design of hotel building

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ANALYSIS AND DESIGN OF A BUSINESS CLASS HOTEL

BUILDING

A PROJECT REPORT

Submitted by

DHIVYAA.D

PRAKASH.V.R

VIVEK.M

POOJA RAIKWAR

in partial fulfilment for the award of the degree

of

BACHELOR OF ENGINEERING

IN

CIVIL ENGINEERING

EASWARI ENGINEERING COLLEGE

CHENNAI-89ANNA UNIVERSITY: CHENNAI 600 025

NOVEMBER 2012


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ANNA UNIVERSITY: CHENNAI 600 025

BONAFIDE CERTIFICATE

Certified that this project report, ANALYSIS AND DESIGN OF A BUSINESS

CLASS HOTEL BUILDING is the Bonafide work ofDHIVYAA.D (30409103012)

PRAKASH.VR (30409103030), VIVEK.M (30409103054), POOJA RAIKWAR

(30409103701), who carried out the project work under my supervision.

SIGNATURE SIGNATURE

Dr.S. LAVANYA PRABHA Dr.S. LAVANYA PRABHA

HEAD OF THE DEPARTMENT PROJECT GUIDE

Department of Civil Engineering Department of Civil Engineering

Easwari Engineering College Easwari Engineering College

Ramapuram Ramapuram

Chennai-89 Chennai-89

INTERNAL EXAMINER EXTERNAL EXAMINER


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Acknowledgement

We express our gratitude to our Principal Dr. Jothimohan Balasubramaniam forgiving us spontaneous and whole hearted encouragement for completing this

project.

We are greatly thankful to Dr.S.Lavanya Prabha, Professor & Head-

Department of Civil engineering, our project guide, for encouraging and

providing us with the most valuable suggestions and advice throughout the

duration of the project. We wish to express our sincere thanks to Mr.S. R.Kannan,

Asst Professor for helping us throughout the project.

We also thank the Department Staff and colleagues without whom the project

would not have made it to papers.

The successful completion of this design project would not have been possible

without the blessings of ourPARENTS and the unrelenting support received from

them. We also thank our friends, well wishers and the ALMIGHTY for having

made it possible.


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CONTENTS

S.NO. DESCRIPTION PAGE NO.

I Synopsis

II List of FiguresIII List of TablesIV Symbols & Abbreviations

1.0 Introduction1.1 Building structures1.2 Hotel & its facilities1.3 Types of Hotels

2.0 Literature Review3.0 Objectives4.0 Methodology5.0 Smart Technology6.0 Design Concepts

6.1 Design & Construction process6.2 Design Methods6.3 Procedure for limit state design method6.4 Factored Loads for Limit State Design

7.0 Project Details7.1 Design data of Hotel Building

8.0 Design Calculation9.0 Coding from STAAD-Structural Software10 Results & ConclusionsV Reference


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SYNOPSISThe design project titled DESIGN OF A BUSINESS CLASS HOTEL

BUILDING deals with the structural analysis and design of a G+5 hotel building

under loading conditions which include dead and imposed loads.

The design project is an ongoing project of a hotel on GST road. The building

consists of a Ground floor with a Restaurant, lobby and a bar, first floor with banquet

Halls, second and upper floor levels with several rooms etc. The building has an

elevation which supports the green concept and provides natural lighting and

ventilation. The building also includes the use of smart technology which makes life

easier and faster. It is a hotelthat mainly provides rooms equipped with all the basic

necessities which meet the requirements of travellers.

The project strictly adheres tothe standards and guide lines ofIS 456:2000 (Plain

and Reinforced Concrete), SP 16 (Design Aids for Reinforced Concrete), and IS

875:1987- Part 1( Unit weight of materials),IS 875 Part -2 ( Design loads for

buildings and structures). All structural elements are designed for Limit State of

Bending, Shear and Deflection according to IS 456:2000. The design, analysis and

load calculations of the structure are done using STAAD-Pro and model calculations

are done manually with the known data.


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LIST OF FIGURES

Figure No. Description Page No.

1. Automatic Sliding Doors

2. Automatic Swing Doors3. Remote Control Lighting & temperature4. Mirror Television5. Plan of the Hotel Building6. Beam Layout of the Hotel Building7. Detailing of One Way Slab8. Detailing of Two Way Slab9. Detailing of Beam10. Detailing of Column

11. Detailing of Isolated Rectangular Footing12. Detailing of Combined Footing13. Rendering View Nodes, Beams & Columns14. STAAD PRO Structure View15. 3D Rendering View of Beams and

Columns of the Structure16. 3D rendering View of STAAD PRO Model

LIST OF TABLES

Table No. Description Page No.

1) Factored Loads For Limit State Design2) Weight of Building Materials3) Weight of Walls Schedule of Slabs4) Schedule of Slabs5) Schedule of Beams6) Schedule of Columns

7) Schedule of Footing


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SYMBOLS AND ABBREVIATIONS

Symbols Abbreviations

bd Design bond stress

c Shear stress in concrete

c,max Maximum shear stress in concrete

v Nominal shear stress

Diameter of bar

A Area of cross section

B Breadth of beam, or shorter dimension of a rectangularcolumn

D Overall depth of beam or slab

d Effective depth of beam or slab

d Clear cover

EC Modulus of elasticity of concrete

Es

Modulus of elasticity of steele Eccentricity

fck Characteristic cube compressive strength of concrete

fy Characteristic tensile strength of steel

L Length of a column or a beam

Leff Effective length of column

Lx Length of shorter side of slab

Ly Length of longer side of slab

M Bending Moment

P Axial load on compression member


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qo Calculated maximum bearing pressure of soil

Sv Spacing of stirrups

V Shear force

w Distributed load per unit area

wd Distributed dead load per unit area

wu Factored load per unit area

Angle or ratio


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CHAPTER 1

INTRODUCTION

1.1 BUILDING STRUCTURES

Buildings come in a wide amount of shapes and functions, and have been adapted

Throughout history for a wide number of factors, from building materials available, to

Weather conditions, to land prices, ground conditions, specific uses and aesthetic reasons.

Buildings serve several needs of society primarily as shelter from weather and asgeneral living space, to provide privacy, to store belongings and to comfortably live andwork. In recent years, interest in sustainable planning and building practices has alsobecome part of the design process of many new buildings. The various types of buildingsare,

Agricultural buildings

Commercial buildings

Residential buildings

Institutional buildings

Government buildings

Industrial buildings

Military buildings

Special buildings

The term commercial property (also called investment or income property) refersto buildings or land intended to generate a profit, either from capitalgain or rental income. Hotel buildings which may be classified as commercialbuilding has been taken for study in this work.

1.2 HOTEL AND ITS FACILITIES

A hotel is an establishment that provides paid lodging on a short-term basis.The constant transformation has made the Indian hotel industry more functional andpractical and has gained a level of acceptance world over. The standards of facilities and


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services offered have evolved over the last decade towards the extensive use oftechnology, environment friendly services, pricing, market segmentation, regionalpreferences, etc. The Indian hotel industry has seen a significant growth in roominventory across categories from upscale luxury to limited services and, boutique and

budget hotels. The occupancy and the room rates have seen continued gains both fromthe domestic and the international traveller in both the business and leisure segment.

The room facilities include the following:

Coffee/tea maker, daily housekeeping, direct-dial phone, hair dryer, Iron/ironingboard, Private bathroom, Television. Other services include Breakfast available(surcharge) ,Complimentary newspapers in lobby, Fitness facilities ,Parking(surcharge),Safe-deposit box at front desk, Self parking, Tour assistance,24-hour frontdesk, Banquet facilities, Computer rental, Multiple large conference rooms. Smart

technology is extensively used throughout the hotel building. Few examples are the useactive and passive sensors, automatic doors, automatic lighting etc.

1.3TYPES OF HOTELS

Hotels are classified according to the hotel size, location, target markets, levels ofservice, facilities, number of rooms, ownership and affiliation etc.

a) Size or number of rooms

Under 150 rooms

150 to 299 rooms300 to 600 roomsMore than 600 roomsThese categories enable hotels of similar size to compare operating procedures andstatistical results .

b) Target Markets

Hotel industry targets many markets and can be classified according to the markets asthey attempt to attract their guests. Common types of markets include business, airport,suites, residential, resort, convention and conference hotels.


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Business Hotels: -These hotels are the largest group of hotel types and cater primarily to

business travelers and are usually located in downtown or business districts .Although Business hotels primarily serve business travelers, many tour groups,

individual tourists and small conference groups find these hotels attractive.Guest amenities at business hotels may include complimentary newspapers,morning coffee, free local telephone calls, Breakfast etc. In addition to thisfacilities like access to business centre, personal computer , Wi-Fi and faxmachines also provided to the guest.

Airport Hotels: -These types of hotels typically target business clientele, airline

passengers with overnight travel layovers or cancelled flights and airline

personnel. Some hotels might give free transport between the hotel and airport.Some hotels also provide meeting facilities to attract guests who travel to ameeting by air and wish to minimize ground travel.

Suite Hotels: -These kinds of hotels are the latest trend and are the fastest growing

segments in the hotel industry. Main attraction of these hotels includesguestrooms with a living room and a separate bedroom. In exchange for morecomplete living room suite hotels generally have fewer and more limited publicareas and guest services than other hotels. This also helps to keep the suitehotel's guestroom prices competitive in the market .Professionals such asaccountants, lawyers, business men and executives find suite hotels particularlyattractive as they can work and also entertain in an area besides the bedroom.

Apartment Hotels: -Apartment / Residential hotels provide long-term or permanent

accommodation for Guests. Usually guests make a lease agreement with the

hotel for a minimum of one month up to a year. These lease agreements arerenewed on a yearly basis. Guest rooms generally include a living room,bedroom, kitchen , private balcony , washing machines , kitchen utensils etc.

Resort Hotels: -Resort hotels are usually located in the mountains, on an island, or in

some other exotic locations away from cities. These hotels have recreational


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facilities, scenery, golf, tennis, sailing, skiing and swimming. Resort hotelsprovide enjoyable and memorable guest experiences

Conference Centers: -

These type of hotels focus on meeting and conferences and overnightaccommodation for meeting attendees. They also provide High quality audiovisualequipments, business services, flexible seating arrangements, flipchart etc. Thesehotels mostly located outside the metropolitan areas and have facilities like golf,swimming pools, tennis courts, fitness centers, spas etc.

Convention Centers: -Convention hotels are larger in size compared to conference centers and

likely to have more than 1500 rooms. These hotels are huge and have sufficient

number of guest rooms to house all the attendees of most conventions.Even thesize of the meeting rooms , ball rooms , exhibit rooms are quite huge .Theyusually cater to convention market for state , regional , national, andinternational associations .

c) Levels Of service

Hotel industry attracts the customers by the service and can be classified accordingto the service. Common types of service includes :

World class service: -These are also called luxury hotels. They target top business executives,

entertainment celebrities, high- ranking political figures, and wealthy clientele astheir primary markets. They provide upscale restaurants and lounges, conciergeservices and also private dining facilities. Guestrooms are oversized, heated andplush bath towels, large soap bars, shampoo, shower caps and all amenities.Housekeeping services are given two times a day including turn-down service.Above all luxury hotels give personalized service to the guest and have a relatively

high ration of staff members to guests.

Mid-Range Service: -Hotels offering mid-range service appeal to the largest segment of the travelling

public. This kind of hotels does not provide elaborate service and have an adequatestaffing. They also provide uniformed service, food and beverage room service, in


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room entertainment's and also Wi-Fi. Rates are lower than luxury hotels as theyprovide fewer services, smaller rooms and a smaller range of facilities andrecreational activities.

Economy / Limited Service:-These hotels provide clean, comfortable, safe , inexpensive rooms and meet the

basic need of guests . Economy hotels appeal primarily to budget minded travelerswho need a room with minimum services and amenities required for comfortablestay, without unnecessary paying additional cost for costly services. The cliental ofthese hotels include families with children, travelling business people, backpackers,vacationers, retirees etc.

d) Ownership and Affiliations

Ownership and affiliation provide another means by which to classify hotelproperty. There are two types one is Individual and another is chain hotel.

Independent Hotels:-These hotels do not have identifiable ownership or management affiliation with

other properties. These properties dont have any relationship to another hotelspolicies, procedures, marketing or financial obligations. For example, the samewould be family owned and operated hotel that is not following any corporate

policies or procedures. The advantage of an individual property is its autonomy. Anindependent hotel however does not get the advantage of board advertisingexposure or management insight and consultancy of an affiliated property.

Chain hotels:-This kind of ownership usually imposes certain minimum standards, rules,

policies and procedures to restrict affiliate activities. In general the more centralizedthe organization, the stronger the control over the individual property. Some chainshave a strong control over the architecture, management and standards of affiliate

properties. Others concentrate only on marketing, advertising and centralpurchasing.


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CHAPTER 2

LITERATURE REVIEW

2.1 GENERAL

The knowledge of designing a hotel building is gained from referring to the set ofliterature materials given below. The details of the referred materials are explained in thischapter.

2.1.1 Code Book Titled Plain and Reinforced Concrete-Code of Practice (IS

456:2000).

This code book was released by the Bureau of Indian Standards (BIS), New Delhi.This standard deals with the General and structural use of Plain and ReinforcedConcrete .IS 875:1987 Part I Unit weights of materials, released by BIS, gives thescope of this code book to structures other than general building construction.

2.1.2 Code Book Titled Unit weights of materials (IS 875:1987 Part I)

This code book was released by Bureau of Indian Standards (BIS). This standardgives the complete list of the Unit weight of Building Materials and Stored Materials.

2.1.3 Code Book Titled Design loads for buildings and structures (IS 875:1987,

Part II).

This code book was released in 1987 and was revised in 1997 by Bureau of IndianStandards (BIS). This standard gives provisions on the minimum requirements

pertaining to the structural safety of the buildings by laying down the design loads.

2.1.4 Code Book Titled SP16 Design Aids for Reinforced Concrete to I S 456:

1978.


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This design aids book was released by Bureau of Indian Standards (BIS). Theobjective of this design aids is to reduce design time in the use of certain clauses inthe code for the design of Slabs, Beams and Columns in general building structures.

2.1.5 Code Book Titled SP34 Handbook on Concrete Reinforcement and

Detailing.

This code book was released by Bureau of Indian Standards (BIS) and is highlyuseful to Concrete Design Engineers, Field Engineers and to the students of CivilEngineering .It deals with the complete design and representation of StructuralDrawings that has to be given to the site engineers.

2.1.6 Book Titled Limit State Design of Reinforced Concrete- by B.C. Punmia,

Ashok Kumar Jain & Arun Kumar Jain, Laxmi Publications (P) Ltd, New Delhi

This book is well crafted for easy understanding. The basic concepts are pennedexcellently and it has a good number of structural drawings and details ofreinforcement.

2.1.7 Book Titled Limit State Design of Reinforced Concrete - P.C.Varghese

Phi Learning Edition, New Delhi.

This book deals with the Design of isolated footing, pile foundation and raftfoundation. It has been designed and explained to the understanding of students andstructural engineers.


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CHAPTER 3

OBJECTIVES

The major objective of the project is to

Plan the hotel building in a proposed architecture using smart technologyaccording to the spatial needs and requirements.

Design a Hotel Building consisting of G+4 floors.

Make complete detailed drawings showing reinforcement details.

Satisfy the design criteria and meet the requirements of IS codes.

Make the complete analysis of the entire structure for various loads by usingSTAAD.Pro software.


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CHAPTER 4

METHODOLOGY

The following methodology has been adopted for the project

1. Collection of details and information about design of structural elements andcurrent practice in the industry.

2. Study of codal provisions for Design of Reinforced concrete structures.

3. Collection of site information.

4. Draft a plan of the building based on the collected data and information.

5. Make a frame model in STAAD and assigning members and material properties asper the design.

6. Loading the structure as per IS 875:1987 (Part 1 and Part 2).

7. Design of structural components of the building for the loading details acquiredfrom STAAD model.

8. Design of isolated rectangular footing for the structure

9. Design of combined footing for the lift area.


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10. Preparation of final design drawings and schedule.

CHAPTER 5

SMART TECHNOLOGY

5.1 AUTOMATIC SLIDING DOORS

Active Infrared Detectors are static .They only detect persons and objects if they breakthe beam. The detection area consists of spots, and depends to a large extent, on the

optical centre-to- centre distances of the transmitter and receiver lenses. Several beamscan be combined in a modular system to form a larger area.

Background analysis requires a signal from the background in order to switch theoutput.

The sensor is installed and requires a background (floor/wall). The output isdeactivated.

The desired scanning range is set mechanically within the predefined possible

distances. Each object within the set scanning range is detected statically.

5.2 AUTOMATIC SWING DOORS

Swing doors are by far the most common automated pedestrian doors in NorthAmerica. Most swing doors are activated by a sensor and secured by another. We


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differentiate between a header-mounted sensor and a door-mounted sensor. Header-mounted sensors are often used for activation, but there are also header-mounted sensorsavailable for safety. Door-mounted sensors are basically for presence-detection to assurethe door is not closing on a person in the path.

Fig 1: Automatic sliding doors Fig 2: Automatic swing doors

5.3 KEY CARDS

The hotel guests are provided with credit card-like keys that are coded for useonly on one particular door.

This allows the hotel to offer great standard of security, as a room code can beeasily be changed so that the key can be used only for the duration of thevisitors stay.

5.4 LIGHTING

The most common form of electric lighting control is the on/off "toggle" switch.Other forms of lighting control include occupancy sensors, daylight sensors, clockswitches, a variety of manual and automatic dimming devices, and centralized controls.

Occupancy sensors (including passive infrared, ultrasonic, and dual technology sensors)serve three basic functions:

To automatically turn lights on when a room becomes occupied,

To keep the lights on without interruption while the controlled space is occupied,and


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To turn the lights off within a preset time period after the space has been vacated.

a) Infrared Sensors

Passive infrared sensors (PIR) are triggered by the movement of a heat-emitting bodythrough their field of view. Wall-box type PIR occupancy sensors are best suited forsmall, enclosed spaces such as private offices, where the sensor replaces the light switchon the wall and no extra wiring is required. PIR sensors cannot "see" through opaquewalls, partitions, or windows so occupants must be in direct line-of-site of the sensor.

b) Ultrasonic Sensors

Ultrasonic sensors emit an inaudible sound pattern that is disrupted by any moving objectaltering the signal returning to the sensor (Doppler shift). They are best suited for spaceswhere line-of-sight view to the occupant is not always available. This type of sensordetects very minor motion better than most infrared sensors and is often used inrestrooms since the hard surfaces will reflect the sound pattern.

c) Remote control lighting and temperature

Lighting and climate control may not seem at first an advanced piece of technology, butallowing guests to set these remotely to suit their changing moods, whether theyre justwaking up, working, or relaxing is becoming an important feature of a hotel room. Ourhotel has weather gauges on its in-room control panel, allowing guests to decide if they

should put on an extra layer before heading outside.

Fig 3:Remote control for lighting and temperature

5.5 MIRROR TELEVISIONS

Mirror televisions are more commonly found in bathrooms, saunas and swimmingpools at luxurious hotels. They are equipped with high definition technology, digitaltuners and touch screen functionality.


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Fig 4: Mirror televisions

CHAPTER 6

DESIGN CONCEPTS

6.1 DESIGN AND CONSTRUCTION PROCESS

In the planning of facilities, it is important to recognize the close relationship

between design and construction. These processes can best be viewed as an integratedsystem.

Requirements of a Design

A reinforced concrete structure should be so designed that it satisfies the life of the

structure during its life period with the following characteristics,

By means of strength and stability, safety factor is provided

By means of stiffness and durability, serviceability factor is provided To make the structure economical

Hence, all structures must be designed to be safe, serviceable and economical.

6.2 DESIGN METHODS


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The design methods used for the design of reinforced concrete structures are,

a) The modular ratio method or Working stress method (WSM)

b) The load factored method or Ultimate Load Method (ULM)

c) The Limit State Method (LSM)

i) Working Stress Method (WSM)

This is the traditional method of design, used not only for reinforced concrete but

also for structural steel and timber. The method is based on linear elastic theory or the

classical elastic theory. This method was the first theoretical method accepted by

National Codes of Practice for the design of reinforced concrete section. This method

ensures adequate safety by suitably restricting the stresses in the materials (i.e. concreteand steel) induced by the expected working loads on the structure. The assumption of

linear elastic behaviour is considered justifiable since the specified permissible (or

allowable) stresses are kept well below the ultimate strength of the material.

ii) Ultimate Load Method (ULM)

ULM was an alternative to the WSM. The method is based on the ultimate

strength of reinforced concrete at ultimate load. The ultimate load is obtained byenhancing the service load by some factor referred to as load factor for giving a desired

margin of safety. Hence the method is also referred to as the load factor method or the

ultimate strength method. In the ULM method, stress condition at the state of impending

collapse of the structure is analysed, thus using the non-linear stress-strain curves of

concrete and steel. The safety measure in the design is obtained by the used of proper

load factor. This makes is possible to use different load factors under combined loading

conditions.

iii) Limit State Design Method

It is mainly based on the following two conditions,

Statistical concept of safety


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Statistical probability of failure

Using limit state method, the service load is assumed for the consideration and design of

structure.

6.3 PROCEDURE FOR DESIGN FOR LIMIT STATES

The design should provide for all the above limit state condition; each of theseconditions is carried out as described below:

a) Ultimate Strength Condition

The ultimate strength of the structure or member should allow an overload. Forthis process , the structure should be designed by the accepted ultimate load theory to

carry the specified overload. This may be in flexure, compression, shear, torsion ortension

b) Durability Condition

The structure should be fit for its environment. The cover for the steel as well asthe cement content and water-cement ratio of the concrete that is provided in the structureshould satisfy the environmental conditions

c) Deflection Control

The deflection of the structure under service load condition should be withinallowable limits. This can be done by two methods :

1) Empirical Method: Since the most important empirical factor that controlsdeflection is span/depth ratio, deflection can be controlled by limiting the span-depth ratios as specified by the codes.

2) Theoretical Method: Deflection can also be calculated by theoretical methods andcontrolled by suitable dimensioning of the structure.

d) Cracking Condition

The structure should not develop cracks of more than the allowable widths under serviceload condition. This can be taken care of by employing two methods.

1) Empirical Method: By strictly following the empirical bar detailing rules asspecified in the codes.


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2) Theoretical Method: The probable crack width is checked by theoreticalcalculations.

e) Grades of Concrete:

The Indian Standard Code IS 456: 2000 specifies that the concrete mix proportionshould be selected so as to ensure the workability of fresh concrete and durability ofhardened concrete. For reinforced concrete work, the most commonly used grades ofconcrete

f) Tensile Strength of Concrete

The tensile strength of concrete is expressed in terms of the flexural strength andits magnitude is expressed in the form of an empirical relation expressed as :

Flexural Strength = f cr = 0.7 fck N/mm2Where f ck = Characteristic cube compressive strength of concrete in N/mm2

g) Modulus of Elasticity of Concrete

The short term static modulus of elasticity of concrete required for computationsof deflections of structural concrete members in the function of the characteristiccompressive strength and is expected in the form

Ec = 5000 sq.rt (fck )

h) Shrinkage of Concrete

The total shrinkage of concrete depends upon the constituents of concrete, size ofmembers and environmental conditions. The approximate value of the total shrinkagestrain in concrete for design purposes may be taken as 0.0003

i) Creep of Concrete

The creep of concrete depends upon several factors such as the strength of

concrete at loading, stress in concrete and the duration of loading.j) Durability of Concrete

Durability of concrete is influenced by various factors such as type ofenvironment, cement content, water/ cement ratio, workmanship, cover to thereinforcement, the shape and size of the structural concrete member. IS 456 : 2000,categorizes the exposure conditions.


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k) Lateral Stability against Accidental Horizontal Loads (Overall Stability)

This condition is met by observing the empirical rules given in codes for designing

and detailing the vertical, horizontal, peripheral and internal ties in the structure

6.4 FACTORED LOADS FOR LIMIT STATE DESIGN

(Partial safety factors for loads)

(IS 456: Table 18)

S.NO Load Combination Ultimate Limit

State

Serviceability Limit State

1. Dead and imposed 1.5 DL + 1.5 LL DL + LL2. Dead and Wind 0.9 DL + 1.5 WL DL + WL3. Dead, Imposed and

Wind1.2 DL + 1.2 LL +

1.2 WL1.0 DL + 0.8 WL

+ 0.8 WL

Table 1: Factored Loads For Limit State Design

DEAD LOADS

a) Weight of Building Materials

Materials Unit Weight

(KN/m3)

Concrete Plain 24


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Concrete Reinforced 25

Brick Work 20

Cement Plaster 20.5

Table 2: Weight of Building Materials

b) Weight of Walls

Materials Weight (KN/m

height)

115mm thick (4 brickwall)

2.18

230 mm thick (9 ) 4.36

Table 3: Weight of Walls


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CHAPTER 7

PROJECT DETAILS

The project work consists of:

Ground floor level - Restaurant, Lobby and Bar/Pub

First floor level Banquet Halls

Second, third and fourth floor levels - Rooms Fifth floor level V.I.P Rooms

7.1 DESIGN DATA FOR THE HOTEL BUILDING

The data required for the calculation of the design of the various Structuralelements are as follows:

GENERAL DATA

Land area : 45 m x 30 m

Area of building : 39 m x 19m

Floor to floor height : 3.65m (Ground floor) &


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3.6m (typical till fifth floor)

Live load (As per IS 875 Part II) : 2 kN/m2 at typical floors

5 kN/m2 at staircase slab

10 KN/m2 at lift room and power room

0.75 KN/m2 at Terrace level

Floor finish : 1.0 kN/m2

Safe Bearing Capacity of soil : 180 MPa (assumed)

Location : Chennai city

CHAPTER 8

DESIGN CALCULATIONS

A design of a typical component of the structure is presented below with calculations.

A) DESIGN OF ONE WAY-SLAB

GIVEN DATA

Concrete grade M20fck= 20 N/mm2 fy = 415 N/mm2

Cover = 20 mm

SOLUTION

STEP 1

lx = 3.19 m

ly = 7.98 m

Depth of Slab

Assume depth = span / 25

= 3190 / 25


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= 127.6 mm

Assuming a clear cover of 20mm and using 12mm diameter bars we have :

Effective depth d = 130mm

Overall depth D = 130 + 20 + 6= 156 mm = 160mm

EFFECTIVE SPAN

1. ( clear span + deff) = 3.19 + 0.12

= 3.31m

2.Centre to centre supports

= (3.19 + 0.23 )= 3.42 m

Consider = L = 3.42 m

ly/lx = 7.98 / 3.42

=2.3 > 2

Therefore greater than 2, one way slab

Assume overall depth (D) = 160mm

Assume dia = 12 mmNow deff= 160 6 20 = 134 mm = 150mm

STEP 2

LOAD CALCULATION

Self weight of slab wd = (0.16 x 25) = 4 KN/m2

Live load = 5 KN/m2 (subjected to over-crowding)

Floor finishes = 1.2 KN/m2

Total load = 10.2 KN/m2

Load factor = 1.5

Factored load, Wu = 1.5 x 10.2

= 15.3 KN/m2


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STEP 3

ULTIMATE MOMENT AND SHEAR

Mu = wl

2

/ 8= 15.3 * 3.422 / 8

= 22.37 KNm

Vu = wl /2

= 15.3 * 3.42 /2

= 26.16 KN

Check for depth for bending

Mu = 0.138 fckbd2

= d = ( Mu / 0.138 fckb )1/2

= 90.03 mm

Provided depth 150mm > 90mm reqd depth

Hence safe

MAIN REINFORCEMENT

Mu = 0.87 fy Ast d [ 1- Ast fy / bd fck]22.37* 106 = 0.87*415* Ast*150 [ 1 Ast 415 / 1000*150*20 ]

Ast = 439.81 mm2

Use 12mm dia bars, the spacing is

S = ( 1000 ast / 439.81 )

= 257 ~ 200 mm

Ast provided = 565.48 mm2

STEP 4

DISTRIBUTION REINFORCEMENT

Ast = 0.12% of gross c/s

= 0.0012*103*150


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= 180 mm2

Provide 8 mm dia. bars

Sv = 1000 ast/Ast

= (1000*/4*8

2

)/180= 279 ~ 250

Provide 8 mm dia. bars at 250 mm c/c

STEP 5

CHECK FOR SHEAR STRESS

v = ( Vu / bd )

= 26.16*103

/ 103

*150= 0.174 N/m2

Pt = ( 100 Ast / bd )

= (100*565.48) / (1000*150)

= 0.37

( Refer table 19 of IS 456 )

( ks * c ) = 1.3 * 0.38

( Refer Cl 40.2.1.1 )

= 0.49

k * c > v

Hence Safe

STEP 6

CHECK FOR DEFLECTION

( L / d ) max = [ ( L / d) basic * kt * kc * kf]

Pt = [ ( 100 * Ast ) / bd ]

= [ 100 * 565.48 / 1000 * 150 ]

= 0.37


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(L / d ) max = [ 20 * 1.6 * 1 * 1 ]

= 32

( L / d ) actual = ( 3420 / 150 )

= 22.8( L / d ) max > ( L / d ) Actual

Hence Safe

Therefore provide a main reinforcement of 12mm dia. Bars at 200 mm c/c spacing and

distribution reinforcement of 8 mm dia. Bars at 250 mm c/c spacing and overall depth of

the slab 150 mm.

B) DESIGN OF TWO WAY- SLAB

GIVEN DATA

Shorter span(Lx) = 3.43m

Longer span(Ly) = 4.34 m

fck = 20 N/mmfy = 415 N/mm

SOLUTION

STEP 1

Assume depth D = span/25

= 3430/25

d eff= 137.2 mm (take 140 mm)

Assume dia as 12mm and cover 25mm

Now Overall depth = 140+6 +25

= 171 = 170 mm


33/113

EFFECTIVE SPAN

Effective span = clear span + deff

Effective longer span(Ly) = 4.34 + 0.17 = 4.51 mEffective shorter span (Lx) = 3.43+ 0.17 = 3.60 m

Span

Ratio: ly/lx = 4.51 / 3.60= 1.25

1.25 < 2

Hence designed as two way slab

STEP 2

LOAD CALCULATION:

Dead Load = 0.14 * 25 = 3.5 KN/m2

Live load = 2 KN/m2

Floor Finishes = 1.20 KN/m2

TOTAL LOAD = 6.70 KN/m2

Factored Load = 1.5 * 6.95

= 10.05 KN/m2

STEP 3

MOMENT CALCULATIONS:

( As per table 27 IS 456- 2007 , Bending moment Coefficients for Slabs Spanning in TwoDirections at Right Angles Simply Supported on Four Sides)

Ly/lx = 1.25

x = 0.089

y = 0.057


34/113

Mx = x wlx2

= 0.089*10.05*3.602

= 11.59 KNm

My = y wlx2

= 0.057*10.05*3.602

= 7.42 KNm

Mmax = 11.60 KNm

Mmax/bd2 = 11.60* 106 / 1000 * 1402

= 0.59

Mmax = 0.138fck bd2

d = 11.60*106

/ 0.138*20*1000= 65mm

65 < 140 mm

Hence the effective depth provided is sufficient to resist the design ultimate moment.

Mu = 0.87fy Ast d ( 1 Ast fy / b d fck)

11.60*106 = 0.87*415*Ast*140(1- 415 Ast / 1000*20*140)

Ast reqd = 238 mm2

Now from table 2 of sp 16,Minimum percentage Pt = 0.14

Now the max moment (longer span)

M max = 4.34 KN-m

M max/bd2 = 4.34 * 106 / 1000 * 1502

= 0.19

Now from table 2 of sp 16,

Minimum percentage Pt = 0.12 (minimum percentage)

STEP 4

REINFORCEMENT DETAILS:

As per table 40 of sp 16


35/113

Reinforcement required = 12mm dia @ 400 mm c/c

Reinforcement provided =12mm dia @ 200 c/c

Ast reqd = 1000 * * 10 * 10 / 400 * 4

= 196 mm

2

Astprovided = 1000 * * 10 * 10 / 200 *4

= 392 mm 2

STEP 5

CHECK FOR SHEAR

Vu = WLx / 2

= 10.05 * 3.60 / 2

= 18.09 KN

v = Vu/bd

= 18.09 * 103 / 1000 * 140

= 0.129Now

Pt = 100 Ast / bd

= 100 * 392 / 1000 * 140

= 0.327

( Refer table 19 of IS 456 : 2000 )

c = 0.40

( From cl B.3.2.1.1)

k= 1.30

Now k* c = 1.30 * 0.40

= 0.52

kc < v


36/113

Hence safe

STEP 6

CHECK FOR DEFLECTION( From pg 37 of IS 456 :2000 )

Allowable (span/depth) = l /d = 20 (basic)

Pt = 0.327

( Now referring Fig 4 of IS 456 : 2000 we get )

MF= 2

Now Modified (span / depth ) = l/d * 2= 20 * 2

= 40

But Actual (span / depth ) = 3550 / 150

= 29

Here,

29 < 52

HENCE SAFE.

Check for crack control

1. Reinforcement provided is more than the minimum percentage

Of 0.12 percent = (0.012*165*1000 ) = 198 mm2

2. Spacing of main reinforcement not> 3d i.e ( 3*140 ) = 420 mm

3. Diameter of reinforcement < ( D/8) < ( 165/8 ) < 20.6 mm.

Hence cracks will be within safe permissible limits.

Torsion reinforcement at corners

Area of torsion steel at each of the corners in 4 layer is computed as ( 0.75 * 315 ) = 236

mm2.


37/113

Length over which torsion steel is provided = ( 1/5 ) short span = ( 1/5 ) ( 3500 ) = 700

mm2

Provide 6 mm diameter bars at 120 mm centres for a length of 700 mm at all four corners

in 4 layers. Reinforcement in edge strips

Ast = 0.12 % = (0.0012 * 103 * 165) = 198 mm2/m.

Provide 10 mm diameter bars at 300 mm centres ( Ast = 262 mm2 )

Therefore provide a main reinforcement of 10mm dia. Bars at 150 mm c/c spacing and

secondary reinforcement of 8 mm dia. Bars at 250 mm c/c spacing at an depth of 180

mm.C) DESIGN OF BEAM

GIVEN DATA

Effective Span = 7.75+ 0.23 = 7.98 m

Width of beam = 300 mm

SOLUTION

STEP 1

Depth of beam (deff) = L / 12

= 7980 / 12

= 665mm

Adopt Effective depth = 650 mm

Assume 16 mm dia and 25 mm cover

Take Overall depth to be 700 mm


38/113

STEP 2

LOAD CALCULATION

Self weight = 25 * 0.30 * 0.65

= 4.875 KN/m

Load transferred from slab = wLxLy/2 - w (Lx) 2 /4

= 15.3*3.42*7.98 / 2 15.3* (3.42)2 / 4

= 164.56 KN

Load acting on beam

due to slab = 164.56 / 7.98

= 20.62 KN/m

Wall load = Unit wt of brick * wall ht * thickness of brick

= 20 * 3.65 * 0.23

= 16.79 KN/m

Total Load = 42.28 KN/m

Factored Load = 1.5 * 42.28

= 63.43 KN/m

Factored BM = Fdl2 / 8

= 63.43* 7.982 /8

= 504.91 KNm

STEP 3

CHECK FOR DEPTH

Mu lim = Qu bd2

504.91 *106 = 2.759 * 300 * d2


39/113

d2 = 504.91* 106 / 2.759*300

d = 780 mm

Effective depth provided = 700 mm

Hence, deffprovided < deffreqd

780 < 650

Therefore section is unsafe so design it as doubly reinforced section

Mu lim = 0.138 fck bd2

= 0.138*20*300*6502

= 349.83KNm

Mu > Mulim

504.91 > 349.83KNm

= 504.91-349.83

= 155.08KNm

Fsc = { 0.0035 ( Xu max d) / Xu max } Es

= { 0.0035 ( 312 40 ) / 312 } 2*105

= 610 N/mm2

But fsc not> 0.87 fy

Area of steel in compression ,

Asc = [(Mu Mu lim ) / fsc ( d d ) ]

= 155.08*106 / 610* ( 650 40 )

= 416.76 mm2

Provide 3 bars 16 mm dia [ Asc = 603mm2]

Ast2 = ( Asc fsc / 0.87 fy )


40/113

= ( 416.76*610 / 0.87*415 )

= 702 mm2

Ast1 = [ 0.36 f ckb Xu lim / 0.87 fy ]

= [ 0.37*20*300*0.48*650 / 0.87*415 ]

= 1866.5 mm2

Total tension reinforcement = Ast = ( Ast1 + Ast2 )

= (1866.5 + 702 )

= 2568.5 mm2

Provide 6 bars of 25 mm diameter ( Ast = 2945.2 mm2 )

Shear Reinforcements

v = ( Vu / bd)

= ( (wl/2) / 300*650)

= ( (63.43*103*7980/2) / 300*650)

= 1.29 N/mm2

Pt = ( 100 Ast ) / (bd)

= ( 100*2568.5 / 300*650 )

= 1.3

Refer Table 19 of IS : 456-2000 and read out :

c = 0.67 N/mm2

Since v > c shear reinforcements are required :

Vus = [ Vu ( Tc b d) ]

= [ 253 ( 0.67*300*650*10-3) ]

= 122.35 KN

Using 8 mm diameter 2 legged stirrups :


41/113

Sv = [ 0.87 fy Asv d / Vus ]

= [ 087*415*50*2*650 / 122.35*103 ]

= 192 mm

Sv > 0.75 d

Adopt a spacing of 175 mm near supports gradually increasing to 400 mm towards thecentre of span.

Check for deflection control

( L/d)actual = ( 7980 / 650 )

= 12.28

(L/d)max = ( L/d )basic * kt*kc*kf

Pt = 1.317 and Pc = 0.376

Refer Fig 5.1 k t = 1

Fig 5.2 k c = 1.1

Fig 5.3 k f = 1

(L/d)max = [ 20*1*1.10*1.00 ]

= 22

(L/d)actual < (L/d)max

Hence deflection control is satisfied.

Therefore provide a tension reinforcement of 6nos of 25mm dia. bars and a compressionreinforcement of 3nos of 16mm dia. legged stirrups of 8 mm dia. Bars at 200 mm c/cspacing.


42/113

D) DESIGN OF COLUMN

GIVEN

Size of the column = 300 * 600 mm

Concrete mix = M 20

Characteristic strength

Of reinforcement = Fe 415Factored Load, Pu = 1826 KN

Factored moment acting

Parallel to the larger

Dimension, Mux = 9.464 KN-m

Factored moment acting

Parallel to the shorter

Dimension, Muy = 2.686 KN-m

SOLUTION (As per SP 16 : 1984 )

STEP 1


43/113

Moments due to minimum eccentricity

are less than the values given above.

L = leff/ r= 1300 / 300

= 4.33

Therefore, Short column

Reinforcement is distributed equally on four sides.

As a first trial assume the reinforcement

Percentage, Pt = 0.75 %

Pt / fck = 0.75 / 20

= 0.04

STEP 2

UNIAXIAL MOMENT CAPACITY OF THE SECTION ABOUT XX-AXIS

d / D = 52.5 / 600

= 0.0875

Chart for d / D = 0.1 will be used.

Pu / fckbD = 1826 * 103 / 20 * 300 * 600

= 0.507

Referring to chart 44,

Mu / fckb D2 = 0.03

Therefore,

Mux1 = 0.03 * 20 * 300 * 6002


44/113

= 64.8 KNm

STEP 3

UNIAXIAL MOMENT CAPACITY OF THE SECTION ABOUT YY-AXISd / D = 52.5 / 300

= 0.175

Chart for d / D = 0.20 will be used.

Referring to chart 46,

Mu / fckb D2 = 0.025

Therefore,Muy1 = 0.025 * 20 * 600 * 3002 / 106

= 27 KNm

STEP 4

CALCULATION OF PZ

Referring to Chart 63 corresponding to

P = 0.75, fy = 415, fck= 20,Puz / Ag = 11.5 N/mm2

Therefore,

Puz = 11.5 * 300 * 600

= 2070 KN

Pu / Puz = 1826 / 2070

= 0.88

Mux / Mux1 = 9.464 / 64.8

= 0.15

Muy / Muy1 = 2.686 / 27

= 0.1

Referring to chart 64, the permissible value of Mux / Mux1 corresponding


45/113

to the above values of Muy / Muy1 and Pu / Puz is equal to 1.0

As = 0.75 * 300 * 600 / 100

= 1350mm2

Provide 8 nos. of 16mm dia barsAs = 1608.5 mm2

P = 1608.5 * 100 / 300 * 600

= 0.89

Ptprovided > Pt required

E) DESIGN OF STAIRCASE

GIVEN

Type : Dog legged

Number of steps in flight = 13

Tread T = 300

Rise R = 150 mm

M20 Fe415

SOLUTION

STEP 1

Effective Span = ( 13 * 0.3 ) + 1.5/2 + 1.5/2

= 5.4

Thickness of waist slab = ( Span / 20 )

= ( 5400 / 20 )

= 270 mm


46/113

Assume 10mm dia. and cover 25 mm

Therefore, Effective depth = d = 270 5 25

= 240 mm

STEP 2

LOAD CALCULATION

Dead loads of slab on slope = Ws = (0.27 * 1 * 25)

= 6.75 KN/m

Dead load of slab on horizontal span

W = [ Ws ( R2

+ T2

) / T ]= [ 6.75 ( 1502 + 3002) / 300 ] = 7.5 KN/m

R T

Dead load of one step = ( 0.5 * 0.15 * 0.3 * 25 )

= 0.56 KN/m

Load of steps per meter length = ( 0.56 * 1000 / 300 )

= 1.86 KN / mFinishes = 0.53 KN/m

Total dead load = ( 7.5 + 1.86 + 0.53 )

= 9.89

Live load = 5 KN/m2

Total service load = ( 9.89 + 5 )

= 14.89 KN/m

Therefore, Factored load = Wu = (1.5 * 14 * 89 )

= 22.33 KN/m

STEP 3


47/113

BENDING MOMENT CALCULATION

Mu = Wu l2 / 8

= 22.33 * 5.42 / 8

= 81.39 KN

STEP 4

CHECK FOR DEPTH(using SP 16 charts )

( Mu / bd2 ) = ( 81.39*106 / 1000 * 2402 )

= 1.41

( Refer table 2 of SP 16 : Pg 48 )Pt = 0.426

Ast = ( P bd / 100 )

= ( 0.426 * 1000 * 140 / 100 )

= 1022 ~ 1030 mm2

Provide 12 mm dia barsTherefore , Spacing Sv = 1000 ast / Ast

= ( 1000 * 71/4 * 122 ) / 1030

= 110 ~ 100 mm

Provide 12 mm dia bars at 100 mm spacing c/c

STEP 5

DISTRIBUTION REINFORCEMENT

= 0.12 % bD

= 0.0012 * 1000 * 270

= 324 mm2


48/113

Provide 8mm dia bars

Spacing Sv = ( 1000 * /4 * 82 ) / 324

= 165.14 ~ 150 m

Therefore, Provide 8 mm dia bars at 150mm c/c

STEP 6

CHECK FOR SHEAR

Vu = fd l/2

= 22.33 * 5.4 / 2

= 87.29 KNv = Vu / bd

= 87.29 * 103 / 1000 * 270

= 0.32

( Now refer table 20 pg 73 )

cmax = 2.8 N/m

0.5 cmax = 2.8 / 2= 1.4 N/m

Therefore, v < 0.5 cmax

Hence Safe

( Pg 84, IS 456 : 2000 , Cl B.5.2.1.1 )

Permissible shear stress in concrete

100 As /bd

Ast = ( / 4 * 122 * 1000 ) / 100

= 1130 mm2

100 Ast / bd = 100 * 1130 / 1000 * 240

= 0.47


49/113

( Refer table 23 , Pg 84 , IS 456 )

c = 0.30 N/m2

k c = 0.30 * 1.1

= 0.33

c < 0.5 cmax < kc

0.32 < 1.4 < 0.33

Therefore, Safe in shear

STEP 7

CHECK FOR DEFLECTION

Ast @ mid span = ( /4 * 122 * 1000 ) / 100

= 1130 mm2

% Ast = 100 Ast / bd= 100 * 1130 / 1000 * 240

= 0.47

( Refer pg 33, fig 4, IS 456 : 2000 )

Modification factor = 1.2

No. of bars = Ast/ ast

= 1130 / (/4 * 122)

= 9.9 ~ 10 bars

Provide 10 bars

Thus Astprovided = 10 * /4 * 122

= 1130.4


50/113

Minimum depth reqd for modification

= span / BV * MF

= 5400 / 20 * 1.2

= 225 mm

But d provided is 240 mm which is greater than 225 mm

Therefore, dprovide > dactual

Hence Safe

F) DESIGN OF RECTANGULAR FOOTING

GIVEN

Pu = 1170kN

B = 300 mm

D = 600 mm

P = 160 kn/m2

fck= 20 n/mm2

fy = 415 n/mm2

SOLUTION

STEP 1


51/113

SIZE OF FOOTING

Loading of column = 1170

Self weight of footing = 117

Total factored load = wu = 1287

Footing area = ( 1287 / (1.5 * 160 ) ) = 5.36 m2

Proportion the footing area in the same proportion as the sides of the column.

= ( 3x * 6x ) = 5.4 m2

Hence

( x )*( x ) = 0.3

Therefore,

X = 0.544

Short side of footing = 3 * 0.544 = 1.64 m

Long side of footing = 6 * 0.544= 3.28 m

Adopt a rectangular footing of size 3.5m X 1.8m

Factored soil pressure at base is computed as :

Pu = ( 1287 / (3.5 * 1.8 )) = 204.30 < (1.5 * 160 ) = 240 KN/m2

Hence the footing area is adequate since the soil pressure developed at the base is less

than the factored bearing capacity of soil.

STEP 2


52/113

FACTERED BENDING MOMENT

Cantilever projection from the short side face of the column = 0.5 (3.5 0.6 )=1.45

Cantilever projection from the lond side of the column = 0.5 (1.8 0.3)=0.75

Bending moment at short side face of column is ( 0.5 pu . L2) = (0.5 *204.3 *1.45^2 ) =

214.77 KN.m

Bending moment at lond side face of the column is ( 0.5 pu . L2 ) = (0.5 * 204.3 *0.75 ^

2 ) = 57.46 KN.m

STEP 3

DEPTH OF FOOTING

a) From moment considerations we have :

Mu = 0.138 fck b d2

Therefore ,

D = Mu / 0.138 fckb

D = 278.95 mm

b) From shear stress considerations we have the critical section for one way shear is

located at a distance d from the face of the column/

Shear force per metre width ( longer direction )is :

Vul = 205 ( 1450 d ) N

Assuming the shear strength of Tc =0.36 N/mm2 for M20 grade concrete with

nominal percentage of reinforcement, Pt = 0.25


53/113

c = ( Vul / bd)

Solving d = 527 mm

Hence adopt effective depth = d = 550mm and overall depth = D = 600mm

STEP 4

REINFORCEMENT OF FOOTING

a) Longer direction :

Mu = ( 0.87 fy Ast d ) [ 1 ( Ast fy / bd fck )]

Solving Ast = 1077mm2

Adopt 16mm diameter bars at 150 mm centres ( Ast =1340 mm2)

b) Shorter direction :

Solving Ast =292 mm2

Ratio of long to short side = B = 1.95

Reinforcement in central band width of 1.8m is :

= ( 2 / B + 1 ) Ast = 356.34mm2

Minimum reinforcement = (0.0012 * 1000 * 600 ) = 720 > 357

Hence provide 10mm diameter bars at 100mm centres ( Ast = 785.39mm2)

STEP 5


54/113

CHECK FOR SHEAR STRESS

The critical section for one way shear is located at a distance d from the face of the

column.

Ultimate shear force per metre width in the longer direction is :

Vu = ( 189.215 kn

( 100 Ast / b d ) = ( 100 * 1340 / ( 1000 * 600 )) = 0.23

Refer table 19 of IS 456-2000 and read out the permissible shear stress :

= ( ks c ) = ( 1 * 0.33 ) = 0.33

Nominal shear stress = v = ( Vu / b d ) = 0.315

Since v < ( ks c), shear stresses are within the safe permissible limits.

STEP 6

REINFORCEMENT DETAILS

The details of reinforcement in the footing is shown in fig 8.5

Step 3

SHEAR REINFORCEMENT

Vu =

Nominal shear stress = v = ( Vu / bd )

(100 Ast / bd ) =


55/113

Refer table 19 (IS 456 2000 ) and read out the permissible shear stress in concrete as

c = N/mm2 < v

Hence shear reinforcement are to be designed to resist the balance shear given by :

Vs = [ Vu cbd]

Using mm diameter legged stirrups, spacing is :

Sv = [ 0.87 fy Asv d / Vs ]

Provide mm diameter legged stirrups at mm centers

CHAPTER 9

CODING FROM STAAD - STRUCTURAL SOFTWARE

The analysis of the structure was carried out in STAAD.Pro, a structural analysis and

design software, under the application of dead load, live load and combination of loads.

The coding of the Structure is as follows:

STAAD Input (STAAD.Pro)


56/113

STAAD SPACE

START JOB INFORMATION

ENGINEER DATE 24-Aug-12

END JOB INFORMATION

INPUT WIDTH 79

UNIT METER KN

JOINT COORDINATES

1 0 0 0; 2 4.8375 0 0; 3 6.6375 0 0; 4 13.7125 0 0; 5 17.25 0 0; 6 20.6625 0 0;

7 28.5125 0 0; 8 4.8375 0 2.025; 9 6.6375 0 2.025; 10 13.7125 0 3.225;

11 10.2 0 3.225; 12 13.7125 0 7.725; 13 10.2 0 7.725; 14 4.8375 0 4.05;

15 6.6375 0 4.05; 16 28.5125 0 2.4625; 17 4.8375 0 7.725; 18 -3.7875 0 7.725;

19 17.25 0 7.725; 20 20.6625 0 7.725; 21 28.5125 0 7.725; 22 26.7875 0 7.725;

23 28.5125 0 9.75; 24 26.7875 0 9.75; 25 28.5125 0 4.725; 26 -3.7875 0 10.05;

27 -0.6 0 10.05; 28 4.6125 0 10.05; 29 6.6375 0 10.05; 30 10.425 0 10.05;

31 13.8375 0 10.05; 32 17.475 0 10.05; 33 20.6625 0 10.05; 34 -0.6 0 17.775;

35 6.6375 0 17.775; 36 10.425 0 17.775; 37 13.8375 0 17.775; 38 17.25 0 17.775;

39 20.6625 0 17.775; 40 3.225 0 17.775; 41 6.6375 0 13.9125;

42 20.6625 0 13.9125; 43 24.7 0 17.775; 44 28.5125 0 17.775;

45 31.525 0 17.775; 46 34.425 0 17.775; 47 28.5125 0 14.55; 48 31.525 0 14.55;

49 34.425 0 14.55; 50 30.625 0 12.825; 51 34.425 0 12.825; 52 -9.6875 0 14.55;

53 -9.6875 0 3.225; 54 0 2 0; 55 4.8375 2 0; 56 6.6375 2 0; 57 13.7125 2 0;

58 17.25 2 0; 59 20.6625 2 0; 60 28.5125 2 0; 61 4.8375 2 2.025;

62 6.6375 2 2.025; 63 13.7125 2 3.225; 64 10.2 2 3.225; 65 13.7125 2 7.725;

66 10.2 2 7.725; 67 4.8375 2 4.05; 68 6.6375 2 4.05; 69 28.5125 2 2.4625;


57/113


58/113

152 6.6375 9.2 2.025; 153 13.7125 9.2 3.225; 154 10.2 9.2 3.225;

155 13.7125 9.2 7.725; 156 10.2 9.2 7.725; 157 4.8375 9.2 4.05;

158 6.6375 9.2 4.05; 159 28.5125 9.2 2.4625; 160 4.8375 9.2 7.725;

161 -3.7875 9.2 7.725; 162 17.25 9.2 7.725; 163 20.6625 9.2 7.725;

164 28.5125 9.2 7.725; 165 26.7875 9.2 7.725; 166 28.5125 9.2 9.75;

167 26.7875 9.2 9.75; 168 28.5125 9.2 4.725; 169 -3.7875 9.2 10.05;

170 -0.6 9.2 10.05; 171 4.6125 9.2 10.05; 172 6.6375 9.2 10.05;

173 10.425 9.2 10.05; 174 13.8375 9.2 10.05; 175 17.475 9.2 10.05;

176 20.6625 9.2 10.05; 177 -0.6 9.2 17.775; 178 6.6375 9.2 17.775;

179 10.425 9.2 17.775; 180 13.8375 9.2 17.775; 181 17.25 9.2 17.775;

182 20.6625 9.2 17.775; 183 3.225 9.2 17.775; 184 6.6375 9.2 13.9125;

185 20.6625 9.2 13.9125; 186 24.7 9.2 17.775; 187 28.5125 9.2 17.775;

188 28.5125 9.2 14.55; 189 0 12.8 0; 190 4.8375 12.8 0; 191 6.6375 12.8 0;

192 13.7125 12.8 0; 193 17.25 12.8 0; 194 20.6625 12.8 0; 195 28.5125 12.8 0;

196 4.8375 12.8 2.025; 197 6.6375 12.8 2.025; 198 13.7125 12.8 3.225;

199 10.2 12.8 3.225; 200 13.7125 12.8 7.725; 201 10.2 12.8 7.725;

202 4.8375 12.8 4.05; 203 6.6375 12.8 4.05; 204 28.5125 12.8 2.4625;

205 4.8375 12.8 7.725; 206 -3.7875 12.8 7.725; 207 17.25 12.8 7.725;

208 20.6625 12.8 7.725; 209 28.5125 12.8 7.725; 210 26.7875 12.8 7.725;

211 28.5125 12.8 9.75; 212 26.7875 12.8 9.75; 213 28.5125 12.8 4.725;

214 -3.7875 12.8 10.05; 215 -0.6 12.8 10.05; 216 4.6125 12.8 10.05;

217 6.6375 12.8 10.05; 218 10.425 12.8 10.05; 219 13.8375 12.8 10.05;

220 17.475 12.8 10.05; 221 20.6625 12.8 10.05; 222 -0.6 12.8 17.775;

223 6.6375 12.8 17.775; 224 10.425 12.8 17.775; 225 13.8375 12.8 17.775;


59/113

226 17.25 12.8 17.775; 227 20.6625 12.8 17.775; 228 3.225 12.8 17.775;

229 6.6375 12.8 13.9125; 230 20.6625 12.8 13.9125; 231 24.7 12.8 17.775;

232 28.5125 12.8 17.775; 233 28.5125 12.8 14.55; 234 0 16.4 0;

235 4.8375 16.4 0; 236 6.6375 16.4 0; 237 13.7125 16.4 0; 238 17.25 16.4 0;

239 20.6625 16.4 0; 240 28.5125 16.4 0; 241 4.8375 16.4 2.025;

242 6.6375 16.4 2.025; 243 13.7125 16.4 3.225; 244 10.2 16.4 3.225;

245 13.7125 16.4 7.725; 246 10.2 16.4 7.725; 247 4.8375 16.4 4.05;

248 6.6375 16.4 4.05; 249 28.5125 16.4 2.4625; 250 4.8375 16.4 7.725;

251 -3.7875 16.4 7.725; 252 17.25 16.4 7.725; 253 20.6625 16.4 7.725;

254 28.5125 16.4 7.725; 255 26.7875 16.4 7.725; 256 28.5125 16.4 9.75;

257 26.7875 16.4 9.75; 258 28.5125 16.4 4.725; 259 -3.7875 16.4 10.05;

260 -0.6 16.4 10.05; 261 4.6125 16.4 10.05; 262 6.6375 16.4 10.05;

263 10.425 16.4 10.05; 264 13.8375 16.4 10.05; 265 17.475 16.4 10.05;

266 20.6625 16.4 10.05; 267 -0.6 16.4 17.775; 268 6.6375 16.4 17.775;

269 10.425 16.4 17.775; 270 13.8375 16.4 17.775; 271 17.25 16.4 17.775;

272 20.6625 16.4 17.775; 273 3.225 16.4 17.775; 274 6.6375 16.4 13.9125;

275 20.6625 16.4 13.9125; 276 24.7 16.4 17.775; 277 28.5125 16.4 17.775;

278 28.5125 16.4 14.55; 279 0 20 0; 280 4.8375 20 0; 281 6.6375 20 0;

282 13.7125 20 0; 283 17.25 20 0; 284 20.6625 20 0; 285 28.5125 20 0;

286 4.8375 20 2.025; 287 6.6375 20 2.025; 288 13.7125 20 3.225;

289 10.2 20 3.225; 290 13.7125 20 7.725; 291 10.2 20 7.725; 292 4.8375 20 4.05;

293 6.6375 20 4.05; 294 28.5125 20 2.4625; 295 4.8375 20 7.725;

296 -3.7875 20 7.725; 297 17.25 20 7.725; 298 20.6625 20 7.725;

299 28.5125 20 7.725; 300 26.7875 20 7.725; 301 28.5125 20 9.75;


60/113

302 26.7875 20 9.75; 303 28.5125 20 4.725; 304 -3.7875 20 10.05;

305 -0.6 20 10.05; 306 4.6125 20 10.05; 307 6.6375 20 10.05;

308 10.425 20 10.05; 309 13.8375 20 10.05; 310 17.475 20 10.05;

311 20.6625 20 10.05; 312 -0.6 20 17.775; 313 6.6375 20 17.775;

314 10.425 20 17.775; 315 13.8375 20 17.775; 316 17.25 20 17.775;

317 20.6625 20 17.775; 318 3.225 20 17.775; 319 6.6375 20 13.9125;

320 20.6625 20 13.9125; 321 24.7 20 17.775; 322 28.5125 20 17.775;

323 28.5125 20 14.55; 324 0 23.6 0; 325 4.8375 23.6 0; 326 6.6375 23.6 0;

327 13.7125 23.6 0; 328 17.25 23.6 0; 329 20.6625 23.6 0; 330 28.5125 23.6 0;

331 4.8375 23.6 2.025; 332 6.6375 23.6 2.025; 333 13.7125 23.6 3.225;

334 10.2 23.6 3.225; 335 13.7125 23.6 7.725; 336 10.2 23.6 7.725;

337 4.8375 23.6 4.05; 338 6.6375 23.6 4.05; 339 28.5125 23.6 2.4625;

340 4.8375 23.6 7.725; 341 -3.7875 23.6 7.725; 342 17.25 23.6 7.725;

343 20.6625 23.6 7.725; 344 28.5125 23.6 7.725; 345 26.7875 23.6 7.725;

346 28.5125 23.6 9.75; 347 26.7875 23.6 9.75; 348 28.5125 23.6 4.725;

349 -3.7875 23.6 10.05; 350 -0.6 23.6 10.05; 351 4.6125 23.6 10.05;

352 6.6375 23.6 10.05; 353 10.425 23.6 10.05; 354 13.8375 23.6 10.05;

355 17.475 23.6 10.05; 356 20.6625 23.6 10.05; 357 -0.6 23.6 17.775;

358 6.6375 23.6 17.775; 359 10.425 23.6 17.775; 360 13.8375 23.6 17.775;

361 17.25 23.6 17.775; 362 20.6625 23.6 17.775; 363 3.225 23.6 17.775;

364 6.6375 23.6 13.9125; 365 20.6625 23.6 13.9125; 366 24.7 23.6 17.775;

367 28.5125 23.6 17.775; 368 28.5125 23.6 14.55; 369 31.525 2 17.775;

370 34.425 2 17.775; 371 31.525 2 14.55; 372 34.425 2 14.55;

373 30.625 2 12.825; 374 34.425 2 12.825; 375 -9.6875 2 14.55;


61/113

376 -9.6875 2 3.225; 377 -9.6875 5.6 14.55; 378 -9.6875 5.6 3.225;

379 31.525 5.6 17.775; 380 34.425 5.6 17.775; 381 31.525 5.6 14.55;

382 34.425 5.6 14.55; 383 30.625 5.6 12.825; 384 34.425 5.6 12.825;

385 31.525 9.2 17.775; 386 34.425 9.2 17.775; 387 31.525 9.2 14.55;

388 34.425 9.2 14.55; 389 30.625 9.2 12.825; 390 34.425 9.2 12.825;

391 1.49012e-008 2 7.725; 392 7.81226e-009 2 4.05; 393 6.6375 2 7.725;

394 6.6375 2 3.225; 395 25.0625 2 0; 396 25.0625 2 7.725; 397 20.6625 2 3.3;

398 28.5125 2 3.3; 399 18.0375 2 0; 400 18.0375 2 7.725; 401 15.525 2 0;

402 15.525 2 7.725; 403 15.525 2 3.225; 404 18.0375 2 10.05;

405 18.0375 2 17.775; 406 -3.7875 2 4.76837e-007; 407 -3.7875 2 17.775;

408 30.625 2 14.55; 409 25.0625 2 3.3; 410 -3.7875 5.6 0; 411 -9.6875 5.6 0;

412 -3.7875 5.6 3.225; 413 -3.7875 5.6 3.8875; 414 6.6375 5.6 7.725;

415 1.49012e-008 5.6 7.725; 416 7.81226e-009 5.6 4.05;

417 7.4988e-009 5.6 3.8875; 418 6.6375 5.6 3.225; 419 15.525 5.6 0;

420 15.525 5.6 7.725; 421 15.525 5.6 3.225; 422 18.0375 5.6 0;

423 18.0375 5.6 7.725; 424 25.0625 5.6 0; 425 25.0625 5.6 7.725;

426 28.5125 5.6 3.3; 427 25.0625 5.6 3.3; 428 20.6625 5.6 3.3;

429 24.7 5.6 7.725; 430 -3.7875 5.6 7.2; 431 -9.6875 5.6 7.2;

432 -3.7875 5.6 11.1; 433 -9.6875 5.6 11.1; 434 -3.7875 5.6 17.775;

435 -9.6875 5.6 17.775; 436 30.625 5.6 14.55; 437 -3.7875 5.6 14.55;

438 3.225 5.6 10.05; 439 17.25 5.6 10.05; 440 -9.6875 2 0; 441 -3.7875 2 3.225;

442 -9.6875 2 17.775; 443 -3.7875 2 14.55; 444 20.6625 2 9.75; 445 24.7 2 9.75;

446 26.7875 5.6 10.05; 447 24.7 5.6 10.05; 448 28.5125 5.6 10.05;

449 4.8375 5.6 10.05; 450 1.49012e-008 9.2 7.725; 451 3.225 9.2 10.05;


62/113

452 17.25 9.2 10.05; 453 24.7 0 0; 454 24.7 2 0; 455 24.7 5.6 0;

456 24.7 9.2 0; 457 24.7 12.8 0; 458 24.7 16.4 0; 459 24.7 20 0;

460 24.7 23.6 0; 461 24.7 9.2 10.05; 462 30.625 9.2 14.55;

463 6.6375 9.2 7.725; 464 6.6375 9.2 3.225; 465 3.90613e-009 9.2 2.025;

466 -3.7875 9.2 0; 467 0 9.2 -0.975; 468 4.8375 9.2 -0.975; 469 -4.7625 9.2 0;

470 13.7125 9.2 -0.975; 471 28.5125 9.2 -0.975; 472 8.8973e-009 9.2 4.6125;

473 4.8375 9.2 4.6125; 474 -3.7875 9.2 4.6125; 475 2.0625 9.2 4.6125;

476 -1.95 9.2 4.6125; 477 -1.95 9.2 7.725; 478 2.0625 9.2 7.725;

479 2.0625 9.2 7.0125; 480 -1.95 9.2 7.0125; 481 1.35268e-008 9.2 7.0125;

482 17.25 9.2 -0.975; 483 20.6625 9.2 -0.975; 484 24.7 9.2 -0.975;

485 -4.7625 9.2 -0.975; 486 -4.7625 9.2 7.725; 487 -4.7625 9.2 10.05;

488 -4.7625 9.2 4.6125; 489 -4.7625 9.2 17.775; 490 -3.7875 9.2 17.025;

491 -4.7625 9.2 17.025; 492 -0.6 9.2 17.025; 493 -0.6 9.2 18.75;

494 6.6375 9.2 18.75; 495 10.425 9.2 18.75; 496 13.8375 9.2 18.75;

497 17.25 9.2 18.75; 498 20.6625 9.2 18.75; 499 3.225 9.2 18.75;

500 24.7 9.2 18.75; 501 28.5125 9.2 18.75; 502 11.2375 9.2 3.225;

503 11.2375 9.2 7.725; 504 8.775 9.2 7.725; 505 8.775 9.2 3.225;

506 24.7 9.2 4.725; 507 20.6625 9.2 4.725; 508 17.25 9.2 4.725;

509 13.7125 9.2 4.725; 510 18.8625 9.2 4.725; 511 15.525 9.2 4.725;

512 15.525 9.2 7.725; 513 18.8625 9.2 7.725; 514 22.275 9.2 4.725;

515 26.7875 9.2 4.725; 516 22.275 9.2 7.725; 517 18.8625 9.2 7.125;

518 15.525 9.2 7.125; 519 22.275 9.2 7.125; 520 26.7875 9.2 7.125;

521 17.25 9.2 7.125; 522 20.6625 9.2 7.125; 523 28.5125 9.2 7.125;

524 -0.6 9.2 13.1625; 525 6.6375 9.2 13.1625; 526 10.425 9.2 13.1625;


63/113

527 13.8375 9.2 13.1625; 528 20.6625 9.2 13.1625; 529 3.225 9.2 13.1625;

530 17.25 9.2 13.1625; 531 24.7 9.2 13.1625; 532 1.0125 9.2 10.05;

533 1.0125 9.2 13.1625; 534 4.6125 9.2 13.1625; 535 -0.6 9.2 10.7625;

536 3.225 9.2 10.7625; 537 1.0125 9.2 10.7625; 538 4.6125 9.2 10.7625;

539 12.0375 9.2 13.1625; 540 8.925 9.2 13.1625; 541 12.0375 9.2 10.7625;

542 8.925 9.2 10.7625; 543 8.925 9.2 10.05; 544 12.0375 9.2 10.05;

545 10.425 9.2 10.7625; 546 18.8625 9.2 13.1625; 547 15.75 9.2 13.1625;

548 18.8625 9.2 10.7625; 549 15.75 9.2 10.7625; 550 17.25 9.2 10.7625;

551 15.75 9.2 10.05; 552 18.8625 9.2 10.05; 553 22.275 9.2 10.05;

554 22.275 9.2 13.1625; 555 22.275 9.2 10.7625; 556 20.6625 9.2 10.7625;

557 28.5125 9.2 12.975; 558 24.7 9.2 12.975; 559 26.7875 9.2 12.975;

560 28.5125 9.2 10.575; 561 26.7875 9.2 10.575; 562 26.7875 9.2 10.05;

563 24.7 9.2 7.725; 564 1.49012e-008 12.8 7.725; 565 3.225 12.8 10.05;

566 17.25 12.8 10.05; 567 24.7 12.8 10.05; 568 6.6375 12.8 7.725;

569 6.6375 12.8 3.225; 570 3.90613e-009 12.8 2.025; 571 -3.7875 12.8 0;

572 0 12.8 -0.975; 573 4.8375 12.8 -0.975; 574 -4.7625 12.8 0;

575 13.7125 12.8 -0.975; 576 28.5125 12.8 -0.975; 577 8.8973e-009 12.8 4.6125;

578 4.8375 12.8 4.6125; 579 -3.7875 12.8 4.6125; 580 2.0625 12.8 4.6125;

581 -1.95 12.8 4.6125; 582 -1.95 12.8 7.725; 583 2.0625 12.8 7.725;

584 2.0625 12.8 7.0125; 585 -1.95 12.8 7.0125; 586 1.35268e-008 12.8 7.0125;

587 17.25 12.8 -0.975; 588 20.6625 12.8 -0.975; 589 24.7 12.8 -0.975;

590 -4.7625 12.8 -0.975; 591 -4.7625 12.8 7.725; 592 -4.7625 12.8 10.05;

593 -4.7625 12.8 4.6125; 594 -4.7625 12.8 17.775; 595 -3.7875 12.8 17.025;

596 -4.7625 12.8 17.025; 597 -0.6 12.8 17.025; 598 -0.6 12.8 18.75;


64/113

599 6.6375 12.8 18.75; 600 10.425 12.8 18.75; 601 13.8375 12.8 18.75;

602 17.25 12.8 18.75; 603 20.6625 12.8 18.75; 604 3.225 12.8 18.75;

605 24.7 12.8 18.75; 606 28.5125 12.8 18.75; 607 11.2375 12.8 3.225;

608 11.2375 12.8 7.725; 609 8.775 12.8 7.725; 610 8.775 12.8 3.225;

611 24.7 12.8 4.725; 612 20.6625 12.8 4.725; 613 17.25 12.8 4.725;

614 13.7125 12.8 4.725; 615 18.8625 12.8 4.725; 616 15.525 12.8 4.725;

617 15.525 12.8 7.725; 618 18.8625 12.8 7.725; 619 22.275 12.8 4.725;

620 26.7875 12.8 4.725; 621 22.275 12.8 7.725; 622 18.8625 12.8 7.125;

623 15.525 12.8 7.125; 624 22.275 12.8 7.125; 625 26.7875 12.8 7.125;

626 17.25 12.8 7.125; 627 20.6625 12.8 7.125; 628 28.5125 12.8 7.125;

629 -0.6 12.8 13.1625; 630 6.6375 12.8 13.1625; 631 10.425 12.8 13.1625;

632 13.8375 12.8 13.1625; 633 20.6625 12.8 13.1625; 634 3.225 12.8 13.1625;

635 17.25 12.8 13.1625; 636 24.7 12.8 13.1625; 637 1.0125 12.8 10.05;

638 1.0125 12.8 13.1625; 639 4.6125 12.8 13.1625; 640 -0.6 12.8 10.7625;

641 3.225 12.8 10.7625; 642 1.0125 12.8 10.7625; 643 4.6125 12.8 10.7625;

644 12.0375 12.8 13.1625; 645 8.925 12.8 13.1625; 646 12.0375 12.8 10.7625;

647 8.925 12.8 10.7625; 648 8.925 12.8 10.05; 649 12.0375 12.8 10.05;

650 10.425 12.8 10.7625; 651 18.8625 12.8 13.1625; 652 15.75 12.8 13.1625;

653 18.8625 12.8 10.7625; 654 15.75 12.8 10.7625; 655 17.25 12.8 10.7625;

656 15.75 12.8 10.05; 657 18.8625 12.8 10.05; 658 22.275 12.8 10.05;

659 22.275 12.8 13.1625; 660 22.275 12.8 10.7625; 661 20.6625 12.8 10.7625;

662 28.5125 12.8 12.975; 663 24.7 12.8 12.975; 664 26.7875 12.8 12.975;

665 28.5125 12.8 10.575; 666 26.7875 12.8 10.575; 667 26.7875 12.8 10.05;

668 24.7 12.8 7.725; 669 1.49012e-008 16.4 7.725; 670 3.225 16.4 10.05;


65/113

671 17.25 16.4 10.05; 672 24.7 16.4 10.05; 673 6.6375 16.4 7.725;

674 6.6375 16.4 3.225; 675 3.90613e-009 16.4 2.025; 676 -3.7875 16.4 0;

677 0 16.4 -0.975; 678 4.8375 16.4 -0.975; 679 -4.7625 16.4 0;

680 13.7125 16.4 -0.975; 681 28.5125 16.4 -0.975; 682 8.8973e-009 16.4 4.6125;

683 4.8375 16.4 4.6125; 684 -3.7875 16.4 4.6125; 685 2.0625 16.4 4.6125;

686 -1.95 16.4 4.6125; 687 -1.95 16.4 7.725; 688 2.0625 16.4 7.725;

689 2.0625 16.4 7.0125; 690 -1.95 16.4 7.0125; 691 1.35268e-008 16.4 7.0125;

692 17.25 16.4 -0.975; 693 20.6625 16.4 -0.975; 694 24.7 16.4 -0.975;

695 -4.7625 16.4 -0.975; 696 -4.7625 16.4 7.725; 697 -4.7625 16.4 10.05;

698 -4.7625 16.4 4.6125; 699 -4.7625 16.4 17.775; 700 -3.7875 16.4 17.025;

701 -4.7625 16.4 17.025; 702 -0.6 16.4 17.025; 703 -0.6 16.4 18.75;

704 6.6375 16.4 18.75; 705 10.425 16.4 18.75; 706 13.8375 16.4 18.75;

707 17.25 16.4 18.75; 708 20.6625 16.4 18.75; 709 3.225 16.4 18.75;

710 24.7 16.4 18.75; 711 28.5125 16.4 18.75; 712 11.2375 16.4 3.225;

713 11.2375 16.4 7.725; 714 8.775 16.4 7.725; 715 8.775 16.4 3.225;

716 24.7 16.4 4.725; 717 20.6625 16.4 4.725; 718 17.25 16.4 4.725;

719 13.7125 16.4 4.725; 720 18.8625 16.4 4.725; 721 15.525 16.4 4.725;

722 15.525 16.4 7.725; 723 18.8625 16.4 7.725; 724 22.275 16.4 4.725;

725 26.7875 16.4 4.725; 726 22.275 16.4 7.725; 727 18.8625 16.4 7.125;

728 15.525 16.4 7.125; 729 22.275 16.4 7.125; 730 26.7875 16.4 7.125;

731 17.25 16.4 7.125; 732 20.6625 16.4 7.125; 733 28.5125 16.4 7.125;

734 -0.6 16.4 13.1625; 735 6.6375 16.4 13.1625; 736 10.425 16.4 13.1625;

737 13.8375 16.4 13.1625; 738 20.6625 16.4 13.1625; 739 3.225 16.4 13.1625;

740 17.25 16.4 13.1625; 741 24.7 16.4 13.1625; 742 1.0125 16.4 10.05;


66/113

743 1.0125 16.4 13.1625; 744 4.6125 16.4 13.1625; 745 -0.6 16.4 10.7625;

746 3.225 16.4 10.7625; 747 1.0125 16.4 10.7625; 748 4.6125 16.4 10.7625;

749 12.0375 16.4 13.1625; 750 8.925 16.4 13.1625; 751 12.0375 16.4 10.7625;

752 8.925 16.4 10.7625; 753 8.925 16.4 10.05; 754 12.0375 16.4 10.05;

755 10.425 16.4 10.7625; 756 18.8625 16.4 13.1625; 757 15.75 16.4 13.1625;

758 18.8625 16.4 10.7625; 759 15.75 16.4 10.7625; 760 17.25 16.4 10.7625;

761 15.75 16.4 10.05; 762 18.8625 16.4 10.05; 763 22.275 16.4 10.05;

764 22.275 16.4 13.1625; 765 22.275 16.4 10.7625; 766 20.6625 16.4 10.7625;

767 28.5125 16.4 12.975; 768 24.7 16.4 12.975; 769 26.7875 16.4 12.975;

770 28.5125 16.4 10.575; 771 26.7875 16.4 10.575; 772 26.7875 16.4 10.05;

773 24.7 16.4 7.725; 774 1.49012e-008 20 7.725; 775 3.225 20 10.05;

776 17.25 20 10.05; 777 24.7 20 10.05; 778 6.6375 20 7.725;

779 6.6375 20 3.225; 780 3.90613e-009 20 2.025; 781 -3.7875 20 0;

782 0 20 -0.975; 783 4.8375 20 -0.975; 784 -4.7625 20 0; 785 13.7125 20 -0.975;

786 28.5125 20 -0.975; 787 8.8973e-009 20 4.6125; 788 4.8375 20 4.6125;

789 -3.7875 20 4.6125; 790 2.0625 20 4.6125; 791 -1.95 20 4.6125;

792 -1.95 20 7.725; 793 2.0625 20 7.725; 794 2.0625 20 7.0125;

795 -1.95 20 7.0125; 796 1.35268e-008 20 7.0125; 797 17.25 20 -0.975;

798 20.6625 20 -0.975; 799 24.7 20 -0.975; 800 -4.7625 20 -0.975;

801 -4.7625 20 7.725; 802 -4.7625 20 10.05; 803 -4.7625 20 4.6125;

804 -4.7625 20 17.775; 805 -3.7875 20 17.025; 806 -4.7625 20 17.025;

807 -0.6 20 17.025; 808 -0.6 20 18.75; 809 6.6375 20 18.75;

810 10.425 20 18.75; 811 13.8375 20 18.75; 812 17.25 20 18.75;

813 20.6625 20 18.75; 814 3.225 20 18.75; 815 24.7 20 18.75;


67/113

816 28.5125 20 18.75; 817 11.2375 20 3.225; 818 11.2375 20 7.725;

819 8.775 20 7.725; 820 8.775 20 3.225; 821 24.7 20 4.725;

822 20.6625 20 4.725; 823 17.25 20 4.725; 824 13.7125 20 4.725;

825 18.8625 20 4.725; 826 15.525 20 4.725; 827 15.525 20 7.725;

828 18.8625 20 7.725; 829 22.275 20 4.725; 830 26.7875 20 4.725;

831 22.275 20 7.725; 832 18.8625 20 7.125; 833 15.525 20 7.125;

834 22.275 20 7.125; 835 26.7875 20 7.125; 836 17.25 20 7.125;

837 20.6625 20 7.125; 838 28.5125 20 7.125; 839 -0.6 20 13.1625;

840 6.6375 20 13.1625; 841 10.425 20 13.1625; 842 13.8375 20 13.1625;

843 20.6625 20 13.1625; 844 3.225 20 13.1625; 845 17.25 20 13.1625;

846 24.7 20 13.1625; 847 1.0125 20 10.05; 848 1.0125 20 13.1625;

849 4.6125 20 13.1625; 850 -0.6 20 10.7625; 851 3.225 20 10.7625;

852 1.0125 20 10.7625; 853 4.6125 20 10.7625; 854 12.0375 20 13.1625;

855 8.925 20 13.1625; 856 12.0375 20 10.7625; 857 8.925 20 10.7625;

858 8.925 20 10.05; 859 12.0375 20 10.05; 860 10.425 20 10.7625;

861 18.8625 20 13.1625; 862 15.75 20 13.1625; 863 18.8625 20 10.7625;

864 15.75 20 10.7625; 865 17.25 20 10.7625; 866 15.75 20 10.05;

867 18.8625 20 10.05; 868 22.275 20 10.05; 869 22.275 20 13.1625;

870 22.275 20 10.7625; 871 20.6625 20 10.7625; 872 28.5125 20 12.975;

873 24.7 20 12.975; 874 26.7875 20 12.975; 875 28.5125 20 10.575;

876 26.7875 20 10.575; 877 26.7875 20 10.05; 878 24.7 20 7.725;

879 4.8375 23.6 10.05; 880 26.7875 23.6 10.05; 881 1.49012e-008 23.6 7.725;

882 3.225 23.6 10.05; 883 17.25 23.6 10.05; 884 -4.7625 23.6 0;

885 -4.7625 23.6 17.775; 886 -4.7625 23.6 7.725; 887 -4.7625 23.6 10.05;


68/113

888 0 23.6 -0.975; 889 4.8375 23.6 -0.975; 890 -4.7625 23.6 -0.975;

891 13.7125 23.6 -0.975; 892 17.25 23.6 -0.975; 893 20.6625 23.6 -0.975;

894 28.5125 23.6 -0.975; 895 24.7 23.6 -0.975; 896 -0.6 23.6 18.75;

897 6.6375 23.6 18.75; 898 10.425 23.6 18.75; 899 13.8375 23.6 18.75;

900 17.25 23.6 18.75; 901 20.6625 23.6 18.75; 902 3.225 23.6 18.75;

903 24.7 23.6 18.75; 904 28.5125 23.6 18.75; 905 -4.7625 23.6 18.75;

906 4.8375 23.6 4.5; 907 8.68029e-009 23.6 4.5; 908 11.2375 23.6 3.225;

909 11.2375 23.6 7.725; 910 8.775 23.6 3.225; 911 8.775 23.6 7.725;

912 6.6375 23.6 3.225; 913 6.6375 23.6 7.725; 914 24.7 23.6 7.725;

915 24.7 23.6 10.05; 916 24.7 23.6 12.975; 917 28.5125 23.6 12.975;

918 28.5125 23.6 10.575; 919 26.7875 23.6 10.575; 920 24.7 23.6 10.575;

921 6.6375 26 0; 922 13.7125 26 0; 923 6.6375 26 2.025; 924 8.775 26 3.225;

925 13.7125 26 3.225; 926 6.6375 26.6 0; 927 13.7125 26.6 0;

928 6.6375 26.6 2.025; 929 8.775 26.6 3.225; 930 13.7125 26.6 3.225;

931 6.6375 28.4 0; 932 13.7125 28.4 0; 933 6.6375 28.4 2.025;

934 13.7125 28.4 3.225; 935 6.6375 26 3.225; 936 6.6375 28.4 3.225;

937 4.8375 26.6 0; 938 4.8375 26.6 2.025; 939 4.8375 26.6 4.05;

940 6.6375 26.6 4.05; 941 3.3375 26.6 0; 942 3.3375 26.6 2.025;

943 3.3375 26.6 4.05; 944 6.6375 26.6 3.225; 945 4.8375 29.6 0;

946 4.8375 29.6 4.05; 947 6.6375 29.6 4.05; 948 3.3375 29.6 0;

949 6.6375 29.6 0; 950 3.3375 29.6 4.05; 951 3.3375 29.6 2.025;

952 6.6375 29.6 2.025; 953 13.7125 26.6 7.725; 954 8.775 26.6 7.725;

955 4.8375 26.6 7.725; 956 6.6375 26.6 7.725; 957 10.2 26.6 3.225;

958 10.2 26 3.225; 959 10.2 28.4 3.225; 960 10.2 26.6 7.725;


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961 20.6625 27.2 0; 962 28.5125 27.2 0; 963 28.5125 27.2 2.4625;

964 20.6625 27.2 7.725; 965 28.5125 27.2 7.725; 966 26.7875 27.2 7.725;

967 28.5125 27.2 9.75; 968 26.7875 27.2 9.75; 969 28.5125 27.2 4.725;

970 20.6625 27.2 10.05; 971 20.6625 27.2 17.775; 972 20.6625 27.2 13.9125;

973 28.5125 27.2 17.775; 974 28.5125 27.2 14.55; 975 20.6625 27.2 2.4625;

976 20.6625 27.2 4.725; 977 26.7875 27.2 10.05; 978 20.6625 27.2 14.55;

979 20.6625 27.2 18.75; 980 28.5125 27.2 18.75; 981 20.6625 27.2 -0.975;

982 28.5125 27.2 -0.975; 983 24.7 27.2 10.05; 984 24.7 27.2 14.55;

985 24.7 27.2 18.75; 986 28.5125 30.2 7.725; 987 26.7875 30.2 7.725;

988 28.5125 30.2 9.75; 989 26.7875 30.2 9.75; 990 28.5125 33.2 7.725;

991 26.7875 33.2 7.725; 992 28.5125 33.2 9.75; 993 26.7875 33.2 9.75;

994 25.2875 30.2 7.725; 995 25.2875 30.2 9.75; 996 25.2875 33.2 7.725;

997 25.2875 33.2 9.75; 998 28.5125 27.2 10.575; 999 26.7875 27.2 10.575;

1000 24.7 27.2 10.575; 1001 13.7125 3.8 0; 1002 13.7125 3.8 3.225;

1003 9.875 2 3.225; 1005 13.7125 3.8 1.875; 1006 9.875 2 0;

1007 13.7125 3.8 1.3; 1008 12.2875 3.8 0; 1009 12.2875 3.8 3.225;

1010 12.2875 3.8 1.875; 1011 12.2875 3.8 1.3; 1012 7.9125 5.6 0;

1013 6.6375 5.6 1.3; 1014 7.9125 5.6 1.3; 1015 13.7125 7.4 0;

1016 13.7125 7.4 3.225; 1017 6.6375 5.6 1.875; 1018 13.7125 7.4 1.875;

1019 13.7125 7.4 1.3; 1020 12.2875 7.4 0; 1021 12.2875 7.4 3.225;

1022 12.2875 7.4 1.875; 1023 12.2875 7.4 1.3; 1024 7.9125 9.2 0;

1025 6.6375 9.2 1.3; 1026 7.9125 9.2 1.3; 1027 7.9125 5.6 3.225;

1028 7.9125 5.6 1.875; 1029 13.7125 11 0; 1030 13.7125 11 3.225;

1031 6.6375 9.2 1.875; 1032 13.7125 11 1.875; 1033 13.7125 11 1.3;


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1034 12.2875 11 0; 1035 12.2875 11 3.225; 1036 12.2875 11 1.875;

1037 12.2875 11 1.3; 1038 7.9125 12.8 0; 1039 6.6375 12.8 1.3;

1040 7.9125 12.8 1.3; 1041 7.9125 9.2 3.225; 1042 7.9125 9.2 1.875;

1043 13.7125 14.6 0; 1044 13.7125 14.6 3.225; 1045 6.6375 12.8 1.875;

1046 13.7125 14.6 1.875; 1047 13.7125 14.6 1.3; 1048 12.2875 14.6 0;

1049 12.2875 14.6 3.225; 1050 12.2875 14.6 1.875; 1051 12.2875 14.6 1.3;

1052 7.9125 16.4 0; 1053 6.6375 16.4 1.3; 1054 7.9125 16.4 1.3;

1055 7.9125 12.8 3.225; 1056 7.9125 12.8 1.875; 1057 13.7125 18.2 0;

1058 13.7125 18.2 3.225; 1059 6.6375 16.4 1.875; 1060 13.7125 18.2 1.875;

1061 13.7125 18.2 1.3; 1062 12.2875 18.2 0; 1063 12.2875 18.2 3.225;

1064 12.2875 18.2 1.875; 1065 12.2875 18.2 1.3; 1066 7.9125 20 0;

1067 6.6375 20 1.3; 1068 7.9125 20 1.3; 1069 7.9125 16.4 3.225;

1070 7.9125 16.4 1.875; 1071 13.7125 21.8 0; 1072 13.7125 21.8 3.225;

1073 6.6375 20 1.875; 1074 13.7125 21.8 1.875; 1075 13.7125 21.8 1.3;

1076 12.2875 21.8 0; 1077 12.2875 21.8 3.225; 1078 12.2875 21.8 1.875;

1079 12.2875 21.8 1.3; 1080 7.9125 23.6 0; 1081 6.6375 23.6 1.3;

1082 7.9125 23.6 1.3; 1083 7.9125 20 3.225; 1084 7.9125 20 1.875;

MEMBER INCIDENCES

1 1 54; 2 2 55; 3 3 56; 4 4 57; 5 5 58; 6 6 59; 7 7 60; 8 8 61; 9 9 62;

10 10 63; 11 11 64; 12 12 65; 13 13 66; 14 14 67; 15 15 68; 16 16 69; 17 17 70;

18 18 71; 19 19 72; 20 20 73; 21 21 74; 22 22 75; 23 23 76; 24 24 77; 25 25 78;

26 26 79; 27 27 80; 28 28 81; 29 29 82; 30 30 83; 31 31 84; 32 32 85; 33 33 86;

34 34 87; 35 35 88; 36 36 89; 37 37 90; 38 38 91; 39 39 92; 40 40 93; 41 41 94;

42 42 95; 43 43 96; 44 44 97; 45 47 98; 46 54 99; 47 55 100; 48 56 101;


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49 57 1001; 50 58 103; 51 59 104; 52 60 105; 53 61 106; 54 62 107; 55 63 1002;

56 64 109; 57 65 110; 58 66 111; 59 67 112; 60 68 113; 61 69 114; 62 70 115;

63 71 116; 64 72 117; 65 73 118; 66 74 119; 67 75 120; 68 76 121; 69 77 122;

70 78 123; 71 79 124; 72 80 125; 73 81 126; 74 82 127; 75 83 128; 76 84 129;

77 85 130; 78 86 131; 79 87 132; 80 88 133; 81 89 134; 82 90 135; 83 91 136;

84 92 137; 85 93 138; 86 94 139; 87 95 140; 88 96 141; 89 97 142; 90 98 143;

91 99 144; 92 100 145; 93 101 146; 94 102 1015; 95 103 148; 96 104 149;

97 105 150; 98 106 151; 99 107 152; 100 108 1016; 101 109 154; 102 110 155;

103 111 156; 104 112 157; 105 113 158; 106 114 159; 107 115 160; 108 116 161;

109 117 162; 110 118 163; 111 119 164; 112 120 165; 113 121 166; 114 122 167;

115 123 168; 116 124 169; 117 125 170; 118 126 171; 119 127 172; 120 128 173;

121 129 174; 122 130 175; 123 131 176; 124 132 177; 125 133 178; 126 134 179;

127 135 180; 128 136 181; 129 137 182; 130 138 183; 131 139 184; 132 140 185;

133 141 186; 134 142 187; 135 143 188; 136 144 189; 137 145 190; 138 146 191;

139 147 1029; 140 148 193; 141 149 194; 142 150 195; 143 151 196; 144 152 197;

145 153 1030; 146 154 199; 147 155 200; 148 156 201; 149 157 202; 150 158 203;

151 159 204; 152 160 205; 153 161 206; 154 162 207; 155 163 208; 156 164 209;

157 165 210; 158 166 211; 159 167 212; 160 168 213; 161 169 214; 162 170 215;

163 171 216; 164 172 217; 165 173 218; 166 174 219; 167 175 220; 168 176 221;

169 177 222; 170 178 223; 171 179 224; 172 180 225; 173 181 226; 174 182 227;

175 183 228; 176 184 229; 177 185 230; 178 186 231; 179 187 232; 180 188 233;

181 189 234; 182 190 235; 183 191 236; 184 192 1043; 185 193 238; 186 194 239;

187 195 240; 188 196 241; 189 197 242; 190 198 1044; 191 199 244; 192 200 245;

193 201 246; 194 202 247; 195 203 248; 196 204 249; 197 205 250; 198 206 251;


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199 207 252; 200 208 253; 201 209 254; 202 210 255; 203 211 256; 204 212 257;

205 213 258; 206 214 259; 207 215 260; 208 216 261; 209 217 262; 210 218 263;

211 219 264; 212 220 265; 213 221 266; 214 222 267; 215 223 268; 216 224 269;

217 225 270; 218 226 271; 219 227 272; 220 228 273; 221 229 274; 222 230 275;

223 231 276; 224 232 277; 225 233 278; 226 234 279; 227 235 280; 228 236 281;

229 237 1057; 230 238 283; 231 239 284; 232 240 285; 233 241 286; 234 242 287;

235 243 1058; 236 244 289; 237 245 290; 238 246 291; 239 247 292; 240 248 293;

241 249 294; 242 250 295; 243 251 296; 244 252 297; 245 253 298; 246 254 299;

247 255 300; 248 256 301; 249 257 302; 250 258 303; 251 259 304; 252 260 305;

253 261 306; 254 262 307; 255 263 308; 256 264 309; 257 265 310; 258 266 311;

259 267 312; 260 268 313; 261 269 314; 262 270 315; 263 271 316; 264 272 317;

265 273 318; 266 274 319; 267 275 320; 268 276 321; 269 277 322; 270 278 323;

271 279 324; 272 280 325; 273 281 326; 274 282 1071; 275 283 328; 276 284 329;

277 285 330; 278 286 331; 279 287 332; 280 288 1072; 281 289 334; 282 290 335;

283 291 336; 284 292 337; 285 293 338; 286 294 339; 287 295 340; 288 296 341;

289 297 342; 290 298 343; 291 299 344; 292 300 345; 293 301 346; 294 302 347;

295 303 348; 296 304 349; 297 305 350; 298 306 351; 299 307 352; 300 308 353;

301 309 354; 302 310 355; 303 311 356; 304 312 357; 305 313 358; 306 314 359;

307 315 360; 308 316 361; 309 317 362; 310 318 363; 311 319 364; 312 320 365;

313 321 366; 314 322 367; 315 323 368; 316 45 369; 317 46 370; 318 48 371;

319 49 372; 320 50 373; 321 51 374; 322 52 375; 323 53 376; 324 375 377;

325 376 378; 326 369 379; 327 370 380; 328 371 381; 329 372 382; 330 373 383;

331 374 384; 332 379 385; 333 380 386; 334 381 387; 335 382 388; 336 383 389;

337 384 390; 338 54 55; 339 55 56; 340 56 1006; 341 57 401; 342 58 399;


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343 59 454; 344 61 62; 345 64 63; 346 71 391; 347 70 393; 348 66 65;

349 65 402; 350 72 400; 351 73 396; 352 75 74; 353 79 80; 354 80 81; 355 81 82;

356 82 83; 357 83 84; 358 84 85; 359 85 404; 360 77 76; 361 98 408;

362 371 372; 363 87 93; 364 93 88; 365 88 89; 366 89 90; 367 90 91; 368 91 405;

369 92 96; 370 96 97; 371 97 369; 372 369 370; 373 55 61; 374 61 67; 375 67 70;

376 56 62; 377 62 394; 378 64 66; 379 57 63; 380 60 69; 381 69 398; 382 78 74;

383 74 76; 384 76 98; 385 98 97; 386 82 94; 387 94 88; 388 83 89; 389 90 84;

390 92 95; 391 95 86; 392 391 70; 393 54 392; 394 392 391; 395 67 392;

396 67 68; 397 393 66; 398 68 393; 399 394 68; 400 64 1003; 401 395 60;

402 396 75; 403 395 409; 404 73 397; 405 397 59; 406 398 78; 407 397 409;

408 399 59; 409 400 73; 410 399 400; 411 401 58; 412 402 72; 413 401 403;

414 403 402; 415 63 403; 416 73 444; 417 404 86; 418 400 404; 419 405 92;

420 404 405; 421 406 54; 422 71 441; 423 79 71; 424 407 443; 425 407 87;

426 373 374; 427 369 371; 428 370 372; 429 372 374; 430 408 371; 431 373 408;

432 409 396; 433 409 398; 434 411 410; 435 410 99; 436 99 100; 437 100 101;

438 101 1012; 439 102 419; 440 103 422; 441 104 455; 442 377 433; 443 378 411;

444 124 116; 445 116 430; 446 412 410; 447 378 412; 448 413 412; 449 115 112;

450 112 106; 451 106 100; 452 116 415; 453 115 414; 454 111 110; 455 110 420;

456 117 423; 457 118 429; 458 120 119; 459 113 418; 460 107 1017; 461 414 111;

462 113 414; 463 415 115; 464 99 417; 465 416 415; 466 112 416; 467 417 416;

468 413 417; 469 418 107; 470 109 1027; 471 109 108; 472 111 109; 473 108 102;

474 419 103; 475 420 117; 476 419 421; 477 421 420; 478 108 421; 479 422 104;

480 423 118; 481 422 423; 482 424 105; 483 425 120; 484 424 427; 485 118 428;

486 427 425; 487 426 427; 488 428 104; 489 427 428; 490 124 125; 491 125 438;


74/113

492 126 449; 493 127 128; 494 128 129; 495 129 439; 496 130 131; 497 122 121;

498 429 425; 499 141 447; 500 430 413; 501 431 378; 502 430 431; 503 433 431;

504 432 433; 505 434 437; 506 432 124; 507 435 434; 508 435 377; 509 434 132;

510 132 138; 511 138 133; 512 133 134; 513 134 135; 514 135 136; 515 136 137;

516 137 141; 517 141 142; 518 142 379; 519 379 380; 520 143 436; 521 381 382;

522 142 143; 523 379 381; 524 380 382; 525 383 384; 526 382 384; 527 436 381;

528 383 436; 529 121 119; 530 119 123; 531 123 426; 532 426 114; 533 114 105;

534 437 432; 535 377 437; 536 131 118; 537 137 140; 538 140 131; 539 135 129;

540 134 128; 541 133 139; 542 139 127; 543 438 126; 544 138 438; 545 132 125;

546 439 130; 547 136 439; 548 441 406; 549 443 79; 550 440 406; 551 375 376;

552 376 440; 553 376 441; 554 442 407; 555 442 375; 556 375 443; 557 444 86;

558 77 445; 559 445 444; 560 96 445; 561 106 107; 562 112 113; 563 122 120;

564 446 122; 565 131 447; 566 447 429; 567 447 446; 568 121 448; 569 448 143;

570 75 77; 571 449 127; 572 115 449; 573 144 145; 574 145 146; 575 146 1024;

576 147 148; 577 148 149; 578 149 456; 579 161 477; 580 160 463; 581 156 503;

582 155 512; 583 162 513; 605 163 516; 606 165 164; 607 169 170; 608 170 532;

609 171 172; 610 172 543; 611 173 544; 612 174 551; 639 175 552; 640 188 462;

641 387 388; 642 177 183; 643 183 178; 644 178 179; 645 179 180; 646 180 181;

647 181 182; 648 182 186; 649 186 187; 650 187 385; 651 385 386; 652 145 151;

653 151 157; 654 157 473; 655 146 1025; 656 152 464; 657 172 525; 658 184 178;

659 147 153; 660 153 509; 661 150 159; 662 159 168; 663 168 523; 664 164 166;

665 166 560; 666 188 187; 667 450 478; 668 144 465; 669 170 535; 670 451 171;

671 183 529; 672 179 526; 673 180 527; 674 452 175; 675 181 530; 676 182 185;

677 185 528; 678 454 395; 679 453 454; 680 455 424; 681 454 455; 682 456 150;


75/113

683 455 456; 684 456 457; 685 457 458; 686 458 459; 687 459 460; 688 186 531;

689 167 165; 690 167 166; 691 506 563; 692 562 461; 693 176 553; 694 385 387;

695 386 388; 696 388 390; 697 389 390; 698 462 387; 699 389 462; 700 463 504;

701 158 463; 702 464 158; 703 154 505; 704 465 472; 705 151 465; 706 472 481;

707 473 160; 708 472 475; 709 469 466; 710 466 144; 711 169 161; 712 161 474;

713 474 466; 714 472 476; 715 475 473; 716 476 474; 717 477 450; 718 476 480;

719 478 160; 720 475 479; 721 479 478; 722 480 477; 723 481 450; 724 480 481;

725 481 479; 726 467 468; 727 470 482; 728 482 483; 729 148 482; 730 483 484;

731 149 483; 732 484 471; 733 456 484; 734 147 470; 735 162 521; 736 163 522;

737 150 471; 738 144 467; 739 145 468; 740 485 467; 7

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