7, <7;

+;++! "<8!*

<+8,! 8++;

;"!+* +,<;8

2*,, ;8*<7

+;++! "<8!*

*<7, <7;+<

;"!+* +,<;8

!;7,

!""

;;*! 7;,<

;,*<" 78!7,

,88; *2,,,

+;++! +

8+*<* ;*

;"!+* +,<;8

,;"8; ,8<;

;,*<" 78!7,

*,;< ;;<2!

+;++! "<8!*

,+*<* ;!<

;"!+* +,<;8

,;8+

!""

+8*! ";+;

;"!+* +,<;8

2*2! 272;8

+;++! +

*;8<< 28

!;7"* ;*88;

!;7!8 ;;87

!;7"* ;*88;

*;7, 8;;7<

+;++! "<8!*

!;8<< 22<,

!;7"* ;*88;

!;87

!""

;7, 8;;7<

+;++! "<8!*

!!"2 *;**,

+;++! +

!22, !78

+;++! "<8!*

2,+7 +<<7

+;++! "<8!*

,;7, 8;;7<

+;++! "<8!*

!22, !78;+

+;++! "<8!*

2;88

!""

+<+" !,";

;"!+* +,<;8

2*;< +<"!!

+;++! +

*;8,8 !

!;7"* ;*88;

!;*<! <"!8

!;7"* ;*88;

!;7, 8;;7<

+;++! "<8!*

!;8,8 !";

!;7"* ;*88;

!;82

!""

+78; ;*+8

;"!+* +,<;8

2*+2 +*!7

+;++! +

*;222 ,*

!;7"* ;*88;

!;2+2 2+!8

;,*<" 78!7,

,;7, 8;;7<

+;++! "<8!*

!;222 ,!<

;,*<" 78!7,

,+"<"

!""

78< <;";;

+;++! "<8!*

7287 "*!;+

+;++! +

2;,;! 2<

!;7"* ;*88;

!+7*2 !,!8

;,*<" 78!7,

**;* +2*<+

+;++! "<8!*

*;,;! 2<"*

;,*<" 78!7,

,;8,

!""

+!+7 +;+

;"!+* +,<;8

*8!+ +778;

+;++! +

2;<!8 <<

!;7"* ;*88;

*;<+8 78++

!;7"* ;*88;

*!!* 77!++

+;++! "<8!*

!;<!8 <7,!

!;7"* ;*88;

*;8!

!""

+8<* 8!!+

;"!+* +,<;8

2*!! +*;<;

+;++! +

*;<"2 "7

!;7"* ;*88;

*;8** ,2<<

!;7"* ;*88;

!;7, 8;;7<

+;++! "<8!*

!;<"2 "877

!;7"* ;*88;

*;72

!""

;!"+ ,<,!

;,*<" 78!7,

,88, 28!+

+;++! +

8+,2" 8!

;"!+* +,<;8

,;;"2 8+!7

;,*<" 78!7,

*,,2 ;*<++

+;++! "<8!*

,+,2" 8!"+

;"!+* +,<;8

,;!!

!""

+8!+ +7"2

;,*<" 78!7,

**,2 2!278

+;++! +

*;7,+ "2

!;7"* ;*88;

*;877 <7,<

!;7"* ;*88;

!;7, 8;;7<

+;++! "<8!*

!;7,+ ",<*

!;7"* ;*88;

*2<+

!""

,<"; ;<87

!;7"* ;*88;

8;7, 8;;7<

+;++! +

!2*!; ;

!;7"* ;*88;

7278; ,"2<

!;7"* ;*88;

<;7, 8;;7<

+;++! "<8!*

!,7"+ 8;,*

!;7"* ;*88;

8++!*

!""

28; ;28+8

+;++! "<8!*

2872 8+"+;

+;++! +

8+7," <7

;"!+* +,<;8

2+2;8 82!8

;"!+* +,<;8

,28+ ;"827

+;++! "<8!*

2+,,, ,72+

+2;"+ "2+<!

7++!;

!""

<!< <<88,

+2;"+ "2+<!

,7"8 ;;!78

+;++! +

8+<2, "<

;"!+* +,<;8

2+7,+ +!;7

;"!+* +,<;8

227; 7+22!

+;++! "<8!*

2+27+ "72;

+2;"+ "2+<!

7+++;

!""

<;+ *!++7

+;++! "<8!*

72*7 +*7**

+;++! +

2;,!! 8;

!;7"* ;*88;

!+7+; +,2

;"!+* +,<;8

2*;2 8;<!8

+;++! "<8!*

*;,!! 8;"<

;,*<" 78!7,

,;;<

!""

;,82 27";

!;7"* ;*88;

!;7, 8;;7<

+;++! +

!;<,< *8

!;7"* ;*88;

*!+,7 "+7;

!;7"* ;*88;

*;7, 8;;7<

+;++! "<8!*

!;<,< *8"<

!;7"* ;*88;

*;!"

!""

+2<! +;7!

;"!+* +,<;8

,*7; ,!<<+

+;++! +

*;8<7 *+

!;7"* ;*88;

!;7++ ,,,8

!;7"* ;*88;

!;7, 8;;7<

+;++! "<8!*

!;8<7 *+!7

!;7"* ;*88;

!;,+

!""

2<! ,*+2+

+;++! "<8!*

28"; *2!+7

+;++! +

2;+,+ ;8

!;7"* ;*88;

!;;<* !;27

;,*<" 78!7,

,;7, 8;;7<

+;++! "<8!*

!;+,+ ;8;

;,*<" 78!7,

*;!*

!""

+88< ++",

;,*<" 78!7,

**!< +!2+,

+;++! +

*;8;2 7,

!;7"* ;*88;

!;8,* *8*<

!;7"* ;*88;

!;7, 8;;7<

+;++! "<8!*

!;8;2 7,;,

!;7"* ;*88;

!;!2

!""

+8,< +8;+

;,*<" 78!7,

**!+ 7+;!;

+;++! +

*;8+8 2<

!;7"* ;*88;

!;87" 7,",

!;7"* ;*88;

!;7, 8;;7<

+;++! "<8!*

!;8+8 272<

!;7"* ;*88;

!;!8

!""

+8!+ *7,<

;,*<" 78!7,

**!; ;,;8*

+;++! +

*;8*+ 8,

!;7"* ;*88;

!;2;* 77*,

!;7"* ;*88;

!;7, 8;;7<

+;++! "<8!*

!;8*+ 8,+,

!;7"* ;*88;

!;!7

!""

;;,, 8*;+

!;7"* ;*88;

!;7, 8;;7<

+;++! +

!;"8" !+

!;7"* ;*88;

!+72" ,*82

;,*<" 78!7,

*;7, 8;;7<

+;++! "<8!*

!;"8" !"77

;,*<" 78!7,

*;!<

!""

<<8 *7,88

+;++! "<8!*

<;7, 8;;7<

+;++! +

!++2< 7!

;"!+* +,<;8

*+;;* 8",8

+2;"+ "2+<!

2;7, 8;;7<

+;++! "<8!*

!++2< 7!*,

+2;"+ "2+<!

2;*2

!""

+!*< ;*!;

+2;"+ "2+<!

8+";* +8*,

+;++! +

<!"<7 *2

!;7"* ;*88;

*;<*8 *;!2

!;7"* ;*88;

*!<< 88;,7

+;++! "<8!*

*!"<7 *,88

!;7"* ;*88;

*2*;

!""

;7, 8;;7<

+;++! "<8!*

!;7, 8;;7<

+;++! +

!,<! <!8

+;++! "<8!*

,*22 2+<+<

+;++! "<8!*

*;7, 8;;7<

+;++! "<8!*

!,<! <!8;;

+;++! "<8!*

,;!+

!""

+8,2 82!;

;"!+* +,<;8

2*<+ *2!+,

+;++! +

*;787 2;

!;7"* ;*88;

*;8<; <"<*

!;7"* ;*88;

!;7, 8;;7<

+;++! "<8!*

!;787 2+2

!;7"* ;*88;

*;*<

!""

2++ <"!,2

+;++! "<8!*

,!<7 8"82;

+;++! +

*+7+7 !+

;"!+* +,<;8

2+87; ;*72

;"!+* +,<;8

2;7, 8;;7<

+;++! "<8!*

!+7+7 !"<

;"!+* +,<;8

2;*"

!""

;,;! +8";

;2,!" <;<+2

,;7, 8;;7<

+;++! +

!;<2; *+

!;7"* ;*88;

*!*!" 8++<

!;7"* ;*88;

*;7, 8;;7<

+;++! "<8!*

!;<2; *++*

!;7"* ;*88;

*;,"

!""

8"< "28!,

+;++! "<8!*

22"< !7+7*

+;++! +

,;"8! +

!;7"* ;*88;

!;+28 2"8,

;,*<" 78!7,

*;7, 8;;7<

+;++! "<8!*

!;"8! +"+,

;,*<" 78!7,

*;*8

!""

+,*8 *!2

;"!+* +,<;8

,8*7 +77+;

+;++! +

8;<,< <7

!;7"* ;*88;

*!+!, 2+<7

!;7"* ;*88;

*!;2 82;<8

+;++! "<8!*

!;<,< <7+8

!;7"* ;*88;

*;*7

!""

+87* 8,77

;"!+* +,<;8

2,78 ;8*!;

+;++! +

,;7<2 *,

!;7"* ;*88;

*;2;2 ,<!7

!;7"* ;*88;

!;7, 8;;7<

+;++! "<8!*

!;7<2 *,"*

!;7"* ;*88;

*

%��&�=(��

#��$��&��A�#��#��E��A�9��&��-��(A�$��E�/��(A�$��1��#

��(

=��.

�/

/��.�/��

5��/��

3��"

3��.

�&6��

3��&��

3��"

3��.

�&6��

3��&��

3��

&��

�3��

&��

3��

&��

�3��

&��

�3��

&�..��

�3��

&��

�;*,

!""

+8"+ 8!2,

;,*<" 78!7,

!,72 7782

+;++! +

,;2<+ !;

!;7"* ;*88;

!;78* 7;*+

!;7"* ;*88;

*;7, 8;;7<

+;++! "<8!*

!;2<+ !+<;

!;7"* ;*88;

!;**

!""

+*<! !+*2

+2;"+ "2+<!

88*" ""<+*

+;++! +

8!;88 7*

!;7"* ;*88;

*!"*, *2+2

!;7"* ;*88;

*!*" ;2+<7

+;++! "<8!*

!!;88 7*!8

!;7"* ;*88;

*;8*

!""

+887 8;*<

;"!+* +,<;8

2*!2 *;**!

+;++! +

*;8++ *<

!;7"* ;*88;

!;7!* <,!+

!;7"* ;*88;

*;7, 8;;7<

+;++! "<8!*

!;8++ *7,8

!;7"* ;*88;

!;*!

!""

+<"8 *<!*

;"!+* +,<;8

2+;;! *8*2

+2;"+ "2

2!!," +;

!;7"* ;*88;

*!*88 ,+2,

!;7"* ;*88;

*,!, 888*+

+;++! "<8!*

,!!," +;+;

!;7"* ;*88;

*;*;

!""

+8"! 878,

;"!+* +,<;8

,27* ,*7<

+;++! +

2;<<< "+

!;7"* ;*88;

*;78* !,"+

!;7"* ;*88;

*;78 282!,

+;++! "<8!*

!;<<< "+!*

!;7"* ;*88;

*;*+

!""

+2"* <7!2

+;++! "<8!*

+*2,7 "+2"8

+;++! +

2;<!+ 7;

!;7"* ;*88;

*;<<2 <*<

!;7"* ;*88;

*;7, 8;;7<

+;++! "<8!*

!;<!+ 7+8+

!;7"* ;*88;

*

%��&�=(��

#��$��&��A�#��#��E��A�9��&��-��(A�$��E�/��(A�$��1��#

��(

3��

�&��

�3��

&��

�3��

&��

�3��

&��

�3��

&��

�3��

&��

�!;7

!""

+"*, *<

;,*<" 78

;2," 2!

+;++! +

2;,*+ <+

!;7"* ;*88;

!;;8" "+

!;7"* ;*88;

!;7, 8;

+;++! "<8!*

!;,*+ <+

!;7"* ;*88;

!!;,

!""

+7<* 7<

;,*<" 78

*828 <"

+;++! +

8!;"! ,<

!;7"* ;*88;

*!*2, ,,

!!7,, ;<72

*!*2 *!

+;++! "<8!*

!!;"! ,<

!;7"* ;*88;

*!;2

!""

;+*, 8"

;,*<" 78

*!;< *7

+;++! +

!;8<" <7

!;7"* ;*88;

!;<"; 28

!*<"8 <;";7

!;7, 8;

+;++! "<8!*

!;8<" <7

!;7"* ;*88;

!!;8

!""

+;7, !8

;,*<" 78

!!;! <!

+;++! +

!;;+8 <;

!;7"* ;*88;

!+7*7 78

!,<2; ++;8,

;;7, 8;

+;++! "<8!*

!;;+8 <;

!;7"* ;*88;

!!;!

!""

+2;" 7+

;,*<" 78

!8<7 8<

+;++! +

8;77; 78

!;7"* ;*88;

*!;", !"

!2+"+8 782

!!*+ +"

+;++! "<8!*

!;77; 78

!;7"* ;*88;

*!;;

!""

+*+< 7<

;,*<" 78

!,8! 2*

+;++! +

,;8*! *8

!;7"* ;*88;

!;7*; !,

!8+"8, ;+"+

!;7, 8;

+;++! "<8!*

!;8*! *8

!;7"* ;*88;

!!;+

!""

+!;< ;8

;,*<" 78

!,8* 2*

+;++! +

,;28+ "<

!;7"* ;*88;

!;7"! +;

!7++!* ++*<

;;7, 8;

+;++! "<8!*

!;28+ "<

!;7"* ;*88;

!!+7

!""

772 <*

;,*<" 78

;22* <8

+;++! +

2;!;; +,

!;7"* ;*88;

!;*<; 2*

!<++<* ,<"2

;;7, 8;

+;++! "<8!*

!;!;; +,

!;7"* ;*88;

!!+8

!""

7;; *"

;,*<" 78

;2!* 8!

+;++! +

2;*"; !<

!;7"* ;*88;

!;*+7 ,+

*"+;,2 2!8+

;;78 ";

+;++! "<8!*

!;*"; !<

!;7"* ;*88;

!!;<

!""

+*+" <8

;,*<" 78

!22! *8

+;++! +

2;7;* 2*

!;7"* ;*88;

*;2*; <*

*++!;" ;,*!

;;7, 8;

+;++! "<8!*

!;7;* 2*

!;7"* ;*88;

*!!<

!""

+8!, !,

;,*<" 78

*28< 2<

+;++! +

2!!+2 2,

!;7"* ;*88;

*!!+* ",

*;+!7, **;*

;!!7 *8

+;++! "<8!*

!!!+2 2,

!;7"* ;*88;

*!+2

!""

8!+ **

;,*<" 78

;*+* 2!

+;++! +

*+<*< ,;

;"!+* +,<;8

2+<,! *!

*!+*,; ;"+;

;;7, 8;

+;++! "<8!*

!+<*< ,;

;"!+* +,<;8

2!;"

!""

+*"" ,*

;,*<" 78

!7"7 ;7

+;++! +

8;2;" 2*

!;7"* ;*88;

!;<<2 +!

**+,;" ,!"7

;!,* 82

+;++! "<8!*

!;2;" 2*

!;7"* ;*88;

!!+,

!""

+<<8 !"

;,*<" 78

*8** !2

+;++! +

8!8;< ;!

!;7"* ;*88;

,!!<; +<

*,+,<" *!+!

;!*; *8

+;++! "<8!*

!!8;< ;!

!;7"* ;*88;

,!**

!""

;!72 !!

;,*<" 78

,!"2 2<

+;++! +

!!+!" *7

!;7"* ;*88;

*;7!2 "*

*2+22+ <";,

;;7, 8;

+;++! "<8!*

!!+!" *7

!;7"* ;*88;

*!*!

!""

;;+" 22

;,*<" 78

,*!* *7

+;++! +

*!;7; 2!

!;7"* ;*88;

*!;;* 2*

*8+8!* <**,

;;7, 8;

+;++! "<8!*

!!;7; 2!

!;7"* ;*88;

*!*;

!""

+8;+ +8

;,*<" 78

*282 +<

+;++! +

2!!;2 7,

!;7"* ;*88;

*!!"" 2"

*7+7"< ,,8*

;!!, !2

+;++! "<8!*

!!!;2 7,

!;7"* ;*88;

*!*+

!""

;+,2 2+

;,*<" 78

**!8 ;8

+;++! +

*!+8; ;"

!;7"* ;*88;

*!!+2 *2

*<+77, 8*+

;;7, 8;

+;++! "<8!*

!!+8; ;"

!;7"* ;*88;

*!*"

!""

;;;" !!

;,*<" 78

,*!! ,;

+;++! +

*!!!+ ",

!;7"* ;*88;

*!+," 7,

,"+<2! *<,*

;;7, 8;

+;++! "<8!*

!!!!+ ",

!;7"* ;*88;

*!!8

!""

;!++ 7;

;,*<" 78

,!;* "7

+;++! +

!;<,7 8;

!;7"* ;*88;

*!+7; *8

,+;"*; 7;"2

;;7, 8;

+;++! "<8!*

!;<,7 8;

!;7"* ;*88;

*!!7

!""

;+28 !8

;,*<" 78

**2; 2+

+;++! +

*!;;! ;,

!;7"* ;*88;

*!;8, *!

,;;+;! 8+22

;;7, 8;

+;++! "<8!*

!!;;! ;,

!;7"* ;*88;

*!!"

!""

++*< "8

;,*<" 78

;8*; <*

+;++! +

8!""* 8!

!;7"* ;*88;

*;2<! 7+

,!;;"2 +7!*

;!!7 8;

+;++! "<8!*

!!""* 8!

!;7"* ;*88;

*!!2

!""

;*;< ;7

;,*<" 78

,!+! 8"

+;++! +

!!+<8 "2

!;7"* ;*88;

*;7** 8,

,*;;<" ;;+

;;7, 8;

+;++! "<8!*

!!+<8 "2

!;7"* ;*88;

*!!,

!""

+7!* +"

;,*<" 78

*8;! 7"

+;++! +

2!,;, +"

!;7"* ;*88;

*!+,, 27

,,;!8, 7;<*

;!+8 ,+

+;++! "<8!*

!!,;, +"

!;7"* ;*88;

*!!*

!""

;";< 7+

;,*<" 78

*2;2 <!

+;++! +

2!*;* 87

!;7"* ;*88;

*!+,8 *7

,2;*2! ""72

;;7, 8;

+;++! "<8!*

!!*;* 87

!;7"* ;*88;

*!!!

!""

+,"2 ;,

;,*<" 78

!8*; <*

+;++! +

8!;7* +8

!;7"* ;*88;

*;<<! !"

,8;,,+ 8,72

;!!+ <"

+;++! "<8!*

!!;7* +8

!;7"* ;*88;

*!!;

!""

+!+2 2"

;,*<" 78

!277 !!

+;++! +

2!"<2 "2

!;7"* ;*88;

*;7<! 7"

,7;2*; "8<*

;!+, "!

+;++! "<8!*

!!"<2 "2

!;7"* ;*88;

*!!+

!""

+;*! *7

;,*<" 78

!277 ;;

+;++! +

2!"*" +!

!;7"* ;*88;

*;7!; 2*

,<;8!! <8+

;!+, !"

+;++! "<8!*

!!"*" +!

!;7"* ;*88;

*!+"

!""

;*"7 "<

;,*<" 78

,+;7; <*

;"!+* +2

*!872 !<

!;7"* ;*88;

,!<,; 72

2";7;8 *!!*

;,2; *7

+;++! "<8!*

,!872 !<

!;7"* ;*88;

,;8<

!""

;7, 8;

;,*<" 78

;!+8 ,"

+;++! +

!288 28

+;++! "<8!*

2,;< 8"

2+;<;; *222

;;7, 8;

+;++! "<8!*

!288 28

+;++! "<8!*

2+"<+

!""

+;;, ;7

;,*<" 78

;7;2 "2

+;++! +

8!"!, <8

!;7"* ;*88;

*;+7" *"

2;!"+< "8",

;,*" <;

+;++! "<8!*

,!"!, <8

!;7"* ;*88;

*<*2

!""

278, ",

;,*<" 78

+*;7, 8;

+;++! +

!8*7* ,8

!;7"* ;*88;

<8<7< <*

2!!++8 ;*,!

!;7, 8;

+;++! "<8!*

!28*; !+

!;7"* ;*88;

7,<2

!""

;7, 8;

;,*<" 78

;!"; !"

+;++! +

!2,* 2;

+;++! "<8!*

2,", 7;

2*!;+2 <<"<

;;7, 8;

+;++! "<8!*

!2,* 2;

+2;"+ "2+<!

!!+;

!""

;+;, 28

;,*<" 78

*8*2 !"

+;++! +

8!*8" ;,

!;7"* ;*88;

*!27* 2<

2,!!+7 !"8;

;!*2 !;

+;++! "<8!*

!!*8" ;,

!;7"* ;*88;

*+++!

!""

+;*; 7;

;,*<" 78

!7"7 78

+;++! +

8!"2! 8*

!;7"* ;*88;

*;+,< 7,

22!*;+ +<**

;,!! <*

+;++! "<8!*

,!"2! 8*

!;7"* ;*88;

*!+*

!""

;+8" +2

;,*<" 78

*88* 2"

+;++! +

8!,;; !7

!;7"* ;*88;

*!8;2 <*

28!,;, 2,;*

;!7* +!

+;++! "<8!*

!!,;; !7

!;7"* ;*88;

*++;2

!""

2,< 77

;,*<" 78

;8+" ";

+;++! +

2+8"; 7*

;"!+* +,<;8

,+2*+ "8

27!2!+ 27++

;,<* ,+

+;++! "<8!*

,+!,; 2;

;"!+* +,<;8

*++;8

!""

<;2 <2

;,*<" 78

;8;< ++

+;++! +

2+722 ,;

;"!+* +,<;8

2+7<, ;<

2<!8!< ;7"8

;2"2 2"

+;++! "<8!*

,+,," <<

;"!+* +,<;8

,;<2

!""

!+*" *2

;,*<" 78

2;7, 8;

+;++! +

!!,;+ <;

!;7"* ;*88;

*!8<" <"

8"!7*7 *,+

;;7, 8;

+;++! "<8!*

!!,;+ <;

!;7"* ;*88;

*;<8

!""

;+;, 2"

;,*<" 78

**," !!

+;++! +

*!;!" *8

!;7"* ;*88;

*!;*7 *2

8+!<,< +<;+

;;7, 8;

+;++! "<8!*

!!;!" *8

!;7"* ;*88;

*;<7

!""

;;", !!

;,*<" 78

**<! ""

+;++! +

*!!!! 87

!;7"* ;*88;

*!;+! "7

8;*"8+ ,"*+

;;7, 8;

+;++! "<8!*

!!!!! 87

!;7"* ;*88;

*!""

!""

;!;" *,

;,*<" 78

,!;< 8+

+;++! +

!!"** *2

!;7"* ;*88;

*;<8+ 2+

8!*+7, !727

;;7, 8;

+;++! "<8!*

!!"** *2

!;7"* ;*88;

*!"8

!""

!"+, **

;,*<" 78

2;7, 8;

+;++! +

!!,!! 28

!;7"* ;*88;

**"87 <*

8**!"" 7*"!

;;7, 8;

+;++! "<8!*

!!,!! 28

!;7"* ;*88;

*!+!

!""

+78; +,

;,*<" 78

*+",8 *2

+;++! +

<!2+2 ,*

!;7"* ;*88;

*!**! <2

8,**+8 72*8

;**7 +8

+;++! "<8!*

*!2+2 ,*

!;7"* ;*88;

*!++

!""

+<<7 ++

;,*<" 78

*8*! "8

+;++! +

8!8+7 +7

!;7"* ;*88;

,!**" 2+

82*,!2 *,<7

;!** ;7

+;++! "<8!*

!!8+7 +7

!;7"* ;*88;

,!"<

!""

;+!+ 27

;,*<" 78

*287 +,

+;++! +

2!*;< 8"

!;7"* ;*88;

*!;78 "+

88*2,2 2;,8

;;7, 8;

+;++! "<8!*

!!*;< 8"

!;7"* ;*88;

*!"7

!""

;"8; <2

;,*<" 78

*2;8 ;7

+;++! +

2!!2" <"

!;7"* ;*88;

*!**2 <<

87*887 !2;*

;;78 8+

+;++! "<8!*

!!!2" <"

!;7"* ;*88;

*!"2

!""

+++7 !"

;,*<" 78

;;7, 8;

+;++! +

!+2!; <;

;"!+* +,<;8

,+278 7*

8<*<"+ 22<<

;;7, 8;

+;++! "<8!*

!+2!; <;

;"!+* +,<;8

,!",

!""

;!<, 2*

;,*<" 78

,;7, 8;

+;++! +

!;!!" ;!

!;7"* ;*88;

!;"*, *!

7",";2 ,*7;

;;7, 8;

+;++! "<8!*

!;!!" ;!

!;7"* ;*88;

!!";

!""

*"7* !8

;,*<" 78

7;7, 8;

+;++! +

!*2,; !8

!;7"* ;*88;

2,""; <"

7+,+,; <<8*

;;7, 8;

+;++! "<8!*

!*"82 7;

!;7"* ;*88;

,!"+

!""

;+,8 ,;

;,*<" 78

**,< <<

+;++! +

*!;!< ,*

!;7"* ;*88;

*!;27 72

7;,;7+ "+8!

;;7, 8;

+;++! "<8!*

!!;!< ,*

!;7"* ;*88;

*!"*

!""

;+;" 2*

;,*<" 78

**,, 2,

+;++! +

*!;8+ 27

!;7"* ;*88;

*!++! ,;

7!,*+" 2"8<

;;7, 8;

+;++! "<8!*

!!;8+ 27

!;7"* ;*88;

*!"!

!""

;+*+

+,;,

*<"78

**,!,8

+;++!+

*!;;;

;8!;

7"*;*88;

*!!;!

"87*

,,*+

82<*

;;7,8;

+;++!"<8!*

!!;;;

;8!;

7"*;*88;

*

��

��

=��.

�/

/��.�/��

5��/��

3��"

3��.

�&6��

3��&��

3��"

3��.

�&6��

3��&��

=��.

�/

/��.�/��

5��/��

3��"

3��.

�&6��

3��&��

3��"

3��.

�&6��

3��&��

3��

&��

�3��

&��

�3��

&��

�3��

&��

�3��

&�..��

�3��

&��

�!*,

!""

;2"; 2!+2

;,*<" 78!7,

,;7, 8;;7<

+;++! "<8!*

!;<<* ;"",

!;7"* ;*88;

*!;*; ";2;

!;7"* ;*88;

*;7, 8;;<

+;++! "<8!*

!;<<* ;

!;7"* ;*88

*!,*

!""

;"*, ,,*

;,*<" 78!7,

*;7, 8;;7<

+;++! "<8!*

!;"+* 8<8*

!;7"* ;*88;

!+87" ;;8

!!7,, ;<72

;;7, 8;;<

+;++! "<8!*

!;"+* 7

!;7"* ;*88

!!2*

!""

+,+" 22,*

;,*<" 78!7,

!8;2 *,",!

+;++! "<8!*

2!;<; *8",

!;7"* ;*88;

*!""2 8*,7

!*<"8 <;";7

!!*2 "!*

+;++! "<8!*

!!;<; ,

!;7"* ;*88

*!2;

!""

+*<7 8"8!

;,*<" 78!7,

!+"+8 *82,

+;++! "<8!*

<!;!, <;;,

!;7"* ;*88;

*!"7< !*7<

!,<2; ++;8,

!**+ *,!

+;++! "<8!*

*!;!, <

!;7"* ;*88

*!2+

!""

+27; +*+*

;,*<" 78!7,

!8;2 2+<+*

+;++! "<8!*

2!"27 "<+7

!;7"* ;*88;

*!;2! ,!"<

!2+"+8 782

!!*8 !,+2

+;++! "<8!*

!!"27 +

!;7"* ;*88

*!,<

!""

;"+7 8<7

;,*<" 78!7,

*+;*< !<<*

+;++! "<8!*

++!**+ +++;

!;7"* ;*88;

*!,7! ;"8+

!8+"8, ;+"+

!,2! 2,<7

+;++! "<8!*

,!**+ +

!;7"* ;*88

*!2,

!""

,;+ 8<;7!

;,*<" 78!7,

;*"* +7!",

+;++! "<8!*

*+8,7 *88+

!;7"* ;*88;

;+822 2;;<

!7++!* ++*<

;;7, 8;;<

+;++! "<8!*

!+8,7 ,

!;7"* ;*88

;!,7

!""

+8;" ++;*

;,*<" 78!7,

*2,< ++887

+;++! "<8!*

2!"+" !8,!

!;7"* ;*88;

*;7<! ","8

!<++<* ,<"2

;;7, 8;;<

+;++! "<8!*

!!"+" *

!;7"* ;*88

*!,8

!""

+2*+ 7+!8

;,*<" 78!7,

!2"< !7*<<

+;++! "<8!*

,;<,! *!*<

!;7"* ;*88;

*!"!, 872*

*"+;,2 2!8+

;;72 2"<!

+;++! "<8!*

!;<,! *

!;7"* ;*88

*!2!

!""

+8+, !272

;,*<" 78!7,

!8*8 *78,,

+;++! "<8!*

8!++2 28;

!;7"* ;*88;

*!;<, "7;;

*++!;" ;,*!

;!8; <<!8

+;++! "<8!*

!!++2 8

!;7"* ;*88

*!,2

!""

;*8* ;;82

;,*<" 78!7,

,;7, 8;;7<

+;++! "<8!*

!!";+ <*+;

!;7"* ;*88;

*!*8; *"8*

*;+!7, **;*

!;7, 8;;<

+;++! "<8!*

!!";+ <

!;7"* ;*88

*!,,

!""

<*, ;,22

;,*<" 78!7,

;;7, 8;;7<

+;++! "<8!*

!+*"2 2,*

;"!+* +,<;8

*+*,< ;;,<

*!+*,; ;"+;

;;7, 8;;<

+;++! "<8!*

!+*"2 8

;"!+* +,<!

*!2"

!""

+,+, "+88

;,*<" 78!7,

!8;, "22++

+;++! "<8!*

2!;7< 8722

!;7"* ;*88;

*!"*; <*+8

**+,;" ,!"7

;!*2 *

+;++! "<8!*

!!;7< 7

!;7"* ;*88

*!,!

!""

+8+* "<"7

;,*<" 78!7,

!**, 8!+7,

+;++! "<8!*

*;7,! <<;2

!;7"* ;*88;

*;8+8 "+*,

*,+,<" *!+!

;;7, 8;;<

+;++! "<8!*

!;7,*

!;7"* ;*88

*!,;

!""

+8;8 ;2*<

;,*<" 78!7,

**** ";<"8

+;++! "<8!*

*;7+; ,*<+

!;7"* ;*88;

!;<"2 7"8

*2+22+ <";,

;;7, 8;;<

+;++! "<8!*

!;7+; ,

!;7"* ;*88

!!,"

!""

+8;2 *2**

;,*<" 78!7,

***8 ,28;!

+;++! "<8!*

*;7++ "8!

!;7"* ;*88;

!;7," ;<27

*8+8!* <**,

;;7, 8;;<

+;++! "<8!*

!;7++ +

!;7"* ;*88

!!*<

!""

+7<, "2;

;,*<" 78!7,

*!;" 2!2!,

+;++! "<8!*

!;2;+ 88+

!;7"* ;*88;

!;,*7 ;+,!

*7+7"< ,,8*

;;7, 8;;<

+;++! "<8!*

!;2;+ 7

!;7"* ;*88

!+++*

!""

+"8< "2*+

;,*<" 78!7,

;2!< 2+*";

+;++! "<8!*

2;2,! "7!

!;7"* ;*88;

!;"*! ++

*<+77, 8*+

;!7* 2<"+

+;++! "<8!*

!;2,! +

!;7"* ;*88

!!*2

!""

+8;8 ;2<;

;,*<" 78!7,

***; 88+,2

+;++! "<8!*

*;7;< 8272

!;7"* ;*88;

*;7,; <!8*

,"+<2! *<,*

;;7, 8;;<

+;++! "<8!*

!;7;< 7

!;7"* ;*88

*+"<8

!""

+"28 !<88

;,*<" 78!7,

;2," "<<+*

+;++! "<8!*

2;2;7 7;"+

!;7"* ;*88;

!;"2; ;<;<

,+;"*; 7;"2

;!78 *2*8

+;++! "<8!*

!;2;7 7

!;7"* ;*88

!;!,

!""

*;2* 8!;7

;,*<" 78!7,

<;7, 8;;7<

+;++! "<8!*

!*<2; 77,!

!;7"* ;*88;

2,;7, 88!<

,;;+;! 8+22

;;7, 8;;<

+;++! "<8!*

!*;7, <

!;7"* ;*88

,!+<

!""

;7, 8;;7<

;,*<" 78!7,

;;<< <<;7,

+;++! "<8!*

!2,8 ,<"<!

!;7"* ;*88;

;,"7 +,!8+

,!;;"2 +7!*

;;7, 8;;<

+;++! "<8!*

!2,8 ,<

!;7"* ;*88

;++;,

!""

2;2 ,272!

;,*<" 78!7,

;8*, *!!<<

+;++! "<8!*

8+<,! !<+;

!;7"* ;*88;

;+28; ,72!

,*;;<" ;;+

;2+8 22<+

+;++! "<8!*

,+2;+ *

!;7"* ;*88

;++;7

!""

<+2 *";;!

;,*<" 78!7,

;827 ;+787

+;++! "<8!*

8;""8 !8*+

!;7"* ;*88;

;+<!; <7+<

,,;!8, 7;<*

;2!+ "",7

+;++! "<8!*

2+28; 7

!;7"* ;*88

;!22

!""

,<+ ,7*!!

;,*<" 78!7,

;,8; ,*8<2

+;++! "<8!*

,;";" 2!*7

!;7"* ;*88;

!;+"7 <*77

,2;*2! ""72

;;7, 8;;<

+;++! "<8!*

!;";" 2

!;7"* ;*88

!!72

!""

+77; ;2<2

;,*<" 78!7,

*!+8 ;7+!;

+;++! "<8!*

!;,*2 87;!

!;7"* ;*88;

!;8;7 +"2!

,8;,,+ 8,72

;;7, 8;;<

+;++! "<8!*

!;,*2 7

!;7"* ;*88

!!*8

!""

+8<; 7*+

;,*<" 78!7,

**7" ,,,;+

+;++! "<8!*

*;<+7 *!+<

!;7"* ;*88;

*;7"< ;",!

,7;2*; "8<*

;;7, 8;;<

+;++! "<8!*

!;<+7 *

!;7"* ;*88

*!78

!""

+8,, *8,2

;,*<" 78!7,

**,! ;*727

+;++! "<8!*

*;7+" ;*

!;7"* ;*88;

!;72" 8<;+

,<;8!! <8+

;;7, 8;;<

+;++! "<8!*

!;7+" ;

!;7"* ;*88

!*8;

!""

;7, 8;;7<

;,*<" 78!7,

;;7< <2"<;

;"!+* +,<;8

;2!" <*<7<

!;7"* ;*88;

;*7< "278<

2";7;8 *!!*

;;7, 8;;<

+;++! "<8!*

!2!" <,

!;7"* ;*88

;<*7

!""

,8<2 *"!7

;,*<" 78!7,

+;;7, 8;;7<

+;++! "<8!*

!2*++ ;+;8

+;++! "<8!*

,8287" 88+;

2+;<;; *222

;;7, 8;;<

+;++! "<8!*

!,88" *

+;++! "<8!

,+!<!

!""

+<2+ +*!7

;,*<" 78!7,

*!"; ;;;2;

+;++! "<8!*

!;27, *!!

!;7"* ;*88;

!;**2 !<*,

2;!"+< "8",

;;7, 8;;<

+;++! "<8!*

!;27, *

!;7"* ;*88

!!<;

!""

+8<" "7!8

;,*<" 78!7,

**;, 82",<

+;++! "<8!*

*;72; 7777

!;7"* ;*88;

*;7++ 2+8*

2!!++8 ;*,!

;;7, 8;;<

+;++! "<8!*

!;72; <

!;7"* ;*88

*!<+

!""

+!!< ;827

;,*<" 78!7,

!22* ,2;;

+;++! "<8!*

2;<,8 +*!2

+;++! "<8!*

;2;<!8 <,<7

2*!;+2 <<"<

;!!, +,7+

+;++! "<8!*

!;<,8 +

+2;"+ "2+<

+,!<"

!""

+8;8 "*8,

;,*<" 78!7,

**;* *!,"<

+;++! "<8!*

*;8,* <

!;7"* ;*88;

!;77; 7+72

2,!!+7 !"8;

;;7, 8;;<

+;++! "<8!*

!;8,* <

!;7"* ;*88

!!77

!""

+!,+ ;""+

;,*<" 78!7,

!222 ;!7;8

+;++! "<8!*

2;<*< 8828

!;7"* ;*88;

*;<*< ;7+8

22!*;+ +<**

;!!2 72;*

+;++! "<8!*

!;<*< 7

!;7"* ;*88

*!7,

!""

;"+2 8"+<

;,*<" 78!7,

*!"! 877"8

+;++! "<8!*

!;8,! 87,2

!;7"* ;*88;

!;*8" +782

28!,;, 2,;*

;;7, 8;;<

+;++! "<8!*

!;8,! 7

!;7"* ;*88

!!28

!""

2;" *<*"2

;,*<" 78!7,

;2** <,"8,

+;++! "<8!*

2;+"! !772

;"!+* +,<;8

8;;!2 !,<8

27!2!+ 27++

;;7, 8;;<

+;++! "<8!*

!;+"! *

;"!+* +,<!

8!7!

!""

+8", "7<8

;,*<" 78!7,

!2", !+,<2

+;++! "<8!*

,!"!2 """*

;"!+* +,<;8

+";72" +<8;

2<!8!< ;7"8

;;7, 8;;<

+;++! "<8!*

!!"!2

;"!+* +,<!

+"!7;

!""

+"7+ !;8

;,*<" 78!7,

;8;, !!+8;

+;++! "<8!*

2;<;< 2,,2

!;7"* ;*88;

*;2<! ";"2

8"!7*7 *,+

;!*! ,+!;

+;++! "<8!*

!;<;< 8

!;7"* ;*88

*!7+

!""

+""+ <!77

;,*<" 78!7,

;228 ,2"<7

+;++! "<8!*

2;8<" 2+27

!;7"* ;*88;

!;2+8 2!22

8+!<,< +<;+

;!+8 7""!

+;++! "<8!*

!;8<" 2

!;7"* ;*88

!!8*

!""

+,"< ,8+;

;,*<" 78!7,

!8*, ;+7*

+;++! "<8!*

8;7<, !*!

!;7"* ;*88;

*!"<< 22*<

8;*"8+ ,"*+

;!,+ <87

+;++! "<8!*

!;7<, !

!;7"* ;*88

*!2<

!""

+"<; ,8"+

;,*<" 78!7,

;87! !8;,8

+;++! "<8!*

8;!78 ;,*<

!;7"* ;*88;

!;8"! 2<22

8!*+7, !727

;!,7 ,<<!

+;++! "<8!*

!;!78 !

!;7"* ;*88

!!7<

!""

+8<, 2*!;

;,*<" 78!7,

**;, +2!<,

+;++! "<8!*

*;7<2 7<*!

!;7"* ;*88;

*;8*; 2<27

8**!"" 7*"!

;;7, 8;;<

+;++! "<8!*

!;7<2 <

!;7"* ;*88

*!7"

!""

<*7 ,++8,

;,*<" 78!7,

;228 ,"82<

+;++! "<8!*

2;8*; ""*7

!;7"* ;*88;

!;,22 <"*!

8,**+8 72*8

;!+7 "!*;

+;++! "<8!*

!;8*;

!;7"* ;*88

!!8+

!""

+";, <7,7

;,*<" 78!7,

;,,2 ,<"*<

+;++! "<8!*

,;*,* *;;,

!;7"* ;*88;

!;,*" <2!8

82*,!2 *,<7

;;7, 8;;<

+;++! "<8!*

!;*,* *

!;7"* ;*88

!

��

��

��

#��$��&��A�#��#��E��A�9��&��-��(A�$��E�/��(A$��1��#��(

=��.

�/

/��.�/��

5��/��

3��"

3��.

�&6��

3��&��

3��"

3��.

�&6��

3��&��

3��

&��

�3��

&��

�3��

&��

�3��

&��

�3��

&�..��

�3��

&��

�!7*

!""

+!8, 2<"+

;,*<" 78!7,

!8"2 !++

+;++! "<8!*

2!+!* !+8,

!;7"* ;*88;

*;7;! !<;+

88*2,2 2;,8

;!!+ !87;

+;++! "<8!*

!!+!* !

!;7"* ;*88

*!8;

!""

+;28 ",;,

;,*<" 78!7,

!88* <8!;

+;++! "<8!*

8;2++ ;7+;

!;7"* ;*88;

!;72< !87*

87*887 !2;*

;!,+ ";,2

+;++! "<8!*

!;2++ !

!;7"* ;*88

!!8"

!""

<,7 ;*2"<

;,*<" 78!7,

;,,8 8""8

+;++! "<8!*

,;!<; *2!8

;"!+* +,<;8

7;,"8 !8;7

8<*<"+ 22<<

;;7, 8;;<

+;++! "<8!*

!;!<; ,

;"!+* +,<!

7!8,

!""

+87* 8;",

;,*<" 78!7,

*!;+ "7<;

+;++! "<8!*

!;*,2 +2*<

!;7"* ;*88;

!;,;7 8+<8

7",";2 ,*7;

;;7, 8;;<

+;++! "<8!*

!;*,2 ;

!;7"* ;*88

!!82

!""

<2! +8,88

;,*<" 78!7,

;!+8 *<<<;

+;++! "<8!*

!+<!+ 7!8;

!;7"* ;*88;

;+,8! "";+

7+,+,; <<8*

;;7, 8;;<

+;++! "<8!*

!+<!+ 7

!;7"* ;*88

;!88

!""

8,8 7;<,!

;,*<" 78!7,

;2;7 !;*!,

+;++! "<8!*

2;;7+ 2";

!;7"* ;*88;

!;"," 7,!,

7;,;7+ "+8!

;;7, 8;;<

+;++! "<8!*

!;;7+ 2

!;7"* ;*88

!!87

!""

++2< 8;*8

;,*<" 78!7,

;8;; ,;8<*

+;++! "<8!*

2;87" 88+,

!;7"* ;*88;

!;,<8 8<*8

7!,*+" 2"8<

;;77 !++

+;++! "<8!*

!;87" 7

!;7"* ;*88

!!8<

!""

+;8< <7;*

;,*<" 78!7,

!7;" 2*"8,

+;++! "<8!*

8!""; *",

!;7"* ;*88;

*;8"; *<+;

7*,,*+ 82<*

;!7, *2<

+;++! "<8!*

!!""; *

!;7"* ;*88

*

#��$��&��A�#��#��E��A�9��&��-��(A�$��E�/��(A$��1��#��(

=��.

�/

/��.�/��

5��/��

3��"

3��.

�&6��

3��&��

3��"

3��.

�&6��

3��&��

3��

&��

�3��

&��

�3��

&��

�3��

&��

�3��

&�..��

�3��

&��

�,!"

!""

+8<2 ;*7+*

;"!+* +,<

2,<; ;2+";8

+;++! "<8!!2

,!+!8 +!"!

!;7"* ;*88+<

*;<!2 8!+!*

!;7"* ;*88+<

*;7, 8;!

+;++! "<8

!!+!8 +!

!;7"* ;*88

*,!+

!""

+*8* 7<*,,

;"!+* +,<

,2<; ;8"28+

+;++! "<8!!2

2!;;" ;8<,!

!;7"* ;*88+<

*;72; 7"<+,

!;7"* ;*88+<

*!;< ;*+

+;++! "<8

!!;;" ;7

!;7"* ;*88

*,;7

!""

+"!< ,!!7,

;"!+* +,<

!2,, 72+27<

+;++! "<8!!2

2;7*8 22+!7

!;7"* ;*88+<

*;2,! !!,*;

!;7"* ;*88+<

!!+8 8,8

+;++! "<8

!;7*8 22

!;7"* ;*88

*,;8

!""

<7! 7+<**<

;"!+* +,<

!2,, 8!8<22

+;++! "<8!!2

2;8<2 7<,"8

!;7"* ;*88+<

!;2"" *!++2

!;7"* ;*88+<

!!+8 <!7

+;++! "<8

!;8<2 <

!;7"* ;*88

!,;2

!""

78! 8!*<28

;"!+* +,<

!8+" *!<+,7

+;++! "<8!!2

2;82< <,2+;

!;7"* ;*88+<

!;*27 8**"7

!;7"* ;*88+<

!!*; ,7;

+;++! "<8

!;82< <2

!;7"* ;*88

!,;<

!""

++,, !+,2<

;"!+* +,<

*8++ ***+++

+;++! "<8!!2

2!""+ *2!<2

!;7"* ;*88+<

*;8;8 2""*7

!;7"* ;*88+<

!!*+ <;,

+;++! "<8

!!""+ *2

!;7"* ;*88

*,;,

!""

++"8 **88

;"!+* +,<

*2;; "<,*,

+;++! "<8!!2

2;,77 "+,<<

!;7"* ;*88+<

!;*+, *<<7+

!;7"* ;*88+<

!;7, 8;!

+;++! "<8

!;,77 ";

!;7"* ;*88

!,;*

!""

7"; 2,<+,;

;"!+* +,<

!2+; "",2,2

+;++! "<8!!2

,;!;7 7*!8

!;7"* ;*88+<

!;"22 ,7*,7

!;7"* ;*88+<

!;7, 8;!

+;++! "<8

!;!;7 7*

!;7"* ;*88

!,;!

!""

<<7 ;;2"7+

;"!+* +,<

!!+" 788<,;

+;++! "<8!!2

!+<8" *7,8

!;7"* ;*88+<

;+,7; !8<<7

!;7"* ;*88+<

;;7, 8;!

+;++! "<8

!+<8" *<

!;7"* ;*88

;,;+

!""

+,8, ,<;*2

;"!+* +,<

,8!; +;8,!*

+;++! "<8!!2

2;<!7 ,*""8

!;7"* ;*88+<

*!+2; !,2+*

!;7"* ;*88+<

*!,+ ,"7

+;++! "<8

!;<!7 ,*

!;7"* ;*88

*,!;

!""

;"77 *8+";

;"!+* +,<

8;<7 "+"<!!

+;++! "<8!!2

!;7!, <<787

!;7"* ;*88+<

*;,+8 !78*+

!;7"* ;*88+<

!;7, 8;!

+;++! "<8

!;7!2

!;7"* ;*88

*,+<

!""

+!!+ <7*;*

;"!+* +,<

*8,8 +;8<;;

+;++! "<8!!2

8;2!8 **"8*

!;7"* ;*88+<

!;<!+ "!,++

!;7"* ;*88+<

*!*7 ++<

+;++! "<8

!;2!8 **

;"!+* +,<!

7,+7

!""

+"7" 7"2;8

;"!+* +,<

!,** 822<"<

+;++! "<8!!2

,;*<, "!,,7

!;7"* ;*88+<

!;,<* +87,+

!;7"* ;*88+<

!;7, 8;!

+;++! "<8

!;*<, "*

!;7"* ;*88

!,;;

!""

+7*, !7;**

;"!+* +,<

2!+, "7"<+

+;++! "<8!!2

!;,+! !"28<

!;7"* ;*88+<

!;,<" 72+<<

!;7"* ;*88+<

!;7, 8;!

+;++! "<8

!;,+! !+

!;7"* ;*88

!,!!

!""

+<"2 2**2!

;"!+* +,<

2!++ "!;<<+

+;++! "<8!!2

!;,22 ,+*;8

!;7"* ;*88+<

!;82, 7!77*

!;7"* ;*88+<

!;7, 8;!

+;++! "<8

!;,22 ,+

!;7"* ;*88

!,!*

!""

+87+ 7*";

;"!+* +,<

2**! *+272<

+;++! "<8!!2

*;7!, "*27,

!;7"* ;*88+<

*;7<! 2<+,7

!;7"* ;*88+<

*;7, 8;!

+;++! "<8

!;7!, ",

!;7"* ;*88

*,!,

!""

+!7+ 8+**,

;"!+* +,<

*2,2 !"+<*!

+;++! "<8!!2

2;<87 2"+22

!;7"* ;*88+<

*;<87 ;,8"+

!;7"* ;*88+<

*!!8 2*

+;++! "<8

!;<87 2

!;7"* ;*88

*,!2

!""

+7;8 <"+;+

;"!+* +,<

2*+< "+*;8;

+;++! "<8!!2

*;<!! *;8<+

!;7"* ;*88+<

*;82+ 2!72+

!;7"* ;*88+<

!;7, 8;!

+;++! "<8

!;<!! *!

!;7"* ;*88

*,!8

!""

+8," 8"7;!

;"!+* +,<

2*+7 2**,,*

+;++! "<8!!2

*;88* +,*2,

!;7"* ;*88+<

!;<+< 8287!

!;7"* ;*88+<

*;7, 8;!

+;++! "<8

!;88* +,

!;7"* ;*88

!,!7

!""

+!2< *+8*+

;"!+* +,<

*2,* ","28!

+;++! "<8!!2

2;<7, <7;"+

!;7"* ;*88+<

*;<22 ,7";+

!;7"* ;*88+<

*!!, *8;

+;++! "<8

!;<7, <7

!;7"* ;*88

*,*"

!""

+<<, **;2*

;"!+* +,<

2;<, 787;"2

+;++! "<8!!2

!;8;, +!*;;

!;7"* ;*88+<

!;*2, +*!<*

!;7"* ;*88+<

!;7, 8;!

+;++! "<8

!;8;, +!

!;7"* ;*88

!+"<2

!""

+"<" *"+8<

;"!+* +,<

!2,2 *88;28

+;++! "<8!!2

2;2," ,77<+

!;7"* ;*88+<

!;+;7 ++,2<

!;7"* ;*88+<

!!<2 ,"!

+;++! "<8

*;2," ,<

!;7"* ;*88

!<,"

!""

,8*; ;7;+

;"!+* +,<

+7;7, 8;;7<;

+;++! "<8!!2

!2*;" 7!2;<

!;7"* ;*88+<

727"" <7822

!;7"* ;*88+<

7;7, 8;!

+;++! "<8

!,8"8 82

!;7"* ;*88

8,+8

!""

+""7 !7<!

;"!+* +,<

!,*, <*<,<<

+;++! "<8!!2

,;*;< 2872,

!;7"* ;*88+<

!;,2" !,,7,

!;7"* ;*88+<

!;7, 8;!

+;++! "<8

!;*;< 27

!;7"* ;*88

!++;*

!""

2+, ,,!"28

;"!+* +,<

;8,8 *+8;7*

+;++! "<8!!2

8+<<7 ,;7+!

!;7"* ;*88+<

;+8+2 8<!7<

!;7"* ;*88+<

;2;, 2*+

+;++! "<8

2+,<7 "2

!;7"* ;*88

;,!<

!""

+7;+ ,*;!2

;"!+* +,<

2*;" +*;8*7

+;++! "<8!!2

*;7<, +,"+2

!;7"* ;*88+<

*;7!7 ;*8;!

!;7"* ;*88+<

*;7, 8;!

+;++! "<8

!;7<, +,

!;7"* ;*88

*++;<

!""

<++ ";!<",

;"!+* +,<

!87" *;*88;

+;++! "<8!!2

8;"7! !,";

!;7"* ;*88+<

!+<7* 82"";

!;7"* ;*88+<

;2!8 7!,

+;++! "<8

2+27! !*

!;7"* ;*88

;+,7

!""

*;*! "!<"8

;"!+* +,<

+*;7, 8;;7<;

+;++! "<8!!2

!,""2 ,";++

!;7"* ;*88+<

2,!,, *,!7;

!;7"* ;*88+<

8;7, 8;!

+;++! "<8

!*;*+ ;!

!;7"* ;*88

,+++,

!""

++"! *;<72

;"!+* +,<

*2*8 *,*<"2

;"!+* +,<;2,

;;288 *!+*<

!;7"* ;*88+<

!;+"7 2+;"8

!;7"* ;*88+<

!!<, <<2

+;++! "<8

*;288 *!

!;7"* ;*88

!,"*

!""

+2<! <7;,;

;"!+* +,<

,,<2 8,!<78

+;++! "<8!!2

,;<87 <,2<

!;7"* ;*88+<

*!"8* ,;!,

!;7"* ;*88+<

*;78 *"2

+;++! "<8

!;<87 <2

+;++! "<8!

;2*8+

!""

;7, 8;;7<;

;"!+* +,<

;;7, 8;;7<;

+;++! "<8!!2

!2+7 87<88

!;7"* ;*88+<

;*8< 2!+8;,

!;7"* ;*88+<

;;7, 8;!

+;++! "<8

!2+7 8<

!;7"* ;*88

;*<;

!""

;2;8 22!2!

;"!+* +,<

7;7, 8;;7<;

+;++! "<8!!2

!!""7 ,<*2+

!;7"* ;*88+<

*!!"+ 2"*"2

!;7"* ;*88+<

*;7, 8;!

+;++! "<8

!!""7 ,<

!;7"* ;*88

*,+2

!""

++*, !*88;

;"!+* +,<

*82, <",!7!

+;++! "<8!!2

8;*"" *<7*!

!;7"* ;*88+<

!;8,! 7+;;+

!;7"* ;*88+<

!!,7 !!+

+;++! "<8

!;*"" ,

+2;"+ "2+<

+;*<!

!""

+8,2 72,,,

;"!+* +,<

2*!2 <;"!;;

+;++! "<8!!2

*;7,7 ;+,;7

!;7"* ;*88+<

*;778 *,27!

!;7"* ;*88+<

*;7, 8;!

+;++! "<8

!;7,7 ;;

!;7"* ;*88

**<*

!""

+7!; **2<8

;"!+* +,<

2**! ;,2;,,

+;++! "<8!!2

*;<2; +7,8,

!;7"* ;*88+<

*;7!* ,!!8*

!;7"* ;*88+<

*;7, 8;!

+;++! "<8

!;<2; +<

!;7"* ;*88

**<2

!""

+<!+ ,!+2<

;"!+* +,<

2!+* 2,,<"2

+;++! "<8!!2

!;22" <7"7

!;7"* ;*88+<

!;,8! <;"*,

!;7"* ;*88+<

!;7, 8;!

+;++! "<8

!;22" <7

!;7"* ;*88

!*<8

!""

+8,8 "<2!2

;"!+* +,<

2**; 8*!+8;

+;++! "<8!!2

*;7!< "";**

!;7"* ;*88+<

*;77< ,;,*<

!;7"* ;*88+<

*;7, 8;!

+;++! "<8

!;7!<

;"!+* +,<!

<*<<

!""

+8,* <2,7

;"!+* +,<

2*!2 ,;;<**

+;++! "<8!!2

*;7!, *2*<!

!;7"* ;*88+<

*;<*< 8!7",

!;7"* ;*88+<

*;7, 8;!

+;++! "<8

!;7!, *2

;"!+* +,<!

<,""

!""

+8** 7+8;*

;"!+* +,<

2*!< 87*+8;

+;++! "<8!!2

*;77< 72*+2

!;7"* ;*88+<

*;8!; *;827

!;7"* ;*88+<

!;7, 8;!

+;++! "<8

!;77< 72

!;7"* ;*88

*,"+

!""

+<** 8,<<

;"!+* +,<

2;7, 8;;7<;

+;++! "<8!!2

!+<+" ;8+<7

!;7"* ;*88+<

;+2<" !+",8

!;7"* ;*88+<

;;7, 8;!

+;++! "<8

!+<+" ;8

!;7"* ;*88

;,"!

!""

;*7* ;!2,!

;"!+* +,<

7;7, 8;;7<;

+;++! "<8!!2

!!";+ +7<,2

!;7"* ;*88+<

*!,+, *+2+2

!;7"* ;*88+<

*;7, 8;!

+;++! "<8

!!";+ +<

!;7"* ;*88

*!*7

!""

;7, 8;;7<;

;"!+* +,<

;;7, 8;;7<;

+;++! "<8!!2

!2+7 8+2728

!;7"* ;*88+<

;*7" *2+!!!

!;7"* ;*88+<

;;7, 8;!

+;++! "<8

!2+7 8+8

!;7"* ;*88

;,",

!""

+8,; 2+7!,

;"!+* +,<

22"7 ;!<77,

+;++! "<8!!2

,!"*, !;+7!

!;7"* ;*88+<

*;<+2 *!!

!;7"* ;*88+<

*;7, 8;!

+;++! "<8

!!"*, !;

!;7"* ;*88

*,"2

!""

;",, <28!<

;"!+* +,<

8+;+8 ;,!,!

+;++! "<8!!2

++!*,< ,;,*<

!;7"* ;*88+<

*!2+7 ,"+82

!;7"* ;*88+<

*,2! ;<

+;++! "<8

,!*,< ,!

!;7"* ;*88

*,"8

!""

+,27 !*+,,

;"!+* +,<

,8++ !,7,<<

+;++! "<8!!2

2!!!* *,<+*

!;7"* ;*88+<

*!",* ,8"!;

!;7"* ;*88+<

*!*2 2",

+;++! "<8

!!!!* *2

!;7"* ;*88

*,"7

!""

+8;2 ,78;<

;"!+* +,<

,8+; 27*"82

+;++! "<8!!2

2!"7+ +"22,

!;7"* ;*88+<

*!!", 8!,"*

!;7"* ;*88+<

*!*8 !++

+;++! "<8

!!"7+ ++

!;7"* ;*88

*,"<

!""

+,;" !,",<

;"!+* +,<

,<77 +*;87*

+;++! "<8!!2

<!;8+ +;*,!

!;7"* ;*88+<

*!+"< <"",8

!;7"* ;*88+<

***+ 72*

+;++! "<8

*!;8+ +;

!;7"* ;*88

*,+"

!""

+82" ,77<7

;"!+* +,<

28!, !7",,*

+;++! "<8!!2

8!+!8 2*!7<

!;7"* ;*88+<

*!!!7 ";+8*

!;7"* ;*88+<

*!8* <!;

+;++! "<8

!!+!8 2*

;"!+* +,<!

+",++

!""

+,2" ,7"8*

;"!+* +,<

,8+; *7<7*2

+;++! "<8!!2

2!!!, +2**!

!;7"* ;*88+<

*!"+* 887;2

!;7"* ;*88+<

*!*, 88!

+;++! "<8

!!!!, +2

!;7"* ;*88

*,+;

!""

,!, *777"7

;"!+* +,<

;!<8 *828;+

+;++! "<8!!2

*+88! !7;8

!;7"* ;*88+<

;+887 "7!,7

!;7"* ;*88+<

;;7, 8;!

+;++! "<8

!+88! !7

!;7"* ;*88

;,+!

!""

2"7 +<2!2<

;"!+* +,<

;,2" <*"+;!

+;++! "<8!!2

,;"!; !;<!*

!;7"* ;*88+<

!;+;7 "7,",

!;7"* ;*88+<

!;7, 8;!

+;++! "<8

!;"!; !!

!;7"* ;*88

!,+*

!""

+"28 !7;"+

;"!+* +,<

!282 ++;228

+;++! "<8!!2

2;!!2 7+"2

!;7"* ;*88+<

!;,"" 2+*"!

!;7"* ;*88+<

!!+, <!;

+;++! "<8

!;!!2 7+

!;7"* ;*8 8

!,";

!""

+;*+ 7!**7

;"!+* +,<

*;,,

+;++! "<8!!2

;+*<" 7+2+7

!;7"* ;*88+<

;+,,* 7;;!;

!;7"* ;*88+<

;;,,

+;++! "<8

;+*<" 7;

!;7"* ;*88

;

!�&�=(��/

��.�

#��$��&��A#

��#��E��A9��&��-��(A�$��E�/��(A�$��1��#

��(

��

��

��

��

��

��

��

��

��

��

��

��

��

��

��

��

��

��

� ��

��

� ��

��

� ��

��

� ��

��

��

��

� ��

��

��

��

��! ��"

!!��

�� "�

!� "��

��!��!""

!��! ��

��!��

!��

��

�� "��!""

��!��!""

!��

��

��

��! ��"

�� "

�� "�

�"�!�!�

��!��!""

��!��

��

��

��

�"�!�!��

��!��!""

��"�

��

��!��

��! ��"

�"�"� ��!

�� "�

"��""��

��!��!""

!�"��"

�! �"� �

��

��

��""��

��!��!""

!�"�

��

�!!��

��! ��"

�"�� !�

�� "�

��

��!��!""

!��!��

��

�� ! �

��

�� !�

��!��!""

!�""

��

��!��

��! ��"

�"�"��

�� "�

��"

��!��!""

!� ��"�"

��"�

��"�

��

��"

��!��!""

!�"�

��

�� !"�

��! ��"

�"� ��" "

�� "�

"��"�

��!��!""

!� ��"�

�"��"��

��!��

��

��"��

��!��!""

!�"

��

��!��!"

��! ��"

!��

�� "�

�� !

��!��!""

!�� !

��!��

��!"!�

��

�� !��

��!��!""

!��

��

�"��

��! ��"

!"�"��!

�� "�

"��

��!��!""

!��!��"!

� �� !��

��"��

��

�� "

��!��!""

!��

��

�� "��!�

��! ��"

��"��"�

�� "�

��!!��

��!��!""

!�"��

!��

��

��

��!!��

��!��!""

!��

��

� !��

��! ��"

!�!��

�� "�

��"��!

��!��!""

�� "��

!��

��

��

��"��

��!��!""

��

��

��"��"

��! ��"

!!��

�� "�

!��!"�

��!��!""

!��!��

!��!

��

��

��!"��

��!��!""

!��

��

��

��! ��"

��

�� "�

"��

��!��

"��"� ��

!��!��

��"��

��

��"!

��!��

��

��

� ��!�

��! ��"

!!�!�� !

�� "�

!��!

��!��!""

!� ��"��

!!��

��

��

��

��!��!""

!��"

��

��

��! ��"

!"�"��

�� "�

��"�!

��!��!""

!�� "

!�� !

��""��"

��

��"��

��!��!""

!��

��

� ��

��! ��"

!!��!�""

�� "�

!��!

��!��!""

!��

!��

��

��

��"!

��!��!""

!��

��

��

��! ��"

!��!��"

�� "�

��

��!��!""

!��!�

!"�"�!�

��

��

�� "

��!��!""

! ��

��

��

��! ��"

��

�� "�

��

��!��!""

"� ��!"

!��

!��

��

��"��

��!��!""

��

��

�� !��

��! ��"

�"��! �

�� "�

��"��

��!��!""

��!��

! ��"

�!��"��

��

!��"��

��!��!""

��

��

��!

��! ��"

��!�

�� "�

��"��

��!��!""

��

��

��!��!��

��

��"�"��

��!��!""

�!��

��

��

��! ��"

��

�� "�

��

��!��!""

��"��"��

��!��

��

��

��

��!��!""

��

��

!��!��

��! ��"

��

�� "�

�� !

��!��!""

"�""��

��"

��

��

�!!!"��"

��!��!""

��"�

��

��

��! ��"

!�!"��

�� "�

��"��

��!��!""

��"��

��

��

��

��"��

��!��!""

��

��

��"!��!�

��! ��"

�"��"

�� "�

��

��!��!""

!�� "�

�!��

�!��"��

��

!��

��!��!""

!�"!

��

��

��! ��"

��

�� "�

��

��!��!""

!��

��"��

�� !

��

��

��!��!""

!��!

��

��!!!

��! ��"

!"��"

�� "�

��

��!��!""

!�� !�

��!��

��" ��

��

�� !

��!��!""

!�!�

��

��

��! ��"

!!�� !

�� "�

!��! ��

��!��!""

!�� !!"

�"��

�� !

��

��! ��

��!��!""

!�!�

��

��!� �!

��! ��"

!!�!�!��

�� "�

!��" ��

��!��!""

!�� !��

��!��

��"

��

��" ��

��!��!""

!�!�

��

� ��

��! ��"

!�� "

�� "�

��

��!��!""

!��"�

� �"�!

��!��!�

��

��

��!��!""

!�!�

��

��"�

��! ��"

!�!��!"�!

��!��

��"

��!��!""

!�"��

��"�!

��

��

��"��

��!��!""

!�"�

��

��

��! ��"

��"��

�� "�

��""��

�� "�

��

��

��"��!��

��

��""��

�� "�

��!�

��

��

��! ��"

!! ��

�� "�

!��

��!��!""

!��"��

��

��"��!"

��

��

��!��!""

!�!�

��

�"��

��! ��"

��

�� "�

��

��!��!""

!��!� "

��"��

��

��

��

��!��!""

!�!

��

�� !"!

��! ��"

!!�"��

�� "�

!��"�!

�� "�

��

�!��"

��

��

��"�!��

��

��

��

��!

��! ��"

!��

�� "�

��

��!��!""

��

��

��

��

�� !�

��!��!""

��

��

��

��! ��"

��

�� "�

��!��

��!��!""

��!��!

��!��

��

��

��!��

��!��!""

��

��

��

��! ��"

��"

�� "�

�� !��

��!��!""

!�" ��!�"

�"��"

��

��

�� !��

��!��!""

!��

��

� !��" �

��! ��"

!��

�� "�

��

��!��

��"��

��"

�� "

��

��"�

��!��

��!

��

��

��! ��"

!� !��

�� "�

�� "

��!��

��!��"!

� �"� ��

��

��

��

��!��

��

��

��

��! ��"

��

�� "�

��"�!

��!��!""

��

"��!��

��!��

��

��"�!��!�

��!��!""

��

��

�!� �"��

��! ��"

��

�� "�

��

��!��!""

��!��

"��

��"

��

��

��!��!""

��

��

�� "!

��! ��"

!"� ��

�� "�

"��

��!��!""

��!

"�!�"��

��

��

��

��!��!""

��"�

��

��

��! ��"

��!��!��

�� "�

��

��!��!""

��"!!��!"

"�!��!

��

��

��

��!��!""

��"�

��

��"�

��! ��"

!�� !�

�� "�

"��!��

��!��!""

!��"

"!!��

��

��

��!�� !

��!��!""

!��

��

��!��!

��! ��"

!��"��"

�� "�

"��!

��!��!""

!��!��!�

"�!!�"�

�� !��

��

��!�"

��!��!""

!��"

��

�!!��

��! ��"

��"��

�� "�

��"�"�"

��!��!""

��

"�!��

��"��

��

��"�"�"��

��!��!""

�

#��$��&��A#

��#��E��A9��&��-��(A�$��E�/��(A�$��1��#

��(

��

��

��

��

��

��

��

��

��

��

��

��

��

��

��

��

��

��

� ��

��

� ��

��

� ��

��

� ��

��

��

��

� ��

��

��

��!�� "

��! ��"

��!"��"

�� "�

"�� !

��!��!""

��!��"�

""!��

�!��"�

��

!�� !��

��!��!""

��

��

��

��! ��"

��

�� "�

��

��!��!""

��! !��

"�!""��!

��!!�

��

��

��!��!""

��

��

��!��

��! ��"

�� "

�� "�

"��!�!

��!��

��!

" ! ��"

�!��

��

!��!��"

��!��

��

��

� �!�

��! ��"

!�� "�!

�� "�

��!��

��!��!""

!�� !�

��

�! ��"��

��

!��!�!��

��!��!""

!��

��

��!!��"

��! ��"

!" ��"

�� "�

"��

��!��!""

��

��

�� "��

��

��"� ��

��!��!""

��

��

�" ��

��! ��"

�!!��

�� "�

!� ��

��!��!""

�� !��

��

��

��

��

��!��!""

��

��

�� "

��! ��"

��

�� "�

��

��!��!""

��

��!��

��

��

��

��!��!""

��"

��

��"��"

��! ��"

�" ��

�� "�

"��"

��!��!""

!��

�!��!��

�� !�

��

��

��!��!""

!

#��$��&��A#

��#��E��A9��&��-��(A�$��E�/��(A�$��1��#

��(

=��.

�/

/��.�/��

5��/��

3��"

3��.

�&6��

3��&��

3��"

3��.

�&6��

3��&��

3��

&��

�3��

&��

�3��

&��

�3��

&��

�3��

&�..��

�3��

&��

�+",7

;,"

*"; +!7!;2

;,*<" 78!7,;

;,*, ,87872

+;++! "<8!!2

,+*7* ";

!;7"* ;*88+<

;+!7* 8!+

!;7"* ;*7

;*,2 *;!+8

+;++! "<8!!2

*8<< ";8+*<

!;7"* ;,

;2<,

;,"

+"7+ 7*<8;

;,*<" 78!7,;

;,;7 ,,"<2+

+;++! "<8!!2

,;*", +<

!;7"* ;*88+<

!;;2, *;

!!7,, ;<<

!;8, 87<;;

+;++! "<8!!2

;;*", +<"*<

!;7"* ;,

!+++<

;,"

228 !828+<

;,*<" 78!7,;

;*;2 !"2+2

+;++! "<8!!2

*+7!" ,8

!;7"* ;*88+<

;+,82 7*7

!*<"8 <;

;;<+ "*,",

+;++! "<8!!2

!+878 ;28!*

!;7"* ;,

;+"<;

;,"

2,8 <<<728

;,*<" 78!7,;

;*!* ,<7<"*

+;++! "<8!!2

*+72< *8

!;7"* ;*88+<

;+,<! "!!

!,<2; ++!

;;<; !!*<7

+;++! "<8!!2

!+887 7<227

!;7"* ;,

;*;<

;,"

;+; ,

;,*<" 78!7,;

;;+; ,

+;++! "<8!!2

;*!8 +!;

!;7"* ;*88+<

;!"2 +7+!

!2+"+8 77

;;+; ,

+;++! "<8!!2

;*!8 +!;!7;

!;7"* ;,

;*,!

;,"

;+; ,

;,*<" 78!7,;

;;+7 "7*8,

+;++! "<8!!2

;,"2 ""!

!;7"* ;*88+<

;!*, <82,

!8+"8, ;+

;;+; ,

+;++! "<8!!2

;,"2 "";7,

!;7"* ;,

;<7;

;,"

!722 "<2;*

;,*<" 78!7,;

7;+; ,

+;++! "<8!!2

;*,,* 72

!;7"* ;*88+<

2*<"2 *!8

!7++!* ++

*;+; ,

+;++! "<8!!2

;!8<! 7;<22

!;7"* ;,

,2<2

;,"

+,*2 ,<+,*

;,*<" 78!7,;

!7;7 ;+!7,8

+;++! "<8!!2

8;,;; !*

!;7"* ;*88+<

!;8"2 ;,*

!<++<* ,<

;*;2 2,8+8

+;++! "<8!!2

*;,;; !!<<2

!;7"* ;,

!8"8

;,"

+!"* +!;7+

;,*<" 78!7,;

!;88 +27*<7

+;++! "<8!!2

;+<8+ 22

!;7"* ;*88+<

;;"2" "<7

*"+;,2 2*

;;+; ,

+;++! "<8!!2

;+<8+ 2,,*+

!;7"* ;,

;8"2

;,"

+*7; <,*<+

;,*<" 78!7,;

!,*< !+<+;7

+;++! "<8!!2

,;8<8 <2

!;7"* ;*88+<

!;,<" ,<,

*++!;" ;,

;;2* <77!+

+;++! "<8!!2

;;8<8 <2"2!

!;7"* ;,

!8",

;,"

<2* ,*7<;+

;,*<" 78!7,;

;,," 2+;<2;

+;++! "<8!!2

,;!*, +

!;7"* ;*88+<

!;+,* +,*

*;+!7, **

;;8" ;"<

+;++! "<8!!2

;;!*, "<,7<

!;7"* ;,

!8"*

;,"

+*"; ,<8;!

;,*<" 78!7,;

!;!7 2,,<*!

+;++! "<8!!2

;;""8 **

;"!+* +,<;2,

2;"!8 787

*!+*,; ;

;;+; ,

+;++! "<8!!2

;;""8 *!<

;"!+* +2

28"!

;,"

+;", <!,"2

;,*<" 78!7,;

;*72 +7;*!2

+;++! "<8!!2

*;+** <

!;7"* ;*88+<

!;!7! +;;

**+,;" ,!

;;*8 !!7*;

+;++! "<8!!2

;;+** 7<2+2

!;7"* ;,

!8""

;,"

,7< +77""7

;,*<" 78!7,;

;;8* 7,872

+;++! "<8!!2

;+**< ;

!;7"* ;*88+<

;+,+* 7<<

*,+,<" *!

;;+; ,

+;++! "<8!!2

;+**< +<77<

!;7"* ;,

;2<8

;,"

+!,* ,,8*

;,*<" 78!7,;

!7+< +2"!87

+;++! "<8!!2

8;2<! *!

!;7"* ;*88+<

!;,;* "<<

*2+22+ <

;*+7 2;,72

+;++! "<8!!2

*;2<! *;,<*

!;7"* ;,

!2<7

;,"

+;7* 7!;;+

;,*<" 78!7,;

!,!2 !,!2*

+;++! "<8!!2

,;;++ +;

!;7"* ;*88+<

!;*,8 <2+

*8+8!* <*

;;7; 2;22+

+;++! "<8!!2

;;;++ +;!,!

!;7"* ;,

!++*+

;,"

,2< !8!;<8

;,*<" 78!7,;

;,,8 2;727,

+;++! "<8!!2

,+8*+ ,,

!;7"* ;*88+<

;+,*, ;2*

*7+7"< ,2

;*,8 7""7+

+;++! "<8!!2

*+"22 <!<++

!;7"* ;,

;2<*

;,"

+;2" <;,8!

;,*<" 78!7,;

!;8+ +8777!

+;++! "<8!!2

;+<;< <7

!;7"* ;*88+<

;;"7" "28

*<+77, 8*

;;+; ,

+;++! "<8!!2

;+<;< <7!<<

!;7"* ;,

;2<!

;,"

+;,8 !27*!

;,*<" 78!7,;

!;!7 88,2<+

+;++! "<8!!2

;+<"* *7

!;7"* ;*88+<

;+8!8 882

,"+<2! ,

;;+; ,

+;++! "<8!!2

;+<"* *8822

!;7"* ;,

;2<;

;,"

+;,7 "22<7

;,*<" 78!7,;

!;7! 7!88<8

+;++! "<8!!2

!+<+8 "!

!;7"* ;*88+<

;;"7+ 2**

,+;"*; 7;

;;+; ,

+;++! "<8!!2

;+<+8 ";,27

!;7"* ;,

;27<

;,"

+!*7 "!;72

;,*<" 78!7,;

!;7< 2;272<

+;++! "<8!!2

!;"7, 7!

!;7"* ;*88+<

!+<;< ;2;

,;;+;! 8;

;;+; ,

+;++! "<8!!2

;;"7, 7!*82

!;7"* ;,

!277

;,"

+;2* 8<**8

;,*<" 78!7,;

!;8, ,,7"8+

+;++! "<8!!2

;+<*2 !+

!;7"* ;*88+<

;;";" 8;2

,!;;"2 +7

;;+; ,

+;++! "<8!!2

;+<*2 !"777

!;7"* ;,

;2+!

;,"

;72* ,;!+2

;,*<" 78!7,;

2;+; ,

+;++! "<8!!2

;!228 +!

!;7"* ;*88+<

,!<,2 ";8

,*;;<" ;;

;;+; ,

+;++! "<8!!2

;;7*< ,2!8*

!;7"* ;,

*2<<

;,"

+!!2 "!,+!

;,*<" 78!7,;

!;*; 8<,*<,

+;++! "<8!!2

;;";+ !8

!;7"* ;*88+<

!+28! ;8!

,,;!8, 7!

;;+; ,

+;++! "<8!!2

;;";+ !22+7

!;7"* ;,

!8+"

;,"

+!;+ "722*

;,*<" 78!7,;

!;7+ 8+8!2,

+;++! "<8!!2

;;",* <8

!;7"* ;*88+<

!+<7; <*!

,2;*2! "+

;;+; ,

+;++! "<8!!2

;;",* <22++

!;7"* ;,

!8++

;,"

8,* 7*;*;,

;,*<" 78!7,;

;,;; !"<*!!

+;++! "<8!!2

,+7", 2;

!;7"* ;*88+<

;+<,, ;!,

,8;,,+ 82

;;2< !"";7

+;++! "<8!!2

;+7", 2+7!2

!;7"* ;,

;8+;

;,"

8"8 27;+!2

;,*<" 78!7,;

;;8< 8;!*+8

+;++! "<8!!2

;+*7! *;

!;7"* ;*88+<

;+7*, 88

,7;2*; "7

;;+; ,

+;++! "<8!!2

;+*7! *+<,*

!;7"* ;,

;8+!

;,"

<"; +,,2+8

;,*<" 78!7,;

;;8, ,;<2*8

+;++! "<8!!2

;+222 ,8

!;7"* ;*88+<

;+<28 2;+

,<;8!! <8

;;+; ,

+;++! "<8!!2

;+222 ,8!2!

!;7"* ;,

;8+*

;,"

7+, 778**<

;,*<" 78!7,;

;;7, 8";<,+

;"!+* +,<;2,

;+8*; ";

!;7"* ;*88+<

;+*"< 7!

2";7;8 *!

;;+; ,

+;++! "<8!!2

;+8*; ";"7,

!;7"* ;,

;8"<

;,"

<"" *,8!*

;,*<" 78!7,;

;*;; *,28<<

+;++! "<8!!2

*;"7" ,7

+;++! "<8!!2

+7;"7" 2*<

2+;<;; *8

;;+2 !+7;+

+;++! "<8!!2

;;"7" ,7"*

+;++! +

+78+8

;,"

+*22 ,+*+*

;,*<" 78!7,;

!;72 ;<8*"2

+;++! "<8!!2

!;;82 <

!;7"* ;*88+<

!+7!" *+7

2;!"+< "8

;;+; ,

+;++! "<8!!2

;;;82 <"+77

!;7"* ;,

!8"7

;,"

778 8+7*"!

;,*<" 78!7,;

;*;2 8"8!,*

+;++! "<8!!2

*;"77 !7

!;7"* ;*88+<

!;"7+ ;82

2!!++8 ;,

;;;" !2;<<

+;++! "<8!!2

;;"77 !7"2!

!;7"* ;,

!8+2

;,"

+!!" ,,;7+

;,*<" 78!7,;

!;77 78,*+;

+;++! "<8!!2

!;"<2 ;+

+;++! "<8!!2

+<+8*+ <2<

2*!;+2 <<

;;+; ,

+;++! "<8!!2

;;"<2 ;+++;

+2;"+ "2

+"8+,

;,"

+"!* ;+,,*

;,*<" 78!7,;

;;7< "8,<!,

+;++! "<8!!2

!+<;+ *8

!;7"* ;*88+<

;+,!8 2*7

2,!!+7 !+

;;+; ,

+;++! "<8!!2

;+<;+ *8!27

!;7"* ;,

;

$��V��/��.�

#��$��&��A�#��#��E��A�9��&��-��(A�$��E�/��(A�$��1��#

��(

-��(�.

��

��

��

��

��

��

��

��

��

��

��

��

��

�!��

+""+

,*"""" """"""

+!,7+ !2

; ,+,

!;+7

" """<<7

7"2 +<"

<<<

,*"""" """"""

+!<*" *2

; ,7;

!;+7

" """<<2

7"8 2*7

<<8

,*"""" """"""

*+;2! 8,

8 2*+

!;,;

" """<<7

7"2 +<"

<<2

,*"""" """"""

*+87< 7!

8 8!<

!;,;

" """<<7

7"2 +<"

<<,

,*"""" """"""

!,+2* +"

2 ,+;

!;**

" """<<7

7"2 +<"

<<*

,*"""" """"""

!7<!* 2,

8 ;+"

!;*7

" """<<7

7"2 +<"

<<!

,*"""" """"""

;"2"+ ",

! 7+,

!;;2

" """<<7

7"2 +<"

<<;

,*"""" """"""

;"*** !,

! 872

!;;2

" ""++"*

8;7 ;**

<7<

,*"""" """"""

+"8!+ ;*

+ <78

!;+*

" """<<7

7"2 +<"

<77

,*"""" """"""

<,+7 8,

+ 82!

!;+;

" ""+7<2

*;* ;7<

<7,

,*"""" """"""

*<<8 <2

" <;2

;,+"

" """<<7

*<; "2"

<7*

,*"""" """"""

,;"* *"

" <2*

;,+;

" "";+"8

;!; <*7

<7+

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

<7"

,*"""" """"""

*!;" ""

" 7""

;,+"

" "";""2

;** 28,

<*;

,*"""" """"""

,8<, ,!

+ "8!

;,+;

" """<<7

*<; "2"

<*+

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

<*"

,*"""" """"""

*,*! 82

" 7*+

;,+"

" """<<7

*<; "2"

<!<

,*"""" """"""

*2<* +*

" 72<

;,+"

" """<<7

*<; "2"

<!7

,*"""" """"""

,<8+ 8!

+ +"2

;,+;

" """<<7

*<; "2"

<!8

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

<!2

,*"""" """"""

*!!+ ,8

" 7";

;,+"

" """<<7

*<; "2"

<!,

,*"""" """"""

*,"* ,;

" 7!*

;,+"

" """<<7

*<; "2"

<!*

,*"""" """"""

*2", 88

" 7,!

;,+"

" """<<7

*<; "2"

<!!

,*"""" """"""

*<!, *,

" <+*

;,+"

" """<<7

*<; "2"

<!;

,*"""" """"""

8;;; ,!

+ !!7

;,+2

" """<<7

*<; "2"

<!+

,*"""" """"""

*,*2 *!

" 7*;

;,+"

" """<<7

*<; "2"

<!"

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

<;<

,*"""" """"""

*2;2 *2

" 7,8

;,+"

" """<<7

*<; "2"

<;7

,*"""" """"""

*8!7 <7

" 787

;,+"

" """<<7

*<; "2"

<;8

,*"""" """"""

22<! 2*

+ ;*"

;,+*

" """<<7

*<; "2"

<;2

,*"""" """"""

77*" "<

+ 2!8

;,+7

" """<<7

*<; "2"

<;,

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

#��$��&��A�#��#��E��A9��&��-��(A�$��E�/��(�A$��1��#

��(

-��(�.

��

;��$

��%�$

�/�!?$$�:

�#?I

:��?$

$:

�$

,��

9��!��?$�F$:

6��!"��?$$:

<;*

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

<;!

,*"""" """"""

**"+ *2

" 7+,

;,+"

" """<<7

*<; "2"

<;;

,*"""" """"""

*,;* **

" 7!7

;,+"

" """<<7

*<; "2"

<;+

,*"""" """"""

,,*2 *"

+ ";8

;,+;

" """<<7

*<; "2"

<;"

,*"""" """"""

7"!! "2

+ *77

;,+2

" """<<7

*<; "2"

<+<

,*"""" """"""

*,<! 7+

" 7,+

;,+"

" """<<7

*<; "2"

<+7

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

<+8

,*"""" """"""

**,, <"

" 7;,

;,+"

" """<<7

*<; "2"

<+2

,*"""" """"""

*8;! "*

" 78,

;,+"

" """<<7

*<; "2"

<+,

,*"""" """"""

8!", ;8

+ !,!

;,+2

" """<<7

*<; "2"

<+*

,*"""" """"""

*,;* 8;

" 7!7

;,+"

" """<<7

*<; "2"

<+!

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

<+;

,*"""" """"""

**++ *7

" 7+8

;,+"

" """<<7

*<; "2"

<++

,*"""" """"""

*2"2 *"

" 7,!

;,+"

" """<<7

*<; "2"

<+"

,*"""" """"""

2<7* *2

+ ;<!

;,+*

" """<<7

*<; "2"

<"<

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

<"7

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

<"8

,*"""" """"""

*!*8 !<

" 7",

;,+"

" """<<7

*<; "2"

<"2

,*"""" """"""

*,*! *,

" 7*+

;,+"

" """<<7

*<; "2"

<",

,*"""" """"""

*82< +7

" 77!

;,+"

" """<<7

*<; "2"

<"*

,*"""" """"""

827+ 7"

+ *;!

;,+2

" """<<7

*<; "2"

<"!

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

<";

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

<"+

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

<""

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7<<

,*"""" """"""

*8;; <;

" 78,

;,+"

" """<<7

*<; "2"

7<7

,*"""" """"""

8!8, 7"

+ !22

;,+2

" """<<7

*<; "2"

7<8

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7<2

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7<,

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7<*

,*"""" """"""

*!82 8*

" 7++

;,+"

" """<<7

*<; "2"

7<!

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

#��$��&��A�#��#��E��A9��&��-��(A�$��E�/��(�A$��1��#

��(

-��(�.

��

;��$

��%�$

�/�!?$$�:

�#?I

:��?$

$:

�$

,��

9��!��?$�F$:

6��!"��?$$:

7<;

,*"""" """"""

*28; +7

" 72,

;,+"

" """<<7

*<; "2"

7<+

,*"""" """"""

**,< +;

" 7;2

;,+"

" """<<7

*<; "2"

7<"

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

77<

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

777

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

778

,*"""" """"""

*,"< +2

" 7!,

;,+"

" """<<7

*<; "2"

772

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

77,

,*"""" """"""

*2,2 ,2

" 72;

;,+"

" """<<7

*<; "2"

77*

,*"""" """"""

,;72 8;

" <8<

;,+;

" """<<7

*<; "2"

77!

,*"""" """"""

*7*< +8

" 7<7

;,+"

" """<<7

*<; "2"

77;

,*"""" """"""

,,;; !7

+ ";!

;,+;

" """<<7

*<; "2"

77+

,*"""" """"""

2;<< **

+ +28

;,+*

" """<<7

*<; "2"

77"

,*"""" """"""

2772 77

+ ;8,

;,+*

" """<<7

*<; "2"

78<

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

787

,*"""" """"""

**<* !"

" 7!;

;,+"

" """<<7

*<; "2"

788

,*"""" """"""

**77 *<

" 7!+

;,+"

" """<<7

*<; "2"

782

,*"""" """"""

*,"+ +,

" 7!*

;,+"

" """<<7

*<; "2"

78,

,*"""" """"""

*22, *7

" 72*

;,+"

" """<<7

*<; "2"

78*

,*"""" """"""

2!"8 *<

+ +27

;,+*

" """<<7

*<; "2"

78!

,*"""" """"""

7*+! ;7

+ ,,7

;,+7

" """<<7

*<; "2"

78;

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

78+

,*"""" """"""

7;*< ;*

+ ,;7

;,+7

" """<<7

*<; "2"

78"

,*"""" """"""

<227 ";

+ 8<"

;,;"

" ""++8,

*+8 2<*

72<

,*"""" """"""

++7,* *,

; +<,

;,;*

" ""++2;

*;; !"2

727

,*"""" """"""

+*+;2 ;;

; 2+2

;,!"

" ""+,<7

!"8 +"+

728

,*"""" """"""

+2";< <"

; <27

!;;"

" ""+,*,

,;" 2!2

722

,*"""" """"""

+<2"! 8<

! 2!"

!;;*

" ""+"8<

8*, +;;

72,

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

72*

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

72!

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

72;

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

72+

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

#��$��&��A�#��#��E��A9��&��-��(A�$��E�/��(�A$��1��#

��(

-��(�.

��

;��$

��%�$

�/�!?$$�:

�#?I

:��?$

$:

�$

,��

9��!��?$�F$:

6��!"��?$$:

72"

,*"""" """"""

*8*; 8;

" 787

;,+"

" """<<7

*<; "2"

7,<

,*"""" """"""

8"** <"

+ !",

;,+*

" """<<7

*<; "2"

7,7

,*"""" """"""

28!" "+

+ ;*2

;,+*

" ""+;,"

!<; 28*

7,8

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7,2

,*"""" """"""

**!2 !*

" 7;;

;,+"

" """<<7

*<; "2"

7,,

,*"""" """"""

**,! *;

" 7;,

;,+"

" """<<7

*<; "2"

7,*

,*"""" """"""

8"2, +"

+ !"7

;,+*

" """<<7

*<; "2"

7,!

,*"""" """"""

2*!< ,7

+ +<!

;,+*

" ""++<;

*++ <!+

7,;

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7,+

,*"""" """"""

*!<2 +2

" 7+*

;,+"

" """<<7

*<; "2"

7,"

,*"""" """"""

**;8 8<

" 7;"

;,+"

" """<<7

*<; "2"

7*<

,*"""" """"""

8"2; <,

+ !"7

;,+*

" """<<7

*<; "2"

7*7

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7*8

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7*2

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7*,

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7**

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7*!

,*"""" """"""

*!7" ,8

" 7++

;,+"

" """<<7

*<; "2"

7*;

,*"""" """"""

2*2< ,<

+ +<7

;,+*

" """<<7

*<; "2"

7*+

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7*"

,*"""" """"""

2,!* *!

+ ;+"

;,+*

" """<<7

*<; "2"

7!<

,*"""" """"""

8,", +7

+ !<"

;,+2

" """<<7

*<; "2"

7!7

,*"""" """"""

72** *!

+ 2"+

;,+7

" """<<7

*<; "2"

7!8

,*"""" """"""

<,*, <;

+ 827

;,;"

" """<<7

*<; "2"

7!2

,*"""" """"""

++;"! !;

; "8,

;,;*

" ""+",<

*2! *<!

7!,

,*"""" """"""

+!+"! 22

; *;8

!;+2

" """<<7

7"2 +<"

7!*

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7!!

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7!;

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7!+

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7!"

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7;<

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

#��$��&��A�#��#��E��A9��&��-��(A�$��E�/��(�A$��1��#

��(

-��(�.

��

;��$

��%�$

�/�!?$$�:

�#?I

:��?$

$:

�$

,��

9��!��?$�F$:

6��!"��?$$:

7;7

,*"""" """"""

**,8 8<

" 7;2

;,+"

" """<<7

*<; "2"

7;8

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7;2

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7;,

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7;*

,*"""" """"""

*!2, +*

" 7"7

;,+"

" """<<7

*<; "2"

7;!

,*"""" """"""

**"" 8!

" 7+,

;,+"

" """<<7

*<; "2"

7;;

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7;+

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7;"

,*"""" """"""

*2!< 8<

" 7,<

;,+"

" """<<7

*<; "2"

7+<

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7+7

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7+8

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7+2

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7+,

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7+*

,*"""" """"""

**+2 <2

" 7+7

;,+"

" """<<7

*<; "2"

7+!

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7+;

,*"""" """"""

*!*7 *;

" 7",

;,+"

" """<<7

*<; "2"

7++

,*"""" """"""

*,8< ""

" 7*7

;,+"

" """<<7

*<; "2"

7+"

,*"""" """"""

,"*< ,;

" <!,

;,+"

" """<<7

*<; "2"

7"<

,*"""" """"""

88,2 +2

+ *!2

;,+2

" """<<7

*<; "2"

7"7

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7"8

,*"""" """"""

**2" +7

" 7;2

;,+"

" """<<7

*<; "2"

7"2

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7",

,*"""" """"""

*,2+ "<

" 7*,

;,+"

" """<<7

*<; "2"

7"*

,*"""" """"""

*7;, !*

" 7<*

;,+"

" """<<7

*<; "2"

7"!

,*"""" """"""

8+!< ;2

+ !;;

;,+2

" """<<7

*<; "2"

7";

,*"""" """"""

<7,+ 8+

+ 7;*

;,;"

" """<<7

*<; "2"

7"+

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7""

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

8<<

,*"""" """"""

*!!" 2,

" 7";

;,+"

" ""+8<!

;8! 8;8

8<7

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

#��$��&��A�#��#��E��A9��&��-��(A�$��E�/��(�A$��1��#

��(

-��(�.

��

;��$

��%�$

�/�!?$$�:

�#?I

:��?$

$:

�$

,��

9��!��?$�F$:

6��!"��?$$:

8<8

,*"""" """"""

*!;" ""

" 7""

;,+"

" ""+,!,

!+< 77;

8<2

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

8<,

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

8<*

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

8<!

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

8<;

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

8<+

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

8<"

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

87<

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

877

,*"""" """"""

*!;" ""

" 7""

;,+"

" ""+,72

!"< *+,

878

,*"""" """"""

*,;8 7;

" 7!7

;,+"

" """<<7

*<; "2"

872

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

87,

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

87*

,*"""" """"""

**** 87

" 7;!

;,+"

" """<<7

*<; "2"

87!

,*"""" """"""

,872 +!

+ "8;

;,+;

" """<<7

*<; "2"

87"

,*"""" """"""

**<2 !+

" 7!!

;,+"

" """<<7

*<; "2"

88<

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

887

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

888

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

882

,*"""" """"""

*8,; <7

" 77"

;,+"

" """<<7

*<; "2"

88,

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

88*

,*"""" """"""

*!2, *8

" 7"7

;,+"

" ""+8++

;72 728

88!

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

88;

,*"""" """"""

*82; *+

" 77;

;,+"

" ""+82*

;87 ;7!

88+

,*"""" """"""

*<;! !7

" <+;

;,+"

" """<<7

*<; "2"

88"

,*"""" """"""

2*;* 7,

+ +<"

;,+*

" ""+87+

;8, ,*8

82<

,*"""" """"""

7,<+ "<

+ ,<+

;,+7

" """<<7

*<; "2"

827

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

828

,*"""" """"""

<"<< <8

+ 27,

;,;"

" ""+!7<

!,! !<8

822

,*"""" """"""

+"!;; ,7

+ <+;

;,;;

" """<<7

*<; "2"

82,

,*"""" """"""

+*7+2 "*

; 8**

;,!"

" """<<7

*<; "2"

82*

,*"""" """"""

+,+8< !"

; 7++

;,!;

" """<<7

*<; "2"

#��$��&��A�#��#��E��A9��&��-��(A�$��E�/��(�A$��1��#

��(

-��(�.

��

;��$

��%�$

�/�!?$$�:

�#?I

:��?$

$:

�$

,��

9��!��?$�F$:

6��!"��?$$:

82!

,*"""" """"""

+!<+8 *;

; ,88

;,;7

" """<<7

*<; "2"

82;

,*"""" """"""

+*!7; 8<

; 22!

;,!"

" """<<7

*<; "2"

82+

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

82"

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

8,<

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

8,7

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

8,8

,*"""" """"""

*!!! <7

" 7"!

;,+"

" """<<7

*<; "2"

8,2

,*"""" """"""

**7< 8+

" 7!+

;,+"

" """<<7

*<; "2"

8,,

,*"""" """"""

2728 2+

+ ;8;

;,+*

" """<<7

*<; "2"

8,*

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

8,!

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

8,;

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

8,+

,*"""" """"""

*,+" 7"

" 7!,

;,+"

" """<<7

*<; "2"

8,"

,*"""" """"""

*2++ !!

" 7,*

;,+"

" """<<7

*<; "2"

8*<

,*"""" """"""

*,2" 7+

" 7*,

;,+"

" """<<7

*<; "2"

8*7

,*"""" """"""

*7+< +,

" 7<;

;,+"

" """<<7

*<; "2"

8*8

,*"""" """"""

*!2; *"

" 7"7

;,+"

" """<<7

*<; "2"

8*2

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

8*,

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

8**

,*"""" """"""

*,+; +,

" 7!2

;,+"

" """<<7

*<; "2"

8*!

,*"""" """"""

*2<, *7

" 78"

;,+"

" """<<7

*<; "2"

8*;

+;,22! 8"2+**

;87, <*

; ;+8

+2+*

" """22,

!"; !;+

8*+

+;,22! 8"2+**

;!*! 2*

+ 72,

+2+;

" """22,

!"; !;+

8*"

+;,22! 8"2+**

;*<< ++

+ <7<

+2+;

" """22,

!"; !;+

8!<

+;,22! 8"2+**

!2,+ *+

; <"2

;,7

" """22,

8!7 "7<

8!7

+;,22! 8"2+**

*,2< 8"

! 2!2

;,+"

" """22,

8!7 "7<

8!8

,*"""" """"""

2!", +2

+ +27

;,+*

" """<<7

*<; "2"

8!2

,*"""" """"""

7*;" !,

+ ,,<

;,+7

" """<<7

*<; "2"

8!,

,*"""" """"""

<*<7 *!

+ 8,<

;,;"

" """<<7

*<; "2"

8!*

,*"""" """"""

<"!8 <"

+ 28*

;,+7

" """<<7

*<; "2"

8";

,*"""" """"""

2+72 ",

+ +*2

;,+*

" """<<7

*<; "2"

228

,*"""" """"""

*!*! 7*

" 7"*

;,+"

" """<<7

*<; "2"

#��$��&��A�#��#��E��A9��&��-��(A�$��E�/��(�A$��1��#

��(

-��(�.

��

;��$

��%�$

�/�!?$$�:

�#?I

:��?$

$:

�$

,��

9��!��?$�F$:

6��!"��?$$:

2+7

,*"""" """"""

*!,* !+

" 7"2

;,+"

" """<<7

*<; "2"

,2<

,*"""" """"""

*!;" ""

" 7""

;,+"

" ""+222

;<* 8+,

,2*

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

,;"

,*"""" """"""

*!;" ""

" 7""

;,+"

" ""+,,7

!+, +";

,+,

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

*<+

,*"""" """"""

<8;+ ;;

+ 7""

;,;"

" """<<7

*<; "2"

*<"

,*"""" """"""

<88+ "2

+ 7"<

;,;"

" """<<7

*<; "2"

*7<

,*"""" """"""

<8<< 22

+ 7+,

;,;"

" """<<7

*<; "2"

*77

,*"""" """"""

<!+" ,;

+ 8;*

;,;"

" """<<7

*<; "2"

*78

,*"""" """"""

8+77 <"

+ !!+

;,+2

" """<<7

*<; "2"

*72

,*"""" """"""

8,*+ "2

+ !<2

;,+2

" """<<7

*<; "2"

*7,

,*"""" """"""

<,"< **

+ 82+

;,;"

" """<<7

*<; "2"

*7*

,*"""" """"""

+";8! *8

+ <";

;,;;

" """<<7

*<; "2"

*7!

,*"""" """"""

;*+*7 22

* *8;

!;!"

" """<<7

7"2 +<"

*7;

,*"""" """"""

<*72 "<

+ 8,8

;,;"

" """<<7

*<; "2"

*7+

,*"""" """"""

+"!<" 88

+ <;*

;,;;

" """<<7

*<; "2"

*7"

,*"""" """"""

+"7*, ,"

; ""7

;,;;

" """<<7

*<; "2"

*8<

,*"""" """"""

+"+82 22

+ 77,

;,;;

" """<<7

*<; "2"

*87

,*"""" """"""

+2,+< ;+

! ",<

!;;;

" """<<7

7"2 +<"

*88

,*"""" """"""

87!7 !!

+ *,;

;,+2

" """<<7

*<; "2"

*82

,*"""" """"""

2+<; ;!

+ +*8

;,+*

" """<<7

*<; "2"

*8,

,*"""" """"""

2+"* ;<

+ +!"

;,+;

" """<<7

*<; "2"

*8*

,*"""" """"""

+"+2+ ,*

+ 77;

;,;;

" """<<7

*<; "2"

*8!

,*"""" """"""

+!;+! **

; **8

!;+2

" """<<7

7"2 +<"

*8"

,*"""" """"""

78*+ <8

+ 2+<

!;+;

" """<<7

7"2 +<"

*2<

,*"""" """"""

7;"8 *+

+ ,;"

!;+"

" """<<7

7"2 +<"

*27

,*"""" """"""

*!;" ""

" 7""

;,+"

" ""+*";

!," +;*

*28

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

*22

,*"""" """"""

<"27 ;*

+ 28<

!;+;

" """<<7

7"2 +<"

*2,

,*"""" """"""

7!7! 7+

+ ,,!

!;+"

" """<<7

7"2 +<"

*2*

,*"""" """"""

*<++ 7<

" <+"

;,+"

" """<<7

*<; "2"

*2!

+;,22! 8"2+**

,+<* 88

* +!*

;,+;

" """22,

8!7 "7<

#��$��&��A�#��#��E��A9��&��-��(A�$��E�/��(�A$��1��#

��(

-��(�.

��

;��$

��%�$

�/�!?$$�:

�#?I

:��?$

$:

�$

,��

9��!��?$�F$:

6��!"��?$$:

*2;

+;;,"" """"""

!;*2 78

; 2,+

;,7

" """!77

+;2, ;<2

*2+

+;;,"" """"""

,"<7 27

* +2;

;,+"

" """<*2

,+< "72

*2"

+;;,"" """"""

*87* +!

! <",

;,+"

" """<7*

*<7 8""

*,<

+;;,"" """"""

*7!< ""

! <,"

;,+"

" """872

2;* +**

*,2

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

*,,

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

*,;

,*"""" """"""

++*2, !+

; +;!

;,;*

" """<<7

*<; "2"

*,+

,*"""" """"""

<8;2 +8

+ 7"+

;,;"

" """<<7

*<; "2"

*,"

,*"""" """"""

+;+28 <<

; ;,!

;,;2

" """<<7

*<; "2"

**<

,*"""" """"""

+++2* +<

; "28

;,;*

" """<<7

*<; "2"

**7

,*"""" """"""

+!"*" ,2

; *+,

!;+2

" """<<7

7"2 +<"

**8

,*"""" """"""

+!"<2 "<

; *;,

!;+2

" """<<7

7"2 +<"

**2

,*"""" """"""

+;<;7 27

; !<*

!;+2

" """<<7

7"2 +<"

**,

,*"""" """"""

+;2;< 77

; !!<

!;+2

" """<<7

7"2 +<"

***

,*"""" """"""

+""+* 2;

+ 7,,

!;+;

" """<<7

7"2 +<"

**!

,*"""" """"""

+;7+, *7

; !8!

!;+2

" """<<7

7"2 +<"

**;

,*"""" """"""

+88;+ *7

! ;7;

!;;;

" """<<7

7"2 +<"

**+

,*"""" """"""

+277< "+

! +;7

!;;;

" """<<7

7"2 +<"

**"

,*"""" """"""

!+"2! !7

, 8,;

!;*"

" """<<7

7"2 +<"

*!<

,*"""" """"""

+2<87 8+

! +**

!;;;

" """<<7

7"2 +<"

*!7

,*"""" """"""

+,";+ +<

; 87;

!;;"

" """<<7

7"2 +<"

*!8

,*"""" """"""

+,!2+ 2;

; 7*,

!;;"

" """<<7

7"2 +<"

*!2

,*"""" """"""

+727+ 8+

! *2"

!;;*

" """<<7

7"2 +<"

*!,

,*"""" """"""

;;8+* +8

* ;"2

!;;7

" """<<7

7"2 +<"

*!*

,*"""" """"""

+**+; +*

; 22<

!;+7

" """<<7

7"2 +<"

*!!

,*"""" """"""

+;*;! 2,

; !"+

!;+2

" """<<7

7"2 +<"

*!;

,*"""" """"""

+!*2, <;

; *<*

!;+7

" """<<7

7"2 +<"

*!+

,*"""" """"""

+72;* !8

! **<

!;;*

" """<<7

7"2 +<"

*!"

,*"""" """"""

+<"+< 78

! ,;;

!;;*

" """<<7

7"2 +<"

*;8

,*"""" """"""

+*!8+ *+

; 22+

!;+7

" """<<7

7"2 +<"

*;2

,*"""" """"""

+!88* "<

; ,,+

!;+7

" """<<7

7"2 +<"

*;,

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

#��$��&��A�#��#��E��A9��&��-��(A�$��E�/��(�A$��1��#

��(

-��(�.

��

;��$

��%�$

�/�!?$$�:

�#?I

:��?$

$:

�$

,��

9��!��?$�F$:

6��!"��?$$:

*;*

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

*;!

,*"""" """"""

+;""7 <!

; ;;*

!;+2

" """<<7

7"2 +<"

*;+

,*"""" """"""

87+; ,,

+ **8

;,+2

" """<<7

*<; "2"

*;"

+;,22! 8"2+**

8;22 7,

, 87!

;,+2

" """22,

8!7 "7<

*+<

+;;,"" """"""

+7<; "<

+ ,*,

+2+"

" """887

;,7 ,2*

*+7

+;;,"" """"""

<7" ""

" 7""

+;+"

" """77<

+;8 +*7

*+8

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

*+2

+;;,"" """"""

<7" ""

" 7""

+;+"

" """<28

++2 <+,

*+,

+;;,"" """"""

+727 *!

+ ,;,

+2+"

" """!77

,+7 ;2,

*+*

+;;,"" """"""

*"7, 7*

! !!,

;,7

" """!77

+;2, ;<2

*+!

+;;,"" """"""

++2! *2

" <,"

+;+"

" """*!8

;,7 <""

*+;

+;;,"" """"""

++;7 ;;

" <;+

+;+"

" """*!;

;2; "78

*++

+;;,"" """"""

+"2! +;

" 727

+;+"

" """**8

;,! "+*

*+"

,*"""" """"""

*!;" ""

" 7""

;,+"

" ""+,!!

!;" +,8

*"<

+;;,"" """"""

;++, ,+

+ 8;8

;"7

" """7*,

!8+ ,8+

*"7

+;;,"" """"""

;"!* ;8

+ 22+

+2+"

" """82;

;2! 77+

*"8

+;;,"" """"""

;<!+ !8

; !<!

;"+"

" ""+""8

!+; "<<

*"2

+;;,"" """"""

!**; !+

; 7+"

;,7

" """82!

2*! ;7+

*",

+;;,"" """"""

!"2, 72

; ,"!

;"+"

" """,77

,!* +7,

*"*

+;;,"" """"""

!!"" !,

; 2<*

;,7

" """!77

+;2, ;<2

*"!

,*"""" """"""

<*," +!

+ 8,"

;,;"

" """<<7

*<; "2"

*";

,*"""" """"""

8;"; <7

+ !!*

;,+2

" """<<7

*<; "2"

*"+

,*"""" """"""

<,!" !<

+ 82,

;,;"

" """<<7

*<; "2"

*""

,*"""" """"""

<!*8 ;,

+ 8!+

;,;"

" """<<7

*<; "2"

!<<

,*"""" """"""

**22 7+

" 7;8

;,+"

" """<<7

*<; "2"

!<7

,*"""" """"""

*,"2 !;

" 7!,

;,+"

" """<<7

*<; "2"

!<8

,*"""" """"""

<*2, +!

+ 8,!

;,;"

" """<<7

*<; "2"

!<2

,*"""" """"""

<!7* ;"

+ 8!7

;,;"

" """<<7

*<; "2"

!<,

,*"""" """"""

2**" 78

+ +<!

;,+*

" """<<7

*<; "2"

!<*

,*"""" """"""

<*!, ";

+ 8*8

;,;"

" """<<7

*<; "2"

!8!

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

!;*

,*"""" """"""

*!!, +2

" 7"!

;,+"

" ""+87*

;8, ;!+

#��$��&��A�#��#��E��A9��&��-��(A�$��E�/��(�A$��1��#

��(

-��(�.

��

;��$

��%�$

�/�!?$$�:

�#?I

:��?$

$:

�$

,��

9��!��?$�F$:

6��!"��?$$:

;<;

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

;<"

,*"""" """"""

*!;" 2*

" 7""

;,+"

" ""+<<7

;*, 8"2

;7<

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

;77

,*"""" """"""

*8"" <7

" 78+

;,+"

" "";+!*

;;< <<<

;7;

,*"""" """"""

*8"" *+

" 78"

;,+"

" """<<7

*<; "2"

;7"

,*"""" """"""

*2!* 8<

" 7,7

;,+"

" ""+288

;<; 278

;,8

,*"""" """"""

22*+ ;,

+ ;!"

;,+*

" """<<7

*<; "2"

;,;

,*"""" """"""

2<"+ *8

+ ;87

;,+*

" ""+*8<

!!+ <8+

;+;

,*"""" """"""

7+2! "8

+ ,+;

;,+7

" """<<7

*<; "2"

+<!

,*"""" """"""

++*2" *7

; +;;

!;+*

" """<<7

7"2 +<"

+7!

,*"""" """"""

++<*< !,

; ;+!

!;+2

" """<<7

7"2 +<"

+7+

,*"""" """"""

+"++< 8;

+ 78*

!;+*

" """<<7

7"2 +<"

+82

,*"""" """"""

++++* ",

; ",7

;,;*

" """<<7

*<; "2"

+2;

,*"""" """"""

*,<* +,

" 7,+

;,+"

" """<<7

*<; "2"

+;,

,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

++,

,*"""" """"""

8+++ <"

+ !+8

;,+*

" "";"8!

;!2 7+;

+",

,*"""" """"""

8",, 8;

+ !"8

;,+*

" """<<7

*<; "2"

+"!

,*"""" """"""

+;7", *2

; !8+

;,;2

" ""+!**

!2, !""

<7,*"""" """"""

+;7+2 <+

; !8*

!;+2

" """<<7

7"2 +<"

8*,*"""" """"""

;88," !+

, +!<

!;!2

" """<<7

7"2 +<"

8;,*"""" """"""

+*<!; 2<

; 82,

!;;"

" """<<7

7"2 +<"

8+,*"""" """"""

+*78+ ,8

; 8,*

!;+7

" """<<7

7"2 +<"

8",*"""" """"""

;<+22 "<

, *"+

!;!2

" """<<7

7"2 +<"

2<,*"""" """"""

+,82< *+

; <;"

!;;"

" """<<7

7"2 +<"

27,*"""" """"""

7*8, <7

+ ,8"

;,+7

" """<<7

*<; "2"

28,*"""" """"""

78,; <!

+ 2;+

;,+7

" """<<7

*<; "2"

22,*"""" """"""

+8!;! 77

! ;"7

!;;;

" """<<7

7"2 +<"

2,,*"""" """"""

;+<+8 ;!

* ",<

!;;7

" """<<7

7"2 +<"

2*,*"""" """"""

+;;,< 7+

; ;8"

!;+2

" """<<7

7"2 +<"

2!,*"""" """"""

+"*,2 ,"

+ <!2

!;+*

" """<<7

7"2 +<"

2;,*"""" """"""

2,7, 28

+ ;;"

;,+*

" """<<7

*<; "2"

2+,*"""" """"""

+2;*, ;;

! ""7

!;;"

" """<<7

7"2 +<"

#��$��&��A�#��#��E��A9��&��-��(A�$��E�/��(�A$��1��#

��(

-��(�.

��

;��$

��%�$

�/�!?$$�:

�#?I

:��?$

$:

�$

,��

9��!��?$�F$:

6��!"��?$$:

2",*"""" """"""

+27"+ 2<

! +++

!;;;

" """<<7

7"2 +<"

,2,*"""" """"""

728" 87

+ 2"2

;,+7

" """<<7

*<; "2"

,,,*"""" """"""

7;!8 ""

+ ,;,

;,+7

" """<<7

*<; "2"

,*,*"""" """"""

+7;8; +7

! !7*

!;;*

" """<<7

7"2 +<"

,!,*"""" """"""

;+<,+ ;+

* "2,

!;;7

" """<<7

7"2 +<"

,;,*"""" """"""

7;28 !7

+ ,!+

;,+7

" """<<7

*<; "2"

,+,*"""" """"""

87;, 7+

+ **<

;,+2

" """<<7

*<; "2"

,",*"""" """"""

*7** 8,

" 7<8

;,+"

" """<<7

*<; "2"

*<+;,22! 8"2+**

,;*+ 7;

* +8+

;,+;

" """22,

8!7 "7<

*8+;;,"" """"""

<7" ""

" 7""

+;+"

" """!77

;<+ ,;*

*2+;;,"" """"""

<7" ""

" 7""

+;+"

" """!77

;<+ ,;*

*,+;;,"" """"""

!"+< +2

; *2,

+2+2

" """!77

,+7 ;2,

**+;;,"" """"""

*+;! 2+

! !22

;"+*

" """!77

7"< 87<

*!+;;,"" """"""

+",8 2!

" 72!

+;+"

" """!77

;<+ ,;*

*;+;;,"" """"""

<7" ""

" 7""

+;+"

" """!77

;<+ ,;*

*++;;,"" """"""

<7" ""

" 7""

+;+"

" """!77

;<+ ,;*

*"+;;,"" """"""

<7" ""

" 7""

+;+"

" """!77

;<+ ,;*

!<+;;,"" """"""

<7" ""

" 7""

+;+"

" """!77

;<+ ,;*

!7+;;,"" """"""

<7" ""

" 7""

+;+"

" """2;+

+7; ;,;

!8+;;,"" """"""

<7" ""

" 7""

+;+"

" """87<

+*! *!;

!2+;;,"" """"""

<7" ""

" 7""

+;+"

" """,+,

;+< 22+

!,+;;,"" """"""

<7+ ;2

" 7"+

+;+"

" """!77

;<+ ,;*

!*,*"""" """"""

+,<<8 72

; <2!

!;;"

" """<<7

7"2 +<"

!!,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

!;,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

!+,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

!",*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

;<,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

;7,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

;8,*"""" """"""

;+<8< 8"

* "8"

!;;7

" """<<7

7"2 +<"

;2,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

;,,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

#��$��&��A�#��#��E��A9��&��-��(A�$��E�/��(�A$��1��#

��(

-��(�.

��

;��$

��%�$

�/�!?$$�:

�#?I

:��?$

$:

�$

,��

9��!��?$�F$:

6��!"��?$$:

;*,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

;!,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

;;,*"""" """"""

,8*7 +7

+ "2*

;,+;

" """<<7

*<; "2"

;+,*"""" """"""

;""*; 82

! 8+;

!;;2

" """<<7

7"2 +<"

;",*"""" """"""

8"<< <!

+ !+,

;,+*

" """<<7

*<; "2"

+<,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

+7,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

+8,*"""" """"""

882+ !<

+ *!8

;,+2

" """<<7

*<; "2"

+2,*"""" """"""

+***; 8*

; 28,

!;+7

" """<<7

7"2 +<"

+,,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

+*,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

+!,*"""" """"""

+;+;* *7

; ;*,

!;+2

" """<<7

7"2 +<"

+;,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

++,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

7,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

8,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

2,*"""" """"""

<**! 7*

+ 8*<

;,;"

" """<<7

*<; "2"

,,*"""" """"""

<<2, 27

+ 7*,

;,;"

" """<<7

*<; "2"

*,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

!,*"""" """"""

*!;" ""

" 7""

;,+"

" """<<7

*<; "2"

;,*"""" """"""

*2;+ 82

" 7,2

;,+"

" """<<7

*<; "2"

++;,22! 8"2+**

8*++ *;

, 7<7

;,+2

" """22,

8!7 "7<

#��$��&��A�#��#��E��A9��&��-��(A�$��E�/��(�A$��1��#

��(

203

�;�� .�

�

�

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


IS:875 (part2) – 1987


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’

Documents

Civil Engineering Building Project Report