Airport Planning And Design 4yc1

AIRPORT PLANNING AND DESIGN A PROJECT REPORT Submitted to AVANTHI’S RESEARCH AND TECHNOLOGICAL ACADEMY By It’s me In partial fulfillment for the award of the degree BACHELOR OF TECHNOLOGY IN CIVIL ENGINEERING

DEPARTMENT OF CIVIL ENGINEERING

AVANTHI’S RESEARCH AND TECHNOLOGICAL ACADEMY Basavapalem (V), Bhogapuram (M) Vijayanagaram Dist. ANDHRA PRADESH, INDIA

APRIL 2015

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ACKNOWLEDGEMENT

I express my deep sense of gratitude to my project guide Mr. Banki Ravi, Head of Department of Civil Engineering, Avanthi’s Research and Technological Academy, vizinagaram for his valuable suggestions, overall supervision, constructive , constant encouragement and guidance for the completion of the project work. We are specially thankful to our principal Prof. CH.Diwakar for providing necessary departmental facilities. With immense pleasure and profound sense, I express my sincere and heartful gratitude to Assistant Prof. R Ramya (guide), for her expert guidance and given in preparing the project successfully.

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I express my heartiest thanks to all the faculty and office staff of the civil engineering department, Avanthi’s research and technological academy for their guidance and encouragement in the fulfillment of the course of the study. CERTIFICATE

This is to certify that the project report entitled AIRPORT PLANNING AND DESIGN submitted by it’s me to the Avanthi’s Research and Technological Academy in partial fulfillment for the award of Degree of Bachelor of Technology in Civil Engineering is a bonafide record of the project work carried out by him under my supervision during the year 20114-2015

Internal’s sign

Head Of Department’s sign

External’s sign

AVANTHI’S RESEARCH AND TECHNOLOGICAL ACADEMY

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Basavapalem (V), Bhogapuram (M) Vijayanagaram Dist. ANDHRA PRADESH, INDIA

ABSTRACT

An airport (airfield, airdrome) is a place where aircrafts are operated through paved runways, essentially consists of maintenance facilities, terminals and services. The specifications for deg, construction and maintenance are specified by governing bodies like FEDERAL AVIATION AUTHORITY (FAA), CIVIL AVIATION AUTHORITY (CAA) and NATIONAL AIRPORT AUTHORITY (NAA) etc. The majority of the world's airports are non-towered, with no air traffic control presence. Busy airports have air traffic control (ATC) system. All airports use a traffic pattern to assure smooth traffic flow between departing and arriving aircraft. There are a number of aids available to pilots, though not all airports are equipped with them. Many airports have lighting that help guide planes using the runways and taxiways at night or in rain, snow, or fog. In the US and Canada, the vast majority of airports, large and small, will either have some form of automated airport weather station, a human observer or a combination of the two. Air safety is an important concern in the operation of an airport, and airports often have their own safety services. The project mainly includes the alignment and design of runway which contains the design of rigid pavement and flexible pavement using software given by FAA (R805FAA.xls, F806FAA.xls), planning and design of terminal building using software like AUTO CAD, STAAD pro.V8i and ETABS and the alignment and design of parking lot manually.

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CONTENTS

ACKNOWLEDGEMENTS

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ABSTRACT

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CHAPTER 1: INTRODUCTION 1.1 1.2 1.3

Airport Surveys Objects of Surveys Types of Surveys 1.3.1 Approach zone survey

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1.3.2

Drainage survey

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1.3.3

Meteorological survey

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1.3.4 Natural resources survey 1.3.5 Soil survey 1.3.6 Topographical survey 1.3.7 Traffic survey 1.4 Runway orientation 1.4.1 Preliminary information required 1.4.2 Head wind & Tail wind 1.4.3 Cross wind 1.4.4 Wind Rose Diagram 1.4.5 Land side and Airside Areas

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CHAPTER 2: PLANING AND DEG OF AIRSIDE AREA 2.1.1 Run way 2.1.2 Taxi way 2.1.3 Apron 2.1.4 Demand considerations 2.3Runway Length 2.3.1 Basic runway length 2.3.2 Normal landing 2.3.3 Normal take off 2.3.4 Stopping in emergency 2.3.5 Corrections to basic runway length 2.3.6 Calculation 2.3.7 Airside plan

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2.3.8 High speed exit taxiway 2.3.9 Stopping distance 2.3.10 Radius of entry curve 2.4 Pavement 2.4.1 Flexible Pavement Screenshots 2.4.2 Rigid Pavement Screenshots 2.4.3 Visual Aids 2.4.4 Theory for reducing Runway Length

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CHAPTER 3: PLANING AND DEG OF TERMINAL BUILDING 3.1.1Requirements of the terminal building 3.1.2Ground floor plan 3.1.3 First floor plan 3.1.4 Archicad

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3.2 Terminal Building Design

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3.2.1 Loads

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3.2.2 Load combinations

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3.2.3 STAAD pro v8i

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3.2.4 3D view of loads applied

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3.2.5 Deflections and Stresses

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3.2.6 Design Output of Terminal Building from STAAD Pro

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3.3 Curved Roof

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3.3.1 Bay 1 roof truss

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3.3.2 Bay 2 roof truss

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3.4 Foundation.

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3.4.1 Introduction

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3.4.2 STAAD foundation v8i

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3.4.3 Screenshots from STAAD Foundation

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3.4.4Foundation report summary 3.5 Manual Check

199 204

3.5.1 Slab design

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3.5.2 Beam design

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3.5.3 Column design

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CHAPTER 4: PLANING AND DEG OF LANDSIDE AREA

4.1.1 Land side area plan

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4.1.2 Calculations

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CHAPTER 5: CONCLUSION AND REFERENCES

5.1 CONCLUSION

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5.2 REFERENCES

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CHAPTER 1INTRODUCTION 1 INTRODUCTION: An airport is a location with facilities for commercial aviation flights to take off and land. Airports often have facilities to store and maintain aircraft, and a control tower. An airport consists of a landing area, which comprises an aerially accessible open space including at least one operationally active surface such as a runway for a plane to take off or a helipad, and often includes adjacent utility buildings such as control tower, hangars and terminals. Larger airports may have fixed base operation services, airport aprons, air traffic control centers, enger facilities such as restaurants and lounges, and emergency services.

An airport with a helipad for rotorcraft but no runway is called a heliport. An airport for use by seaplanes and amphibious aircraft is called a Seaplane base. Such a base typically includes a stretch of open water for take-offs and landings, and seaplane docks for tying-up. An international airport has additional facilities for customs and immigration. In warfare, airports can become the focus of intense fighting, for example the Battle of Tripoli Airport or the Battle for Donetsk Airport, both taking place in 2014. An airport primarily for military use is called an airbase or air station. Most of the world's airports are owned by local, regional, or national government bodies.

1.1 AIRPORT SURVEYS: The airport project requires intensive study and careful considerations from various points of view. The data and details collected during preliminary surveys are properly analysed and the results of the detailed surveys are accommodated in the recommendation report of the proposed site of an airport. In this chapter, the usual detailed surveys which are carried out to ascertain the feasibility of an airport site are briefly described.

1.2 OBJECTS OF SURVEYS: The main objects or purposes for conducting the detailed surveys are as follows:    

To ascertain the characteristics of soil. To collect details which are essential for the design of various components of an airport. To demarcate the ground on plan and to initiate the land acquisition Proceedings. To give an idea of the meteorological conditions prevailing at the proposed site. 10

     

To make provision for future extension of the airport. To prepare suitable drawings. To submit report for getting sanction of the concerned competent authority. To suggest the measures, if any, to improve the existing site conditions. To suggest the use of locally available construction materials and labourers. To work out the detailed estimate of the project, etc.

1.3 TYPES OF SURVEYS: The airport surveys can be grouped in the following seven categories:  Approach zone survey  Drainage survey  Meteorological survey  Natural resources survey  Soil survey  Topographical survey  Traffic survey. 1.3.1 Approach zone survey: The term approach zone is used to indicate the wide clearance area on either side of the runway along the direction of landing and take-off of an airport. The approach zones permit smooth functioning of an aircraft during landing and takeoff operations. The glide path of an aircraft during landing varies from a steep slope to a flat slope. But the rate of climbing during take-off is controlled by its wing landing and engine power. The approach zone survey forms a part of the topographical survey extended beyond the proposed area of the airport in the direction of the approach zone. The main aim of this survey is to establish the elevations of the tops of the objects within the airport zone in general and within the approach zone in particular. It thus helps in the determination of the locations of the objects protruding above ground level and which may prove to be hazardous during landing and take-off of the aircrafts. The approach zone determines the ownership of such undesirable objects on the ground and suggests the measures to remove the existing such objects and to prevent the construction of such structures by implementation of suitable zoning regulations. If it is not possible to remove such objects, the survey should recommend the best way to make them prominent day and night by some suitable means. 1.3.2 Drainage survey: It is necessary to have complete data about the sources of water and the quantities of water to be handled near the airport site. The water reaching the airport has to be intercepted and diverted in proper way. The rainfall intensity of the locality and the study of contour maps will help in determining the quantity of storm water to be disposed off. It is also necessary to collect

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necessary information about every possible outlet in the form of natural streams or river near the airport site. The drainage survey also ascertains that the pavement of airport will not be submerged during floods or heavy rains. The details and information obtained during this survey prove to be very much useful in the design of the airport drainage facilities. 1.3.3 Meteorological survey: The science of the atmosphere and its phenomenon is known as meteorology. Hence, in the meteorological survey, the study of weather and climate is made and if required, the help of an experienced meteorologist is also taken. The data to be collected in this survey can be enumerated as follows:  barometric pressure;  direction, duration and intensity of prevailing wind;  frost and fog;  periods of low visibility;  rainfall intensity and duration;  snow fall;  Temperature; etc. It is to be noted that the above details are to be collected for several years in the past and after proper scrutiny, they should be applied for the planning and design of the various components of an airport. Some of the applications of the details obtained in this survey can be mentioned as follows:  The accurate rainfall data will be of immense help in the design of pavement and airport drainage.  The barometric pressure measures the density of the earth's surface and it has direct impact on the length of runway.  The maximum depth of frost action can be determined for the frost affected areas.  The orientation of runway basically depends on the conditions of the prevailing winds. 1.3.4 Natural resources survey: This survey is aimed to collect complete information about the locally available construction materials, their varieties and quantities, the possible methods of transport to bring them to the site and the economy of their use. The availability of a natural stream as a source of water supply is also included under this survey. The information and details gathered in this survey prove very useful in the construction and maintenance aspects of the airport. 1.3.5 Soil survey: The sub grade soil s the runway and other structures of the airport. Hence, the knowledge of soil is considered to be very important to an airfield engineer. From the geological point of view, the soil is defined as the relatively thin layer of disintegrated rock lying on or near the surface of the earth, mixed with organic matter which is the product of decaying vegetation and animal material. Thus, the soil is the result of the residual 12

concentration of the alteration products of rock, which in turn, have been changed by the influences of chemical and physical processes as well as living and dead organisms. It is under laid by the subsoil fragments containing little organic matter. Objects of soil survey: The main objects of soil survey with respect to airport engineering can be mentioned as follows:  To carry out the design of pavement.  To decide the best location of various drainage structures.  To decide whether or not the subsurface drainage for the airport will be necessary.  To determine the location and extent of areas from which desirable construction materials can be obtained.  To determine whether or not the subgrade soil requires to be improved so as to increase its bearing capacity.  To establish the top and the bottom elevations and lateral limits of all the natural formations to be encountered in cutting and embankment. Methods of soil sampling: Following are the methods which are commonly employed for obtaining information of the subsoil conditions: (1) Test pits: A square pit, known as a trial pit or a test pit, with side as about 1.50 m, is excavated up to a depth at which sufficient hard soil is available. Various strata of the soil can be inspected, studied and classified accordingly. This method is useful when hard soil is available with a maximum depth of 1.50 m. (2) Probing: It consists of driving a hollow tube or a steel rod or an iron rod into the ground. The material caught or stuck up is examined. This method is useful to examine the ground for a maximum depth of 3 m. (3) Auger boring: An auger may be post hole type or screw type or shell type. They all work in the same way. The samples are taken out in the augers and they are examined. When the auger is to be driven in loose sand, it becomes essential to prevent the collapse of the loose material, when the auger is being withdrawn. A casing is a thin metal tube having a slightly bigger diameter than the auger and it is driven ahead of the auger. The lengthening of the casing can be done by connecting one pipe to the other. With the help of this method, it is possible to inspect the ground for depth of 6 m to 8 m and in case of loose sand, the auger may be useful even up to a depth of 15 m or so. (4) Wash boring: The term wash boring is used to denote a method in which a casing is driven into the ground and the material inside the casing is washed out and brought to the surface for inspection. The results obtained by this process are reliable when depths are about 30 m to 45 m. (5) Test piles: Sometimes, the test piles are driven into the ground to obtain the information of the solid strata. With the help of this process, it is not possible to know definitely the kinds of strata through which test piles , as the material is not available for inspection. But the factors such as resistance of soil to driving of piles, load bearing data and any other available local information serves as useful guides.

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(6) Deep boring: For important works, the deep boring is done with the help of either percussion boring machine or core drilling machine. The information obtained is plotted in the form of a core chart. (7) Geophysical method: In favourable circumstances, geophysical method is adopted to know the nature of soil strata- The geophysical method may either be seismic or electrical. Soil testing: The soil mass possesses a number of physical characteristics from an engineering point of view and they have to be ascertained to provide as complete a description as possible. Following characteristics of soil are to be obtained:  centrifuge moisture content;  colour of soil;  field moisture content;  grain shape;  lineal shrinkage and volumetric change;  particle sizes and distribution;  plasticity including consistency limits or Atterberg limits;  presence of fines;  specific gravity; and  State of compaction. 1.3.6 Topographical survey: In this survey, the surface features like hills, rivers, levels, etc. of the region are measured and studied. The detailed topographical survey of the area provides sufficient data for the following:  To describe the nature of property to be acquired.  To estimate the excavation quantities.  To estimate the quantities of clearing the site, removing roots and stumps from ground, etc.  To prepare an accurate contour map having contour interval which will allow the selection of the best alignment for the runway and also for determining the drainage cost accurately.  To prepare an accurate map showing roads, hills, property lines, streams, buildings and all other important physical features of the airport site.  To provide information for the best locations of the outfall for the drainage system and for which the survey can be extended beyond the airport boundary. 1.3.7 Traffic survey: In this survey, the investigations are carried out to predict the probable amount of traffic including the expected future traffic. 1.4 Runway orientation:

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1.4.1 Preliminary information required: It is necessary to collect the following data before deciding the orientation of the runway: (1) Maps of the area in the vicinity of the airport showing contours at suitable intervals and (2) Records of direction, force and duration of the wind in the vicinity and fog characteristics of the area for as long a period as possible. 1.4.2 Head wind& Tail wind: The runway is usually oriented in the direction of the prevailing winds. The head wind indicates the wind from the opposite-direction of the head or nose of the aircraft while it is landing or taking off. The orientation of runway along the head wind grants the following two advantages: (1) During landing: it provides a breaking effect and the aircraft comes to a stop in a short length of the runway' (2) During take-off: it provides greater lift on the wings of the aircraft. Thus, the landing and take-off operations take place in a shorter length of the runway due to the head wind than what it would have been, if the landing and take-off were in the direction of wind. The reduction in length of runway may be about 10% or so. When the wind acts in the direction of landing operation then the wind will be called as TAIL WIND. 1.4.3 Cross wind: A crosswind is any wind that has a perpendicular component to the line or direction of travel. In aviation, a crosswind is the component of wind that is blowing across the runway, making landings and take-offs more difficult than if the wind were blowing straight down the runway. If a crosswind is strong enough it may exceed an aircraft's crosswind limit, and an attempt to land under such conditions could cause structural damage to the aircraft's undercarriage.

1.4.4 Wind Rose Diagram:

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A wind rose is a graphic tool used by meteorologists to give a succinct view of how wind speed and direction are typically distributed at a particular location. Historically, wind roses were predecessors of the com rose (found on maps), as there was no differentiation between a cardinal direction and the wind which blew from such a direction. Using a polar coordinate system of gridding, the frequency of winds over a long time period is plotted by wind direction, with color bands showing wind ranges. The directions of the rose with the longest spoke show the wind direction with the greatest frequency. The following is the example of wind rose diagram.

EXAMPLE:

1.4.5 Land side and Airside Areas: Airports are divided into landside and airside areas. Landside areas include parking lots, public transport railway stations and access roads. Airside areas include all areas accessible to aircraft,

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including runways, taxiways and ramps. Access from landside areas to airside areas is tightly controlled at most airports. Most major airports provide commercial outlets for products and services. Airports may also contain and VIP services. The and VIP services may include express check-in and dedicated check-in counters. In addition to people, airports move cargo around the clock. Many large airports are located near railway trunk routes.

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CHAPTER 2

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PALNING AND DEG OF AIRSIDE AREA 2.1 AIRSIDE AREAS 2.1.1 Run way: According to the International Civil Aviation Organization (ICAO) a runway is a "defined rectangular area on a land aerodrome prepared for the landing and takeoff of aircraft". Runways may be a man-made surface (often asphalt, concrete, or a mixture of both) or a natural surface (grass, dirt, gravel, ice, or salt). 2.1.2 Taxi way: A taxiway is a path for aircraft in airport connecting runways with ramps, hangars, terminals and other facilities. They mostly have a hard surface such as asphalt or concrete, although smaller airports sometimes use gravel or grass. Busy airports typically construct high-speed or rapid-exit taxiways to allow aircraft to leave the runway at higher speeds. This allows the aircraft to vacate the runway quicker, permitting another to land or take off in a shorter space of time

2.1.3 Apron: The airport apron is the area of an airport where aircraft are parked, unloaded or loaded, refuelled, or boarded. Although the use of the apron is covered by regulations, such as lighting on vehicles, it is typically more accessible to s than the runway or taxiway. However, the apron is not usually open to the general public and a license may be required to gain access. The use of the apron may be controlled by the apron management service (apron control or apron advisory) to provide coordination between the s. The apron is designated by the ICAO as not being part of the maneuvering area. All vehicles, aircraft and people using the apron are referred to as apron traffic. 2.1.4 Demand considerations: The following are the weights and annual departures considered for the design of runway design and length calculations.

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Flights

Weight(lbs.)

Annual departures

Boeing 737

115500

400

Boeing 727

160000

182

McDonnell DC-9-50

121000

600

Fokker F-28

65000

1500

Learjet 40

21000

1100

Cessna Mustang

8645

900

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2.3 RUNWAY LENGTH 2.3.1 Basic runway length: The length of runway based on the following assumed conditions is known as the basic runway length: (1) No wind is blowing on the runway. (2) The aircraft is loaded to its full loading capacity. (3) The airport is situated at sea-level. (4) There is no wind blowing on the way to the destination (5) The runway is levelled in the longitudinal direction or in other words, it has zero effective gradient. (6) The standard temperature is maintained along the way. (7) The standard temperature of 150C exists at the airport. The manner in which an aircraft actually performs the landing and take-off wilt decide to a large extent the length of a runway. Following three cases will be considered:  Normal landing.  Normal take off.  Stopping in emergency. 2.3.2 Normal landing: As shown in fig. the aircraft should come to a stop within 60 per cent of the landing distance assuming that the pilot makes an approach at the proper speed and crosses the threshold of the runway at a height of 15 m. The beginning of the runway portion to be used as landing is known as the threshold. The runway of full strength pavement is provided for the entire landing distance. 2.3.3 Normal take off: The take-off distance (TOD) must be, for a specific weight of aircraft, 1 15 per cent of the actual distance the aircraft uses to reach a height of 10.5 m, as shown in fig. The distance to reach the height of 10.5 m should be equal to 115 per cent of the lift-off distance (LOD).

The normal take off requires a clearway which is defined as an area beyond the runway not less than 150 m wide, centrally located about the extended centre-line of the runway 21

and under the control of the airport authorities. It is expressed in of a clearway plane extending from the end of the runway with an upward slope not exceeding 1.25 per cent. It is to be seen that the clearway is free from any obstruction. The clearway should not be more than one-half the difference between 115 per cent of the LOD and TOD. 2.3.4 Stopping in emergency: For the engine failure case, the TOD is the actual distance required to reach a height of 10.5 m with no percentage applied. It also incidentally recognizes the infrequency of occurrence of the engine failure. In case of an engine failure, suffici1ent distance should be available to stop the airplane rather than continue the take off. This distance is known as the accelerate-stop distance, as shown in fig. It is required to provide a clearway or a stop way or both in this case. The stop way is defined as a rectangular area at the end of runway and in the direction of take-off. It is a paved area in which an aircraft can be stopped after an interrupted take off due to engine failure. Its width is at least equal to the width of runway and the thickness of pavement less than that of the runway, but yet sufficient to take the load of aircraft without failure. The clearway should not be more than one-half the difference between TOD and LOD.

2.3.5 Corrections to basic runway length: To get actual length of the runway, the following three corrections are to be applied to the calculated basic runway length:  Correction for elevation.  Correction for gradient.  Correction for temperature. Correction for elevation: As per the recommendation of ICAO, the basic runway length should be increased at the rate of 1% per 300 m rise in elevation of airport above the mean sea level. This correction is required because the air density reduces as the elevation increases which in turn

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reduces the lift on the wings of the aircraft. Thus, the aircraft will require more ground speed to rise to the air and for achieving more speed, the longer length of runway will be required. Correction for gradient: As the gradient becomes steep, more consumption of energy takes place and longer length of the runway will be required to attain the desired ground speed. The ICAO does not give any specific recommendation for the increase in length due to the effective gradient. The maximum difference in elevation between the highest and the lowest points of runway divided by the total length of runway is known as the effective gradient. According to FAA (Federal Aviation istration) of U.S.A., the runway length after being corrected for elevation and temperature should further be increased at the rate of 2O% for every 1% of the effective gradient. Correction for temperature: The rise in airport reference temperature has the same effect as that of the increase in its elevation above mean sea-level. After the basic length is corrected for the elevation of airport, it is further increased at the rate of l% for every 1"C rise in airport reference temperature above the standard atmospheric temperature at that elevation. The airport reference temperature is worked out by the following expression: T 2−T 1 T 1+ Airport reference temperature = 3 Where T1 = monthly mean of the average daily temperature for the hottest month of the Year. T 2 = monthly mean of the maximum daily temperature for the same month. The standard temperature at the airport site can be determined by reducing the standard mean sea-level temperature of 150C at the rate of 6.50C per thousand metre rise in elevation. 2.3.6 Calculation: The Boeing 727 is the biggest flight under design consideration with a maximum take-off weight of about 160000 pounds. The take-off distance of the Boeing 727 at the maximum take-off weight varies from 8,300ft to 10,000ft (given by manufacturer). The landing distance required for the Boeing 727 is 920m.as the take-off distance is higher than the landing distance take-off distance is only considered for the calculations. Basic length = 3050m. Correction due to elevation: The elevation of the city Visakhapatnam above mean sea level is 54m. The basic length is to be increased at the rate of 7% per every 300m elevation above mean sea level. 7 ∗54 100 ∗3050 300

=

=

0.07∗0.18∗3050

= 38.43m = 39m 23

Corrected length = 3089m Correction due to temperature: The maximum temperature recorded in the city Visakhapatnam is 45 0C and the standard temperature is 150C. Difference in temperatures 450 – 150 = 300 3089 ∗30 = 100 = 926.7m = 927m Total length correction = 966m Corrected runway length = 4016m We are going to provide a runway length of 4020m in total 2.3.7 Airside plan: The following is the plan of airside drawn using AutoCAD.

2.3.8 High speed exit taxiway: The following is the plan of high speed exit taxiway.

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The exit way curve transition mainly consists of two curves an entrance curve and a central curve The angle of turn of the exit taxiway should in between 30 0 to 600.so we are providing an angle of 350 for the angle of turn of high speed exit taxiway and deg for a design speed of 80kmph.we are providing the standard dimensions for the runway width and taxiway width of an international airport of 45m and 22.5m respectively. Angle of turn = 350 Design speed = 80kmph Runway width = 45m Taxiway width = 22.5m The radius of entrance curve will be given by International Civil Aviation Organization (ICAO) based on the design speed and for 80kmph it will be 731m. Radius of entry curve R1 = 731m. The radius of central curve is given by the following formula. V2 R2 = 125 f R2= 802/125(0.13) R2 = 394m Radius of central curve R2 = 394m. The length of entrance curve is given by the following formula. 3 V L1 = 45.5 C R 2 L1= 803/(45.5)(0.39)(394) L1 = 73.23m Length of entry curve L1 = 74m. The deflection angle of entrance curve is given by the following formula. 180 L 1 D1= πR 1 D1 = 180(74)/π(731) D1 = 5.750 or50451 Deflection angle of entrance curve D1 = 5.750 or50451 The deflection angle of central curve is given by the following formula. D2 = 350 - 50451 D2 = 290151 Deflection angle of central curve D2 = 290151 The length of entrance curve is given by the following formula. L2=

πR 2 D2 180

L2= π(394)(29.25)/180 26

L2 = 201.14m Length of entry curve L2 = 201.14m. 2.3.9 Stopping distance: The stopping distance SD =

SD =

V2 25.5

802 25.5

SD = 251m The stopping distance is 251m.This is to be measured from the edge of the runway pavement along the central line of the exit taxiway. 2.3. 10 Radius of entry curve: The entry curve radius will be given by following formula. Radius R =

v2 125 f

Where, V = velocity in kmph. F = coefficient of friction. We had designed the entryway to a design speed of 40kmph (V = 40). The coefficient of friction for any airfield design is to be taken as 0.13 as per the specifications given by International Civil Aviation Organization (ICAO). Radius R = 402/125(0.13) R = 1600/16.25 R = 98.46m. Therefore, the radius of curvature of the entry curve obtained is 98.46m at a design speed of 40kmph.

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2.4 PAVEMENT DESIGN: Pavement (American English) is the durable surface material laid down on an area intended to sustain vehicular or foot traffic, such as a road or walkway. In the past, gravel road surfaces, cobblestone and granite sets were extensively used, but these surfaces have mostly been replaced by asphalt or concrete laid on a compacted base course. Road surfaces are frequently marked to guide traffic. Today, permeable paving methods are beginning to be used for low-impact roadways and walkways. We should provide pavement for RUNWAY, TAXIWAY and APRON. So we are providing flexible pavements for RUNWAY and TAXIWAY and rigid pavement for APRON. The thickness and strength of the pavement depends upon the factors like subgrade strength, wheel load, tire pressure, number of reputation of wheel load, design live etc. Federal Aviation istration had provided the MS EXCEL sheets for the determination thickness of pavements both flexible and rigid. We are using this sheets for the determination of thickness as there are accurate. The following are the design considerations considered while working with EXCEL sheets given by FAA. Subgrade CBR = 5% Number of sub-bases = 2 No frost condition The screen shorts of the flexible and rigid pavement design using EXCEL sheets are provided bellow. 2.4.1 FLEXIBLE PAVEMENT SCREENSHORTS

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2.4.2 RIGID PAVEMENT OUTPUTS

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2.4.3VISUAL AIDS Runway marking:

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Airport lightning: Runway lighting is used at airports that allow night landings. Seen from the air, runway lights form an outline of the runway. A particular runway may have some or all of the following: 

Runway end identifier lights (REIL) – unidirectional (facing approach direction) or omnidirectional pair of synchronized flashing lights installed at the runway threshold, one on each side.



Runway end lights – a pair of four lights on each side of the runway on precision instrument runways, these lights extend along the full width of the runway. These lights show green when viewed by approaching aircraft and red when seen from the runway.

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Runway edge lights – white elevated lights that run the length of the runway on either side. On precision instrument runways, the edge-lighting becomes yellow in the last 2,000 ft. (610 m) of the runway, or last third of the runway, whichever is less. Taxiways are differentiated by being bordered by blue lights, or by having green center lights, depending on the width of the taxiway, and the complexity of the taxi pattern.



Runway centerline lighting system (RCLS) – lights embedded into the surface of the runway at 50 ft. (15 m) intervals along the runway centerline on some precision instrument runways. White except the last 900 m (3,000 ft.): alternate white and red for next 600 m (1,969 ft.) and red for last 300 m (984 ft.). 41



Touchdown zone lights (TDZL) – rows of white light bars (with three in each row) at 30 or 60 m (98 or 197 ft.) intervals on either side of the centerline for 900 m (3,000 ft.).



Taxiway centerline lead-off lights – installed along lead-off markings, alternate green and yellow lights embedded into the runway pavement. It starts with green light at about the runway centerline to the position of first centerline light beyond the Hold-Short markings on the taxiway.



Taxiway centerline lead-on lights – installed the same way as taxiway centerline leadoff Lights, but directing airplane traffic in the opposite direction.



Land and hold short lights – a row of white pulsating lights installed across the runway to indicate hold short position on some runways that are facilitating land and hold short operations (LAHSO).



Approach lighting system (ALS) – a lighting system installed on the approach end of an airport runway and consists of a series of lightbars, strobe lights, or a combination of the two that extends outward from the runway end.

According to Transport Canada's regulations, the runway-edge lighting must be visible for at least 2 mi (3 km). Additionally, a new system of advisory lighting, runway status lights, is currently being tested in the United States. The edge lights must be arranged such that: 

the minimum distance between lines is 75 ft. (23 m), and maximum is 200 ft. (61 m);



the maximum distance between lights within each line is 200 ft. (61 m);



the minimum length of parallel lines is 1,400 ft. (427 m);



The minimum number of lights in the line is 8.

Control of lighting system Typically the lights are controlled by a control tower, a flight service station or another designated authority. Some airports/airfields (particularly uncontrolled ones) are equipped with pilot-controlled lighting, so that pilots can temporarily turn on the lights when the relevant authority is not available. This avoids the need for automatic systems or staff to turn the lights on at night or in other low visibility situations. This also avoids the cost of having the lighting system on for extended periods. Smaller airports may not have lighted runways or runway markings. Particularly at private airfields for light planes, there may be nothing more than a windsock beside a landing strip. 42

43

2.4.4 THEORY FOR REDUCING RUNWAY LENGTH Landing larger and faster aircraft on a flight deck was made possible through the use of arresting cables installed on the flight deck and a tail hook installed on the aircraft. Early carriers had a very large number of arrestor cables or "wires". Current U.S. Navy carriers have three or four steel cables stretched across the deck at 20 ft (6.1 m) intervals which bring a plane, travelling at 150 mph (240 km/h), to a complete stop in about 320 ft (98 m). The cables are set to stop each aircraft at the same place on the deck, regardless of the size or weight of the plane. During World War II, large net barriers would be erected across the flight deck so aircraft could be parked on the forward part of the deck and recovered on the after part. This allowed increased complements but resulted in a lengthened launch and recovery cycle as aircraft were shuffled around the carrier to allow take-off or landing operations. Richard Phillips Feynman an American theoretical physicist used to tell a story about a simple lawn-sprinkler physics problem. The same theory can be applied for the reduction of runway length. let us Imagine a 747 is sitting on a conveyor belt, as wide and long as a runway. The conveyor belt is designed to exactly match the speed of the wheels, moving in the opposite direction. Practically, A 747’s engines produce a quarter of a million pounds of thrust. That is, each engine is powerful enough to launch a brachiosaurus straight up. With that kind of force, no matter what’s happening to the treill and wheels, the plane is going to move forward and take off. This principle can also be worked out in case of emergency landings due to any technical failure by providing conveyor belts at the end of the runway as a safety measure. The above theory can also be used for take-off of the flights with low power engines if the conveyors are moved in the opposite direction and by creating wind resistance onto the wings to provide aerodynamic lift. This method is not yet developed completely. Creating wind resistance is not economical way hence this method can be used in when area is not sufficient. Scientists are working on this to takeoff the flight with conveyor belt.

44

CHAPTER 3

45

PLANING AND DEG OF TERMINAL BUILDING 3.1TERMINAL BUILDING An airport terminal is a building at an airport where engers transfer between ground transportation and the facilities that allow them to board and disembark from aircraft. Within the terminal, engers purchase tickets, transfer their luggage, and go through security. The buildings that provide access to the airplanes (via gates) are typically called concourses. However, the "terminal" and "concourse" are sometimes used interchangeably, depending on the configuration of the airport. Smaller airports have one terminal while larger airports have several terminals and/or concourses. At small airports, the single terminal building typically serves all of the functions of a terminal and a concourse. Some larger airports have one terminal that is connected to multiple concourses via walkways, sky-bridges, or underground tunnels (such as Denver International Airport). Some larger airports have more than one terminal, each with one or more concourses (such as New York's JFK Airport). Still other larger airports have multiple terminals each of which incorporate the functions of a concourse (such as Dallas/Fort Worth International Airport).

3.1.1 Requirements of the terminal building:  Airline counters  Area for customs  Area for managerial activities  Waiting hall  Washrooms  Food stalls  VIP waiting hall  Clinic  Check-In area  Baggage counters 46

 Control room  Area for crew

3.1.2 Ground floor plan:

3.1.3 First floor plan:

47

The waters tanks are placed above the toilets in the first floor with a depth of 5ft each. Dimensions: The terminal building planed consists lateral dimension of 58m and longitudinal dimension of 105m. Total area of the ground floor is 3690sq.m and that of first floor is 3315sq.m Ground floor plan s.no.

Room

first floor plan No. Of units

Length×

Area (sq.m.)

Room

No. Of

Breath (m)

Length×

Area (sq.m.)

Breath (m) units

5

1

Manager

2

8×4

32

Clinic

1

8×4

32

2

Office

2

8×4

32

VIP

1

8×4

32

3

Toilets

2

10×8

80

Toilet

2

10×8

80

4

Crew

2

10×8

80

Customs

2

9×6.5

58.5

12×10

120

Control

1

15×15

225

Customs

2

48

3.1.4 Archicad: ArchiCAD is an architectural BIM CAD software for Macintosh and Windows developed by the Hungarian company GRAPHISOFT. ArchiCAD offers computer aided solutions for handling all common aspects of aesthetics and engineering during the whole design process of the built environment — buildings, interiors, urban areas, etc. Development of ArchiCAD started in 1982 for the original Apple Macintosh. ArchiCAD is recognized as the first CAD product on a personal computer able to create both 2D drawings and parametric 3D geometry. In its debut in 1987, with GRAPHISOFT's "Virtual Building" concept, ArchiCAD also became the first BIM CAD software in the world. Today more than 100,000 architects are using it in the building design industry. The following are the screenshots of the terminal building drawn in ArchiCAD.

49

3.2 TERMINAL BUILDING DESIGN

50

3.2.1 Loads: The loads considered for the design of terminal building are live load, dead load, Roof load, seismic load, wind load and hydrostatic load for water tanks. Live load: The live load is considered for the design from Indian standard code IS: 875 (part2). The airport building falls under the building classification-assembly building. For assembly the imposed given by the code are as follows: a) Assembly areas: 1) With fixed seats – 4 KN/m2 2) Without fixed seats – 5 KN/m2 b) Restaurant (subject to assembly), museums and art galleries and gymnasia – 4 KN/m2 c) Office rooms, kitchens and laundries – 3 KN/m2 d) Toilets and bathrooms – 2 KN/m2 e) Corridors, ages, staircases including fire escapes – 4 KN/m2 Dead load: The dead loads are considered as that are given by the Indian standard code IS: 875(part1). Unit weight of reinforced concrete = 25 KN/m2 Unit weight of brick wall = 18.85 KN/m2 Roof load: The roof load is nothing but the imposed load on the roof given by IS: 875(part2) The uniformly distributed load on the curved roof is given by the following formula. UDL = (0.75 – 0.52 y2) KN/m2 Y=

h l

51

Where, h = rise of the curve and l = width of the curved span. For bay1(roof span parallel to lateral direction of building): Y=

3.5 28

= 0.125 UDL = 4.945 KN/m2

For bay2 (roof span parallel to longitudinal direction): Y=

5 25

= 0.2

UDL = 4.22 KN/m2 Minimum imposed load on the curved roof is 0.4 KN/m2 Seismic load: The seismic load is calculated using the code IS: 1893-2002.the STAAD pro software will generate the seismic load automatically by using the entered code. However, we has to calculate the maximum duration of seismic load acting on each member. This is given by the formula T = 0.09h √d Where, h = height of the building and d = length of the building in the direction of earthquake. The seismic load duration on every member in the longitudinal direction and lateral direction is 0.14sec and 0.27sec respectively. Wind load: Wind load cannot be assigned directly by applying code on staad pro we has to calculate wind intensities with respect to height of the building. Design wind speed Vz = VbK1K2K3. Where, Vb = basic wind speed K1 = risk co-efficient

52

K2 = size factor K3 = topography factor

Vb for vizag is 50kmph. We consider the design life of 100 years then from table given in code we get K1 = 1.08 K2: s.no.

height

K2

1

Upto 10m

0.99

2

10m – 15m

1.03

3

15m- 20m

1.06

Design wind pressure Pz = 0.6Vz2 s.no.

Height (m)

Design wind speed Design wind pressure (Vz) (Pz) in KN/m2

1

Upto 10

53.46

1.71478296

2

10-20

55.62

1.85615064

3

15-20

57.24

1.96585056

Hydrostatic load: The hydrostatic load acts in the form of triangular loading on all the side walls of the water tank and as a uniform pressure at the bottom surface. Bottom pressure(p) = g×h g = 9.81 and h = 5ft = 1.524m p = 14.95 KN/m2 53

The triangular load will vary from 0KN/m2 to 14.95 KN/m2 on all the side walls 3.2.2 Load combinations: The load combinations are given by the code IS: 875(part5) and are as follows. 1. DL+IL = 1.5DL + 1.5IL 2. DL+WL = 1.5DL + 1.5WL 3. DL+EL = 1.5DL + 1.5EL 4. DL+ IL+WL(or)EL = 1.2DL + 1.2IL + 1.2EL

The superstructure design is done using STAAD pro v8i and the foundation design is done by using STAAD foundation v8i.

3.2.3 STAAD pro v8i: STAAD or (STAAD.Pro) is a structural analysis and design computer program originally developed by Research Engineers International in Yorba Linda, CA. In late 2005, Research Engineers International was bought by Bentley Systems. An older version called STAAD-III for windows is used by Iowa State University for educational purposes for civil and structural engineers. The commercial version STAAD.Pro is one of the most widely used structural analysis and design software. It s several steel, concrete and timber design codes. It can make use of various forms of analysis from the traditional 1st order static analysis, 2nd order p-delta analysis, geometric nonlinear analysis or a buckling analysis. It can also make use of various forms of dynamic analysis from modal extraction to time history and response spectrum analysis. In recent years it has become part of integrated structural analysis and design solutions mainly using an exposed API called OpenSTAAD to access and drive the program using an VB macro system included in the application or other by including Open STAAD functionality in applications that themselves include suitable programmable macro systems. Additionally STAAD.Pro has added direct links to applications such as RAM Connection and STAAD.Foundation to provide engineers working with those applications which handle design post processing not handled by STAAD.Pro itself. Another form of integration ed by

54

STAAD.Pro is the analysis schema of the CIMsteel Integration Standard, version 2 commonly known as CIS/2 and used by a number modelling and analysis applications.

The modelling view of the terminal:

The 3D rendering view of the terminal:

55

Loads given in STAAD pro: The floor load of 4 KN/m2 is used for design purpose as the building contains fixed seats. The roof load of 5 KN/m 2 is applied on bay1 and 4.5 KN/m2 is applied on bay2. The seismic load is applied in both X and Z directions with the durations of 0.14sec and 0.27sec respectively. Dead load is applied on the whole structure. The following are the load cases given in the STAAD pro for the design purpose. Load case 1 – seismic X Load case 2 – seismic Z Load case 3 – dead load Load case 4 – live load Load case 5 – roof load Load case 6 – wind load

56

3.2.4 3D view of loads applied: Seismic X:

Seismic Z:

57

Dead load:

Live load:

58

Roof load:

Wind load:

59

60

3.2.5 Deflections and Stresses: Deflection of member in +ve Z view:

Stress acting on the slabs:

61

------------------------------------------------------------SECTION 0.0 mm mm 12000.0 mm

3000.0 mm

6000.0 mm

9000.0

------------------------------------------------------------TOP

10-12í

2-12í

REINF. 1 layer(s) layer(s) BOTTOM

2-12í

1 layer(s)

5-25í

1 layer(s)

5-25í

REINF. 1 layer(s) layer(s)

6-12í

5-25í

1 layer(s)

1 layer(s)

20-12í

1 layer(s)

5-25í

2

2-25í

1 layer(s)

1

SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c ---------------------------------------------------------------------------

3.2.6 DESIGN OUTPUT OF TERMINAL BUILDING FROM STAAD PRO

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1215.0 mm AWAY FROM START VY =

B E A M N O.

73 D E S I G N R E S U L T S

M30

Fe415 (Main)

LENGTH: 12000.0 mm COVER: 25.0 mm

66.21 MX =

-2.22 LD=

4

Provide 2 Legged 8í @ 120 mm c/c

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM END VY = -96.88 MX = -7.35 LD=

SUMMARY OF REINF. AREA (Sq.mm)

3


---------------------------------------------------------------------------SECTION 12000 mm

0.0 mm

3000.0 mm

6000.0 mm

9000.0 mm

=============================================== ============================= B E A M N O.

------------------------------------------------------------TOP

1092.95

REINF. (Sq. mm) BOTTOM 0.00

(Sq. mm)

663.10

0.00 (Sq. mm)

964.82

0.00

672.42

(Sq. mm)

663.10

2224.46 (Sq. mm)

663.10

M30


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

STAAD SPACE

-- PAGE NO. 27

SUMMARY OF REINF. AREA (Sq.mm) REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm) ----------------------------------------------------------------------------

-------------------------------------------------------------

SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

7500.0

SUMMARY OF PROVIDED REINF. AREA

62

---------------------------------------------------------------------------TOP

673.86

REINF. (Sq. mm)

0.00

(Sq. mm)

BOTTOM 0.00

0.00

(Sq. mm)

672.42

673.86

1792.17

(Sq. mm)

672.42

672.42

(Sq. mm)

B E A M N O. M30


Fe415 (Main)


672.42

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

SUMMARY OF REINF. AREA (Sq.mm) ----------------------------------------------------------------------------

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm) SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

7500.0

------------------------------------------------------------------------------------------------------------------------------------------------------SUMMARY OF PROVIDED REINF. AREA TOP

673.86

0.00

673.86

673.86

1734.27

---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP

9-10í

2-10í


6-12í


2-10í

1 layer(s)

9-10í

1 layer(s)

23-10í

1 layer(s)

REINF. (Sq. mm)

(Sq. mm)

BOTTOM 0.00 REINF. (Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

2 ----------------------------------------------------------------------------

6-12í 1 layer(s)

6-12í 1 layer(s)

6-12í 1 layer(s)

2-12í

STAAD SPACE

1

-- PAGE NO. 272

SUMMARY OF PROVIDED REINF. AREA ----------------------------------------------------------------------------

SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c ---------------------------------------------------------------------------SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM START VY =

48.73 MX =

0.28 LD=

4

Provide 2 Legged 8í @ 120 mm c/c SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM END VY = -82.49 MX =

3.61 LD=


2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP

9-10í


6-12í


2-10í

9-10í

1 layer(s)

6-12í 1 layer(s)

9-10í

1 layer(s)

6-12í 1 layer(s)

23-10í

1 layer(s)

6-12í 1 layer(s)

2

2-12í 1

SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c

3 ----------------------------------------------------------------------------

Provide 2 Legged 8í @ 120 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE =============================================== =============================

63

SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM START VY =

47.77 MX =

0.28 LD=

4


1 layer(s)

1 layer(s)

1 layer(s)

1

SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í


0.72 LD=

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE

3


SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM START

=============================================== ============================= B E A M N O. M30


Fe415 (Main)


REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

VY =

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

1580.18

REINF. (Sq. mm)

669.55

(Sq. mm)


0.00

(Sq. mm)

0.00

(Sq. mm)

669.55

(Sq. mm)

0.00

669.55

(Sq. mm)

SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM END VY = -29.55 MX =

(Sq. mm)

SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------14-12í


2-16í

6-12í

2-12í

1 layer(s)

5-16í

2-12í

1 layer(s)

5-16í

6-12í

1 layer(s)

5-16í

4


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

SUMMARY OF REINF. AREA (Sq.mm) ---------------------------------------------------------------------------SECTION 0.0 mm mm 5000.0 mm

682.03

----------------------------------------------------------------------------

TOP

M30

1250.0 mm

2500.0 mm

3750.0

---------------------------------------------------------------------------TOP


1.96 LD=

B E A M N O.

669.55 (Sq. mm)

(Sq. mm)

3


---------------------------------------------------------------------------2000.0 mm

5.45 LD=

Provide 2 Legged 8í @ 120 mm c/c =============================================== =============================



83.34 MX =

672.42

REINF. (Sq. mm) BOTTOM 672.42 REINF. (Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

0.00

0.00

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42 (Sq. mm)

672.42

(Sq. mm)

---------------------------------------------------------------------------SUMMARY OF PROVIDED REINF. AREA

1

----------------------------------------------------------------------------

5-16í

64


1250.0 mm

2500.0 mm

3750.0

---------------------------------------------------------------------------TOP

6-12í

2-12í


2-12í

1 layer(s)

6-12í

1 layer(s)

REINF. (Sq. mm)

(Sq. mm)

BOTTOM 672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

6-12í

1 layer(s)

1

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

--------------------------------------------------------------------------BOTTOM

6-12í

6-12í

6-12í

6-12í

6-12í SUMMARY OF PROVIDED REINF. AREA


1 layer(s)

1 layer(s)

1 layer(s)

1 ----------------------------------------------------------------------------



1250.0 mm

2500.0 mm

3750.0

---------------------------------------------------------------------------TOP

6-12í

6-12í

2-12í

6-12í

6-12í

---------------------------------------------------------------------------SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE



-6.60 MX = -10.15 LD=

1 layer(s)

6-12í

1 layer(s)

6-12í


1 layer(s)

6-12í 1 layer(s)

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1

3 SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í

Provide 2 Legged 8í @ 120 mm c/c SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM END VY = -42.11 MX = -10.15 LD=

3

REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE

Provide 2 Legged 8í @ 120 mm c/c SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM START =============================================== ============================ B E A M N O. M30


Fe415 (Main)


VY =

9.43 MX =

4.07 LD=

3

Provide 2 Legged 8í @ 120 mm c/c SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM END

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

VY = -26.07 MX =

4.07 LD=

3



1250.0 mm

2500.0 mm

3750.0

=============================================== ============================= B E A M N O.


---------------------------------------------------------------------------M30 TOP

672.42

672.42

0.00

672.42

Fe415 (Main)

Fe415 (Sec.)

672.42

65


SIZE: 700.0 mm X 500.0 mm


VY = -23.30 MX = 20.49 LD=

---------------------------------------------------------------------------SECTION 0.0 mm mm 5000.0 mm

1250.0 mm

2500.0 mm

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)


672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

B E A M N O. M30


Fe415 (Main)


672.42

(Sq. mm)

(Sq. mm)

(Sq. mm)

SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------SECTION 0.0 mm mm 5000.0 mm

1250.0 mm

2500.0 mm

3750.0

---------------------------------------------------------------------------6-12í

6-12í

REINF. 1 layer(s) layer(s) 6-12í


6-12í

1 layer(s)

1 layer(s)

6-12í 1 layer(s)

6-12í

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

6-12í 1 layer(s)

1 layer(s)

6-12í 1 layer(s)

1

1

-------------------------------------------------------------------------SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM START 20.49 LD=

3



1000.0 mm

2000.0 mm

3000.0

---------------------------------------------------------------------------TOP 2228.62

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)

REINF. (Sq. mm)

672.42

(Sq. mm)

2005.57

(Sq. mm)

6-12í


12.20 MX =

----------------------------------------------------------------------------

BOTTOM 0.00

6-12í


VY =

=============================================== =============================

SUMMARY OF REINF. AREA (Sq.mm) (Sq. mm)

BOTTOM


672.42

----------------------------------------------------------------------------

TOP

3

3750.0

---------------------------------------------------------------------------TOP

SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM END

1026.18

(Sq. mm)

1080.03

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)


1000.0 mm

2000.0 mm

3000.0

---------------------------------------------------------------------------TOP

6-12í


10-16í


6-12í

6-12í

1 layer(s)

6-16í 1 layer(s)

10-12í

1 layer(s)

5-16í 1 layer(s)

20-12í

1 layer(s)

5-16í 1 layer(s)

2

2-16í 1


66


TOP

12-16í


SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM START VY = -141.92 MX = 15.42 LD=

6-16í

5-16í

1 layer(s)

2-12í

1 layer(s)

2-12í


2-16í

6-12í

1 layer(s)

1 layer(s)

5-16í

1 layer(s)

10-12í

1

18-12í

1 layer(s)

1


Provide 2 Legged 10í @ 200 mm c/c SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM END VY = -166.29 MX = 15.42 LD=

3

REINF. @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c ---------------------------------------------------------------------------


=============================================== ============================= B E A M N O. M30


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM START VY = 171.64 MX =

15.84 LD=

3




1000.0 mm

2000.0 mm

3000.0

SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM END VY = 148.51 MX =

15.84 LD=

3


---------------------------------------------------------------------------TOP

2380.54


(Sq. mm)

1134.24

672.42

(Sq. mm)

0.00

(Sq. mm)

672.42

=============================================== =============================

(Sq. mm) B E A M N O.

0.00

(Sq. mm)

0.00

672.42

(Sq. mm)

1052.33

(Sq. mm)

(Sq. mm)

M30


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

SUMMARY OF REINF. AREA (Sq.mm) ------------------------------------------------------------------------------------------------------------------------------------------------------SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------SECTION 0.0 mm mm 4000.0 mm

1000.0 mm

2000.0 mm

3000.0


2250.0 mm

4500.0 mm

6750.0

---------------------------------------------------------------------------TOP

801.49

0.00

672.42

672.42

1442.85

----------------------------------------------------------------------------

67

REINF. (Sq. mm)

(Sq. mm)

BOTTOM 0.00

(Sq. mm)

672.42

(Sq. mm)

672.42

672.42

(Sq. mm)


672.42

SIZE: 700.0 mm X 500.0 mm


REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


1000.0 mm

2000.0 mm

3000.0

-----------------------------------------------------------------------------------------------------------------------------------------------------SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------SECTION 0.0 mm mm 9000.0 mm

2250.0 mm

4500.0 mm

6750.0

---------------------------------------------------------------------------TOP

8-12í

2-12í


6-12í

1 layer(s)

6-12í

1 layer(s)

TOP 2160.75

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)

BOTTOM 0.00

672.42

(Sq. mm)

1892.83

1000.83

(Sq. mm)

1008.74

672.42

(Sq. mm)

672.42

13-12í

1 layer(s)

1

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

---------------------------------------------------------------------------BOTTOM

6-12í

6-12í

6-12í

6-12í



1 layer(s)

1 layer(s)

1 layer(s)

1 ----------------------------------------------------------------------------




67.87 MX =

0.00 LD=

5-20í


17-12í


4

2000.0 mm

3000.0

---------------------------------------------------------------------------TOP


1000.0 mm

5-20í

5-20í

1 layer(s)

1 layer(s)

9-12í 1 layer(s)

5-20í

6-12í 1 layer(s)

7-20í

1 layer(s)

6-12í 1 layer(s)

1

2-12í 1


1.63 LD=


3


----------------------------------------------------------------------------

=============================================== ============================= B E A M N O. M30


Fe415 (Main)


Fe415 (Sec.)

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM START VY = -138.23 MX = -12.20 LD=

3


68


3


Provide 2 Legged 10í @ 200 mm c/c ---------------------------------------------------------------------------=============================================== ============================= B E A M N O. M30


Fe415 (Main)


Fe415 (Sec.)

2000.0 mm

3


---------------------------------------------------------------------------1000.0 mm

SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM START VY = -204.35 MX = -18.04 LD=

SIZE: 700.0 mm X 500.0 mm




3000.0

VY = -225.63 MX = -18.04 LD=

3


---------------------------------------------------------------------------TOP

672.42

REINF. (Sq. mm)

0.00

(Sq. mm)

673.86

(Sq. mm)

1821.78

(Sq. mm)

3765.87

=============================================== =============================

(Sq. mm)

B E A M N O. M30


2588.15

1137.67

673.86


Fe415 (Main)

LENGTH: 5000.0 mm COVER: 25.0 mm (Sq. mm)

(Sq. mm)

Fe415 (Sec.)

673.86

(Sq. mm)

SIZE: 700.0 mm X 500.0 mm

(Sq. mm) SUMMARY OF REINF. AREA (Sq.mm)

----------------------------------------------------------------------------

---------------------------------------------------------------------------SECTION 0.0 mm mm 5000.0 mm

1250.0 mm

2500.0 mm

3750.0

---------------------------------------------------------------------------SUMMARY OF PROVIDED REINF. AREA TOP

673.86

673.86

673.86

673.86

712.11

---------------------------------------------------------------------------SECTION 0.0 mm mm 4000.0 mm

1000.0 mm

2000.0 mm

3000.0

---------------------------------------------------------------------------TOP

5-20í


2-20í

5-20í

1 layer(s)

6-20í

1 layer(s)

12-20í

1 layer(s)


(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

1 ---------------------------------------------------------------------------

33-10í

15-10í


1 layer(s)

9-10í 1 layer(s)

9-10í 1 layer(s)

2-10í 1


69


1250.0 mm

2500.0 mm

3750.0

---------------------------------------------------------------------------TOP

9-10í

9-10í


9-10í

1 layer(s)

9-10í

1 layer(s)

REINF. (Sq. mm)

(Sq. mm)

BOTTOM 672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

10-10í

1 layer(s)

1

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

---------------------------------------------------------------------------BOTTOM

6-12í

6-12í

6-12í

6-12í



1 layer(s)

1 layer(s)

1 layer(s)

1 ----------------------------------------------------------------------------



1250.0 mm

2500.0 mm

3750.0

---------------------------------------------------------------------------TOP

6-12í

6-12í

6-12í

6-12í

6-12í

---------------------------------------------------------------------------SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE



0.28 MX =

57.24 LD=

1 layer(s)

6-12í

1 layer(s)

6-12í


1 layer(s)

6-12í 1 layer(s)

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1



3


Provide 2 Legged 10í @ 200 mm c/c SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM START =============================================== ============================= B E A M N O. M30


Fe415 (Main)


VY =

6.27 MX =

5.17 LD=

3


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

VY = -29.24 MX =

5.17 LD=

3



1250.0 mm

2500.0 mm

3750.0

=============================================== ============================= B E A M N O.


---------------------------------------------------------------------------M30 TOP

672.42

672.42

672.42

672.42

Fe415 (Main)

Fe415 (Sec.)

672.42

70


SIZE: 700.0 mm X 500.0 mm

VY = -10.22 MX = -10.26 LD=

3

Provide 2 Legged 10í @ 200 mm c/c SUMMARY OF REINF. AREA (Sq.mm) ---------------------------------------------------------------------------SECTION 0.0 mm mm 5000.0 mm

1250.0 mm

2500.0 mm

3750.0

B E A M N O.

---------------------------------------------------------------------------TOP

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

REINF. (Sq. mm)

672.42

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

(Sq. mm)

----------------------------------------------------------------------------

(Sq. mm)

---------------------------------------------------------------------------SUMMARY OF PROVIDED REINF. AREA ---------------------------------------------------------------------------SECTION 0.0 mm mm 5000.0 mm

1250.0 mm

2500.0 mm

3750.0

---------------------------------------------------------------------------6-12í

REINF. 1 layer(s) layer(s BOTTOM

6-12í


6-12í

6-12í

1 layer(s)

1 layer(s)

6-12í 1 layer(s)

6-12í

6-12í 1 layer(s)

1 layer(s)

6-12í 1 layer(s)

1

1

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM START 3


1000.0 mm

2000.0 mm

3000.0

---------------------------------------------------------------------------TOP 673.86

1358.50

REINF. (Sq. mm)

673.86

(Sq. mm)

BOTTOM 1158.21

673.86

(Sq. mm)

673.86

673.86

(Sq. mm)

673.86

(Sq. mm)

673.86

(Sq. mm)

(Sq. mm)

673.86

(Sq. mm)

(Sq. mm)


6-12í

REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/

25.28 MX = -10.26 LD=


REINF. (Sq. mm)

6-12í


VY =

M30



BOTTOM 672.42

TOP

=============================================== =============================

---------------------------------------------------------------------------SECTION 0.0 mm mm 4000.0 mm

1000.0 mm

2000.0 mm

3000.0

---------------------------------------------------------------------------TOP

7-16í


9-10í


5-16í

5-16í

1 layer(s)

9-10í 1 layer(s)

5-16í

1 layer(s)

9-10í 1 layer(s)

5-16í

1 layer(s)

9-10í 1 layer(s)

1

15-10í 1


71

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM START VY = 107.91 MX =

8.51 LD=


1 layer(s)

11-12í

7-12í


3

1 layer(s)

1 layer(s)

6-12í

1 layer(s)

2-12í

1 layer(s)

1

2-12í

1 layer(s)

1

Provide 2 Legged 10í @ 200 mm c/c SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM END VY =

83.54 MX =

8.51 LD=

3


Provide 2 Legged 10í @ 200 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE =============================================== ============================= B E A M N O. M30


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


1000.0 mm

2000.0 mm

672.42

REINF. (Sq. mm)

0.00

(Sq. mm)

BOTTOM 0.00

672.42

(Sq. mm)

1220.20

689.06

715.09

(Sq. mm)

672.42

3

Provide 2 Legged 10í @ 200 mm c/c SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM END 3


3000.0

---------------------------------------------------------------------------TOP

VY = -89.61 MX = -13.48 LD=

VY = -112.75 MX = -13.48 LD=

---------------------------------------------------------------------------SECTION 0.0 mm mm 4000.0 mm


=============================================== =============================

1503.34 (Sq. mm)

0.00

B E A M N O. M30


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm) ----------------------------------------------------------------------------

----------------------------------------------------------------------------


2250.0 mm

4500.0 mm

6750.0

SUMMARY OF PROVIDED REINF. AREA ------------------------------------------------------------------------------------------------------------------------------------------------------TOP SECTION 0.0 mm mm 4000.0 mm

1000.0 mm

2000.0 mm

673.86

0.00

673.86

673.86

1137.19

3000.0 REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

---------------------------------------------------------------------------TOP

5-20í

2-20í

5-20í

5-20í

5-20í

BOTTOM 672.42

672.42

672.42

672.42

672.42

72

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


2250.0 mm

4500.0 mm

---------------------------------------------------------------------------TOP 1494.03

673.86

REINF. (Sq. mm)

673.86

(Sq. mm)

673.86

(Sq. mm)

695.88

(Sq. mm)

(Sq. mm)

6750.0 BOTTOM 673.86

1241.93

700.50

673.86

673.86

---------------------------------------------------------------------------TOP

9-10í

2-10í


9-10í

1 layer(s)

9-10í

1 layer(s)

REINF. (Sq. mm)

15-10í

1 layer(s)

1

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


BOTTOM

6-12í

6-12í

6-12í

6-12í

6-12í ----------------------------------------------------------------------------


1 layer(s)

1 layer(s)

1 layer(s)

1 SECTION 0.0 mm mm 4000.0 mm

SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE

VY =

37.84 MX =

0.28 LD=

TOP

5-20í

5-20í



5-20í

1 layer(s)

1 layer(s)

7-12í 1 layer(s)

5-20í

6-12í 1 layer(s)

5-20í

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1


SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM END 5.30 LD=

3000.0

4


VY = -63.94 MX =

2000.0 mm

----------------------------------------------------------------------------

BOTTOM SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM START

1000.0 mm

3




Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


VY = -91.28 MX = 11.35 LD=

3


11.35 LD=

3


---------------------------------------------------------------------------SECTION 0.0 mm mm 4000.0 mm

1000.0 mm

2000.0 mm

3000.0

=============================================== =============================

73

B E A M N O. M30


Fe415 (Main)


Fe415 (Sec.) VY = -118.14 MX =


2.67 LD=

3

SIZE: 700.0 mm X 500.0 mm Provide 2 Legged 10í @ 200 mm c/c


1000.0 mm

2000.0 mm

3000.0

---------------------------------------------------------------------------TOP 1451.91

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

M30


Fe415 (Main)

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


(Sq. mm)

----------------------------------------------------------------------------


1221.93

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

(Sq. mm)


(Sq. mm)


1000.0 mm

2000.0 mm

3000.0

---------------------------------------------------------------------------TOP

B E A M N O.


672.42

(Sq. mm)

=============================================== =============================

6-12í

6-12í


11-12í


6-12í

1 layer(s)

1 layer(s)

6-12í 1 layer(s)

6-12í

6-12í 1 layer(s)

1 layer(s)

6-12í 1 layer(s)

1

SHEAR 2 legged 10í 2 legged 10í 2 legged 10í 2 legged 10í 2 legged 10í REINF. @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM START VY = -93.77 MX =

2.67 LD=

3


TOP 1835.79

1861.26

REINF. (Sq. mm)

666.69

(Sq. mm)

BOTTOM 0.00

666.69

(Sq. mm)

663.10

11250.0

666.69

(Sq. mm)

663.10

(Sq. mm)

960.47

(Sq. mm)

(Sq. mm)

663.10

(Sq. mm)

(Sq. mm)


6-12í 1

7500.0 mm

----------------------------------------------------------------------------

REINF. (Sq. mm)

13-12í

3750.0 mm

---------------------------------------------------------------------------SECTION 0.0 mm mm 15000.0 mm

3750.0 mm

7500.0 mm

11250.0

---------------------------------------------------------------------------TOP

6-20í


5-25í


5-20í

5-20í

1 layer(s)

5-25í 1 layer(s)

5-20í

1 layer(s)

5-25í 1 layer(s)

6-20í

1 layer(s)

5-25í 1 layer(s)

1

2-25í 1


74


TOP

14-20í



99.41 MX =

0.02 LD=

5-20í

1 layer(s)

5-20í

1 layer(s)

5-20í


5-20í

5-20í

1 layer(s)

5-20í

1 layer(s)

10-20í

1 layer(s)

1

14-20í

1 layer(s)

1



5-20í

0.02 LD=

4




Fe415 (Main)

LENGTH: 10000.0 mm COVER: 25.0 m

VY = 165.51 MX =

19.07 LD=

3


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

=============================================== ============================= B E A M N O.


SUMMARY OF REINF. AREA (Sq.mm) M30

Fe415 (Main)

Fe415 (Sec.)

---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

7500.0


SIZE: 700.0 mm X 500.0 mm

SUMMARY OF REINF. AREA (Sq.mm) ------------------------------------------------------------------------------------------------------------------------------------------------------TOP 666.69

4387.15


1214.59

666.69

666.69 SECTION 0.0 mm mm 10000.0 mm

(Sq. mm)

(Sq. mm)

(Sq. mm)

2500.0 mm

5000.0 mm

7500.0

(Sq. mm) ----------------------------------------------------------------------------

666.69

(Sq. mm)

666.69

(Sq. mm)

1080.07

2875.25

(Sq. mm)

(Sq. mm)


TOP

4816.91


(Sq. mm)

666.69

(Sq. mm)

1423.44 (Sq. mm)

666.69

(Sq. mm)

669.55 (Sq. mm)

1161.33

(Sq. mm)

0.00

669.55

(Sq. mm)

3053.18

(Sq. mm)

---------------------------------------------------------------------------SUMMARY OF PROVIDED REINF. AREA SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

7500.0 ----------------------------------------------------------------------------

----------------------------------------------------------------------------

75


2500.0 mm

5000.0 mm

7500.0


------------------------------------------------------------------------------------------------------------------------------------------------------TOP

24-16í

8-16í


5-16í

1 layer(s)

2-16í

1 layer(s)

5-16í

1 layer(s)

1


3750.0 mm

7500.0 mm

11250.0

---------------------------------------------------------------------------BOTTOM

5-20í

5-20í

5-20í

10-20í

15-20í TOP


1 layer(s)

1 layer(s)

1 layer(s)

6-20í

5-20í

5-20í

5-20í

6-20í

1 REINF. 1 layer(s) layer(s)


BOTTOM

1 layer(s)

5-25í

1 layer(s)

5-25í

5-25í 1 layer(s)

5-25í 1 layer(s)

1

5-25í







VY = 169.49 MX = -36.17 LD=

1 layer(s)

1 layer(s)

1


3



Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


VY =

99.53 MX =

0.01 LD=

4


0.01 LD=

4


---------------------------------------------------------------------------SECTION 0.0 mm mm 15000.0 mm

3750.0 mm

7500.0 mm

11250.0

=============================================== ============================= B E A M N O.


---------------------------------------------------------------------------M30 TOP 1831.64

1869.04


666.69

666.69

Fe415 (Main)


663.10

(Sq. mm)

663.10

Fe415 (Sec.)

666.69

(Sq. mm)

958.62

SIZE: 700.0 mm X 500.0 mm

(Sq. mm)

663.10 SUMMARY OF REINF. AREA (Sq.mm)

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm) ----------------------------------------------------------------------------

76


1250.0 mm

2500.0 mm

3750.0

---------------------------------------------------------------------------TOP

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)


672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

Fe415 (Main)


672.42

(Sq. mm)

(Sq. mm)

(Sq. mm)


1250.0 mm

2500.0 mm

3750.0

---------------------------------------------------------------------------6-12í

6-12í



6-12í

1 layer(s)

1 layer(s)

6-12í 1 layer(s)

6-12í

6-12í 1 layer(s)

6-12í

1 layer(s)

6-12í 1 layer(s)

1

6-12í

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


1250.0 mm

2500.0 mm

3750.0

---------------------------------------------------------------------------TOP

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)


672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

---------------------------------------------------------------------------SUMMARY OF PROVIDED REINF. AREA ----------------------------------------------------------------------------

REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1465.0 mm AWAY FROM START 8.03 MX =

----------------------------------------------------------------------------

1


VY =

M30



BOTTOM

B E A M N O.

672.42

----------------------------------------------------------------------------

TOP

=============================================== =============================

26.67 LD=

3


3



1250.0 mm

2500.0 mm

3750.0

---------------------------------------------------------------------------TOP

6-12í


6-12í


6-12í

6-12í

1 layer(s)

6-12í 1 layer(s)

6-12í

1 layer(s)

6-12í 1 layer(s)

6-12í

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1


77


11.25 MX = -39.90 LD=

3


1 layer(s)

1 layer(s)

1 layer(s)

1



3 SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE


=============================================== ============================= B E A M N O. M30


Fe415 (Main)



Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


61.85 LD=

3



12.89 MX =

-9.63 MX = 61.85 LD=

3


---------------------------------------------------------------------------SECTION 0.0 mm mm 5000.0 mm

1250.0 mm

2500.0 mm

3750.0

=============================================== =============================

---------------------------------------------------------------------------TOP

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)

BOTTOM 672.42

672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

672.42

672.42

(Sq. mm)

B E A M N O. M30


Fe415 (Main)


672.42

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


1250.0 mm

2500.0 mm

3750.0

-----------------------------------------------------------------------------------------------------------------------------------------------------SUMMARY OF PROVIDED REINF. AREA TOP

672.42

672.42

672.42

672.42

672.42

---------------------------------------------------------------------------SECTION 0.0 mm mm 5000.0 mm

1250.0 mm

2500.0 mm

3750.0

---------------------------------------------------------------------------TOP

6-12í


6-12í

6-12í

6-12í

1 layer(s)

6-12í

1 layer(s)

6-12í

1 layer(s)


(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

1 ----------------------------------------------------------------------------

6-12í

6-12í

6-12í

6-12í


78

---------------------------------------------------------------------------SECTION 0.0 mm mm 5000.0 mm

1250.0 mm

2500.0 mm

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

3750.0 BOTTOM 672.42

672.42

672.42

672.42

672.42

---------------------------------------------------------------------------TOP

6-12í


6-12í

6-12í

1 layer(s)

6-12í

1 layer(s)

REINF. (Sq. mm)

6-12í

1 layer(s)

(Sq. mm)

1

(Sq. mm)

(Sq. mm)

(Sq. mm)


BOTTOM

6-12í


6-12í

6-12í

1 layer(s)

1 layer(s)

6-12í

6-12í

1 layer(s)

1


2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------SHEAR 2 legged 10í 2 legged 10í 2 legged 10í 2 legged 10í 2 legged 10í REINF. @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1715.0 mm AWAY FROM START VY =

10.84 MX = -53.90 LD=


1 layer(s)

6-12í

1 layer(s)

6-12í


6-12í

6-12í

1 layer(s)

1 layer(s)

6-12í

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1


=============================================== ============================= 101 D E S I G N R E S U L T S

Fe415 (Main)


6-12í

3


M30

6-12í



B E A M N O.

6-12í


3


VY = -11.67 MX = -53.90 LD=

TOP

Fe415 (Sec.)

31.75 MX =

10.37 LD=


SIZE: 700.0 mm X 500.0 mm

3

3



2000.0 mm

4000.0 mm

=============================================== =============================

6000.0

B E A M N O. M30


Fe415 (Main)

Fe415 (Sec.)

---------------------------------------------------------------------------TOP

672.42

672.42

672.42

672.42

672.42


SIZE: 700.0 mm X 500.0 mm

79


3000.0 mm

6000.0 mm

9000.0

---------------------------------------------------------------------------TOP 2330.91

960.59

REINF. (Sq. mm)

673.86

(Sq. mm)

673.86

(Sq. mm)

REINF. (Sq. mm)

Fe415 (Main)

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


(Sq. mm)

669.55

995.66

(Sq. mm)

669.55

(Sq. mm)

669.55

(Sq. mm)


(Sq. mm)


3000.0 mm

6000.0 mm

9000.0

---------------------------------------------------------------------------13-10í

9-10í


5-16í


9-10í

1 layer(s)

1 layer(s)

5-16í 1 layer(s)

9-10í

5-16í 1 layer(s)

30-10í

1 layer(s)

5-16í 1 layer(s)

2

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1215.0 mm AWAY FROM START 0.32 LD=

4


3


4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

673.86

REINF. (Sq. mm)

673.86

(Sq. mm)


673.86

(Sq. mm)

672.42

673.86

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

722.37

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

----------------------------------------------------------------------------

1


60.75 MX =

2000.0 mm

5-16í


VY =

M30


----------------------------------------------------------------------------

BOTTOM 669.55

TOP

B E A M N O.


673.86

(Sq. mm)

=============================================== =============================


2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

9-10í


6-12í


9-10í

9-10í

1 layer(s)

6-12í 1 layer(s)

9-10í

1 layer(s)

6-12í 1 layer(s)

10-10í

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1


80


54.23 MX =

0.94 LD=

8-12í


1 layer(s)

1 layer(s)

1 layer(s)

1


=============================================== ============================= 104 D E S I G N R E S U L T S

Fe415 (Main)


6-12í


VY = 119.85 MX =

M30

6-12í

4


B E A M N O.

11-12í



6-12í


4

Provide 2 Legged 10í @ 200 mm c/

VY = -58.44 MX =

BOTTOM

Fe415 (Sec.)

1.78 LD=


SIZE: 700.0 mm X 500.0 mm

4

1.78 LD=

4



3000.0 mm

6000.0 mm

=============================================== =============================

9000.0

B E A M N O. M30


Fe415 (Main)

Fe415 (Sec.)

---------------------------------------------------------------------------TOP 2160.58

2188.31

672.42

672.42


672.42

SIZE: 700.0 mm X 500.0 mm


(Sq. mm)

(Sq. mm)

(Sq. mm) ----------------------------------------------------------------------------


(Sq. mm)

672.42

891.79

(Sq. mm)

1210.34

(Sq. mm)

672.42

(Sq. mm)


(Sq. mm)

3000.0 mm

6000.0 mm

9000.0

---------------------------------------------------------------------------TOP

5846.02

1743.59

0.00

663.10

686.94


3000.0 mm

6000.0 mm

9000.0

---------------------------------------------------------------------------TOP

7-20í

5-20í

5-20í

5-20í


(Sq. mm)

1409.81

(Sq. mm)

(Sq. mm)

663.10

(Sq. mm)

(Sq. mm)

1400.86

(Sq. mm)

(Sq. mm)

3333.94

(Sq. mm)

7-20í ----------------------------------------------------------------------------


1 layer(s)

1 layer(s)

1 layer(s)

1 SUMMARY OF PROVIDED REINF. AREA

81

---------------------------------------------------------------------------SECTION 0.0 mm mm 12000.0 mm

3000.0 mm

6000.0 mm

REINF. (Sq. mm)

(Sq. mm)

12-25í

BOTTOM

2-25í

1 layer(s)

5-20í

5-25í

1 layer(s)

5-20í


1 layer(s)

5-20í

1 layer(s)

5-25í

11-20í

1 layer(s)

1

16-20í

2 layer(s)


2




14.95 LD=

7500.0

TOP

17-10í

9-10í


9-10í

1 layer(s)

9-10í

1 layer(s)

22-10í

1 layer(s)

1 layer(s)

10-10í

9-10í

1 layer(s)

1 layer(s)

9-10í


9-10í

2

9-10í 1


=============================================== ============================= 106 D E S I G N R E S U L T S

Fe415 (Main)


5000.0 mm

3


B E A M N O.

2500.0 mm

----------------------------------------------------------------------------

BOTTOM REINF. @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c

M30

(Sq. mm)

----------------------------------------------------------------------------

5-25í


(Sq. mm)

9000.0

---------------------------------------------------------------------------TOP

(Sq. mm)

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


94.82 MX =

-1.09 LD=



4

4


---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

7500.0

=============================================== =============================

---------------------------------------------------------------------------TOP 1705.38

1314.97

REINF. (Sq. mm)

(Sq. mm)

673.86

(Sq. mm)

673.86

673.86

(Sq. mm)

(Sq. mm)

B E A M N O. M30


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

SUMMARY OF REINF. AREA (Sq.mm) BOTTOM 673.86

673.86

673.86

733.23

673.86 ----------------------------------------------------------------------------

82


2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

692.91

REINF. (Sq. mm)

673.86

(Sq. mm)


673.86

(Sq. mm)

672.42

673.86

(Sq. mm)

672.42

672.42

(Sq. mm)

Fe415 (Main)


672.42

(Sq. mm)

(Sq. mm)

(Sq. mm)


2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------9-10í

9-10í



9-10í

1 layer(s)

1 layer(s)

6-12í 1 layer(s)

9-10í

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

6-12í 1 layer(s)

1 layer(s)

6-12í 1 layer(s)

1

SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM START 4


0.18 LD=

4


2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP 1714.57

673.86

REINF. (Sq. mm)

673.86

(Sq. mm)

REINF. (Sq. mm)

673.86

(Sq. mm)

672.42

673.86

(Sq. mm)

672.42

(Sq. mm)

1


0.18 LD=


672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

6-12í


61.16 MX =

----------------------------------------------------------------------------

BOTTOM 672.42

9-10í


VY =

M30



BOTTOM

B E A M N O.

673.86

----------------------------------------------------------------------------

TOP

=============================================== =============================


2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP

9-10í


6-12í


9-10í

9-10í

1 layer(s)

6-12í 1 layer(s)

9-10í

1 layer(s)

6-12í 1 layer(s)

22-10í

1 layer(s)

6-12í 1 layer(s)

2

6-12í 1


83


46.08 MX =

0.53 LD=


Fe415 (Main)


Fe415 (Sec.)

2500.0 mm

5000.0 mm

672.42

672.42


80.62 MX =

(Sq. mm)

672.42

672.42

672.42

4

=============================================== ============================= B E A M N O.


Fe415 (Main)

Fe415 (Sec.)

(Sq. mm) SIZE: 700.0 mm X 500.0 mm


(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP

3


672.42

(Sq. mm)

0.06 LD=



(Sq. mm)

-0.13 LD=


M30 REINF. (Sq. mm)

1

7500.0

---------------------------------------------------------------------------1670.93

1 layer(s)


VY = -49.51 MX =

----------------------------------------------------------------------------

TOP 672.42

1 layer(s)

6-12í


SIZE: 700.0 mm X 500.0 mm



1 layer(s)

6-12í


=============================================== =============================

M30

6-12í

3


B E A M N O.

6-12í



6-12í


4


VY = -81.82 MX =

BOTTOM

15-12í


6-12í

6-12í

1 layer(s)

6-12í

1 layer(s)

---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP

1285.02


(Sq. mm)

673.86

673.86 (Sq. mm)

673.86

0.00

673.86

(Sq. mm)

734.85

1644.64

(Sq. mm)

673.86

6-12í

1 layer(s)

1

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

----------------------------------------------------------------------------

84


2500.0 mm

5000.0 mm

TOP

694.90

REINF. (Sq. mm)

673.86

(Sq. mm)

673.86

(Sq. mm)

673.86

(Sq. mm)

673.86

(Sq. mm)

7500.0 BOTTOM 672.42

672.42

672.42

672.42

672.42

---------------------------------------------------------------------------TOP

17-10í

9-10í


2-10í

1 layer(s)

9-10í

21-10í

1 layer(s)

1 layer(s)

10-10í

9-10í

1 layer(s)

1 layer(s)

2

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


BOTTOM

9-10í

9-10í

9-10í ----------------------------------------------------------------------------


1 layer(s)



VY =

93.26 MX =

-0.02 LD=

6000.0

TOP

9-10í

9-10í


9-10í

1 layer(s)

6-12í

1 layer(s)

6-12í


1 layer(s)

9-10í

6-12í 1 layer(s)

9-10í

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1



4000.0 mm

----------------------------------------------------------------------------


2000.0 mm

4




Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


VY =

61.23 MX =

0.33 LD=

4


0.33 LD=

4


---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

2000.0 mm

4000.0 mm

6000.0

=============================================== ============================= B E A M N O.


---------------------------------------------------------------------------M30

Fe415 (Main)

Fe415 (Sec.)

85


SIZE: 700.0 mm X 500.0 mm

VY =

96.32 MX =

-0.04 LD=

4


2500.0 mm

5000.0 mm

7500.0


4

---------------------------------------------------------------------------Provide 2 Legged 10í @ 200 mm c/c TOP 1258.68

1250.28

REINF. (Sq. mm)

673.86

(Sq. mm)


673.86

(Sq. mm)

673.86

673.86

(Sq. mm)

673.86

746.36

(Sq. mm)

=============================================== ============================= B E A M N O.

673.86 M30

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


Fe415 (Main)


----------------------------------------------------------------------------

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm



2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP

16-10í


9-10í


9-10í

9-10í

1 layer(s)

9-10í 1 layer(s)

9-10í

17-10í

1 layer(s)

1 layer(s)

10-10í

9-10í

1 layer(s)

1 layer(s)

1

9-10í 1

SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c ---------------------------------------------------------------------------SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE



2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP 1361.36

1395.84

REINF. (Sq. mm)

673.86

(Sq. mm)


673.86

(Sq. mm)

673.86

(Sq. mm)

673.86

(Sq. mm)

673.86

833.51

(Sq. mm)

(Sq. mm)

673.86

(Sq. mm)

(Sq. mm)


2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP

7-16í


9-10í

5-16í

5-16í

1 layer(s)

9-10í

5-16í

7-16í

1 layer(s)

1 layer(s)

11-10í

9-10í

1

9-10í

86


1 layer(s)

1 layer(s)

1 layer(s)

1


SHEAR 2 legged 10í 2 legged 10í 2 legged 10í 2 legged 10í 2 legged 10í REINF. @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 465.0 mm AWAY FROM START


57.07 MX =

44.95 LD=

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP

7-16í


VY =

2500.0 mm

5-16í

5-16í

1 layer(s)

9-10í

5-16í

7-16í

1 layer(s)

1 layer(s)

11-10í

9-10í

1 layer(s)

1 layer(s)

9-10í

1

9-10í



1 layer(s)

1


3



Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


49.40 MX = -47.91 LD=



3

3


---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

7500.0

=============================================== =============================

---------------------------------------------------------------------------TOP 1395.53

1337.67

REINF. (Sq. mm)

(Sq. mm)

673.86

(Sq. mm)

673.86

673.86

(Sq. mm)

(Sq. mm)

B E A M N O. M30


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

SUMMARY OF REINF. AREA (Sq.mm) BOTTOM 673.86 REINF. (Sq. mm)

673.86

673.86

846.44

673.86 ----------------------------------------------------------------------------

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

----------------------------------------------------------------------------


2500.0 mm

5000.0 mm

7500.0

----------------------------------------------------------------------------

87

TOP 1207.15

1317.30

REINF. (Sq. mm)

673.86

(Sq. mm)

673.86

(Sq. mm)

673.86

(Sq. mm)

M30

(Sq. mm)

Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


673.86

673.86

740.59

673.86 ----------------------------------------------------------------------------

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)



2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP 1152.47

1629.28

673.86

673.86

673.86

---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP

17-10í

9-10í


1 layer(s)

9-10í

1 layer(s)

16-10í

1 layer(s)

(Sq. mm)


(Sq. mm)

673.86

(Sq. mm)

673.86

(Sq. mm)

698.59

(Sq. mm)

(Sq. mm)

673.86

(Sq. mm)

(Sq. mm)

1 ----------------------------------------------------------------------------

9-10í


9-10í

REINF. (Sq. mm)

9-10í 1 layer(s)

10-10í

9-10í

1 layer(s)

1 layer(s)

9-10í 1



2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 465.0 mm AWAY FROM START VY =

98.12 MX =

-0.16 LD=

4


21-10í

9-10í


9-10í


9-10í

1 layer(s)

1 layer(s)

9-10í 1 layer(s)

9-10í

9-10í 1 layer(s)

15-10í

1 layer(s)

9-10í 1 layer(s)

1

2-10í 1


4


=============================================== ============================= B E A M N O.

TOP



-1.28 LD=

4


88


4




Fe415 (Main)


Fe415 (Sec.)

4000.0 mm

673.86

REINF. (Sq. mm)

673.86

(Sq. mm)

BOTTOM 672.42

673.86

(Sq. mm)

672.42

673.86

(Sq. mm)

672.42

672.42

1.31 LD=

4


4


6000.0

---------------------------------------------------------------------------TOP

59.66 MX =

VY = -74.72 MX =

---------------------------------------------------------------------------2000.0 mm

VY =


SIZE: 700.0 mm X 500.0 mm




=============================================== =============================

828.23

(Sq. mm)

B E A M N O. M30


Fe415 (Main)


672.42

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm) ----------------------------------------------------------------------------

----------------------------------------------------------------------------


2500.0 mm

5000.0 mm

7500.0


2000.0 mm

4000.0 mm

1793.30

673.86

673.86

0.00

673.86


(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

---------------------------------------------------------------------------TOP

9-10í


6-12í


9-10í

9-10í

1 layer(s)

6-12í 1 layer(s)

9-10í

1 layer(s)

6-12í 1 layer(s)

BOTTOM 826.85

11-10í

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1

REINF. (Sq. mm)

0.00

(Sq. mm)

673.86

(Sq. mm)

952.74

1067.51

(Sq. mm)

(Sq. mm)


2500.0 mm

5000.0 mm

7500.0

----------------------------------------------------------------------------

89

TOP

23-10í

9-10í


9-10í

1 layer(s)

2-10í

1 layer(s)

9-10í

1 layer(s)


2-10í

6000.0

1

9-10í 1 layer(s)

13-10í

14-10í

11-10í

1 layer(s)

1 layer(s)

1

SHEAR 2 legged 10í 2 legged 10í 2 legged 10í 2 legged 10í 2 legged 10í REINF. @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM START 80.04 MX =

38.42 LD=


Fe415 (Main)


9-10í

9-10í


9-10í

1 layer(s)

10-10í

1 layer(s)

9-10í


1 layer(s)

9-10í

9-10í 1 layer(s)

21-10í

1 layer(s)

9-10í

2

9-10í

1 layer(s)

1



=============================================== ============================= B E A M N O.

TOP


3


M30

4000.0 mm

----------------------------------------------------------------------------


VY =

2000.0 mm

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

VY =

29.46 MX =

-0.19 LD=

4


0.06 LD=

3



2000.0 mm

4000.0 mm

6000.0 B E A M N O.

---------------------------------------------------------------------------TOP 1615.06

673.86

REINF. (Sq. mm)

(Sq. mm)

=============================================== =============================

673.86

673.86

(Sq. mm)

673.86

(Sq. mm)

M30


Fe415 (Main)


(Sq. mm)

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm



784.24

672.42

672.42

672.42 SECTION 0.0 mm mm 8000.0 mm

(Sq. mm)

(Sq. mm)

(Sq. mm)

2000.0 mm

4000.0 mm

6000.0

(Sq. mm) ----------------------------------------------------------------------------


TOP 2151.59

672.42

672.42

672.42

813.27

----------------------------------------------------------------------------

90

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

STAAD SPACE

-- PAGE NO. 308


996.77

693.26

672.42

672.42 ----------------------------------------------------------------------------

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


2000.0 mm

4000.0 mm


1000.0 mm

2000.0 mm

3000.0

---------------------------------------------------------------------------TOP 2505.15

668.55

672.42

672.42

1133.30


(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

---------------------------------------------------------------------------TOP

5-20í

5-20í


5-20í

1 layer(s)

5-16í

1 layer(s)

5-16í


5-20í

5-16í

1 layer(s)

1 layer(s)

BOTTOM 672.42

7-20í

1 layer(s)

5-16í 1 layer(s)

1

5-16í

REINF. (Sq. mm)

2225.07

(Sq. mm)

1126.88

672.42

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

----------------------------------------------------------------------------

1


SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM START


54.82 MX =

0.70 LD=


3000.0

TOP

5-20í


5-20í

5-20í

1 layer(s)

20-12í

10-12í


1 layer(s)

5-20í

1 layer(s)

6-12í

8-20í

1 layer(s)

6-12í

1

6-12í

4


VY = -98.50 MX =

2000.0 mm

----------------------------------------------------------------------------

BOTTOM VY =

1000.0 mm

1 layer(s)

1 layer(s)

1


3

Provide 2 Legged 10í @ 200 mm c/c --------------------------------------------------------------------------=============================================== ============================= B E A M N O. M30


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM START VY = -163.06 MX =

5.38 LD=

3


91


5.38 LD=

3




Fe415 (Main)


VY = 198.56 MX =

35.33 LD=

3


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

VY = 175.43 MX =

35.33 LD=

3



1000.0 mm

2000.0 mm

3000.0

=============================================== ============================= B E A M N O.


---------------------------------------------------------------------------M30 TOP 673.86

3037.34

1442.66

673.86

Fe415 (Main)


REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

Fe415 (Sec.)

673.86

(Sq. mm)

SIZE: 700.0 mm X 500.0 mm



673.86

673.86

(Sq. mm)

673.86

(Sq. mm)

1347.23

(Sq. mm)

----------------------------------------------------------------------------

(Sq. mm)


2250.0 mm

4500.0 mm

6750.0


1000.0 mm

2000.0 mm

3000.0

---------------------------------------------------------------------------TOP

27-12í


13-12í 1 layer(s)

6-12í

6-12í

1 layer(s)

TOP 1579.86

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)

BOTTOM 672.42

672.42

(Sq. mm)

672.42

672.42

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

6-12í

1 layer(s)

1

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

SUMMARY OF PROVIDED REINF. AREA BOTTOM

5-16í

5-16í

5-16í

7-16í

13-16í ----------------------------------------------------------------------------


1 layer(s)

1 layer(s)

1 layer(s)

1



2250.0 mm

4500.0 mm

6750.0

---------------------------------------------------------------------------TOP

6-12í

6-12í

6-12í

6-12í

14-12í

92


1 layer(s)

1 layer(s)

1 layer(s)

1

--------------------------------------------------------------------------SUMMARY OF PROVIDED REINF. AREA

BOTTOM

6-12í

6-12í

6-12í

6-12í

6-12í ----------------------------------------------------------------------------


1 layer(s)

1 layer(s)

1 layer(s)



VY =

37.92 MX =

-0.06 LD=

TOP

6-12í


6-12í

6-12í

1 layer(s)

21-12í

12-12í


1 layer(s)

12-12í

1 layer(s)

6-12í 1 layer(s)

23-12í

1 layer(s)

6-12í

2

6-12í

1 layer(s)

1



3000.0

4


VY = -80.48 MX =

2000.0 mm

----------------------------------------------------------------------------


1000.0 mm


3



Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


VY = -157.93 MX = -32.47 LD=

3


3


---------------------------------------------------------------------------SECTION 0.0 mm mm 4000.0 mm

1000.0 mm

2000.0 mm

3000.0

=============================================== ============================= B E A M N O.


---------------------------------------------------------------------------M30 TOP 2596.90

669.55


673.86

673.86

Fe415 (Main)


(Sq. mm)

Fe415 (Sec.)

1261.86

(Sq. mm)

SIZE: 700.0 mm X 500.0 mm


2372.54

(Sq. mm)

1266.13

(Sq. mm)

673.86

(Sq. mm)

673.86

(Sq. mm)

---------------------------------------------------------------------------SECTION 0.0 mm mm 4000.0 mm

1000.0 mm

2000.0 mm

3000.0

93

---------------------------------------------------------------------------TOP 669.55

4168.92

REINF. (Sq. mm)

1983.66

(Sq. mm)

673.86

(Sq. mm)

673.86

(Sq. mm)

B E A M N O. M30

(Sq. mm)


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

STAAD SPACE BOTTOM 2905.47 REINF. (Sq. mm)

673.86

673.86

673.86


(Sq. mm)

(Sq. mm)

(Sq. mm)


1000.0 mm

2000.0 mm

3000.0

---------------------------------------------------------------------------TOP

-- PAGE NO. 312

1219.72

21-16í

10-16í


1 layer(s)

5-16í

5-16í

1 layer(s)

---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

673.86

REINF. (Sq. mm)

0.00

(Sq. mm)

BOTTOM 0.00

673.86

(Sq. mm)

894.26

673.86

(Sq. mm)

730.18

672.42

1795.42 (Sq. mm)

672.42

5-16í

1 layer(s)

1

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


9-10í

9-10í

9-10í

16-10í

37-10í ----------------------------------------------------------------------------


1 layer(s)

1 layer(s)

1 layer(s)



VY = 251.57 MX =

-9.21 LD=

SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM END -9.21 LD=

6000.0

TOP

9-10í

2-10í



9-10í

1 layer(s)

1 layer(s)

7-12í 1 layer(s)

9-10í

6-12í 1 layer(s)

23-10í

1 layer(s)

6-12í 1 layer(s)

2

2-12í 1

3


VY = 230.30 MX =

4000.0 mm

----------------------------------------------------------------------------


2000.0 mm

3


Provide 2 Legged 10í @ 200 mm c/c SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM START =============================================== =============================

VY =

58.25 MX =

-5.73 LD=

4

94


BOTTOM


3

6-12í

6-12í


6-12í

1 layer(s)

6-12í

1 layer(s)

2-12í

1 layer(s)

1


Provide 2 Legged 10í @ 200 mm c/c REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c =============================================== ============================= B E A M N O.

M30


Fe415 (Main)


SIZE: 700.0 mm X 500.0 mm

4500.0 mm

6750.0

---------------------------------------------------------------------------TOP

918.60

0.00

673.86

673.86

75.64 MX =

0.04 LD=


VY = -80.35 MX =

1.89 LD=

(Sq. mm)

=============================================== =============================

1602.13

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

(Sq. mm)


(Sq. mm) M30


(Sq. mm)

3


B E A M N O. REINF. (Sq. mm)

4


---------------------------------------------------------------------------2250.0 mm


Fe415 (Sec.)




672.42

(Sq. mm)

Fe415 (Main)


(Sq. mm)

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm STAAD SPACE

-- PAGE NO. 313


2250.0 mm

4500.0 mm

2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

3203.52

REINF. (Sq. mm)

(Sq. mm)

1384.07 (Sq. mm)

672.42 (Sq. mm)

0.00

711.91

(Sq. mm)

6750.0 BOTTOM 1424.13

0.00

672.42

672.42

845.55

---------------------------------------------------------------------------TOP

5-16í


2-16í

5-16í

1 layer(s)

5-16í

1 layer(s)

REINF. (Sq. mm)

8-16í

1 layer(s)

1

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


95

---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

16-16í

7-16í


5-16í

1 layer(s)

2-16í

1 layer(s)

TOP

688.09

REINF. (Sq. mm)

672.42

(Sq. mm)

BOTTOM 672.42

672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

672.42

783.24

(Sq. mm)

672.42

5-16í

1 layer(s)

1

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

---------------------------------------------------------------------------BOTTOM

2-12í

6-12í


6-12í

1 layer(s)

1 layer(s)

8-12í

13-12í

1 layer(s)



---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------STAAD SPACE

-- PAGE NO. 314 TOP

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1465.0 mm AWAY FROM START VY = 112.72 MX = 16.38 LD=

9-10í

9-10í


1 layer(s)

6-12í

1 layer(s)

9-10í

1 layer(s)

6-12í


3

9-10í

6-12í 1 layer(s)

10-10í

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1


45.06 MX =

16.38 LD=


3



=============================================== ============================= B E A M N O. M30


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


2000.0 mm


4000.0 mm


32.37 MX =

26.35 LD=

3


3

Provide 2 Legged 10í @ 200 mm c/c B E A M N O.

6000.0 M30


Fe415 (Main)

Fe415 (Sec.)

----------------------------------------------------------------------------

96


SIZE: 700.0 mm X 500.0 mm


2000.0 mm

4000.0 mm

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

800.19

REINF. (Sq. mm)

Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)


(Sq. mm)


2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------5-16í

5-16í


6-12í


5-16í

1 layer(s)

5-16í

1 layer(s)

5-16í

1 layer(s)

6-12í 1 layer(s)

6-12í 1 layer(s)

6-12í 1 layer(s)

6-12í 1

6000.0

TOP

673.86

REINF. (Sq. mm)

673.86

(Sq. mm)


673.86

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

673.86

672.42

(Sq. mm)

796.06

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)



2000.0 mm

4000.0 mm

6000.0

----------------------------------------------------------------------------


4


4000.0 mm

----------------------------------------------------------------------------


56.39 MX =

2000.0 mm

----------------------------------------------------------------------------

1


VY =


----------------------------------------------------------------------------

BOTTOM 672.42

TOP

B E A M N O. M30

672.42

(Sq. mm)

=============================================== =============================

6000.0

---------------------------------------------------------------------------TOP


0.54 LD=

4

TOP

5-16í


6-12í


5-16í

5-16í

1 layer(s)

6-12í 1 layer(s)

5-16í

1 layer(s)

6-12í 1 layer(s)

5-16í

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1

SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c ---------------------------------------------------------------------------SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE

97


56.36 MX =

-0.59 LD=

4


1 layer(s)

1 layer(s)

1 layer(s)

1



REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c ----------------------------------------------------------------------------

VY = -61.93 MX = -0.59 LD=



=============================================== ============================= B E A M N O. M30


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

SHEAR DESIGN RESULTS AT 1215.0 mm AWAY FROM START VY = -28.09 MX = -4.31 LD=



3

3


---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

2000.0 mm

4000.0 mm

6000.0

=============================================== =============================

---------------------------------------------------------------------------TOP

673.86

REINF. (Sq. mm)

0.00

(Sq. mm)

BOTTOM 0.00

0.00

(Sq. mm)

1307.06

673.86

1959.96

(Sq. mm)

975.15

673.86

(Sq. mm)

B E A M N O. M30


Fe415 (Main)


673.86

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


2500.0 mm

5000.0 mm

7500.0

------------------------------------------------------------------------------------------------------------------------------------------------------SUMMARY OF PROVIDED REINF. AREA TOP

673.86

0.00

673.86

673.86

1616.46

---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

5-25í


17-10í

2-25í

2-25í

1 layer(s)

5-25í

1 layer(s)

5-25í

1 layer(s)


(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)


13-10í

9-10í

9-10í

2-10í

----------------------------------------------------------------------------

98


2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP

9-10í

2-10í

9-10í

9-10í


672.42

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)



1 layer(s)

1 layer(s)

1 layer(s)

2 ----------------------------------------------------------------------------

6-12í

6-12í


6-12í

1 layer(s)

1 layer(s)

6-12í

6-12í

1 layer(s)


5000.0 mm

7500.0

1 ----------------------------------------------------------------------------


TOP

23-10í



2500.0 mm

47.34 MX =

-0.34 LD=

1 layer(s)

6-12í


2-10í

9-10í

1 layer(s)

6-12í

6-12í

1 layer(s)

1 layer(s)

9-10í

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1


4 REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c


9-10í

3

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM START

Provide 2 Legged 10í @ 200 mm c/c VY = =============================================== ============================= B E A M N O. M30


Fe415 (Main)


79.13 MX = -12.99 LD=


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


3

4


=============================================== =============================

---------------------------------------------------------------------------B E A M N O. SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

M30

---------------------------------------------------------------------------TOP

1730.89

673.86

0.00


7500.0

673.86

Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm) ----------------------------------------------------------------------------

99


3000.0 mm

6000.0 mm

9000.0

---------------------------------------------------------------------------TOP 1812.41

1133.57

672.42

672.42

B E A M N O.

672.42 M30

REINF. (Sq. mm)

(Sq. mm)


(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

(Sq. mm)

3000.0 mm

(Sq. mm)

6000.0 mm

9000.0

---------------------------------------------------------------------------5-20í

5-20í


6-12í


5-20í

1 layer(s)

6-12í 1 layer(s)

5-20í

1 layer(s)

6-12í 1 layer(s)

1 layer(s)

6-12í 1 layer(s)

1

1

---------------------------------------------------------------------------SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM START 5.36 LD=

4


3



1250.0 mm

2500.0 mm

3750.0

---------------------------------------------------------------------------TOP

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)

REINF. (Sq. mm)

672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

(Sq. mm)

6-12í


67.26 MX =

SIZE: 700.0 mm X 500.0 mm

----------------------------------------------------------------------------

BOTTOM 672.42

6-20í


VY =


Fe415 (Sec.)


---------------------------------------------------------------------------SECTION 0.0 mm mm 12000.0 mm


Fe415 (Main)

672.42


TOP

=============================================== =============================

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)


1250.0 mm

2500.0 mm

3750.0

---------------------------------------------------------------------------TOP

6-12í


6-12í


6-12í

6-12í

1 layer(s)

6-12í 1 layer(s)

6-12í

1 layer(s)

6-12í 1 layer(s)

6-12í

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1

SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c --------------------------------------------------------------------------SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE

100


18.14 MX =

2.10 LD=

4


1 layer(s)

1 layer(s)

1 layer(s)

1




3



=============================================== ============================= B E A M N O. M30


Fe415 (Main)



Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

VY =

26.13 MX = -17.97 LD=

3


-9.37 MX = -17.97 LD=

3



1250.0 mm

2500.0 mm

3750.0 B E A M N O.

---------------------------------------------------------------------------TOP

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)

=============================================== =============================

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

M30


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm



672.42

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

----------------------------------------------------------------------------

(Sq. mm)


1250.0 mm

2500.0 mm

3750.0


672.42

672.42

672.42

672.42

672.42

---------------------------------------------------------------------------SECTION 0.0 mm mm 5000.0 mm

1250.0 mm

2500.0 mm

3750.0

---------------------------------------------------------------------------TOP

6-12í


6-12í

6-12í

6-12í

1 layer(s)

6-12í

1 layer(s)

6-12í

1 layer(s)


(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)


6-12í

6-12í

6-12í

6-12í

----------------------------------------------------------------------------

101


1250.0 mm

2500.0 mm

3750.0

---------------------------------------------------------------------------TOP

6-12í

6-12í

6-12í

6-12í


672.42

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)



1 layer(s)

1 layer(s)

1 layer(s)

1 ----------------------------------------------------------------------------

6-12í

6-12í


6-12í

1 layer(s)

1 layer(s)

6-12í

6-12í

1 layer(s)


2500.0 mm

3750.0

1 ----------------------------------------------------------------------------


TOP

6-12í

SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM START 24.47 MX =

19.27 LD=

1 layer(s)

6-12í

1 layer(s)

6-12í


6-12í

6-12í

1 layer(s)

1 layer(s)

6-12í

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1



6-12í

3


VY = -11.04 MX =

6-12í



VY =

1250.0 mm

3


Provide 2 Legged 10í @ 200 mm c/c VY = =============================================== ============================= B E A M N O. M30


Fe415 (Main)


23.82 MX =

-2.98 LD=


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


3

4


=============================================== =============================

---------------------------------------------------------------------------B E A M N O. SECTION 0.0 mm mm 5000.0 mm

1250.0 mm

2500.0 mm

M30

---------------------------------------------------------------------------TOP

672.42

672.42

672.42


3750.0

672.42

Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm) ----------------------------------------------------------------------------

102


2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)


672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

672.42

=============================================== ============================= B E A M N O.

672.42

(Sq. mm)

M30


Fe415 (Main)


672.42

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

STAAD SPACE (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

-- PAGE NO. 324



2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

6-12í

6-12í


6-12í


6-12í

1 layer(s)

1 layer(s)

6-12í 1 layer(s)

6-12í

6-12í 1 layer(s)

6-12í

1 layer(s)

6-12í 1 layer(s)

1

6-12í


TOP

978.99

REINF. (Sq. mm)

0.00

(Sq. mm)


673.86

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

673.86

672.42

(Sq. mm)

1712.82 (Sq. mm)

672.42

(Sq. mm)

(Sq. mm)




3

Provide 2 Legged 12í @ 270 mm c/c SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM END 2.84 LD=

3


3000.0 mm

6000.0 mm

9000.0

---------------------------------------------------------------------------TOP

VY = -32.96 MX =

9000.0

----------------------------------------------------------------------------


39.66 MX =

6000.0 mm

----------------------------------------------------------------------------

1


VY =

3000.0 mm

13-10í


6-12í


2-10í

9-10í

1 layer(s)

6-12í 1 layer(s)

9-10í

1 layer(s)

6-12í 1 layer(s)

22-10í

1 layer(s)

6-12í 1 layer(s)

2

2-12í 1


103


62.31 MX =

-0.38 LD=

4


1 layer(s)

1 layer(s)

1 layer(s)

1




3



=============================================== ============================= B E A M N O. M30


Fe415 (Main)



Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

VY = 129.35 MX =

-4.39 LD=

4


4



3000.0 mm

6000.0 mm

9000.0 B E A M N O.

---------------------------------------------------------------------------TOP

2215.49

REINF. (Sq. mm)

0.00

(Sq. mm)

BOTTOM 0.00

=============================================== =============================

673.86

(Sq. mm)

673.86

673.86

(Sq. mm)

673.86

1244.32

M30


Fe415 (Main)

Fe415 (Sec.)

2110.54

(Sq. mm)


673.86

SIZE: 700.0 mm X 500.0 mm


REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


2000.0 mm

4000.0 mm

6000.0


3000.0 mm

6000.0 mm

691.56

673.86

673.86

673.86

673.86


(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

---------------------------------------------------------------------------TOP

20-12í


5-20í

2-12í

6-12í

1 layer(s)

5-20í

6-12í

1 layer(s)

5-20í

19-12í

1 layer(s)

5-20í

2

2-20í


672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)


104


2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

9-10í

9-10í

9-10í

9-10í


672.42

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

9-10í ----------------------------------------------------------------------------


1 layer(s)

1 layer(s)

1 layer(s)


6-12í

6-12í


6-12í

1 layer(s)

1 layer(s)

6-12í

6-12í

1 layer(s)

1


---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm


61.10 MX =

-0.17 LD=

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP


2500.0 mm

9-10í

2-10í


9-10í

1 layer(s)

6-12í

1 layer(s)

6-12í


9-10í

6-12í

1 layer(s)

1 layer(s)

21-10í

1 layer(s)

6-12í 1 layer(s)

2

2-12í 1


4


REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c ----------------------------------------------------------------------------

VY = -57.18 MX = -0.17 LD=



=============================================== ============================= B E A M N O. M30


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


45.01 MX =

-0.09 LD=



4

1.21 LD=

3


---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

7500.0

=============================================== =============================

---------------------------------------------------------------------------TOP REINF. (Sq. mm)

672.42 (Sq. mm)

0.00

672.42

(Sq. mm)

672.42

(Sq. mm)

1647.93 (Sq. mm)

B E A M N O. M30


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

105


VY = -53.58 MX = -0.90 LD=

---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

2000.0 mm

4000.0 mm

916.49

REINF. (Sq. mm)

672.42

(Sq. mm)


672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

672.42

B E A M N O.

(Sq. mm)

M30

Fe415 (Main)


672.42

(Sq. mm)

(Sq. mm)

(Sq. mm)

---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------5-20í

5-20í



5-20í

1 layer(s)

1 layer(s)

6-12í 1 layer(s)

5-20í

6-12í 1 layer(s)

5-20í

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1

SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c ---------------------------------------------------------------------------

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM START 64.71 MX =

-0.90 LD=

4


2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP 1276.68

1745.06

REINF. (Sq. mm)

673.86

(Sq. mm)


673.86

(Sq. mm)

0.00

(Sq. mm)

673.86

(Sq. mm)

673.86

752.07

(Sq. mm)

(Sq. mm)

673.86

(Sq. mm)

(Sq. mm)


2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP

VY =



BOTTOM

=============================================== =============================

672.42


TOP


6000.0

---------------------------------------------------------------------------TOP

4

23-10í


2-10í


9-10í

9-10í

1 layer(s)

9-10í 1 layer(s)

9-10í

17-10í

1 layer(s)

1 layer(s)

10-10í

9-10í

1 layer(s)

1 layer(s)

1

9-10í 1


106


79.46 MX =

11.57 LD=


9-10í

1 layer(s)

1 layer(s)

1


=============================================== ============================= 163 D E S I G N R E S U L T S

Fe415 (Main)


9-10í


VY =

M30

1 layer(s)

10-10í

4


B E A M N O.

9-10í



9-10í


3


VY = -95.46 MX =

BOTTOM

Fe415 (Sec.)

92.49 MX =

0.07 LD=


SIZE: 700.0 mm X 500.0 mm

4

0.07 LD=

4



2500.0 mm

5000.0 mm

=============================================== =============================

7500.0

B E A M N O. M30


Fe415 (Main)

Fe415 (Sec.)

---------------------------------------------------------------------------TOP 1580.77

1265.99

673.86

673.86


673.86

SIZE: 700.0 mm X 500.0 mm


(Sq. mm)

(Sq. mm)

(Sq. mm) ----------------------------------------------------------------------------

BOTTOM 673.86 REINF. (Sq. mm

(Sq. mm)

673.86

673.86

(Sq. mm)

734.87

(Sq. mm)

673.86

(Sq. mm)


(Sq. mm)

2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP

1583.89

672.42

672.42

0.00

672.42


2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP

12-12í

6-12í

6-12í

6-12í


(Sq. mm)

0.00

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

14-12í ----------------------------------------------------------------------------


1 layer(s)

1 layer(s)

1 layer(s)


107

---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

7500.0 BOTTOM 672.42

672.42

672.42

672.42

672.42

---------------------------------------------------------------------------TOP

8-16í

5-16í


5-16í

1 layer(s)

2-16í

1 layer(s)

REINF. (Sq. mm)

5-16í

1 layer(s)

(Sq. mm)

1

(Sq. mm)

(Sq. mm)

(Sq. mm)


BOTTOM

2-12í

6-12í


6-12í

1 layer(s)

1 layer(s)

6-12í

6-12í

1 layer(s)

1


2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1065.0 mm AWAY FROM START VY =

77.78 MX =

-0.01 LD=


1 layer(s)

6-12í

1 layer(s)

6-12í


9-10í

6-12í

1 layer(s)

1 layer(s)

9-10í

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1


=============================================== ============================= 165 D E S I G N R E S U L T S

Fe415 (Main)


9-10í

4


M30

9-10í



B E A M N O.

9-10í


3


VY = -49.18 MX = -0.04 LD=

TOP

Fe415 (Sec.)

57.74 MX =

-0.27 LD=


SIZE: 700.0 mm X 500.0 mm

4

4



2000.0 mm

4000.0 mm

=============================================== =============================

6000.0

B E A M N O. M30


Fe415 (Main)

Fe415 (Sec.)

---------------------------------------------------------------------------TOP

673.86

673.86

673.86

673.86

691.35


SIZE: 700.0 mm X 500.0 mm

108


2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP 2115.80

673.86

REINF. (Sq. mm)

673.86

(Sq. mm)

673.86

(Sq. mm)

M30


Fe415 (Main)

(Sq. mm)

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

STAAD SPACE

-- PAGE NO. 33



1691.41

(Sq. mm)

1200.71

673.86

(Sq. mm)

673.86

(Sq. mm)

----------------------------------------------------------------------------

(Sq. mm)


2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

B E A M N O.


673.86

(Sq. mm)

=============================================== =============================

9-10í

9-10í


1 layer(s)

15-12í


9-10í

1 layer(s)

11-12í 1 layer(s)

9-10í

6-12í 1 layer(s)

27-10í

1 layer(s)

6-12í 1 layer(s)

2

6-12í

4000.0 mm

6000.0

TOP 672.42

1975.48

REINF. (Sq. mm)

672.42

(Sq. mm)


672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

(Sq. mm)

1052.52

(Sq. mm)

(Sq. mm)

---------------------------------------------------------------------------SUMMARY OF PROVIDED REINF. AREA ----------------------------------------------------------------------------

REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1965.0 mm AWAY FROM START 2.30 LD=

3


2000.0 mm

----------------------------------------------------------------------------

1


VY = -47.42 MX =


2.30 LD=

3


2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

10-16í


6-12í


5-16í

5-16í

1 layer(s)

6-12í 1 layer(s)

5-16í

1 layer(s)

6-12í 1 layer(s)

5-16í

1 layer(s)

10-12í 1 layer(s)

1

13-12í 1



109


3.03 LD=

3.03 LD=


Fe415 (Main)


6-12í

1 layer(s)

6-12í

1 layer(s)

1

6-12í

1 layer(s)

1


=============================================== =============================

M30

6-12í

1 layer(s)

3


B E A M N O.

6-12í

1 layer(s)


SHEAR DESIGN RESULTS AT 1215.0 mm AWAY FROM END 31.35 MX =

BOTTOM

1 layer(s)


3


VY =


Fe415 (Sec.)


53.61 MX =

0.25 LD=

4


SIZE: 700.0 mm X 500.0 mm

VY = -55.23 MX =

0.25 LD=

4



2000.0 mm

4000.0 mm

6000.0 B E A M N O.

---------------------------------------------------------------------------TOP

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

M30


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm



672.42

(Sq. mm)

=============================================== =============================

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

(Sq. mm)

---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

7500.0


2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

6-12í

6-12í

6-12í

6-12í

TOP 1317.67

1206.39


(Sq. mm)

673.86

673.86

(Sq. mm)

673.86

673.86

673.86

(Sq. mm)

741.06

(Sq. mm)

673.86

6-12í REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

110


TOP 1260.21

1249.78

673.86

673.86

673.86

---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP

16-10í

9-10í


9-10í

1 layer(s)

9-10í

1 layer(s)

17-10í

1 layer(s)


(Sq. mm)

673.86

(Sq. mm)

673.86

(Sq. mm)

745.85

(Sq. mm)

(Sq. mm)

673.86

(Sq. mm)

(Sq. mm)


9-10í

9-10í


1 layer(s)

10-10í

9-10í

9-10í

1 layer(s)

1 layer(s)

1


---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm


0.18 LD=

4

2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP


VY =

(Sq. mm)

16-10í

9-10í


9-10í

1 layer(s)

9-10í

1 layer(s)

17-10í

1 layer(s)

1 layer(s)

10-10í

9-10í

1 layer(s)

1 layer(s)

9-10í


9-10í

1

9-10í 1



0.18 LD=


4



=============================================== ========================== B E A M N O. M30


Fe415 (Main)



Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

VY =

96.29 MX =

-0.04 LD=

4


4



2500.0 mm

5000.0 mm

=============================================== =============================

7500.0

----------------------------------------------------------------------------

B E A M N O. M30


Fe415 (Main)

Fe415 (Sec.)

111


SIZE: 700.0 mm X 500.0 mm


VY = -104.89 MX = 11.17 LD=

---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

1336.83

673.86

673.86

(Sq. mm)


B E A M N O.

(Sq. mm)

673.86

(Sq. mm)

673.86

(Sq. mm)

848.67

(Sq. mm)

(Sq. mm)

(Sq. mm)


2500.0 mm

7500.0

---------------------------------------------------------------------------7-16í

5-16í


9-10í


5-16í

1 layer(s)

9-10í 1 layer(s)

5-16í

1 layer(s)

7-16í

1 layer(s)

11-10í

9-10í

1 layer(s)

1 layer(s)

1

9-10í

SIZE: 700.0 mm X 500.0 mm

---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP 1396.93

1363.94

REINF. (Sq. mm)

673.86

(Sq. mm)


673.86

(Sq. mm)

673.86

673.86

(Sq. mm)

673.86

(Sq. mm)

835.09

(Sq. mm)

(Sq. mm)

673.86

(Sq. mm)

(Sq. mm)


1

----------------------------------------------------------------------------


SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM START 95.54 MX =


Fe415 (Sec.)


(Sq. mm)

5000.0 mm


Fe415 (Main)

673.86

----------------------------------------------------------------------------

VY =

=============================================== =============================

673.86


TOP


M30

REINF. (Sq. mm)

4

7500.0

---------------------------------------------------------------------------TOP 1398.78


11.17 LD=

4



2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP

7-16í


9-10í


5-16í

5-16í

1 layer(s)

9-10í 1 layer(s)

5-16í

7-16í

1 layer(s)

1 layer(s)

11-10í

9-10í

1 layer(s)

1 layer(s)

1

9-10í 1


112

REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM START VY =

95.97 MX = -11.05 LD=

BOTTOM


9-10í

1 layer(s)

9-10í

1 layer(s)

1

9-10í

1 layer(s)

1


=============================================== ============================= 173 D E S I G N R E S U L T S

Fe415 (Main)


9-10í

1 layer(s)

4


M30

9-10í

1 layer(s)



B E A M N O.

1 layer(s)


4


VY = -104.45 MX = -11.05 LD=


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

90.93 MX =

1.26 LD=

4


1.26 LD=

4



2500.0 mm

5000.0 mm

=============================================== =============================

7500.0

B E A M N O. M30


Fe415 (Main)

Fe415 (Sec.)

---------------------------------------------------------------------------TOP 2189.31

1160.97

673.86

673.86


766.68

SIZE: 700.0 mm X 500.0 mm


(Sq. mm)

(Sq. mm)

(Sq. mm) ----------------------------------------------------------------------------


(Sq. mm)

673.86

(Sq. mm)

673.86

(Sq. mm)

697.04

673.86

(Sq. mm)

(Sq. mm)


2500.0 mm

5000.0 mm


2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP 666.69

4920.33

REINF. (Sq. mm)

(Sq. mm)

1684.96

(Sq. mm)

666.69

666.69

(Sq. mm)

(Sq. mm)

7500.0 BOTTOM 3441.39

666.69

666.69

741.14

2106.85

---------------------------------------------------------------------------TOP

5-20í

5-20í

5-20í

5-20í

7-20í

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

113


BOTTOM 894.47

672.42

672.42

672.42

672.42

---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

7500.0

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

SUMMARY OF PROVIDED REINF. AREA ------------------------------------------------------------------------------------------------------------------------------------------------------TOP

16-20í

6-20í


5-20í

1 layer(s)

5-20í

1 layer(s)

5-20í

1 layer(s)

1


500.0 mm

1000.0 mm

1500.0

---------------------------------------------------------------------------BOTTOM

5-20í

5-20í

5-20í

7-20í

11-20í TOP


1 layer(s)

1 layer(s)

1 layer(s)

33-12í

24-12í

17-12í

11-12í

6-12í



BOTTOM

2 layer(s)

6-12í

1 layer(s)

6-12í

6-12í

8-12í






4.43 LD=

3

1 layer(s)

6-12í

1


VY = 165.88 MX =

1 layer(s)

1 layer(s)

1 layer(s)

1




Fe415 (Main)


VY = 204.51 MX = -112.47 LD=

3


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

=============================================== ============================= B E A M N O.



Fe415 (Main)

Fe415 (Sec.)

---------------------------------------------------------------------------SECTION 0.0 mm mm 2000.0 mm

500.0 mm

1000.0 mm

1500.0


SIZE: 700.0 mm X 500.0 mm

STAAD SPACE

-- PAGE NO. 339

---------------------------------------------------------------------------SUMMARY OF REINF. AREA (Sq.mm) TOP 672.42 REINF. (Sq. mm)

3660.74

2687.87

1848.44

1137.33 ----------------------------------------------------------------------------

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


2000.0 mm

4000.0 mm

6000.0

----------------------------------------------------------------------------

114

TOP 1482.17

8050.93

REINF. (Sq. mm)

4526.34

(Sq. mm)


995.81

(Sq. mm)

3614.25

(Sq. mm)

666.69

(Sq. mm)

0.00

666.69

(Sq. mm)


(Sq. mm)

(Sq. mm)

(Sq. mm)


2000.0 mm

4000.0 mm

26-20í


8009.68

REINF. (Sq. mm)

4906.14

(Sq. mm)


1496.46

(Sq. mm)

3468.71

(Sq. mm)

662.31

(Sq. mm)

669.55

1258.67

(Sq. mm)

(Sq. mm)

3757.52

(Sq. mm)

(Sq. mm)


15-20í

5-20í

1 layer(s)

5-20í

1 layer(s)

5-20í

1 layer(s)

---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

2000.0 mm

4000.0 mm

6000.0

1 ----------------------------------------------------------------------------

18-16í


6000.0

6000.0

---------------------------------------------------------------------------TOP

4000.0 mm

---------------------------------------------------------------------------TOP 1795.49

3272.05

2000.0 mm

2-16í 1 layer(s)

5-16í 1 layer(s)

17-16í 2 layer(s)

31-16í 2

TOP

10-32í


7-32í

4-32í

1 layer(s)

4-32í

1 layer(s)

4-32í

1 layer(s)

1

SHEAR 2 legged 12í 2 legged 12í 2 legged 12í 2 legged 12í 2 legged 12í BOTTOM REINF. @ 270 mm c/c @ 130 mm c/c @ 120 mm c/c @ 140 mm c/c @ 270 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM START VY = 251.50 MX = -113.60 LD=


Fe415 (Main)


1 layer(s)

5-25í 1 layer(s)

8-25í

13-25í

1 layer(s)

2

SHEAR 2 legged 12í 2 legged 12í 2 legged 12í 2 legged 12í 2 legged 12í REINF. @ 270 mm c/c @ 80 mm c/c @ 80 mm c/c @ 90 mm c/c @ 270 mm c/ SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE

=============================================== =============================

M30


5-25í

3


B E A M N O.

8-25í

SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM START VY = 237.95 MX = 188.87 LD=

3


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

=============================================== =============================


B E A M N O. M30


Fe415 (Main)

Fe415 (Sec.)

115


SIZE: 700.0 mm X 500.0 mm


VY = -73.06 MX = -0.22 LD=

---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

672.42

672.42

672.42

(Sq. mm)


=============================================== ============================= B E A M N O.

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

(Sq. mm)

2500.0 mm

(Sq. mm)

5000.0 mm

7500.0

---------------------------------------------------------------------------9-10í

9-10í


9-10í

1 layer(s)

9-10í

1 layer(s)


SIZE: 700.0 mm X 500.0 mm

---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

1

2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)

BOTTOM 672.42

18-10í

1 layer(s)

Fe415 (Sec.)


---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm


Fe415 (Main)

672.42


TOP


M30

REINF. (Sq. mm)

3

7500.0

---------------------------------------------------------------------------TOP 1410.37


REINF. (Sq. mm)

0.00

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42 (Sq. mm)

672.42

(Sq. mm)

(Sq. mm)


6-12í


6-12í 1 layer(s)

6-12í 1 layer(s)

6-12í 1 layer(s)

6-12í 1

SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE STAAD SPACE

-- PAGE NO. 34


24.29 MX =

-0.22 LD=

3


---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

6-12í


6-12í


6-12í

2-12í

1 layer(s)

6-12í 1 layer(s)

6-12í

1 layer(s)

6-12í 1 layer(s)

6-12í

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1


116


36.96 MX =

0.31 LD=


Fe415 (Main)


6-12í

1 layer(s)

6-12í

1 layer(s)

1

6-12í

1 layer(s)

1


=============================================== =============================

M30

6-12í

1 layer(s)

3


B E A M N O.

6-12í

1 layer(s)



BOTTOM

1 layer(s)


3


VY = -38.13 MX =


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


23.84 MX =

0.19 LD=



3

0.19 LD=

3


---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

7500.0

=============================================== =============================

---------------------------------------------------------------------------TOP 1423.40

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

B E A M N O. M30

(Sq. mm)


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


672.42

672.42

672.42

672.42 ----------------------------------------------------------------------------

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


2000.0 mm

4000.0 mm

6000.0


2500.0 mm

5000.0 mm

TOP

672.42

REINF. (Sq. mm)

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

7500.0 BOTTOM 672.42

672.42

672.42

672.42

672.42

---------------------------------------------------------------------------TOP

6-12í

6-12í

6-12í

6-12í

13-12í

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

117


TOP 1341.16

672.42

672.42

672.42

672.42

---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

6-12í

6-12í


6-12í

1 layer(s)

6-12í

1 layer(s)

6-12í

1 layer(s)


(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)


6-12í

6-12í


6-12í

1 layer(s)

1 layer(s)

6-12í

6-12í

1 layer(s)

1


---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm


0.66 LD=

3

2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP


VY =

(Sq. mm)

6-12í

6-12í


6-12í

1 layer(s)

6-12í

1 layer(s)

6-12í


1 layer(s)

6-12í

6-12í 1 layer(s)

12-12í

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1



0.66 LD=


3



=============================================== ============================= B E A M N O. M30


Fe415 (Main)



Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

VY =

26.46 MX =

-0.64 LD=

3


3



2500.0 mm

5000.0 mm

=============================================== =============================

7500.0

----------------------------------------------------------------------------

B E A M N O. M30


Fe415 (Main)

Fe415 (Sec.)

118


SIZE: 700.0 mm X 500.0 mm


0.47 LD=

3


2000.0 mm

4000.0 mm

6000.0

=============================================== ============================ B E A M N O.

---------------------------------------------------------------------------TOP

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)


0.00

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

672.42

672.42 (Sq. mm)

SIZE: 700.0 mm X 500.0 mm


(Sq. mm)

(Sq. mm)

(Sq. mm)

---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------6-12í

6-12í



2-12í

1 layer(s)

6-12í 1 layer(s)

6-12í

1 layer(s)

6-12í 1 layer(s)

6-12í

1 layer(s)

6-12í 1 layer(s)

1

1


0.47 LD=

3



2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)


672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)


6-12í


VY =


Fe415 (Sec.)

---------------------------------------------------------------------------(Sq. mm)

BOTTOM

Fe415 (Main)

672.42


TOP

M30


---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

6-12í


6-12í


6-12í

6-12í

1 layer(s)

6-12í 1 layer(s)

6-12í

1 layer(s)

6-12í 1 layer(s)

6-12í

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1


119

REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM START VY =

41.41 MX =

1.10 LD=


1 layer(s)

6-12í

1 layer(s)

2-12í

1 layer(s)

1


=============================================== ============================= 265 D E S I G N R E S U L T S

Fe415 (Main)


6-12í

1


VY =

M30

6-12í

1 layer(s)

3

Provide 2 Legged 10í @ 200 mm c/

B E A M N O.

6-12í

1 layer(s)



BOTTOM

1 layer(s)


3


VY = -33.68 MX =


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

25.67 MX =

-0.23 LD=

3


3



2500.0 mm

5000.0 mm

=============================================== =============================

7500.0

B E A M N O. M30


Fe415 (Main)

Fe415 (Sec.)

---------------------------------------------------------------------------TOP

0.00

REINF. (Sq. mm)

0.00

(Sq. mm)

672.42

(Sq. mm)

672.42

1368.02

(Sq. mm)


(Sq. mm)

SIZE: 700.0 mm X 500.0 mm



672.42

672.42

672.42

672.42 SECTION 0.0 mm mm 10000.0 mm

(Sq. mm)

(Sq. mm)

(Sq. mm)

2500.0 mm

5000.0 mm

7500.0

(Sq. mm) ----------------------------------------------------------------------------


2500.0 mm

5000.0 mm

TOP

673.86

REINF. (Sq. mm)

(Sq. mm)

673.86 (Sq. mm)

0.00

673.86

(Sq. mm)

983.07 (Sq. mm)

7500.0 BOTTOM 673.86

673.86

801.68

708.14

673.86

---------------------------------------------------------------------------TOP

2-16í

2-16í

5-16í

5-16í

7-16í

REINF. (Sq. mm

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

120


----------------------------------------------------------------------------

---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP

5-16í

5-16í


2-16í

5-16í

1 layer(s)

1 layer(s)

11-10í

10-10í

1 layer(s)

1 layer(s)

TOP

672.42

REINF. (Sq. mm)

0.00

(Sq. mm)

BOTTOM 0.00

672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

672.42

673.86 (Sq. mm)

672.42

5-16í

1 layer(s)

1

REINF. (Sq. mm

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


9-10í

9-10í

9-10í ----------------------------------------------------------------------------


1 layer(s)


SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í 2 legged 8í REINF. @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/c @ 120 mm c/ SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE

VY =

34.69 MX =

6.75 LD=

TOP

6-12í


1 layer(s)

6-12í 1 layer(s)

6-12í

6-12í 1 layer(s)

6-12í

1 layer(s)

6-12í 1 layer(s)

1

2-12í 1


=============================================== ============================= 1802 D E S I G N R E S U L T S

Fe415 (Main)


1 layer(s)


VY =

M30

6-12í

3


B E A M N O.

2-12í



6750.0


3


VY = -77.50 MX =

4500.0 mm

----------------------------------------------------------------------------

BOTTOM


2250.0 mm

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

41.19 MX =

1.35 LD=

3


1.35 LD=

3



2250.0 mm

4500.0 mm

=============================================== =============================

6750.0

B E A M N O. M30


Fe415 (Main)

Fe415 (Sec.)

121


SIZE: 700.0 mm X 500.0 mm


2500.0 mm

5000.0 mm

0.00

REINF. (Sq. mm)

673.86

(Sq. mm)

673.86

753.77

(Sq. mm)

REINF. (Sq. mm)

Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)


(Sq. mm)


2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------2-10í

2-10í


6-12í


9-10í

1 layer(s)

9-10í

1 layer(s)

10-10í

1 layer(s)

4500.0 mm

6750.0

TOP

672.42

REINF. (Sq. mm)

672.42

(Sq. mm)


672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

672.42

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)


6-12í 1 layer(s)

6-12í 1 layer(s)

6-12í 1 layer(s)

2-12í 1


2250.0 mm

4500.0 mm

6750.0

----------------------------------------------------------------------------


2250.0 mm

----------------------------------------------------------------------------

1


VY =


----------------------------------------------------------------------------

BOTTOM 0.00

TOP

B E A M N O. M30

0.00

(Sq. mm)

=============================================== =============================

7500.0

---------------------------------------------------------------------------TOP


-4.32 LD=

3


TOP

6-12í


6-12í


6-12í

6-12í

1 layer(s)

6-12í 1 layer(s)

6-12í

1 layer(s)

6-12í 1 layer(s)

6-12í

1 layer(s)

6-12í 1 layer(s)

1

6-12í 1


3

122


42.81 MX =

14.28 LD=

3



Fe415 (Main)



1 layer(s)

VY = -197.71 MX = -14.73 LD=

REINF. (Sq. mm)

669.55

(Sq. mm)

5000.0 mm

669.55

(Sq. mm)

1

3


=============================================== =============================

7500.0

M30

2766.92

(Sq. mm)


Fe415 (Main)


---------------------------------------------------------------------------663.10

1 layer(s)


B E A M N O.

----------------------------------------------------------------------------

TOP 6374.09

9-16í

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

2500.0 mm

1 layer(s)

2-16í




5-16í


=============================================== =============================

M30

12-16í

3


B E A M N O.

23-16í


SHEAR DESIGN RESULTS AT 790.0 mm AWAY FROM END VY = -48.97 MX = 14.28 LD=

BOTTOM

Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


(Sq. mm)


2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------BOTTOM 1765.22 REINF. (Sq. mm)

4587.01

2343.84

742.96

0.00 TOP 2852.32

(Sq. mm)

(Sq. mm)

(Sq. mm)

8368.56

3878.39

666.69

0.00

(Sq. mm) REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


2500.0 mm

5000.0 mm

5-25í


5-25í

REINF. (Sq. mm)

3947.49

(Sq. mm)

666.69

(Sq. mm)

1016.67

4652.92

(Sq. mm)

(Sq. mm)

7500.0 SUMMARY OF PROVIDED REINF. AREA

---------------------------------------------------------------------------TOP

BOTTOM 7324.40

5-25í

1 layer(s)

6-25í

1 layer(s)

13-25í

1 layer(s)

---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

7500.0

1 ----------------------------------------------------------------------------

123

TOP

4-60í

4-60í


4-60í

1 layer(s)

2-60í

1 layer(s)

4-60í

1 layer(s)


5-25í


5-25í

1 layer(s)

1 layer(s)

10-25í

15-25í

1 layer(s)

2

REINF. @ 270 mm c/c @ 140 mm c/c @ 160 mm c/c @ 170 mm c/c @ 270 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1215.0 mm AWAY FROM START VY = 247.23 MX = -82.54 LD=


Fe415 (Sec.)

2500.0 mm

5000.0 mm

REINF. (Sq. mm)

6361.55

(Sq. mm)

13-25í

1 layer(s)

8-25í


1 layer(s)

5-32í

10-32í

1 layer(s)

5-25í

5-25í

1 layer(s)

1

8-25í

1 layer(s)

1


VY = -227.92 MX = 82.62 LD=

3


=============================================== =============================

M30


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm


----------------------------------------------------------------------------

BOTTOM 3545.34

BOTTOM

1 layer(s)

B E A M N O.

----------------------------------------------------------------------------

(Sq. mm)


4-32í

SIZE: 700.0 mm X 500.0 mm


1830.94

4-32í


Fe415 (Main)


4-32í


=============================================== ============================= B E A M N O.

TOP


3


REINF. (Sq. mm)

7500.0

1


TOP 7983.31

5000.0 mm

----------------------------------------------------------------------------

9-25í

M30

2500.0 mm

666.69

666.69

(Sq. mm)

3817.67

(Sq. mm)

3816.36

(Sq. mm)

865.06

(Sq. mm)

(Sq. mm)

---------------------------------------------------------------------------SECTION 0.0 mm mm 2000.0 mm

TOP 4070.41

(Sq. mm)

REINF. (Sq. mm)

----------------------------------------------------------------------------

1000.0 mm

1500.0

----------------------------------------------------------------------------

666.69


500.0 mm

672.42


1229.74

(Sq. mm)

1106.54

(Sq. mm)

2023.31

(Sq. mm)

672.42

(Sq. mm)

2965.06

(Sq. mm)

672.42

(Sq. mm)

(Sq. mm)

672.42

(Sq. mm)

124


BOTTOM 672.42

672.42

672.42

672.42

672.42

---------------------------------------------------------------------------SECTION 0.0 mm mm 2000.0 mm

500.0 mm

1000.0 mm

1500.0

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

SUMMARY OF PROVIDED REINF. AREA ------------------------------------------------------------------------------------------------------------------------------------------------------TOP

6-12í

11-12í


18-12í

1 layer(s)

27-12í

1 layer(s)

36-12í

2 layer(s)

2


2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------BOTTOM

10-12í

6-12í

6-12í

6-12í

6-12í TOP


1 layer(s)

1 layer(s)

1 layer(s)

10-12í

6-12í

6-12í

6-12í

6-12í



BOTTOM

1 layer(s)

6-12í

1 layer(s)

6-12í

6-12í

6-12í

6-12í






3

1 layer(s)

1


VY = -231.82 MX = -130.96 LD=

1 layer(s)

1 layer(s)

1 layer(s)

1




Fe415 (Main)


VY =

34.60 MX = -47.86 LD=

3


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

=============================================== ============================= B E A M N O.



Fe415 (Main)

Fe415 (Sec.)

---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

2000.0 mm

4000.0 mm

6000.0


SIZE: 700.0 mm X 500.0 mm

SUMMARY OF REINF. AREA (Sq.mm) ------------------------------------------------------------------------------------------------------------------------------------------------------TOP 672.42 REINF. (Sq. mm)

1104.61

672.42

672.42

672.42 SECTION 0.0 mm mm 12000.0 mm

(Sq. mm)

(Sq. mm)

(Sq. mm)

3000.0 mm

6000.0 mm

9000.0

(Sq. mm) ---------------------------------------------------------------------------TOP

672.87

669.55

0.00

2178.68

6277.79

125

REINF. (Sq. mm)

(Sq. mm)


(Sq. mm)

5278.71

(Sq. mm)

(Sq. mm)

3758.51

1623.38

(Sq. mm)

(Sq. mm)

666.69

(Sq. mm)

(Sq. mm)


3000.0 mm

6000.0 mm


2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP 663.10

6299.16

REINF. (Sq. mm)

3516.62

(Sq. mm)

BOTTOM 3941.72

1048.67

(Sq. mm)

1687.60

672.42

(Sq. mm)

672.42

672.42

(Sq. mm)

1969.27

9000.0 REINF. (Sq. mm

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


5-20í

5-20í

2-20í

7-20í

20-20í ----------------------------------------------------------------------------


1 layer(s)

1 layer(s)

1 layer(s)


2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------BOTTOM

17-20í

12-20í


1 layer(s)

6-20í

5-20í

6-20í TOP

1 layer(s)

1 layer(s)

13-25í

8-25í

5-25í

5-25í

5-25í


1 layer(s)

1 layer(s)

1 layer(s)

1

SHEAR 2 legged 12í 2 legged 12í 2 legged 12í 2 legged 12í 2 legged 12í REINF. @ 270 mm c/c @ 230 mm c/c @ 210 mm c/c @ 190 mm c/c @ 270 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM END VY = -180.29 MX = 76.61 LD=


Fe415 (Main)


6-12í


1 layer(s)

6-12í 1 layer(s)

18-12í 1 layer(s)

35-12í 2



=============================================== =============================

M30

15-12í


3


B E A M N O.

BOTTOM

Fe415 (Sec.)

SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM START VY = 190.74 MX =

94.70 LD=

3


SIZE: 700.0 mm X 500.0 mm =============================================== =============================

SUMMARY OF REINF. AREA (Sq.mm) B E A M N O.


---------------------------------------------------------------------------M30

Fe415 (Main)

Fe415 (Sec.)

126


SIZE: 700.0 mm X 500.0 mm

B E A M N O. M30


Fe415 (Main)

Fe415 (Sec.)


3000.0 mm

6000.0 mm


9000.0

SIZE: 700.0 mm X 500.0 mm


---------------------------------------------------------------------------TOP 6382.94

768.84

666.69

666.69


2475.50

2250.0 mm

4500.0 mm

6750.0

---------------------------------------------------------------------------REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm) TOP


5372.38

(Sq. mm)

4028.53

666.69

REINF. (Sq. mm)

(Sq. mm)

BOTTOM 1210.66

1791.63

(Sq. mm)

(Sq. mm)

672.42


672.42

(Sq. mm)

REINF. (Sq. mm)

672.42

(Sq. mm)

1404.11

(Sq. mm)

2009.17

(Sq. mm)

672.42

672.42

(Sq. mm)

(Sq. mm)

2184.15

1905.99

(Sq. mm)

(Sq. mm)

---------------------------------------------------------------------------SUMMARY OF PROVIDED REINF. AREA SECTION 0.0 mm mm 12000.0 mm

3000.0 mm

6000.0 mm

9000.0 ----------------------------------------------------------------------------

---------------------------------------------------------------------------TOP

5-16í

5-16í

5-16í

13-16í


2250.0 mm

4500.0 mm

6750.0

32-16í ----------------------------------------------------------------------------


11-25í


1 layer(s)

1 layer(s)

1 layer(s)

2 TOP

9-25í 1 layer(s)

5-25í 1 layer(s)

5-25í 1 layer(s)

5-25í

6-12í


6-12í

6-12í

1 layer(s)

6-12í

1 layer(s)

6-12í

1 layer(s)

1

1 BOTTOM

5-20í

7-20í

7-20í






VY = -174.84 MX = -126.81 LD=

3

1 layer(s)

1

=============================================== ============================= B E A M N O.

Provide 2 Legged 12í @ 120 mm c/c M30 =============================================== =============================

1 layer(s)

5-20í



1 layer(s)

7-20í


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

127


M30

---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

2000.0 mm

4000.0 mm

666.69

REINF. (Sq. mm)

REINF. (Sq. mm)

669.55

1920.37

(Sq. mm)

4829.85

(Sq. mm)

5492.38

(Sq. mm)

1872.55

669.55

(Sq. mm)

(Sq. mm)

TOP 6570.80

(Sq. mm)

REINF. (Sq. mm)

(Sq. mm)

2000.0 mm

4000.0 mm


3750.0

666.69

666.69

(Sq. mm)


1052.09

(Sq. mm)

3752.47

(Sq. mm)

3725.44

(Sq. mm)

1329.03

666.69

(Sq. mm)

(Sq. mm)

666.69

(Sq. mm)

(Sq. mm)


5-20í

7-20í

1 layer(s)

18-20í

1 layer(s)

29-20í

2 layer(s)

---------------------------------------------------------------------------SECTION 0.0 mm mm 5000.0 mm

1250.0 mm

2500.0 mm

3750.0

2 ----------------------------------------------------------------------------

10-25í


2500.0 mm

6000.0

---------------------------------------------------------------------------5-20í

1250.0 mm

----------------------------------------------------------------------------

910.44

---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

---------------------------------------------------------------------------SECTION 0.0 mm mm 5000.0 mm


TOP

SIZE: 700.0 mm X 500.0 mm


(Sq. mm)

BOTTOM 4663.31


Fe415 (Sec.)

6000.0

---------------------------------------------------------------------------TOP 9043.45

Fe415 (Main)

5-25í 1 layer(s)

5-25í 1 layer(s)

5-25í 1 layer(s)

10-25í 1

SHEAR 2 legged 12í 2 legged 12í 2 legged 12í 2 legged 12í 2 legged 12í REINF. @ 270 mm c/c @ 160 mm c/c @ 150 mm c/c @ 140 mm c/c @ 270 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 1965.0 mm AWAY FROM END VY = -238.19 MX = -91.70 LD=

3


=============================================== ============================= B E A M N O.

TOP

5-20í


12-20í


5-20í

5-20í

1 layer(s)

1 layer(s)

5-20í 1 layer(s)

12-20í

5-20í 1 layer(s)

21-20í

1 layer(s)

5-20í 1 layer(s)

2

7-20í 1

SHEAR 2 legged 12í 2 legged 12í 2 legged 12í 2 legged 12í 2 legged 12í REINF. @ 270 mm c/c @ 250 mm c/c @ 220 mm c/c @ 230 mm c/c @ 270 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SUPPOR SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM END VY = -296.88 MX = -20.46 LD=

3



128

VY = -300.18 MX = 85.16 LD= =============================================== ============================= B E A M N O. M30

3



Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

=============================================== ============================= B E A M N O.



Fe415 (Main)

Fe415 (Sec.)

---------------------------------------------------------------------------SECTION 0.0 mm mm 5000.0 mm

1250.0 mm

2500.0 mm

3750.0


SIZE: 700.0 mm X 500.0 mm

SUMMARY OF REINF. AREA (Sq.mm) ------------------------------------------------------------------------------------------------------------------------------------------------------TOP 7043.08

666.69

669.55

1468.28

4329.14 SECTION 0.0 mm mm 9000.0 mm

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

4500.0 mm

6750.0

(Sq. mm) ----------------------------------------------------------------------------


4577.86

(Sq. mm)

1817.77

669.55

(Sq. mm)

TOP

0.00

(Sq. mm)

(Sq. mm)


1250.0 mm

2500.0 mm

5-20í


673.86

REINF. (Sq. mm)

0.00

(Sq. mm)


673.86

(Sq. mm)

673.86

(Sq. mm)

673.86

(Sq. mm)

673.86

695.08

(Sq. mm)

672.42 (Sq. mm)

673.86

(Sq. mm)

(Sq. mm)

3750.0 SUMMARY OF PROVIDED REINF. AREA

---------------------------------------------------------------------------TOP

2250.0 mm

5-20í

5-20í

1 layer(s)

14-20í

1 layer(s)

23-20í

1 layer(s)

---------------------------------------------------------------------------SECTION 0.0 mm mm 9000.0 mm

2250.0 mm

4500.0 mm

6750.0

2 ----------------------------------------------------------------------------

23-16í

10-16í


1 layer(s)

5-16í 1 layer(s)

2-16í 1 layer(s)

13-16í 1

SHEAR 2 legged 12í 2 legged 12í 2 legged 12í 2 legged 12í 2 legged 12í REINF. @ 270 mm c/c @ 130 mm c/c @ 110 mm c/c @ 140 mm c/c @ 270 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM END

TOP

6-12í


9-10í


2-12í

6-12í

1 layer(s)

9-10í 1 layer(s)

6-12í

1 layer(s)

9-10í 1 layer(s)

6-12í

1 layer(s)

9-10í 1 layer(s)

1

2-10í 1


129

=============================================== ============================= B E A M N O. M30


Fe415 (Main)



-3.65 LD=


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

=============================================== ============================= B E A M N O.


M30

---------------------------------------------------------------------------SECTION 0.0 mm mm 10000.0 mm

2500.0 mm

5000.0 mm

673.86

REINF. (Sq. mm)


673.86

673.86

(Sq. mm)

663.10

673.86

(Sq. mm)


(Sq. mm)

SIZE: 700.0 mm X 500.0 mm

792.49

935.39

(Sq. mm)

2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------672.42

0.00

672.42

704.71

1983.76


(Sq. mm)

Fe415 (Sec.)

----------------------------------------------------------------------------

TOP

REINF. (Sq. mm)

Fe415 (Main)


(Sq. mm)

BOTTOM 663.10


7500.0

---------------------------------------------------------------------------TOP 1803.09

4

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm) BOTTOM 0.00

1556.65

1271.62

679.44

0.00


2500.0 mm

5000.0 mm

REINF. (Sq. mm)

(Sq. mm)

7500.0

(Sq. mm)

(Sq. mm)

(Sq. mm)


---------------------------------------------------------------------------TOP

9-10í


9-10í

9-10í

1 layer(s)

9-10í

1 layer(s)


23-10í

1 layer(s)

2

5-25í


5-25í 1 layer(s)

5-25í 1 layer(s)

5-25í 1 layer(s)

4000.0 mm

6000.0

---------------------------------------------------------------------------TOP

BOTTOM

2000.0 mm

5-16í

2-16í

5-16í

5-16í

10-16í

5-25í 1



5-20í


1 layer(s)

5-20í 1 layer(s)

1 layer(s)

5-20í 1 layer(s)

1 layer(s)

2-20í 1 layer(s)

1

2-20í 1


130





VY = -97.12 MX = 42.38 LD=

3


Provide 2 Legged 12í @ 270 mm c/c VY = -178.96 MX = -5.43 LD= =============================================== ============================= B E A M N O. M30


Fe415 (Main)


=============================================== =============================

Fe415 (Sec.) B E A M N O.


M30

3000.0 mm

6000.0 mm

Fe415 (Main)


674.96


669.55

(Sq. mm)

4266.69

(Sq. mm)

2063.98

(Sq. mm)

2630.90

(Sq. mm)

6132.18

(Sq. mm)

1432.62

669.55

(Sq. mm)

(Sq. mm)


SIZE: 700.0 mm X 500.0 mm

STAAD SPACE

0.00

(Sq. mm)

Fe415 (Sec.)

9000.0

---------------------------------------------------------------------------TOP


SIZE: 700.0 mm X 500.0 mm

SUMMARY OF REINF. AREA (Sq.mm) SECTION 0.0 mm mm 12000.0 mm

3

3000.0 mm

6000.0 mm

-- PAGE NO. 362


2500.0 mm

5000.0 mm

7500.0

---------------------------------------------------------------------------TOP 984.34

6573.89

REINF. (Sq. mm)

2499.71

(Sq. mm)

BOTTOM 5521.01

669.55

(Sq. mm)

2086.72

669.55

(Sq. mm)

669.55

920.97

(Sq. mm)

3102.37


(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


5-16í

2-16í

5-16í

11-16í

31-16í ----------------------------------------------------------------------------


14-20í

1 layer(s)

1 layer(s)

1 layer(s)


9-20í

5-20í

5-20í

2500.0 mm

5000.0 mm

7500.0

6-20í ----------------------------------------------------------------------------


1 layer(s)

1 layer(s)

1 layer(s)

1


TOP

21-20í


11-16í

8-20í

5-20í

1 layer(s)

5-16í

5-20í

1 layer(s)

5-16í

5-20í

1 layer(s)

16-16í

1

28-16í

131


1 layer(s)

1 layer(s)

1 layer(s)

2

SHEAR 2 legged 10í 2 legged 10í 2 legged 10í 2 legged 10í 2 legged 10í REINF. @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c @ 200 mm c/c SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM FACE OF THE SHEAR DESIGN RESULTS AT 965.0 mm AWAY FROM START VY = 212.62 MX =

8.32 LD=


Fe415 (Sec.)

2500.0 mm

5000.0 mm

666.69

666.69

(Sq. mm)

5022.29

1


VY = -203.64 MX = -7.22 LD=

3


=============================================== =============================

M30


Fe415 (Main)


Fe415 (Sec.)

SIZE: 700.0 mm X 500.0 mm

2480.52

(Sq. mm)

---------------------------------------------------------------------------SECTION 0.0 mm mm 8000.0 mm

(Sq. mm)

2779.75

891.66

(Sq. mm)

2000.0 mm

4000.0 mm

6000.0

---------------------------------------------------------------------------738.07

673.86

673.86

673.86

673.86


(Sq. mm)

1 layer(s)


TOP

REINF. (Sq. mm)

1 layer(s)

6-20í


(Sq. mm)

BOTTOM 1827.61

5-20í

7500.0

----------------------------------------------------------------------------

REINF. (Sq. mm)

1 layer(s)

B E A M N O.

----------------------------------------------------------------------------

666.69


5-20í

1

SIZE: 700.0 mm X 500.0 mm


TOP 6358.28

9-20í

1 layer(s)


Fe415 (Main)


16-20í

1 layer(s)


=============================================== =============================

M30

BOTTOM

1 layer(s)


3


B E A M N O.


(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm) BOTTOM 672.42

672.42

672.42

672.42

672.42


2500.0 mm

5000.0 mm

7500.0

REINF. (Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)

(Sq. mm)


---------------------------------------------------------------------------TOP

5-25í

5-25í

5-25í

6-25í

13-25í


2000.0 mm

4000.0 mm

6000.0

132

----------------------------------------------------------------------------

REQD. STEEL AREA :

TOP

REQD. CONCRETE AREA: 2964974.25 Sq.mm.

10-10í


6-12í


9-10í

9-10í

1 layer(s)

9-10í

1 layer(s)

6-12í

6-12í

1 layer(s)

1 layer(s)

9-10í

1 layer(s)

6-12í 1 layer(s)

1

MAIN REINFORCEMENT : Provide 112 - 20 dia. (1.17%, 35185.84 Sq.mm.)

6-12í 1


35025.78 Sq.mm.

(Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 50928.93 Muz1 : 9766.10 Muy1 : 13193.28


37.11 MX = -18.71 LD=

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ----------------------------------------------------------

3

WORST LOAD CASE:


INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000)

3

END T: 73 Puz : 50976.59 Muz : 11695.38 Muy : 13281.90 IR: 0.83

3 =============================================== =============================


********************END OF BEAM DESIGN RESULTS*******************

C O L U M N N O. M30

2 D E S I G N R E S U LTS

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 6096.0 mm CROSS SECTION: 2000.0 mm X 1500.0 mm COVER: 40.0 mm 763. DESIGN COLUMN 1 TO 39 42 43 47 TO 49 55 TO 72 178 TO 187 190 TO 192 764. 195 TO 201 205 TO 211 214 TO 225 231 TO 234 237 238 241 TO 253 258 TO 261 -

M30

REQD. STEEL AREA :

3 END T: 78 SHORT

57551.55 Sq.mm.


765. 1789 TO 1800 1805 1806 C O L U M N N O.

** GUIDING LOAD CASE: COLUMN


Fe415 (Main)

Fe415 (Sec.)

MAIN REINFORCEMENT : Provide 72 - 32 dia. (1.93%, 57905.84 Sq.mm.) (Equally distributed)

LENGTH: 6096.0 mm CROSS SECTION: 2000.0 mm X 1500.0 mm COVER: 40.0 mm

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c


SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

3 END T: 73 SHORT

133

Puz : 57635.98 Muz1 : 13917.17 Muy1 : 18880.94 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) WORST LOAD CASE:

3



Fe415 (Main)

Fe415 (Sec.)

LENGTH: 6096.0 mm CROSS SECTION: 2500.0 mm X 2000.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: COLUMN

3 END T: 80 SHORT


REQD. STEEL AREA : 144937.67 Sq.mm.

**** ITERATIONS EXCEED 500.


WHILE CALCULATING COLUMN MOMENT CAPACITY



(Equally distributed)

WHILE CALCULATING COLUMN MOMENT CAPACITY C O L U M N N O. M30


Fe415 (Main)

TIE REINFORCEMENT : Provide 16 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

Fe415 (Sec.) Puz : 110655.20 Muz1 : 43475.46 Muy1 : 55152.86


3 END T: 79 SHORT

INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)


----------------------------------------------------------


WORST LOAD CASE:


3


(Equally distributed) TIE REINFORCEMENT : Provide 16 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) Puz : 111320.10 Muz1 : 52534.06 Muy1 : 34366.93 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) WORST LOAD CASE:

3


=============================================== =============================

=============================================== ============================= **** ITERATIONS EXCEED 500. WHILE CALCULATING COLUMN MOMENT CAPACITY **** ITERATIONS EXCEED 500. WHILE CALCULATING COLUMN MOMENT CAPACITY

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)

134





3 END T: 81 SHORT

---------------------------------------------------------REQD. STEEL AREA : 117910.07 Sq.mm.

Puz : 54552.96 Muz1 : 12263.05 Muy1 : 16603.97




----------------------------------------------------------

TIE REINFORCEMENT : Provide 16 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 116107.73 Muz1 : 59243.38 Muy1 : 38691.17 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE:

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

WORST LOAD CASE:

3


=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)


3


Fe415 (Sec.)

REQD. STEEL AREA :

3 END T:

2 SHORT

14038.52 Sq.mm.

REQD. CONCRETE AREA: 1485961.50 Sq.mm. =============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)

LENGTH: 6096.0 mm CROSS SECTION: 2000.0 mm X 1500.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: COLUMN REQD. STEEL AREA :

MAIN REINFORCEMENT : Provide 72 - 16 dia. (0.97%, 14476.46 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

3 END T: 82 SHORT

47197.20 Sq.mm.

REQD. CONCRETE AREA: 2952802.75 Sq.mm. MAIN REINFORCEMENT : Provide 60 - 32 dia. (1.61%, 48254.86 Sq.mm.) (Equally distributed)

---------------------------------------------------------Puz : 24429.97 Muz1 : 2895.48 Muy1 : 4432.41 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ----------------------------------------------------------

135

WORST LOAD CASE:

3



REQD. STEEL AREA :

3 END T: 14 SHORT

12291.41 Sq.mm.



Fe415 (Main)

Fe415 (Sec.)



3 END T: 13 SHORT

(Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ----------------------------------------------------------

13444.54 Sq.mm.


Puz : 23909.77 Muz1 : 2399.01 Muy1 : 3672.36 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ----------------------------------------------------------


WORST LOAD CASE:

3


---------------------------------------------------------Puz : 24253.11 Muz1 : 2960.26 Muy1 : 4527.48 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE:

3

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)



Fe415 (Sec.)

REQD. STEEL AREA :

3 END T:

3 SHORT

10861.69 Sq.mm.



Fe415 (Main)

Fe415 (Sec.)



136


3


=============================================== ========================== C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 15 SHORT

10649.11 Sq.mm.

REQD. CONCRETE AREA: 1189350.88 Sq.mm. =============================================== ============================= C O L U M N N O.


11 D E S I G N R E S U L T S (Equally distributed)

M30

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 6096.0 mm CROSS SECTION: 800.0 mm dia. COVER: 40.0 mm ** GUIDING LOAD CASE: COLUMN

3 END T: 83 SHORT

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ----------------------------------------------------------

REQD. STEEL AREA :

7943.92 Sq.mm. Puz : 19370.77 Muz1 : 2798.12 Muy1 : 2309.70

REQD. CONCRETE AREA: 494710.94 Sq.mm. INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) MAIN REINFORCEMENT : Provide 40 - 16 dia. (1.60%, 8042.48 Sq.mm.)


(Equally distributed) ---------------------------------------------------------TIE REINFORCEMENT : Provide 8 mm dia. circular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

WORST LOAD CASE:

3



3


=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 16 SHORT

11209.38 Sq.mm.


137



(Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c

---------------------------------------------------------WORST LOAD CASE:


3



=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

LENGTH: 6096.0 mm CROSS SECTION: 800.0 mm dia. COVER: 40.0 mm

3


** GUIDING LOAD CASE: TENSION COLUMN REQD. STEEL AREA :

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)

Fe415 (Sec.)

1 END T: 84

4021.24 Sq.mm.



TIE REINFORCEMENT : Provide 8 mm dia. circular ties @ 255 mm c/c



3 END T:

STAAD SPACE REQD. STEEL AREA :

4 SHORT

-- PAGE NO. 374 9922.92 Sq.mm.

REQD. CONCRETE AREA: 1190077.12 Sq.mm. MAIN REINFORCEMENT : Provide 88 - 12 dia. (0.83%, 9952.57 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 19154.55 Muz1 : 2390.31 Muy1 : 1972.04

---------------------------------------------------------Puz : 7983.16 Muz1 :

452.83 Muy1 :

452.83

INTERACTION RATIO: 0.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE:

3

END T: 12 Puz : 7983.16 Muz : 701.36 IR: 0.67

701.36 Muy :

=============================================== ============================= C O L U M N N O.


138

M30

Fe415 (Main)

Fe415 (Sec.)



3 END T: 17 SHORT ----------------------------------------------------------

9919.59 Sq.mm.





WORST LOAD CASE:

3


=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

LENGTH: 6096.0 mm CROSS SECTION: 1200.0 mm X 1000.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: TENSION COLUMN

3


Fe415 (Sec.)

REQD. STEEL AREA :

1 END T: 77

9600.00 Sq.mm.



Fe415 (Main)

Fe415 (Sec.)



3 END T: 18 SHORT

10598.91 Sq.mm.


---------------------------------------------------------Puz : 19058.40 Muz1 : 1554.92 Muy1 : 1888.19 INTERACTION RATIO: 0.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ----------------------------------------------------------

139

WORST LOAD CASE:

3

** GUIDING LOAD CASE: TENSION COLUMN


REQD. STEEL AREA :

2 END T: 91

9600.00 Sq.mm.

REQD. CONCRETE AREA: 1190400.00 Sq.mm. =============================================== ============================ C O L U M N N O. M30



Fe415 (Main)

Fe415 (Sec.)

LENGTH: 6096.0 mm CROSS SECTION: 1200.0 mm X 1000.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: TENSION COLUMN REQD. STEEL AREA :

1 END T: 141


9600.00 Sq.mm.




WORST LOAD CASE:

3



3

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)



Fe415 (Sec.)

REQD. STEEL AREA :

1 END T: 127

9600.00 Sq.mm.



Fe415 (Main)

Fe415 (Sec.)



140


3

END T: 55 Puz : 19073.58 Muz : 2044.30 Muy : 2474.20 IR: 0.59 STAAD SPACE

-- PAGE NO. 379

=============================================== =============================

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)

LENGTH: 6096.0 mm CROSS SECTION: 1200.0 mm X 1000.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: TENSION COLUM REQD. STEEL AREA :

1 END T: 134

9600.00 Sq.mm.




Fe415 (Main)

Fe415 (Sec.)


3 END T: 61 SHORT

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 19058.40 Muz1 : 1555.34 Muy1 : 1888.69

REQD. STEEL AREA :

1664.34 Sq.mm. INTERACTION RATIO: 0.00 (as per Cl. 39.6, IS456:2000)

REQD. CONCRETE AREA: 208042.39 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 12 dia. (0.15%, 1809.56 Sq.mm.)


(Equally distributed) WORST LOAD CASE: TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

3


SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 16695.56 Muz1 :

558.27 Muy1 :

673.01

=============================================== ============================= C O L U M N N O.



3

END T: 61 Puz : 16738.79 Muz : 701.56 IR: 0.96

581.63 Muy :

M30

Fe415 (Main)

Fe415 (Sec.)


1 END T: 129

9600.00 Sq.mm.

141


INTERACTION RATIO: 0.01 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ----------------------------------------------------------


WORST LOAD CASE:

3


=============================================== =============================


3

END T: 57 Puz : 19073.58 Muz : 2770.19 Muy : 2289.99 IR: 0.65 STAAD SPACE -- PAGE NO. 381 =============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)



Fe415 (Main)

Fe415 (Sec.)

LENGTH: 6096.0 mm CROSS SECTION: 1000.0 mm X 1200.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: TENSION COLUM REQD. STEEL AREA :

1 END T: 132

9600.00 Sq.mm.






REQD. STEEL AREA :

2 END T: 130

9600.00 Sq.mm.



3


=============================================== =============================

142



Fe415 (Main)

Fe415 (Sec.)


(Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

1 END T: 131 ----------------------------------------------------------

9600.00 Sq.mm.




WORST LOAD CASE:

3



3


=============================================== ============================= C O L U M N N O. M30

Fe415 (Main)



Fe415 (Main)

Fe415 (Sec.)

Fe415 (Sec.)

LENGTH: 6096.0 mm CROSS SECTION: 1200.0 mm X 1000.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: COLUM REQD. STEEL AREA :

=============================================== =============================


3 END T: 68 SHORT

1996.40 Sq.mm.






REQD. STEEL AREA :

2 END T: 128

9600.00 Sq.mm.


---------------------------------------------------------Puz : 16794.43 Muz1 :

606.35 Muy1 :

731.77


143

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE:


3 REQD. STEEL AREA :

END T: 68 Puz : 16873.49 Muz : 783.70 IR: 0.90

C O L U M N N O.



Fe415 (Main)

Fe415 (Sec.)


24000.00 Sq.mm.

649.05 Muy :

=============================================== =============================

M30

2 END T: 97

2 END T: 139

MAIN REINFORCEMENT : Provide 120 - 16 dia. (0.80%, 24127.43 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 47646.00 Muz1 : 5933.45 Muy1 : 8018.26

9600.00 Sq.mm.




3


SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 19058.40 Muz1 : 1555.30 Muy1 : 1888.65 INTERACTION RATIO: 0.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE:

=============================================== ============================= C O L U M N N O. M30

Fe415 (Main)

LENGTH: 6096.0 mm CROSS SECTION: 1000.0 mm X 1200.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: COLUM REQD. STEEL AREA :

=============================================== =============================

M30

Fe415 (Sec.)

3 END T: 66 SHORT

3


C O L U M N N O.



Fe415 (Main)

Fe415 (Sec.)

9922.23 Sq.mm.

REQD. CONCRETE AREA: 1190077.75 Sq.mm. MAIN REINFORCEMENT : Provide 88 - 12 dia. (0.83%, 9952.57 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

144




3


=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 64 SHORT

9776.38 Sq.mm.




M30

Fe415 (Main)

Fe415 (Sec.)


3 END T: 65 SHORT


REQD. STEEL AREA :

11017.05 Sq.mm. Puz : 19110.92 Muz1 : 2606.63 Muy1 : 2152.40

REQD. CONCRETE AREA: 1188983.00 Sq.mm. INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) MAIN REINFORCEMENT : Provide 56 - 16 dia. (0.94%, 11259.47 Sq.mm.)


(Equally distributed) ---------------------------------------------------------TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 19480.33 Muz1 : 2704.75 Muy1 : 2231.33 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE:

WORST LOAD CASE:

3

END T: 64 Puz : 19123.15 Muz : 2613.53 Muy : 2158.07 IR: 1.00 =============================================== ============================ C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)

LENGTH: 6096.0 mm CROSS SECTION: 1000.0 mm X 1200.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: COLUM

3 END T: 63 SHORT


11162.70 Sq.mm.

145





WORST LOAD CASE:

3


=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)


3


Fe415 (Sec.)

REQD. STEEL AREA :

3 END T: 71 SHORT

12948.73 Sq.mm.



Fe415 (Main)

Fe415 (Sec.)



3 END T: 70 SHORT

10679.84 Sq.mm.



3


=============================================== ============================= C O L U M N N O.


146

M30

Fe415 (Main)

Fe415 (Sec.)






3 END T: 144 SHORT

STAAD SPACE

-- PAGE NO. 390

----------------------------------------------------------


Puz : 19295.35 Muz1 : 1902.92 Muy1 : 2307.78




----------------------------------------------------------



WORST LOAD CASE:

3


=============================================== =========================== C O L U M N N O. M30


Fe415 (Main)


3


Fe415 (Sec.)

REQD. STEEL AREA :

3 END T: 41 SHORT

12035.28 Sq.mm.



Fe415 (Main)

Fe415 (Sec.)



3 END T: 20 SHORT

10395.78 Sq.mm.


---------------------------------------------------------Puz : 19783.51 Muz1 : 2618.15 Muy1 : 2157.20 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

147

---------------------------------------------------------WORST LOAD CASE:


3


** GUIDING LOAD CASE: COLUMN REQD. STEEL AREA :

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

3 END T: 44 SHORT

14109.89 Sq.mm.


Fe415 (Sec.)





REQD. STEEL AREA :

3 END T: 42 SHORT

12810.09 Sq.mm.

REQD. CONCRETE AREA: 1187189.88 Sq.mm. MAIN REINFORCEMENT : Provide 64 - 16 dia. (1.07%, 12867.96 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ----------------------------------------------------------


3

END T: 44 Puz : 20510.37 Muz : 3198.81 Muy : 2638.77 IR: 0.98 STAAD SPACE

-- PAGE NO. 39

Puz : 20014.21 Muz1 : 3036.46 Muy1 : 2503.66 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE:

3

=============================================== =============================

M30



Fe415 (Main)

Fe415 (Sec.)



C O L U M N N O.

=============================================== =============================


Fe415 (Main)

Fe415 (Sec.)


3 END T: 43 SHORT

11110.22 Sq.mm.


148


WORST LOAD CASE:

3


=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)


3


Fe415 (Sec.)

3 END T: 111 SHORT

REQD. STEEL AREA : 134884.30 Sq.mm. REQD. CONCRETE AREA: 5865115.50 Sq.mm.

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)



3 END T: 112 SHORT

22857.96 Sq.mm.

REQD. CONCRETE AREA: 2857244.75 Sq.mm. MAIN REINFORCEMENT : Provide 116 - 16 dia. (0.78%, 23323.18 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 47305.96 Muz1 : 7683.62 Muy1 : 10347.28 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ----------------------------------------------------------


3


=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


149


2 END T: 96

---------------------------------------------------------Puz : 7235.23 Muz1 :

REQD. STEEL AREA :

500.75 Muy1 :

500.75





3

END T: 32 Puz : 7257.29 Muz : 507.26 IR: 0.98

506.24 Muy :


3


=============================================== =============================

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


1 END T: 109

9600.00 Sq.mm.




Fe415 (Main)

Fe415 (Sec.)


3 END T: 32 SHORT


REQD. STEEL AREA :




(Equally distributed) WORST LOAD CASE: TIE REINFORCEMENT : Provide 8 mm dia. circular ties @ 190 mm c/c

3



150

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


1 END T: 110


9600.00 Sq.mm.




3



=============================================== ============================= C O L U M N N O. M30

Fe415 (Main)

LENGTH: 6096.0 mm CROSS SECTION: 800.0 mm dia. COVER: 40.0 mm ** GUIDING LOAD CASE: COLUMN REQD. STEEL AREA :

=============================================== =============================

M30


Fe415 (Main)

Fe415 (Sec.)


Fe415 (Sec.)

3 END T: 31 SHORT

3


C O L U M N N O.


1 END T: 95

9600.00 Sq.mm.

1104.09 Sq.mm.

REQD. CONCRETE AREA: 138010.69 Sq.mm. MAIN REINFORCEMENT : Provide 10 - 12 dia. (0.22%, 1130.97 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. circular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 7114.58 Muz1 : 542.00 Muy1 :

542.00



151



3 END T: 36 SHORT

3 STAAD SPACE

END T: 103 Puz : 7122.59 Muz : 529.07 IR: 0.8

-- PAGE NO. 400

530.60 Muy : REQD. STEEL AREA :

8125.07 Sq.mm.




Fe415 (Main)

Fe415 (Sec.)


2 END T: 107


9600.00 Sq.mm.




WORST LOAD CASE:

3



3

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 22 SHORT

END T: 35 Puz : 19073.58 Muz : 2668.35 Muy : 2205.28 IR: 0.84 REQD. STEEL AREA : =============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

11571.59 Sq.mm.


Fe415 (Sec.)

152


----------------------------------------------------------


WORST LOAD CASE:

3


=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)


3


Fe415 (Sec.)

REQD. STEEL AREA :

3 END T: 34 SHORT

7615.60 Sq.mm.



Fe415 (Main)

Fe415 (Sec.)



2 END T: 105

9600.00 Sq.mm.

REQD. CONCRETE AREA: 1190400.00 Sq.mm. MAIN REINFORCEMENT : Provide 48 - 16 dia. (0.80%, 9650.97 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 19058.40 Muz1 : 1888.58 Muy1 : 1555.25 INTERACTION RATIO: 0.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)


3


=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


153


2 END T: 93

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ----------------------------------------------------------

REQD. STEEL AREA :

9600.00 Sq.mm.




Puz : 18585.48 Muz1 : 1665.88 Muy1 : 2016.99

WORST LOAD CASE:

3


=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)


3


Fe415 (Sec.)

REQD. STEEL AREA :

3 END T: 27 SHORT

10286.98 Sq.mm.

REQD. CONCRETE AREA: 1189713.00 Sq.mm. =============================================== ============================ C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)



3 END T: 26 SHORT

8011.68 Sq.mm.



3

154


REQD. STEEL AREA :

8358.89 Sq.mm.




Fe415 (Main)

Fe415 (Sec.)


2 END T: 100

9600.00 Sq.mm.


TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 18688.86 Muz1 : 1744.86 Muy1 : 2112.98 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ----------------------------------------------------------


WORST LOAD CASE:

3


=============================================== =============================

Puz : 19058.40 Muz1 : 1555.33 Muy1 : 1888.68 C O L U M N N O.


INTERACTION RATIO: 0.00 (as per Cl. 39.6, IS456:2000) M30 SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

Fe415 (Main)

Fe415 (Sec.)


---------------------------------------------------------WORST LOAD CASE:


3


REQD. STEEL AREA :

3 END T: 30 SHORT

7329.95 Sq.mm.



Fe415 (Main)

Fe415 (Sec.)


3 END T: 29 SHORT

MAIN REINFORCEMENT : Provide 24 - 20 dia. (0.63%, 7539.82 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ----------------------------------------------------------

155

Puz : 18382.49 Muz1 : 1534.08 Muy1 : 1857.29 INTERACTION RATIO: 0.99 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE:


Fe415 (Main)


=============================================== =============================

M30


Fe415 (Main)

Fe415 (Sec.)


Fe415 (Sec.)

3 END T: 78 SHORT

3


C O L U M N N O.


3 END T: 145 SHORT

58924.54 Sq.mm.


55708.71 Sq.mm.

REQD. CONCRETE AREA: 2944291.25 Sq.mm. MAIN REINFORCEMENT : Provide 72 - 32 dia. (1.93%, 57905.84 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 57087.27 Muz1 : 13304.63 Muy1 : 18045.31 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE:

3



=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 151 SHORT

3 REQD. STEEL AREA : 132447.86 Sq.mm.


=============================================== =============================


156


----------------------------------------------------------


WORST LOAD CASE:

3

END T: 80 Puz : 111277.16 Muz : 44277.70 Muy : 55999.39 IR: 0.9 **** ITERATIONS EXCEED 500.

---------------------------------------------------------Puz : 120436.36 Muz1 : 63652.84 Muy1 : 41508.93






---------------------------------------------------------WORST LOAD CASE:

=============================================== =============================

3



=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)


Fe415 (Main)

Fe415 (Sec.)


3 END T: 153 SHORT

Fe415 (Sec.) REQD. STEEL AREA : 133156.05 Sq.mm.


3 END T: 80 SHORT

REQD. STEEL AREA : 144313.45 Sq.mm. REQD. CONCRETE AREA: 4855686.50 Sq.mm. MAIN REINFORCEMENT : Provide 52 - 60 dia. (2.94%, 147026.55 Sq.mm.)

REQD. CONCRETE AREA: 5866844.00 Sq.mm. MAIN REINFORCEMENT : Provide 68 - 50 dia. (2.23%, 133517.69 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 16 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

(Equally distributed) ---------------------------------------------------------TIE REINFORCEMENT : Provide 16 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ----------------------------------------------------------

Puz : 120647.21 Muz1 : 64178.77 Muy1 : 41851.04 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

Puz : 110469.34 Muz1 : 43181.05 Muy1 : 54778.95

----------------------------------------------------------


WORST LOAD CASE:


3


157

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 154 SHORT

MAIN REINFORCEMENT : Provide 20 - 12 dia. (0.15%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) -----------------------------------------------------Puz : 18051.41 KNS

70272.53 Sq.mm.


SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS) -----------------------------------------------------END T: 146 Puz : 18601.79 KNS IR:0.00 END T: 74 Puz : 18601.79 KNS IR:0.00


=============================================== ============================= C O L U M N N O.


---------------------------------------------------------M30

Fe415 (Main)

Fe415 (Sec.)



3 END T: 147

----------------------------------------------------------

REQD. STEEL AREA :

WORST LOAD CASE:


3


9600.00 Sq.mm.


=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)



3 END T: 74 SHORT

193.23 Sq.mm.

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) -----------------------------------------------------Puz : 19058.40 KNS SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS)


158

------------------------------------------------------

REQD. STEEL AREA :

END T: 147 Puz : 16967.64 KNS IR:0.00


END T: 75 Puz : 16967.64 KNS IR:0.00

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 85 SHORT

193.23 Sq.mm.


193.23 Sq.mm.

MAIN REINFORCEMENT : Provide 20 - 12 dia. (0.15%, 2261.95 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) -----------------------------------------------------Puz : 18051.41 KNS SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS) -----------------------------------------------------END T: 158 Puz : 18601.79 KNS IR:0.00 END T: 86 Puz : 18601.79 KNS IR:0.00

(Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS)

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)

-----------------------------------------------------LENGTH: 6096.0 mm CROSS SECTION: 800.0 mm dia. COVER: 40.0 mm

Puz : 18051.41 KNS SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS)


3 END T: 83 SHORT

------------------------------------------------------

REQD. STEEL AREA :

END T: 157 Puz : 18601.79 KNS IR:0.00


END T: 85 Puz : 18601.79 KNS IR:0.00

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 86 SHORT

64.75 Sq.mm.

MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.18%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. circular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) -----------------------------------------------------Puz : 6049.09 KNS

159

SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS)


3 END T: 84 SHORT

------------------------------------------------------

REQD. STEEL AREA :

END T: 155 Puz : 6272.57 KNS IR:0.00


END T: 83 Puz : 6272.57 KNS IR:0.00

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 148

9600.00 Sq.mm.


64.75 Sq.mm.

MAIN REINFORCEMENT : Provide 8 - 12 dia. (0.18%, 904.78 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. circular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) -----------------------------------------------------Puz : 6049.09 KNS SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS) -----------------------------------------------------END T: 156 Puz : 6272.57 KNS IR:0.00 END T: 84 Puz : 6272.57 KNS IR:0.00


=============================================== ============================ C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)

-----------------------------------------------------LENGTH: 6096.0 mm CROSS SECTION: 1200.0 mm X 1000.0 mm COVER: 40.0 mm



1 END T: 199

------------------------------------------------------

REQD. STEEL AREA :

END T: 148 Puz : 16967.64 KNS IR:0.00


END T: 76 Puz : 16967.64 KNS IR:0.00

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


9600.00 Sq.mm.

MAIN REINFORCEMENT : Provide 48 - 16 dia. (0.80%, 9650.97 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ----------------------------------------------------------

160


M30

Fe415 (Main)

Fe415 (Sec.)


3 END T: 134 SHORT

---------------------------------------------------------REQD. STEEL AREA : WORST LOAD CASE:

154.58 Sq.mm.

3 REQD. CONCRETE AREA: 1199845.38 Sq.mm.


=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 205

9600.00 Sq.mm.




=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)




3 END T: 77 SHORT

------------------------------------------------------

REQD. STEEL AREA :

END T: 205 Puz : 16967.64 KNS IR:0.00


END T: 133 Puz : 16967.64 KNS IR:0.00

=============================================== ============================= C O L U M N N O.


154.58 Sq.mm.

MAIN REINFORCEMENT : Provide 16 - 12 dia. (0.15%, 1809.56 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

161

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS)



Fe415 (Main)

Fe415 (Sec.)




3 END T: 91 SHORT

------------------------------------------------------

REQD. STEEL AREA :

END T: 149 Puz : 14881.43 KNS IR:0.00


END T: 77 Puz : 14881.43 KNS IR:0.00

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 141 SHORT

154.58 Sq.mm.


154.58 Sq.mm.



=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)

-----------------------------------------------------Puz : 14441.13 KNS SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS)


3 END T: 92 SHORT

------------------------------------------------------

REQD. STEEL AREA :

END T: 213 Puz : 14881.43 KNS IR:0.00


END T: 141 Puz : 14881.43 KNS IR:0.00

=============================================== =============================

154.58 Sq.mm.


162

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) ------------------------------------------------------


=============================================== ============================= C O L U M N N O.

Puz : 14441.13 KNS SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS) -----------------------------------------------------END T: 164 Puz : 14881.43 KNS IR:0.00 END T: 92 Puz : 14881.43 KNS IR:0.00

M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 135 SHORT

154.58 Sq.mm.




M30

Fe415 (Main)

Fe415 (Sec.)


3 END T: 201 SHORT

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) ------------------------------------------------------

REQD. STEEL AREA :

10501.71 Sq.mm. Puz : 14441.13 KNS


SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS) ------------------------------------------------------

(Equally distributed) END T: 207 Puz : 14881.43 KNS IR:0.00 TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

END T: 135 Puz : 14881.43 KNS IR:0.00 **** ITERATIONS EXCEED 500.

----------------------------------------------------------


Puz : 19326.89 Muz1 : 2582.60 Muy1 : 2130.68





3

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)

163


1 END T: 202

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) -----------------------------------------------------Puz : 14441.13 KNS

REQD. STEEL AREA :

9600.00 Sq.mm.


SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS) -----------------------------------------------------END T: 208 Puz : 14881.43 KNS IR:0.00

(Equally distributed) END T: 136 Puz : 14881.43 KNS IR:0.00 TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 19058.40 Muz1 : 1888.63 Muy1 : 1555.29 INTERACTION RATIO: 0.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 142 SHORT

----------------------------------------------------------

REQD. STEEL AREA :

WORST LOAD CASE:


3

END T: 202 Puz : 19073.58 Muz : 2492.02 Muy : 2059.13 IR: 0.73 =============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 136 SHORT

154.58 Sq.mm.


154.58 Sq.mm.


=============================================== =============================

164



Fe415 (Main)


Fe415 (Sec.) SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS)


-----------------------------------------------------Puz : 14441.13 KNS


3 END T: 113 SHORT SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS)

154.58 Sq.mm. ------------------------------------------------------

REQD. CONCRETE AREA: 1199845.38 Sq.mm. END T: 186 Puz : 14881.43 KNS IR:0.00 MAIN REINFORCEMENT : Provide 16 - 12 dia. (0.15%, 1809.56 Sq.mm.)

END T: 114 Puz : 14881.43 KNS IR:0.00

(Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) -----------------------------------------------------Puz : 14441.13 KNS SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS) -----------------------------------------------------END T: 185 Puz : 14881.43 KNS IR:0.00 END T: 113 Puz : 14881.43 KNS IR:0.00

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


1 END T: 204

9600.00 Sq.mm.


=============================================== ============================= C O L U M N N O. M30



Fe415 (Main)

Fe415 (Sec.)


SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 19058.40 Muz1 : 1888.24 Muy1 : 1554.96


3 END T: 114 SHORT

154.58 Sq.mm.


REQD. CONCRETE AREA: 1199845.38 Sq.mm. ---------------------------------------------------------MAIN REINFORCEMENT : Provide 16 - 12 dia. (0.15%, 1809.56 Sq.mm.)

WORST LOAD CASE:

3


165


REQD. STEEL AREA :

9600.00 Sq.mm.




Fe415 (Main)

Fe415 (Sec.)


1 END T: 203

9600.00 Sq.mm.


TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 19058.40 Muz1 : 1555.27 Muy1 : 1888.61 INTERACTION RATIO: 0.00 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ----------------------------------------------------------


WORST LOAD CASE:

3


=============================================== =============================

Puz : 19058.40 Muz1 : 1888.65 Muy1 : 1555.30 C O L U M N N O.


INTERACTION RATIO: 0.00 (as per Cl. 39.6, IS456:2000) M30 SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

Fe415 (Main)

Fe415 (Sec.)


---------------------------------------------------------WORST LOAD CASE:


3


REQD. STEEL AREA :

3 END T: 140 SHORT

154.58 Sq.mm.



Fe415 (Main)

Fe415 (Sec.)


2 END T: 200

MAIN REINFORCEMENT : Provide 16 - 12 dia. (0.15%, 1809.56 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) ------------------------------------------------------

166

Puz : 14441.13 KNS


SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS)


3 END T: 169 SHORT

67689.66 Sq.mm.

-----------------------------------------------------REQD. CONCRETE AREA: 2932310.25 Sq.mm. END T: 212 Puz : 14881.43 KNS IR:0.00 END T: 140 Puz : 14881.43 KNS IR:0.00


=============================================== ============================ C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 139 SHORT

154.58 Sq.mm.



3



=============================================== ============================= C O L U M N N O.


-----------------------------------------------------M30

Fe415 (Main)

Fe415 (Sec.)

Puz : 14441.13 KNS SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS) ------------------------------------------------------


3 END T: 137 SHORT

END T: 211 Puz : 14881.43 KNS IR:0.00

REQD. STEEL AREA :

END T: 139 Puz : 14881.43 KNS IR:0.00


=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)

154.58 Sq.mm.

MAIN REINFORCEMENT : Provide 16 - 12 dia. (0.15%, 1809.56 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

167

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS)



Fe415 (Main)

Fe415 (Sec.)




3 END T: 143 SHORT

------------------------------------------------------

REQD. STEEL AREA :

END T: 209 Puz : 14881.43 KNS IR:0.00


END T: 137 Puz : 14881.43 KNS IR:0.00

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 210

9600.00 Sq.mm.


154.58 Sq.mm.



=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)

-----------------------------------------------------Puz : 19058.40 KNS SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS)


3 END T: 144 SHORT

-----------------------------------------------------END T: 210 Puz : 16967.64 KNS IR:0.00


END T: 138 Puz : 16967.64 KNS IR:0.00


=============================================== =============================


168

TIE REINFORCEMENT : Provide 16 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 104590.41 Muz1 : 39810.40 Muy1 : 50440.80 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000 SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE:

END T: 116 Puz : 14881.43 KNS IR:0.00

=============================================== ============================= C O L U M N N O. M30


M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 116 SHORT

154.58 Sq.mm.


Fe415 (Sec.)


3 END T: 115 SHORT

154.58 Sq.mm.


=============================================== ============================= C O L U M N N O.

Fe415 (Main)

REQD. STEEL AREA :

3


(Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) -----------------------------------------------------Puz : 14441.13 KNS SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS) -----------------------------------------------------END T: 187 Puz : 14881.43 KNS IR:0.00 END T: 115 Puz : 14881.43 KNS IR:0.00

(Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) -----------------------------------------------------Puz : 14441.13 KNS SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS)

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 184 SHORT

------------------------------------------------------

REQD. STEEL AREA :

END T: 188 Puz : 14881.43 KNS IR:0.00


58535.93 Sq.mm.

169


----------------------------------------------------------



WORST LOAD CASE:

3


=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)


3


Fe415 (Sec.)

REQD. STEEL AREA :

3 END T: 96 SHORT

154.58 Sq.mm.




Fe415 (Main)

Fe415 (Sec.)



3 END T: 111 SHORT

REQD. STEEL AREA : 141370.70 Sq.mm. REQD. CONCRETE AREA: 5858629.50 Sq.mm. MAIN REINFORCEMENT : Provide 72 - 50 dia. (2.36%, 141371.67 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 16 mm dia. rectangular ties @ 300 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 123093.12 Muz1 : 70673.90 Muy1 : 46053.39 INTERACTION RATIO: 1.00 (as per Cl. 39.6, IS456:2000)

-----------------------------------------------------Puz : 14441.13 KNS SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS) -----------------------------------------------------END T: 168 Puz : 14881.43 KNS IR:0.00 END T: 96 Puz : 14881.43 KNS IR:0.00

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


170


3 END T: 104 SHORT

-----------------------------------------------------Puz : 19058.40 KNS

REQD. STEEL AREA :

64.75 Sq.mm.



(Equally distributed) END T: 95 Puz : 16967.64 KNS IR:0.00 TIE REINFORCEMENT : Provide 8 mm dia. circular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) ------------------------------------------------------

=============================================== ============================= C O L U M N N O. M30

Puz : 6049.09 KNS SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS) ------------------------------------------------------


Fe415 (Main)

Fe415 (Sec.)


3 END T: 103 SHORT

END T: 176 Puz : 6272.57 KNS IR:0.00

REQD. STEEL AREA :

END T: 104 Puz : 6272.57 KNS IR:0.00


=============================================== =============================

64.75 Sq.mm.




Fe415 (Main)

Fe415 (Sec.)


3 END T: 167

9600.00 Sq.mm.


TIE REINFORCEMENT : Provide 8 mm dia. circular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) -----------------------------------------------------Puz : 6049.09 KNS SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS) -----------------------------------------------------END T: 175 Puz : 6272.57 KNS IR:0.00 END T: 103 Puz : 6272.57 KNS IR:0.00


=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)

171


3 END T: 94 SHORT

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) -----------------------------------------------------Puz : 14441.13 KNS

REQD. STEEL AREA :

154.58 Sq.mm.



(Equally distributed) END T: 105 Puz : 14881.43 KNS IR:0.00 TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) ------------------------------------------------------

=============================================== ============================= C O L U M N N O. M30

Puz : 14441.13 KNS


Fe415 (Main)

Fe415 (Sec.)

LENGTH: 6096.0 mm CROSS SECTION: 1000.0 mm X 1200.0 mm COVER: 40.0 mm SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS)


3 END T: 178

------------------------------------------------------

REQD. STEEL AREA :

END T: 166 Puz : 14881.43 KNS IR:0.00


END T: 94 Puz : 14881.43 KNS IR:0.00

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 105 SHORT

9600.00 Sq.mm.

MAIN REINFORCEMENT : Provide 48 - 16 dia. (0.80%, 9650.97 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) -----------------------------------------------------Puz : 19058.40 KNS

154.58 Sq.mm.



(Equally distributed) END T: 106 Puz : 16967.64 KNS IR:0.00 TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c

172

(Equally distributed) =============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 93 SHORT

154.58 Sq.mm.


TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) -----------------------------------------------------Puz : 14441.13 KNS SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS) -----------------------------------------------------END T: 170 Puz : 14881.43 KNS IR:0.00 END T: 98 Puz : 14881.43 KNS IR:0.00


=============================================== ============================= C O L U M N N O.

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) ------------------------------------------------------

M30


Fe415 (Main)

Fe415 (Sec.)



** GUIDING LOAD CASE: TENSION COLUMN REQD. STEEL AREA :

3 END T: 171

9600.00 Sq.mm.



=============================================== ============================ C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 98 SHORT

154.58 Sq.mm.



173

(Equally distributed) =============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 100 SHORT

154.58 Sq.mm.




=============================================== ============================= C O L U M N N O.

SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS) ------------------------------------------------------

M30


Fe415 (Main)

Fe415 (Sec.)




3 END T: 102 SHORT

154.58 Sq.mm.



=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 173

9600.00 Sq.mm.



174

=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


1 END T: 217


9600.00 Sq.mm.




3



=============================================== ============================= C O L U M N N O. M30

Fe415 (Main)


=============================================== =============================

M30


Fe415 (Main)

Fe415 (Sec.)


Fe415 (Sec.)

3 END T: 219 SHORT

3


C O L U M N N O.


1 END T: 218

9600.00 Sq.mm.

1684.78 Sq.mm.

REQD. CONCRETE AREA: 210596.91 Sq.mm. MAIN REINFORCEMENT : Provide 16 - 12 dia. (0.15%, 1809.56 Sq.mm.) (Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 16701.64 Muz1 :

558.27 Muy1 :

463.13



175




END T: 219 Puz : 16738.79 Muz : 483.34 IR: 0.94

M30



Fe415 (Main)

Fe415 (Sec.)


9600.00 Sq.mm.

582.88 Muy :

=============================================== ============================= C O L U M N N O.

1 END T: 221

2 END T: 220


9600.00 Sq.mm.




3



=============================================== ============================= C O L U M N N O. M30

Fe415 (Main)


=============================================== =============================

M30

Fe415 (Sec.)

1 END T: 222

3


C O L U M N N O.



Fe415 (Main)

Fe415 (Sec.)

9600.00 Sq.mm.


176




3


=============================================== ============================= C O L U M N N O. M30


Fe415 (Main)

Fe415 (Sec.)


3 END T: 224 SHORT

1577.48 Sq.mm.


=============================================== =============================




Fe415 (Main)

Fe415 (Sec.)


2 END T: 223

TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 16669.70 Muz1 :

REQD. STEEL AREA :

532.62 Muy1 :

441.98





3

END T: 224 Puz : 16738.79 Muz : 479.75 IR: 0.87

578.53 Muy :


3

=============================================== ============================= C O L U M N N O. 1789 D E S I G N R E S U L T S M30

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 12192.0 mm CROSS SECTION: 1200.0 mm X 1000.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: /SHORT(Y)

3 BRACED LONG(Z)

177

REQD. STEEL AREA :

309.16 Sq.mm.

REQD. CONCRETE AREA:


38645.25 Sq.mm.


SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------301.52 Muy1 :

362.16

INTERACTION RATIO: 0.32 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: Puz : 16738.79 Muz :

---------------------------------------------------------WORST LOAD CASE:


Puz : 16292.05 Muz1 :


Puz : 16738.79 Muz :

3 546.99 Muy :


Fe415 (Main)

546.99 Muy :

659.80 IR: 0.18

Fe415 (Sec.)


3

659.80 IR: 0.18

1 END T: 191

9600.00 Sq.mm.



Fe415 (Main)


Fe415 (Sec.)


SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ----------------------------------------------------------

** GUIDING LOAD CASE: /SHORT(Y) REQD. STEEL AREA :

3 BRACED LONG(Z) Puz : 19058.40 Muz1 : 1553.55 Muy1 : 1886.56

309.16 Sq.mm.



38645.25 Sq.mm.



---------------------------------------------------------WORST LOAD CASE:


Puz : 16292.05 Muz1 :


362.16

3


=============================================== ============================= C O L U M N N O. 1792 D E S I G N R E S U L T S

178

M30

Fe415 (Main)

Fe415 (Sec.)

LENGTH: 12192.0 mm CROSS SECTION: 1000.0 mm X 1200.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: LONG(Y) REQD. STEEL AREA :

3 SHORT(Z)


/BRACED ----------------------------------------------------------

9670.11 Sq.mm.


Puz : 6657.86 Muz1 :

655.30 Muy1 :

655.30




WORST LOAD CASE:

3

END T: 193 Puz : 6672.08 Muz : 654.50 IR: 1.11


Fe415 (Main)

Puz : 19123.15 Muz : 2844.37 Muy : 2349.65 IR: 1.03

Fe415 (Sec.)

LENGTH: 4572.0 mm CROSS SECTION: 650.0 mm dia. COVER: 40.0 mm ** GUIDING LOAD CASE: TENSION COLUMN

3

654.20 Muy :

REQD. STEEL AREA :

1 END T: 50

2654.65 Sq.mm.

REQD. CONCRETE AREA: 329176.06 Sq.mm. =============================================== =============================


C O L U M N N O. 1793 D E S I G N R E S U L T S M30

Fe415 (Main)

Fe415 (Sec.)


3 END T: 193 SHORT

TIE REINFORCEMENT : Provide 8 mm dia. circular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET) ---------------------------------------------------------Puz : 5270.14 Muz1 :

REQD. STEEL AREA :

239.54 Muy1 :

239.54





179

WORST LOAD CASE:

3

** GUIDING LOAD CASE: /SHORT(Y)

END T: 927 Puz : 5287.91 Muz : 399.30 IR: 0.79

3 BRACED LONG(Z)

399.30 Muy : REQD. STEEL AREA :

1630.19 Sq.mm.

REQD. CONCRETE AREA: 203773.47 Sq.mm. =============================================== =============================



Fe415 (Main)

Fe415 (Sec.)


1 END T: 51


9600.00 Sq.mm.


Puz : 16685.39 Muz1 :

651.18 Muy1 :

784.90



WORST LOAD CASE: Puz : 16738.79 Muz :

3 679.84 Muy :

819.93 IR: 0.99

=============================================== =============================

Puz : 19058.40 Muz1 : 1887.95 Muy1 : 1554.72 C O L U M N N O. 1797 D E S I G N R E S U L T S INTERACTION RATIO: 0.01 (as per Cl. 39.6, IS456:2000) M30 SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET)

Fe415 (Main)

Fe415 (Sec.)


---------------------------------------------------------WORST LOAD CASE:

** GUIDING LOAD CASE: /SHORT(Y)

3


REQD. STEEL AREA :

309.16 Sq.mm.

REQD. CONCRETE AREA: =============================================== ============================= C O L U M N N O. 1796 D E S I G N R E S U L T S M30

Fe415 (Main)

Fe415 (Sec.)


3 BRACED LONG(Z)

38645.25 Sq.mm.


180

---------------------------------------------------------Puz : 16292.05 Muz1 :

301.52 Muy1 :

362.16



Fe415 (Main)

Fe415 (Sec.)

LENGTH: 4572.0 mm CROSS SECTION: 650.0 mm dia. COVER: 40.0 mm ** GUIDING LOAD CASE: TENSION COLUMN

1 END T: 926

---------------------------------------------------------REQD. STEEL AREA : WORST LOAD CASE:

2654.65 Sq.mm.

3 REQD. CONCRETE AREA: 329176.06 Sq.mm.

Puz : 16738.79 Muz :

546.99 Muy :

659.80 IR: 0.22 MAIN REINFORCEMENT : Provide 24 - 12 dia. (0.82%, 2714.34 Sq.mm.)


Fe415 (Main)

Fe415 (Sec.)

LENGTH: 12192.0 mm CROSS SECTION: 1200.0 mm X 1000.0 mm COVER: 40.0 mm ** GUIDING LOAD CASE: /SHORT(Y) REQD. STEEL AREA :

3 BRACED LONG(Z)


239.61 Muy1 :

239.61


309.16 Sq.mm.



38645.25 Sq.mm.



(Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. rectangular ties @ 190 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

3

END T: 926 Puz : 5287.91 Muz : 410.93 IR: 1.04

410.93 Muy :

=============================================== =============================

---------------------------------------------------------C O L U M N N O. 1800 D E S I G N R E S U L T S Puz : 16292.05 Muz1 :

301.52 Muy1 :

362.16 M30

Fe415 (Main)

Fe415 (Sec.)

INTERACTION RATIO: 0.32 (as per Cl. 39.6, IS456:2000) SECTION CAPACITY BASED ON REINFORCEMENT PROVIDED (KNS-MET) ---------------------------------------------------------WORST LOAD CASE: Puz : 16738.79 Muz :

3 546.99 Muy :


659.80 IR: 0.22

=============================================== ============================

3 END T: 194 SHORT

3266.11 Sq.mm.


181


----------------------------------------------------------


392.16 Muy1 :

392.16


WORST LOAD CASE:

3

END T: 928 Puz : 6155.97 Muz : 506.70 IR: 0.99


Fe415 (Main)

END T: 194 Puz : 5456.28 Muz : 393.82 IR: 1.15

393.74 Muy :

Fe415 (Sec.)


3

506.70 Muy :

REQD. STEEL AREA :

3 END T: 929 SHORT

5656.83 Sq.mm.

REQD. CONCRETE AREA: 326173.88 Sq.mm. =============================================== ============================= C O L U M N N O. 1805 D E S I G N R E S U L T S M30

Fe415 (Main)

Fe415 (Sec.)


(Equally distributed) TIE REINFORCEMENT : Provide 8 mm dia. circular ties @ 255 mm c/c SECTION CAPACITY BASED ON REINFORCEMENT REQUIRED (KNS-MET)

3 END T: 928 SHORT ----------------------------------------------------------

5445.92 Sq.mm.



Puz : 6164.04 Muz1 :

507.10 Muy1 :

507.10



Puz : 6101.24 Muz1 :


493.35


WORST LOAD CASE:

3

END T: 929 Puz : 6215.83 Muz : 519.78 IR: 0.99

519.82 Muy :

********************END OF COLUMN DESIGN RESULTS******************** 766. DESIGN ELEMENT 266 TO 275 STAAD SPACE

-- PAGE NO. 458

ELEMENT DESIGN SUMMARY ----------------------

182

ELEMENT LONG. REINF REINF MOM-Y /LOAD

MOM-X /LOAD TRANS.

280 TOP : BOTT:

(SQ.MM/ME) (KN-M/M)

(KN-M/M)

(SQ.MM/ME)

281 TOP : BOTT:

266 TOP :

192.

0.10 / 3

192.

0.20 / 3

282 TOP : BOTT:

BOTT: 267 TOP : BOTT: 268 TOP : BOTT: 269 TOP : BOTT: 270 TOP : BOTT: 271 TOP :

192. 192. 192. 192. 192. 192. 192. 192. 192. 192.

-0.01 / 4 0.42 / 3 0.00 / 1 5.34 / 3 0.00 / 2 0.42 / 4 -1.14 / 3 2.64 / 3 -0.03 / 5 0.10 / 3

192. 192. 192. 192. 192. 192. 192. 192. 192. 192.

0.00 / 5 2.59 / 3 -0.01 / 5 2.17 / 3 0.00 /

2

0.08 / 4 -1.44 / 3 0.46 / 3 -0.01 / 5 0.21 / 3

283 TOP : BOTT: 284 TOP : BOTT: 285 TOP : BOTT: 286 TOP : BOTT: 287 TOP : BOTT: 288 TOP :

BOTT:

192.

-0.01 / 4

192.

BOTT: 273 TOP : BOTT: 274 TOP : BOTT: 275 TOP :

192. 192. 192. 192. 192. 192. 192.

0.33 / 3 -0.01 / 5 0.00 / 0 -2.02 / 3 0.86 / 3 -0.37 / 4 0.01 / 2

192. 192. 192. 192. 192. 192. 192.

2.47 / 3 -0.03 / 5 0.00 / 0 -5.09 / 3 1.29 / 3 -0.05 / 4 0.01 / 5

289 TOP : BOTT: 290 TOP : BOTT: 291 TOP : BOTT: 292 TOP : BOTT:

BOTT: 276 TOP : BOTT: 277 TOP : BOTT: 278 TOP : BOTT: 279 TOP : BOTT:

192. 804. 192. 430. 192. 192. 192. 192. 496.

-0.56 / 3 43.16 / 1 0.00 / 0 23.92 / 1 0.00 / 0 5.00 / 2 -3.64 / 1

192. 298. 192. 300. 192. 340. 192.

192. 192. 192. 492. 192. 859. 192. 1046. 192. 1048. 192. 863. 192. 471. 192. 192.

0.00 / 0 -3.97 / 1

192.

1.18 / 1 -1.02 / 2

192. 192.

27.21 / 1 -0.59 / 2

192. 192.

45.88 / 1 -0.07 / 2

192. 192.

54.88 / 1 0.00 / 0

212. 192.

55.00 / 1 0.00 / 0 46.11 /

192.

197. 192.

1

0.00 / 0 26.08 / 1 0.00 / 0 5.51 / 2

192. 192. 192. 192. 192.

3.27 / 1 0.00 / 0 8.46 / 1 0.00 / 0 7.36 / 1 0.00 / 0 10.83 / 1 0.00 / 0 12.04 / 1 0.00 /

0

11.20 / 1 0.00 /

0

7.58 / 1 0.00 /

0

5.39 / 2 -0.03 / 1 6.05 / 2

0.00 / 5 BOTT:

272 TOP :

192.

-2.79 / 3 16.75 / 1 0.00 /

0

16.88 / 1 0.00 /

0

19.07 / 1 0.00 / 0

293 TOP : BOTT: 294 TOP : BOTT: 295 TOP : BOTT: 296 TOP :

6.29 / 2

402.

22.39 / 1

BOTT:

-27.39 / 1

192.

0.00 / 0

297 TOP :

192. 192. 980.

-4.25 / 1 8.35 / 2

192. 192.

-4.73 / 1 6.37 / 2

-51.78 / 1

192.

-9.25 / 1

192.

0.00 / 0

192.

0.00 / 2

1608.

-79.88 / 1

379.

-21.15 / 1

192.

0.75 / 1

192.

0.52 / 2

192. 542. 192. 881. 192. 1071. 192. 1081. 192. 901. 192. 539.

-1.05 / 2 29.81 / 1 -0.57 / 2 46.99 / 1 -0.12 / 2 56.08 / 1 0.00 / 0 56.56 / 1 0.00 / 0 47.97 / 1 0.00 / 0 29.68 / 1

192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192.

-9.80 / 1 3.42 / 1 0.00 / 0 8.23 / 1 0.00 / 0 9.57 / 1 0.00 /

0

7.44 / 1 0.00 /

0

4.87 / 2 0.00 /

0

6.36 / 2

183

BOTT: 298 TOP : BOTT: 299 TOP : BOTT: 300 TOP : BOTT: 301 TOP : BOTT: 302 TOP : BOTT: 303 TOP : BOTT: 304 TOP : BOTT: 305 TOP : BOTT: 306 TOP : BOTT: 307 TOP : BOTT: 308 TOP : BOTT: 309 TOP : BOTT: 310 TOP : BOTT: 311 TOP : BOTT: 312 TOP : BOTT: 313 TOP : BOTT: 314 TOP : BOTT: 315 TOP :

192. 192. 192. 197.

0.00 / 0

205.

5.83 / 2 -6.57 / 1

714.

8.68 / 2 -38.64 / 1

BOTT: 316 TOP : BOTT:

2

192.

10.88 / 2

317 TOP :

2024.

-96.31 / 1

1769.

-86.44 / 1

BOTT:

192.

0.00 / 0

192.

0.00 / 0

318 TOP :

1529.

-76.53 / 1

1992.

-95.12 / 1

BOTT:

192.

0.00 / 0

192.

2.11 / 1

319 TOP :

-23.65 / 1

192.

-0.23 / 2

BOTT:

7.12 / 1

192.

0.00 / 0

320 TOP :

425. 192. 192. 445. 192. 626. 192. 669. 192. 576. 192. 343. 192. 192. 192.

11.19 /

192.

-11.65 / 1

0.00 / 0

192.

24.72 / 1 0.00 / 0

192. 192.

34.18 / 1 0.00 / 0

192. 192.

36.41 / 1 0.00 / 0

192. 192.

31.57 / 1 0.00 / 0

192. 192.

19.20 / 1 0.00 / 0

192. 192.

0.00 / 0 -5.87 / 1

192. 192.

-0.35 / 2

BOTT:

2.44 / 1 -0.13 / 2

BOTT:

2.94 / 1 -0.05 / 2

0

0

324 TOP : BOTT:

1.43 / 1 0.00 /

323 TOP : BOTT:

2.75 / 1 0.00 /

322 TOP : BOTT:

3.01 / 1 0.00 /

321 TOP :

0

325 TOP : BOTT:

2.25 / 1 0.00 / 0

326 TOP : BOTT:

192.

0.00 / 0

192.

0.00 / 0

327 TOP :

1090.

-56.98 / 1

734.

-39.66 / 1

BOTT:

192.

0.00 / 0

192.

0.00 / 0

328 TOP :

1196.

-61.89 /

1

192.

-4.46 /

192.

0.17 /

2

192.

0.00 / 0

329 TOP :

-17.92 / 1

192.

-1.62 / 2

BOTT:

5.89 / 1

192.

8.33 / 1

330 TOP :

319. 192. 192. 402. 192. 565. 192. 608.

0.00 / 0 22.42 / 1 0.00 / 0 31.04 / 1 0.00 / 0 33.24 / 1

192. 211. 192. 232. 192. 233.

1

-0.77 / 2 11.96 / 1 -0.34 / 2 13.13 / 1 -0.09 / 2 13.17 / 1

BOTT:


192. 528. 192. 312. 192. 192. 192. 192. 396. 192. 663. 192. 290. 192. 192. 345. 192. 497. 192. 540. 192. 473. 192. 307. 192. 192. 192. 192. 192. 192. 380. 192. 192. 192. 192. 300.

0.00 / 0 29.10 / 1 0.00 / 0 17.52 / 1 -0.05 / 2 0.00 / 0 -0.21 / 2

192. 219. 192. 192. 192. 192. 192.

0.00 /

0

12.43 / 1 0.00 /

0

10.53 / 1 0.00 / 0 8.98 / 1 0.00 / 0

0.00 / 0

192.

5.35 / 1

-22.10 / 1

192.

0.00 / 0

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514.

28.38 / 1

-36.07 / 1

192.

-0.66 / 2

0.54 / 2

444.

24.66 / 1

-16.32 / 1

192.

-0.61 / 2

5.40 / 1

414.

23.04 / 1

0.00 / 0 19.33 / 1 0.00 / 0 27.45 / 1 0.00 / 0 29.71 / 1 0.00 / 0 26.21 / 1 0.00 / 0 17.27 / 1 -0.22 / 2 3.13 / 1 -0.44 / 2 0.00 / 0 -9.37 / 1

192. 410. 192. 404. 192. 394. 192. 380. 192. 367. 192. 349. 192. 312. 192.

-0.39 / 2 22.83 / 1 -0.12 / 2 22.51 / 1 0.00 /

0

21.95 / 1 0.00 /

0

21.22 / 1 0.00 /

0

20.54 / 1 0.00 / 0 19.54 / 1 0.00 / 0 17.53 / 1 0.00 / 0

1.18 / 2

801.

43.02 / 1

-21.21 / 1

192.

0.00 / 0

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730.

39.48 / 1

-10.18 / 1

192.

0.00 / 0

4.53 / 1

648.

35.29 / 1

0.00 / 0 16.87 / 1

192. 589.

0.00 /

0

32.25 / 1

184


192. 440. 192. 485. 192. 433. 192. 298. 192. 192. 192. 192. 192. 192. 238. 192. 192. 192. 192. 271. 192. 398. 192. 442. 192. 400. 192. 288. 192. 192. 192. 192. 192. 192. 208. 192.

0.00 / 0 24.43 / 1 0.00 / 0 26.80 / 1 0.00 / 0 24.05 / 1 -0.06 / 2 16.79 / 1 -0.44 / 2 6.69 / 1 -0.73 / 2 0.00 / 0 -3.43 / 1

192. 551. 192. 525. 192. 507. 192. 494. 192. 476. 192. 428. 192.

0.00 /

0

30.29 / 1 0.00 /

0

28.93 / 1 0.00 /

0

27.99 / 1 0.00 / 0 27.30 / 1 0.00 / 0 26.35 / 1 0.00 / 0 23.81 / 1 0.00 / 0

BOTT: 352 TOP : BOTT: 353 TOP : BOTT: 354 TOP : BOTT: 355 TOP : BOTT: 356 TOP : BOTT: 357 TOP : BOTT:

2.27 / 2

917.

48.71 / 1

358 TOP :

-13.44 / 1

192.

0.00 / 0

BOTT:

2.08 / 2

852.

45.55 / 1

359 TOP :

-6.26 / 1 4.88 / 1 0.00 / 0 15.27 / 1 0.00 / 0 22.18 / 1 0.00 / 0 24.53 / 1 0.00 / 0 22.30 / 1 -0.24 / 2 16.19 / 1 -0.71 / 2 7.71 / 1 -1.07 / 2 0.00 / 0 -1.29 / 1 3.37 / 2

192. 765. 192. 687. 192. 630. 192. 593. 192. 570. 192. 551. 192. 523. 192. 470. 192.

0.00 / 0 41.22 / 1 0.00 /

0

37.28 / 1 0.00 /

0

34.39 / 1 0.00 /

0

32.49 / 1 0.00 /

0

31.28 / 1 0.00 / 0 30.30 / 1 0.00 / 0 28.84 / 1 0.00 / 0 26.02 / 1 0.00 / 0

BOTT: 360 TOP : BOTT: 361 TOP : BOTT: 362 TOP : BOTT: 363 TOP : BOTT: 364 TOP : BOTT: 365 TOP : BOTT: 366 TOP : BOTT: 367 TOP : BOTT:

889.

47.39 / 1

368 TOP :

1

192.

0.00 / 0

BOTT:

2.93 / 2

829.

44.41 / 1

369 TOP :

-11.77 /

192. 192. 192. 257. 192. 374. 192. 413. 192. 373. 192. 265. 192. 192. 192. 192. 192. 192. 282. 192. 192. 192. 192. 254. 192. 363. 192. 396. 192. 349. 192. 232. 192. 192. 192. 192.

-5.23 / 1 4.94 / 1 0.00 / 0 14.49 / 1 0.00 / 0 20.87 / 1 0.00 / 0 23.00 / 1 0.00 / 0 20.83 / 1 -0.45 / 2 14.96 / 1 -1.03 / 2 6.80 / 1 -1.48 / 2 0.00 / 0 -1.92 / 1

192. 748. 192. 674. 192. 620. 192. 582. 192. 556. 192. 533. 192. 502. 192. 448. 192.

0.00 / 0 40.36 / 1 0.00 /

0

36.66 / 1 0.00 /

0

33.86 / 1 0.00 /

0

31.91 / 1 0.00 /

0

30.54 / 1 0.00 / 0 29.35 / 1 0.00 / 0 27.72 / 1 0.00 / 0 24.85 / 1 0.00 / 0

4.59 / 2

720.

38.96 / 1

-15.89 / 1

192.

0.00 / 0

3.80 / 2

663.

36.07 / 1

-6.95 / 1 4.67 / 1 0.00 / 0 14.33 / 1 0.00 / 0 20.29 / 1 0.00 / 0 22.05 / 1 0.00 / 0 19.53 / 1 -0.66 / 2 13.12 / 1 -1.37 / 2 4.07 / 1 -1.96 / 2 0.00 / 0

192. 600. 192. 553. 192. 520. 192. 491. 192. 464. 192. 439. 192. 411. 192. 359.

0.00 / 0 32.84 / 1 0.00 /

0

30.41 / 1 0.00 /

0

28.67 / 1 0.00 /

0

27.16 / 1 0.00 /

0

25.72 / 1 0.00 / 0 24.38 / 1 0.00 / 0 22.86 / 1 0.00 / 0 20.10 / 1

185


192. 192. 455. 192. 192. 192. 192. 258. 192. 356. 192. 381. 192. 328. 192. 194. 192. 192. 192. 192. 209. 192. 825. 192. 192. 192. 192. 253. 192. 337. 192. 354. 192. 301. 192. 192.

-5.24 / 1

192.

0.00 / 0

BOTT:

5.98 / 2

402.

22.41 / 1

388 TOP :

-25.26 / 1

192.

0.00 / 0

BOTT:

4.66 / 2

346.

19.36 / 1

389 TOP :

-10.25 / 1

192.

0.00 / 0

BOTT:

4.77 / 1

336.

18.81 / 1

390 TOP :

0.00 / 0

192.

14.55 / 1 0.00 / 0

192.

19.94 / 1 0.00 / 0

355. 192.

21.24 / 1 0.00 / 0

340. 192.

18.38 / 1 -0.83 / 2 11.04 /

351.

309. 192.

1

-1.69 / 2 0.00 / 0 -2.53 / 2 0.00 / 0

269. 192. 231. 192.

0.00 /

0

BOTT:

19.67 / 1 0.00 /

0

BOTT:

19.86 / 1 0.00 /

0

392 TOP : BOTT:

19.07 / 1 0.00 /

391 TOP :

0

393 TOP : BOTT:

17.38 / 1 0.00 / 0

394 TOP : BOTT:

15.19 / 1 0.00 / 0

395 TOP : BOTT:

13.05 / 1 0.00 / 0

396 TOP : BOTT:

194.

11.03 / 1

397 TOP :

1

192.

0.00 / 0

BOTT:

7.88 / 2

192.

6.33 / 2

398 TOP :

-44.23 / 1

197.

5.18 / 2

192.

-11.84 /

-9.37 / 1 5.18 / 1 0.00 / 0 14.29 / 1 0.00 / 0 18.91 / 1 0.00 / 0 19.82 / 1 -0.07 / 2 16.93 / 1 -0.92 / 2 9.01 / 1

192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192.

-11.16 /

1

5.89 / 2 -6.32 / 1 5.12 / 2 0.00 /

0

6.89 / 1 0.00 /

0

9.36 / 1 0.00 /

0

9.29 / 1 0.00 / 0 6.96 / 1 0.00 / 0 2.15 / 1

BOTT: 399 TOP : BOTT: 400 TOP : BOTT: 401 TOP : BOTT: 402 TOP : BOTT: 403 TOP : BOTT: 404 TOP : BOTT: 405 TOP :

192. 192. 192. 192. 449. 192. 785. 192. 192. 192. 192. 213. 192. 287. 192. 300. 192. 249. 192. 192. 192. 192. 192. 192.

-1.88 / 2 0.00 / 0 -3.64 / 1

192. 192. 192.

0.00 / 0 0.00 / 0 -1.30 / 1

0.00 / 0

192.

0.00 / 0

-24.92 / 1

192.

-5.84 / 1

9.20 / 2

192.

10.21 / 2

-42.22 / 1

1354.

-69.00 / 1

5.40 / 2

192.

8.19 / 2

-9.59 / 1 3.99 / 1 0.00 / 0 12.08 / 1 0.00 / 0 16.14 / 1 0.00 / 0 16.87 / 1 -0.12 / 2 14.05 / 1 -0.96 / 2 6.86 / 1 -1.89 / 2 0.00 / 0 -7.76 / 1

520. 192. 226. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 400.

-28.67 / 1 6.19 / 2 -12.81 / 1 4.68 / 2 -4.39 / 1 3.38 / 2 -0.67 / 1 2.22 / 2 -0.32 / 1 1.09 / 2 -3.06 / 1 0.00 / 0 -9.37 / 1 0.00 / 0 -22.27 / 1

0.00 / 0

192.

0.00 / 0

-50.47 / 1

956.

-50.63 / 1

192.

0.00 / 0

192.

0.01 / 2

1607.

-79.82 / 1

384.

-21.42 / 1

192.

0.97 / 1

192.

0.50 / 2

953.

192. 547. 192. 887. 192. 1078. 192. 1088.

-1.04 / 2 30.06 / 1 -0.57 / 2 47.28 / 1 -0.12 / 2 56.40 / 1 0.00 / 0 56.88 / 1

192. 192. 192. 192. 192. 192. 192. 192.

-10.09 / 1 2.99 / 1 0.00 / 0 7.62 / 1 0.00 / 0 8.77 / 1 0.00 /

0

6.48 / 1

186


192. 906. 192. 544. 192. 192. 192. 202.

0.00 / 0

192.

48.18 / 1 0.00 / 0

192.

29.92 / 1 0.00 / 0

192. 208.

5.73 / 2 -8.82 / 1

192. 674.

0

4.84 / 2 0.00 /

0

6.36 / 2 -11.80 / 1 8.75 / 2 -36.65 / 1

BOTT: 424 TOP : BOTT: 425 TOP : BOTT: 426 TOP : BOTT:

2

209.

11.82 / 2

427 TOP :

1691.

-83.29 / 1

906.

-48.19 / 1

BOTT:

192.

0.00 / 0

192.

2.80 / 1

428 TOP :

192. 192. 192. 507. 192. 876. 192. 1067. 192. 1070. 192. 881. 192. 486. 192. 192. 192. 192. 751. 192. 192. 192. 192. 501. 192. 859.

11.46 /

192.

0.00 /

-3.76 / 1 1.81 /

1

-0.99 / 2 27.97 / 1 -0.59 / 2 46.75 / 1 -0.09 / 2 55.87 / 1 0.00 / 0 56.05 / 1 0.00 / 0 46.98 / 1 0.00 / 0 26.89 / 1 0.00 / 0 5.36 / 2 -4.82 / 1

192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192.

0.00 / 0 7.67 / 1 0.00 / 0 6.13 / 1 0.00 / 0 9.03 / 1 0.00 / 0 9.60 / 1 0.00 /

0

8.19 / 1 0.00 /

0

4.28 / 1 0.00 /

0

5.33 / 2 -2.33 / 1 6.11 / 2 -4.16 / 1


8.53 / 2

192.

6.56 / 2

437 TOP :

-40.53 / 1

192.

-6.33 / 1

BOTT:

0.00 / 0

192.

10.54 / 1

438 TOP :

-3.27 / 1 3.32 / 1 -0.92 / 2 27.66 / 1 -0.52 / 2 45.88 / 1

192. 192. 192. 192. 192. 192.

0.00 / 0 10.10 / 1 0.00 / 0 10.62 / 1 0.00 / 0 9.98 / 1


192. 1050. 192. 1043. 192. 844. 192. 470. 192. 192. 192. 192. 396. 192. 192. 192. 192. 501. 192. 864. 192. 1038. 192. 1020. 192. 818. 192. 478. 192. 192. 192. 192.

-0.03 / 2 55.08 / 1 0.00 / 0 54.76 / 1 0.00 / 0 45.14 / 1 0.00 / 0 26.04 / 1 0.00 / 0 4.86 / 2 -0.06 / 1

192. 193. 192. 195. 192. 192. 192. 192. 192. 192. 192.

0.00 / 0 10.98 / 1 0.00 /

0

11.09 / 1 0.00 /

0

10.30 / 1 0.00 /

0

9.61 / 1 0.00 /

0

9.98 / 1 0.00 / 0

6.27 / 2

192.

9.04 / 1

-22.10 / 1

192.

0.00 / 0

0.00 / 0

192.

2.47 / 1

-3.83 / 1 1.62 / 1 -0.98 / 2 27.68 / 1 -0.45 / 2 46.12 / 1 0.00 / 0 54.51 / 1 0.00 / 0 53.68 / 1 0.00 / 0 43.86 / 1 0.00 / 0 26.46 / 1 0.00 / 0 5.36 / 1 0.00 / 0

192. 192. 192. 192. 192. 192. 192. 208. 192. 239. 192. 266. 192. 298. 192. 324. 192.

-0.13 / 2 7.43 / 1 0.00 / 0 6.05 / 1 0.00 / 0 9.65 / 1 0.00 /

0

11.81 / 1 0.00 /

0

13.50 / 1 0.00 /

0

15.00 / 1 0.00 /

0

16.75 / 1 0.00 /

0

18.16 / 1 0.00 /

0

4.61 / 2

297.

16.71 / 1

-12.70 / 1

192.

0.00 / 0

192.

0.00 / 0

192.

0.00 / 0

1642.

-81.26 / 1

399.

-22.24 / 1

192.

0.78 / 1

192.

0.00 / 0

224.

187


192. 541. 192. 871. 192. 1036. 192. 1010. 192. 806. 192. 483. 192. 192. 192. 192. 192.

-0.96 / 2 29.77 / 1 -0.29 / 2 46.51 / 1 0.00 / 0 54.45 / 1 0.00 / 0 53.18 / 1 0.00 / 0 43.30 / 1 0.00 / 0 26.72 / 1 0.00 / 0 7.44 / 1 0.00 / 0 3.22 / 2 -9.28 / 1

192. 192. 192. 192. 192. 205. 192. 254. 192. 302. 192. 349. 192. 377. 192. 347. 192.

-10.54 / 1 2.43 / 1 0.00 / 0 8.02 / 1 0.00 /

0

11.64 / 1 0.00 /

0

14.36 / 1 0.00 /

0

16.96 / 1 0.00 /

0

19.53 / 1 0.00 /

0

21.03 / 1 0.00 /

0

19.45 / 1 0.00 / 0


192.

0.00 / 0

192.

0.00 / 0

468 TOP :

1632.

-80.86 / 1

356.

-19.92 / 1

BOTT:

192.

0.72 / 1

192.

0.00 / 0

469 TOP :

192. 547. 192. 879. 192. 1044. 192. 1013. 192. 804. 192. 473. 192. 192. 192. 192.

-0.87 / 2 30.08 / 1 -0.18 / 2 46.89 / 1 0.00 / 0 54.79 / 1 0.00 / 0 53.34 / 1 0.00 / 0 43.17 / 1 0.00 / 0 26.17 / 1 0.00 / 0 6.39 / 1 0.00 / 0 1.97 / 2

196. 192. 192. 192. 192. 192. 192. 235. 192. 281. 192. 327. 192. 355. 192. 327.

-11.11 / 1 1.58 / 1 -0.27 / 2 7.02 / 1 -0.06 / 2 10.60 / 1 0.00 /

0

13.27 / 1 0.00 /

0

15.81 / 1 0.00 /

0

18.34 / 1 0.00 /

0

19.86 / 1 -0.04 / 2 18.34 / 1

BOTT: 470 TOP : BOTT: 471 TOP : BOTT: 472 TOP : BOTT: 473 TOP : BOTT: 474 TOP : BOTT: 475 TOP : BOTT: 476 TOP : BOTT: 477 TOP :

192. 192. 192. 192. 192. 520. 192. 889. 192. 1060. 192. 1031. 192. 810. 192. 448. 192. 192. 192. 192. 298. 192. 192. 192. 192. 537. 192. 905. 192. 1087. 192. 1059. 192. 833. 192. 426.

-10.60 / 1

192.

-0.07 / 2

0.00 / 0

192.

1.09 / 1

-3.71 / 1 1.91 / 1 -0.67 / 2 28.66 / 1 -0.11 /

2

47.35 / 1 0.00 / 0 55.55 / 1 0.00 / 0 54.18 / 1 0.00 / 0 43.49 / 1 0.00 / 0 24.88 / 1 0.00 / 0 2.27 / 1 0.00 / 0

192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 204. 192. 232. 192. 259. 192.

-0.44 / 2 5.32 / 1 -0.30 / 2 3.33 / 1 -0.41 /

2

6.66 / 1 -0.37 / 2 8.74 / 1 -0.43 / 2 10.32 / 1 -0.58 / 2 11.58 / 1 -0.79 / 2 13.13 / 1 -1.01 / 2 14.60 / 1 -1.13 / 2

0.74 / 2

233.

13.20 / 1

-16.77 / 1

192.

-1.15 / 2

0.00 / 0

192.

6.59 / 1

-3.03 / 1 4.19 / 1 -0.31 / 2 29.56 / 1 0.00 / 0 48.15 / 1 0.00 / 0 56.85 / 1 0.00 / 0 55.54 / 1 0.00 / 0 44.62 / 1 0.00 / 0 23.69 / 1

192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192.

-0.26 / 2 5.69 / 1 -0.28 / 2 5.75 / 1 -0.38 / 2 5.01 / 1 -0.59 / 2 6.13 / 1 -0.82 / 2 6.13 / 1 -1.13 / 2 4.91 / 1 -1.53 / 2 3.46 / 1

188


192. 192. 192. 192. 539. 192. 192. 192. 192. 573. 192. 948. 192. 1119. 192. 1090. 192. 866. 192. 424. 192. 192.

0.00 / 0

192.

0.37 / 2 -5.46 / 1

192. 192.

-2.00 / 2

BOTT:

3.30 / 1 -2.32 / 2

496 TOP : BOTT:

0.00 / 0

192.

2.34 / 1

497 TOP :

-29.64 / 1

192.

-2.36 / 2

BOTT:

0.00 / 0

192.

0.00 / 0

498 TOP :

-3.51 / 1

192.

2.96 / 1 -0.10 / 2

192.

31.46 / 1 0.00 / 0

192. 192.

50.22 / 1 0.00 / 0

192. 192.

58.33 / 1 0.00 / 0

192. 192.

56.99 / 1 0.00 / 0

192. 192.

46.23 / 1 0.00 / 0

192. 192.

23.56 / 1 0.00 / 0

192. 192.

BOTT:

0.73 / 1 -0.19 / 2

BOTT:

0.00 / 0 -1.28 / 1

500 TOP : BOTT:

2.42 / 1 -0.72 / 2 3.50 /

499 TOP :

501 TOP : BOTT:

1

-1.07 / 2 2.04 / 1 -1.51 / 2 0.00 / 0 -2.47 / 1 0.00 / 0 -10.87 / 1

502 TOP : BOTT: 503 TOP : BOTT: 504 TOP : BOTT: 505 TOP : BOTT:

2

192.

0.00 / 0

506 TOP :

-10.14 / 1

246.

-13.88 / 1

BOTT:

192.

0.00 / 0

192.

0.00 / 0

507 TOP :

1020.

-53.69 / 1

325.

-18.23 / 1

BOTT:

192.

0.00 / 0

192.

0.28 / 2

508 TOP :

1678.

-82.77 / 1

501.

-27.66 / 1

BOTT:

192.

3.56 / 1

192.

0.00 / 0

192.

192. 663. 192. 982. 192. 1142. 192. 1108.

0.11 /

192.

-3.35 / 1

0.00 / 0

426.

36.07 / 1 0.00 / 0

192.

51.87 / 1 0.00 / 0 59.38 /

192. 192.

1

0.00 / 0 57.80 /

192.

192. 192.

1

192.

-23.69 / 1 0.00 / 0 -5.90 / 1 0.34 / 1 -0.79 / 2 2.21 / 1 -1.20 / 2 0.00 / 0

509 TOP : BOTT: 510 TOP : BOTT: 511 TOP : BOTT: 512 TOP : BOTT: 513 TOP :

192. 877. 192. 471. 192. 192. 287. 192.

0.00 / 0

192.

46.79 / 1 0.00 / 0

192. 192.

26.06 / 1 0.00 / 0

192. 361.

-1.67 / 2 0.00 / 0 -7.09 / 1 0.00 / 0 -20.17 / 1

0.00 / 0

192.

0.00 / 0

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905.

-48.17 / 1

0.00 / 0

192.

0.28 / 2

1678.

-82.77 / 1

501.

-27.66 / 1

192.

0.00 / 0

192.

0.34 / 2

1942.

-93.20 / 1

1149.

-59.72 /

192.

8.30 / 1

192.

0.00 / 0

192. 686. 192. 998. 192. 1144. 192. 1102. 192. 864. 192. 460. 192. 192. 312. 192. 312. 192. 199. 192. 192. 650. 192. 993.

0.00 / 0

452.

37.25 / 1 0.00 / 0

192.

52.65 / 1 0.00 / 0 59.49 /

192. 192.

1

0.00 / 0 57.52 /

192.

192. 192.

1

0.00 / 0 46.16 / 1 0.00 / 0 25.49 / 1 0.00 / 0

192. 192. 192. 192. 192. 331.

1

-25.08 / 1 0.00 / 0 -5.22 / 1 1.52 / 1 -0.82 / 2 3.56 / 1 -1.21 / 2 1.04 / 1 -1.65 / 2 0.00 / 0 -6.24 / 1 0.00 / 0 -18.55 / 1

0.00 / 0

192.

0.00 / 0

-17.50 / 1

909.

-48.33 / 1

0.00 / 0

192.

0.00 / 0

-17.50 / 1

909.

-48.33 / 1

0.03 / 2

192.

0.01 / 2

-11.31 /

1

267.

9.61 /

1

192.

0.00 / 0 35.40 / 1 0.00 / 0 52.37 / 1

192. 192. 192. 192.

-15.04 /

1

0.00 / 0 -3.27 / 1 0.00 / 0 -0.61 / 1 5.76 / 1

189


192. 1123. 192. 1073. 192. 834. 192. 379. 192. 192. 255. 192. 1198. 192. 192. 211. 192. 651. 192. 959. 192. 1092. 192. 1035. 192. 788. 192. 348. 192. 192. 224. 192. 748. 192. 192. 287.

0.00 / 0

192.

58.52 /

1

0.00 / 0

192. 192.

56.19 / 1 0.00 / 0

192. 192.

44.68 / 1 0.00 / 0

192. 192.

21.17 / 1 -0.07 / 2

192. 198.

-0.80 / 2

BOTT:

6.51 / 1 -1.15 / 2

BOTT:

4.17 / 1 -1.52 / 2

533 TOP : BOTT:

0.00 / 0 -1.92 / 2

534 TOP : BOTT:

0.00 / 0 -11.22 /

532 TOP :

1

535 TOP : BOTT:

0.00 / 0

192.

0.00 / 0

536 TOP :

-14.38 / 1

272.

-15.31 / 1

BOTT:

0.00 / 0

192.

0.00 / 0

537 TOP :

-61.98 /

1

332.

-18.60 /

0.05 / 2

192.

10.64 / 1

-1.72 / 1 11.94 / 1 0.00 / 0 35.47 / 1 0.00 / 0 50.75 / 1 0.00 / 0 57.07 / 1 0.00 / 0 54.41 / 1 0.00 / 0 42.37 / 1 0.00 / 0 19.47 / 1 -0.23 / 2

192. 192. 192. 192. 192. 195. 192. 192. 192. 192. 192. 192. 192. 192. 192.

1

-0.16 / 2 10.67 / 1 -0.30 / 2 10.91 / 1 -0.51 / 2 11.05 / 1 -0.76 / 2 10.52 / 1 -1.04 / 2 8.47 / 1 -1.33 / 2 5.13 / 1 -1.60 / 2 1.57 / 1 -1.75 / 2


0.00 / 0

192.

1.35 / 1

546 TOP :

-12.69 / 1

192.

-1.71 / 2

BOTT:

0.00 / 0

192.

0.20 / 1

547 TOP :

-40.40 / 1

192.

-1.62 / 2

BOTT:

2.62 / 1

439.

24.40 / 1

548 TOP :

0.00 / 0 16.15 / 1

192. 397.

-0.24 / 2 22.14 / 1

BOTT: 549 TOP :

192. 640. 192. 928. 192. 1061. 192. 1000. 192. 747. 192. 338. 192. 192. 192. 192. 512. 192. 192. 318. 192. 639. 192. 912. 192. 1038. 192. 975. 192. 726. 192. 341. 192. 192. 192. 192.

0.00 / 0 34.88 / 1 0.00 / 0 49.28 / 1 0.00 / 0 55.60 / 1 0.00 / 0 52.71 / 1 0.00 / 0 40.34 / 1 0.00 / 2 18.92 / 1 -0.26 / 2 0.00 / 0 -7.37 / 1

192. 337. 192. 290. 192. 257. 192. 225. 192. 199. 192. 195. 192. 217. 192.

-0.34 / 2 18.90 / 1 -0.50 / 2 16.32 / 1 -0.69 / 2 14.51 / 1 -0.90 / 2 12.76 / 1 -1.11 / 2 11.30 / 1 -1.28 / 2 11.08 / 1 -1.35 / 2 12.31 / 1 -1.34 / 2

0.00 / 0

193.

10.98 / 1

-28.27 / 1

192.

-1.31 / 2

3.72 / 1

579.

31.76 / 1

0.00 / 0 17.85 / 1 0.00 / 0 34.83 / 1 0.00 / 0 48.47 / 1 0.00 / 0 54.55 / 1 0.00 / 0 51.54 / 1 0.00 / 0 39.28 / 1 -0.08 / 2 19.10 / 1 -0.25 / 2 0.00 / 0 -4.27 / 1 0.00 / 0

192. 508. 192. 425. 192. 355. 192. 308. 192. 282. 192. 278. 192. 299. 192. 326. 192. 298.

-0.26 / 2 28.05 / 1 -0.34 / 2 23.65 / 1 -0.46 / 2 19.84 / 1 -0.60 / 2 17.30 / 1 -0.75 / 2 15.88 / 1 -0.89 / 2 15.66 / 1 -0.99 / 2 16.82 / 1 -1.03 / 2 18.29 / 1 -1.03 / 2 16.74 / 1

190


405. 192. 192. 322. 192. 640. 192. 910. 192. 1033. 192. 968. 192. 722. 192. 346. 192. 192. 192. 192. 382. 192. 192. 296. 192. 645. 192. 924. 192. 1047. 192. 981. 192. 734. 192. 350.

-22.59 / 1

192.

-1.02 / 2

BOTT:

3.82 / 1

611.

33.42 / 1

568 TOP :

0.00 / 0 18.04 / 1 0.00 / 0 34.91 / 1 0.00 / 0 48.37 / 1 0.00 / 0 54.30 / 1 0.00 / 0 51.20 / 1 -0.02 / 2 39.07 / 1 -0.12 / 2 19.39 / 1 -0.23 / 2 0.00 / 0 -3.28 / 1

192. 536. 192. 447. 192. 371. 192. 324. 192. 304. 192. 310. 192. 340. 192. 371. 192.

-0.23 / 2 29.50 / 1 -0.30 / 2 24.79 / 1 -0.39 / 2 20.74 / 1 -0.49 / 2 18.19 / 1 -0.59 / 2 17.08 / 1 -0.68 / 2 17.40 / 1 -0.73 / 2 19.06 / 1 -0.75 / 2 20.72 / 1 -0.75 / 2


0.00 / 0

341.

19.10 / 1

577 TOP :

-21.30 / 1

192.

-0.75 / 2

BOTT:

2.86 / 1

537.

29.55 / 1

578 TOP :

0.00 / 0 16.65 / 1 0.00 / 0 35.15 / 1 0.00 / 0 49.07 / 1 0.00 / 0 54.97 / 1 -0.01 / 2 51.80 / 1 -0.08 / 2 39.66 / 1 -0.16 / 2 19.62 / 1

192. 480. 192. 400. 192. 336. 192. 300. 192. 285. 192. 292. 192. 321.

-0.17 / 2 26.54 / 1 -0.23 / 2 22.30 / 1 -0.30 / 2 18.84 / 1 -0.37 / 2 16.88 / 1 -0.44 / 2 16.07 / 1 -0.48 / 2 16.44 / 1 -0.50 / 2 18.00 / 1

BOTT: 579 TOP : BOTT: 580 TOP : BOTT: 581 TOP : BOTT: 582 TOP : BOTT: 583 TOP : BOTT: 584 TOP : BOTT: 585 TOP :

192. 192. 192. 192. 438. 192. 192. 228. 192. 661. 192. 956. 192. 1077. 192. 1009. 192. 761. 192. 358. 192. 192. 192. 192. 611. 192. 203. 192. 192. 671. 192. 1008. 192. 1127. 192. 1057.

-0.20 / 2

192.

0.00 / 0 -4.53 / 1

356. 192.

-0.50 / 2 19.94 / 1 -0.49 / 2

0.00 / 0

327.

18.32 / 1

-24.35 / 1

192.

-0.49 / 2

0.08 / 2

352.

19.68 / 1

-1.13 / 1

192.

12.89 / 1 0.00 / 0

333. 192.

35.99 / 1 0.00 / 0

294. 192.

50.61 / 1 0.00 / 0

257. 192.

56.38 / 1 -0.06 / 2

238. 192.

53.15 / 1 -0.13 / 2

229. 192.

41.04 / 1 -0.19 / 2

232. 192.

20.00 / 1 -0.19 / 2

245. 192.

0.00 / 0 -8.03 / 1

279. 192.

0.16 / 2

-0.07 / 2 18.66 / 1 -0.14 / 2 16.53 / 1 -0.20 / 2 14.52 / 1 -0.25 / 2 13.45 / 1 -0.29 / 2 12.95 / 1 -0.31 / 2 13.14 / 1 -0.31 / 2 13.83 / 1 -0.27 / 2 15.70 / 1 -0.24 / 2

239.

13.52 / 1

1

192.

-0.21 /

0.15 / 2

192.

-33.42 /

-11.50 /

1

192.

9.51 / 1

192.

0.00 / 0

192.

36.48 / 1 0.00 / 0

192.

53.10 / 1 -0.04 / 2 58.68 / -0.11 /

192.

192. 192.

1 2

55.41 / 1

192. 192. 192.

2

0.08 / 2 -1.10 /

1

8.96 / 1 -0.05 / 2 7.45 / 1 -0.09 / 2 8.80 / 1 -0.14 / 2 8.51 / 1 -0.16 /

2

8.26 / 1

191


192. 804. 192. 370. 192. 192.

-0.18 / 2

192.

43.17 / 1 -0.21 / 2

192. 192.

20.67 / 1 -0.17 / 2

192. 192.

-0.17 / 2

BOTT:

8.00 / 1 -0.15 / 2

604 TOP : BOTT:

7.45 / 1 -0.12 / 2

605 TOP : BOTT:

0.00 / 0

192.

8.89 / 1

606 TOP :

-10.61 / 1

192.

0.00 / 0

BOTT:

0.44 / 2

192.

2.70 / 1

607 TOP :

-51.62 / 1

192.

0.00 / 0

BOTT:

192.

0.75 / 2

192.

0.38 / 2

608 TOP :

1868.

-90.34 / 1

826.

-44.25 / 1

BOTT:

192.

7.33 / 1

192.

2.92 / 1

609 TOP :

192. 192. 977.

192. 729. 192. 1042. 192. 1170. 192. 1098. 192. 837. 192. 419. 192. 192.

0.00 / 0

192.

39.45 / 1 0.00 / 0

192. 192.

54.73 / 1 -0.06 / 2

192. 192.

60.70 /

1

-0.15 / 2

192. 192.

57.36 / 1 -0.21 / 2

192. 192.

44.83 / 1 -0.24 / 2

192. 192.

23.31 / 1 -0.17 / 2

192. 192.

-0.03 / 2

BOTT:

0.92 / 1 -0.02 / 2

610 TOP : BOTT:

1.92 / 1 -0.03 / 2

611 TOP : BOTT:

1.75 / 1 -0.04 / 2

612 TOP : BOTT:

1.71 / 1 -0.04 / 2

613 TOP : BOTT:

1.80 / 1 -0.04 / 2

614 TOP : BOTT:

0.69 / 1 0.00 / 0

615 TOP : BOTT:

0.08 / 2

192.

4.28 / 1

616 TOP :

-16.40 / 1

192.

-0.14 / 2

BOTT:

192.

0.74 / 2

192.

1.08 / 2

617 TOP :

2026.

-96.39 / 1

683.

258.

14.57 / 1

942.

291.

192. 279. 192. 257. 192. 202.

0.00 / 0

192.

15.72 / 1 0.00 / 0

192.

14.50 / 1 -0.07 / 2 11.47 /

448.

315. 192.

1

212.

-37.11 /

1

49.92 / 1 0.00 /

0

24.87 / 1 0.00 /

0

17.67 / 1 0.00 / 0 12.00 / 1

BOTT: 618 TOP : BOTT: 619 TOP : BOTT: 620 TOP : BOTT: 621 TOP :

192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 220. 770. 192. 353. 192. 264. 192. 210. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 551. 192. 415.

-0.32 / 2

192.

9.02 / 1 -0.34 / 2

192. 192.

6.49 / 1 -0.24 / 2

192. 192.

3.85 / 1 -0.10 / 2

192. 192.

0.91 / 1 0.00 / 0

192. 192.

0.22 / 2 -3.44 / 1

192. 192.

0.00 / 0 8.18 / 1 0.00 / 0 5.14 / 1 0.00 / 0 2.38 / 1 0.00 / 0 0.75 / 2 -0.47 / 1 0.53 / 2 -4.24 / 1

0.43 / 2

192.

0.36 / 2

-12.44 / 1

192.

-8.40 / 1

41.51 / 1 0.00 / 0 19.74 /

192. 1

0.00 / 0

393. 192.

14.90 / 1 -0.28 / 2 11.91 /

440.

257. 192.

1

-0.49 / 2 9.15 / 1 -0.44 / 2 6.56 / 1 -0.27 / 2 4.00 / 1 -0.06 / 2 1.09 / 1 0.00 / 0 0.35 / 2 -2.18 / 1 0.45 / 2 -5.46 / 1 30.28 / 1 0.00 / 0 23.08 / 1

192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192.

24.42 / 1 0.00 /

0

21.94 / 1 0.00 /

0

14.48 / 1 0.00 / 0 10.53 / 1 0.00 / 0 7.59 / 1 0.00 / 0 5.21 / 1 0.00 / 0 3.08 / 1 0.00 / 0 1.04 / 1 0.00 /

0

0.36 / 2 -0.08 / 1 0.20 / 2 -1.09 / 1 2.35 / 2 0.00 /

0

6.63 / 1

192


192. 299. 192. 226. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 426. 192. 399. 192. 317. 192. 238. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192.

0.00 / 0 16.81 / 1 -0.52 / 2 12.80 / 1 -0.63 / 2 9.57 / 1 -0.50 / 2 6.76 / 1 -0.25 / 2 4.21 / 1 0.00 / 0 1.72 / 1 0.00 / 0 0.54 / 2 -0.72 / 1 0.67 / 2 -2.13 / 1 23.66 / 1 -0.65 / 2 22.23 / 1 -0.80 / 2 17.82 / 1 -0.91 / 2 13.45 / 1 -0.81 / 2 9.78 / 1 -0.55 / 2 6.82 / 1 -0.20 / 2 4.45 / 1 0.00 / 0 2.55 / 1 0.00 / 0 1.09 / 1 0.00 / 0 0.95 / 2

192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192.

0.00 /

0

7.93 / 1 0.00 / 0 7.06 / 1 0.00 / 0 6.05 / 1 0.00 / 0 4.93 / 1 0.00 / 0 3.76 / 1 0.00 /

0

2.70 / 1 0.00 /

0

1.87 / 1 0.00 / 0 1.21 / 1 0.00 / 0 1.14 / 2 -8.48 / 1 1.12 / 2 -2.98 / 1 1.10 / 1 0.00 / 0 3.41 / 1 0.00 / 0 4.42 / 1 0.00 / 0 4.61 / 1 0.00 / 0 4.31 / 1 0.00 /

0

3.78 / 1 0.00 /

0

3.18 / 1 -0.04 / 2 2.52 / 1


192. 342. 192. 365. 192. 309. 192. 232. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 320. 192. 345. 192. 286. 192. 204. 192. 192. 192. 192. 192. 192. 192. 192.

0.00 / 0

192.

19.16 / 1 -1.86 / 2

243.

20.41 / 1 -1.69 / 2

192. 192.

17.38 / 1 -1.43 / 2

192. 192.

13.13 / 1 -1.07 / 2

192. 192.

9.26 / 1 -0.62 / 2

192. 192.

6.34 / 1 -0.13 / 2

192. 192.

4.41 / 1 0.00 / 0

192. 192.

3.27 / 1 0.00 / 0

192. 192.

2.63 / 1 0.00 / 0

192. 192.

2.28 / 1 0.00 / 0

192. 192.

17.97 / 1 -3.08 / 2

192. 262.

19.30 / 1 -2.64 / 2

192. 192.

16.09 / 1 -2.02 / 2 11.56 /

192.

192. 192.

1

-1.35 / 2 7.57 / 1 -0.68 / 2 4.94 / 1 -0.04 / 2 3.76 / 1 0.00 / 0 3.70 / 1

192. 192. 192. 192. 192. 192. 192. 192. 192.

-0.09 / 2 0.07 / 2 -13.76 / 1 0.07 / 2 -7.95 / 1 0.03 / 2 -2.67 / 1 1.22 / 1 -0.03 / 2 3.59 / 1 -0.09 / 2 4.71 / 1 -0.16 / 2 4.93 / 1 -0.21 / 2 4.60 / 1 -0.25 / 2 4.01 / 1 -0.26 / 2 3.36 / 1 -0.24 / 2 0.00 / 0 -14.80 / 1 0.00 / 0 -8.81 / 1 0.00 / 0 -3.13 / 1 1.29 / 1 -0.95 / 2 4.15 / 1 -0.85 / 2 5.59 / 1 -0.74 / 2 5.91 / 1 -0.63 / 2 5.49 / 1

193

BOTT: 658 TOP : BOTT: 659 TOP : BOTT: 660 TOP : BOTT: 661 TOP : BOTT: 662 TOP : BOTT: 663 TOP : BOTT: 664 TOP : BOTT: 665 TOP : BOTT: 666 TOP : BOTT:

192. 192. 192. 192. 192. 360. 192. 342. 192. 249. 192. 192. 192. 192. 192. 192. 192. 192. 192.

0.00 / 0 4.09 / 1 0.00 / 0 4.30 / 1 0.00 / 0 20.13 / 1 -4.43 / 2 19.15 / 1 -3.61 / 2 14.09 / 1 -2.57 / 2 8.63 / 1 -1.59 / 2 4.49 / 1 -0.73 / 2 2.33 / 1 0.00 / 0 2.25 / 1 0.00 / 0

192. 192. 192. 192. 192. 192. 210. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192. 192.

-0.53 / 2 4.73 / 1 -0.45 / 2 4.01 / 1 -0.35 / 2 0.00 / 0 -11.91 /

1

0.00 / 0 -5.81 / 1 0.00 / 0 -2.18 / 2 3.60 / 1 -1.95 / 2 6.07 / 1 -1.62 / 2 7.26 / 1 -1.27 / 2 7.37 / 1 -0.96 / 2

667 TOP : BOTT: 668 TOP : BOTT: 669 TOP : BOTT: 670 TOP : BOTT: 671 TOP : BOTT: 672 TOP : BOTT: 673 TOP : BOTT: 674 TOP : BOTT: 675 TOP : BOTT:

192. 192. 192. 192. 192. 192. 456. 192. 343. 192. 194. 192. 192. 192. 192. 192. 192. 192.

3.75 / 1 0.00 / 0

192.

5.68 / 1 0.00 / 0

0.00 / 0

-5.97 / 2

192. 192.

19.19 / 1 -4.56 / 2

192. 192.

1

-2.99 / 2 4.24 / 1 -1.73 / 2 0.00 / 0 -0.74 / 2 2

-1.63 / 1

192. 192.

25.31 / 1

0.11 /

192. 192.

6.62 / 1

11.01 /

192.

192. 192. 192. 192. 192. 192. 192. 192.

6.60 / 1 -0.71 / 2 5.46 / 1 -0.53 / 2 4.58 / 1 -0.35 / 2 0.00 / 0 -4.81 / 1 1.21 / 1 -3.88 / 2 5.31 / 1 -3.57 / 2 7.40 / 1 -3.01 / 2 8.59 / 1 -2.36 / 2 9.20 / 1 -1.71 / 2

**************END OF ELEMENT DESIGN************

194

3.3CURVED ROOF We have planned and designed curved roofs with tow bays of rise 3.5 meters and 5m respectively in longitudinal and lateral dimensions keeping the architectural aspects of the terminal building in view. The load consideration on roof are taken as specified in presiding articles and the steel truss design is done using STAADpro. 3.3.1 Bay 1 roof truss:

3.3.2 Bay 2 roof truss:

3.3.3 Design output of bay 1: As the bay 1 is divided into 6 equal parts we got same results for each span so we are displaying only one span results. 195

ALL UNITS ARE - KN Noted)

METE (UNLESS OTHERWISE

10

PRI SMAT

MEMBER TABLE RATIO/ LOADING/

RESULT/

0.33 T 11

IS-7.1.2

0.001

0.00

0.06

PRI SMAT

IS-7.1.2

0.002

PRI SMAT

0.00

0.25

PRI SMAT

IS-7.1.1(A)

0.000

0.00

0.04

PRI SMAT

IS-7.1.2

0.002

0.00

0.24

PRI SMAT

IS-7.1.1(A)

0.001

PRI SMAT

0.00

0.04

PRI SMAT

IS-7.1.2

0.000

0.00

-0.05

PRI SMAT

IS-7.1.1(A)

0.002

1

0.00

0.00

(AISC SECTIONS) IS-7.1.2

0.000

1

0.00

-0.02

1.67


0.001

1

0.00

0.07

2.00

(AISC SECTIONS) IS-7.1.1(A)

0.000

1

0.00

0.28

0.01

0.00

0.00

1 PRI SMAT

(AISC SECTIONS)

1.00 IS-7.1.1(A)

0.000

1


0.001

0.00

-0.07

0.01

0.00

0.00

1 PRI SMAT

(AISC SECTIONS)

0.00 IS-7.1.1(A)

0.000

1


0.000

0.00

0.03

-0.01

-0.01

0.00

1 20

0.60 C

0.000

(AISC SECTIONS)

0.87 C

0.00

PRI SMAT

9

IS-7.1.1(A)

1.83

19 0.19 T

1.83

1

0.03 C

0.03

(AISC SECTIONS)

PRI SMAT

8

0.00

(AISC SECTIONS)

18 0.79 C

1

0.00

1.30 C

0.000

1

7

IS-7.1.1(A)

(AISC SECTIONS)

17 0.24 T

0.00

(AISC SECTIONS)

PRI SMAT

0.68 T

-0.08

0.00

6

1

1

16 1.28 C

0.001

(AISC SECTIONS)

0.73 T

0.00

PRI SMAT

5

IS-7.1.2

0.00

15 0.59 T

1.00

1

0.13 C

0.28

(AISC SECTIONS)

PRI SMAT

4

0.00

(AISC SECTIONS)

14 0.66 C

1

0.00

0.66 C

0.002

1

3

IS-7.1.2

(AISC SECTIONS)

13 0.82 T

2.00

(AISC SECTIONS)

PRI SMAT

0.37 T

-0.09

0.00

2

1

1 12

0.16 T

0.001

(AISC SECTIONS) 0.67 T

0.00

PRI SMAT

PRI SMAT

IS-7.1.2

CRITICAL COND/

FX MY MZ LOCATION =============================================== 1

(AISC SECTIONS)

PRI SMAT

(AISC SECTIONS)

1.83

IS-7.1.2

0.000

1

196

0.23 T 21

PRI SMAT 0.76 C

22

1.65 T

0.67 T 24

0.32 C

0.32 C

0.67 T 27

1.65 T 28

0.76 C

0.23 T 30

0.00

0.87 C

0.000 -0.01

IS-7.1.1(A)

1 0.00

0.02 C 32

0.09 C

0.00

33

0.15 T

0.00

34

0.00

0.02

0.00

0.94 T 35

(AISC SECTIONS) IS-7.1.1(A) 0.00

0.000 0.02

0.00

1.54 C 36

(AISC SECTIONS) IS-7.1.2 0.00

0.000 -0.01

1

1.78 C

0.00

37


0.001 -0.01

1

0.97 C

0.00

38


0.000 -0.01

0.00

1.05 C 39


0.000 0.00

1

0.91 C

0.00

40


0.000 -0.01

1 0.00

1.21 C 41

0.00

PRI SMAT

1 1.77

0.000 0.05

1 2.20


0.000 0.01

1 0.00


0.001 -0.02

1 0.00


0.001 -0.01

1 0.00


0.001 -0.03

1 2.92


0.001 -0.06

1 2.04


PRI SMAT

0.00

0.001 -0.08

IS-7.1.2

PRI SMAT

1

(AISC SECTIONS)

PRI SMAT

1

0.00

PRI SMAT

-0.04

IS-7.1.1(A)

PRI SMAT

0.000

(AISC SECTIONS)

PRI SMAT

1

0.00

PRI SMAT

1

IS-7.1.1(A)

PRI SMAT

1

(AISC SECTIONS)

PRI SMAT

1

0.000

PRI SMAT

(AISC SECTIONS)

PRI SMAT

0.001 -0.01

IS-7.1.2

PRI SMAT

31

(AISC SECTIONS)

PRI SMAT

29

-0.01

PRI SMAT

0.000 -0.01

IS-7.1.2

PRI SMAT

0.00

(AISC SECTIONS)

PRI SMAT

26

0.00

PRI SMAT

25

IS-7.1.1(A)

PRI SMAT

0.00

(AISC SECTIONS)

PRI SMAT

23

-0.01

0.001 0.05

1 2.45


0.000 0.02

1 0.00


0.001

1

197

1.13 C 42

PRI SMAT 1.84 T

43

0.63 T

0.88 C 45

1.42 C

1.73 C

0.97 T 48

0.43 T 49

0.08 C

0.94 C 51

1.51 C 52

0.00

PRI SMAT

1

53

0.00

0.03

IS-7.1.1(A) 0.00

0.02

54

55

2.86

0.00

0.001 0.00

1

0.00

0.000 -0.01

0.00

0.000 -0.01

0.00

1

0.00

1

0.00

0.88 C 1

2

0.06 C 1

3

0.42 C 1

(AISC SECTIONS)

PRI SMAT

0.00

0.00

PRI SMAT

0.00

0.000 0.00

-0.03

2.85


0.000

1

0.04

RESULT/ CRITICAL COND/

MY

PRI SMAT

0.00


1

MZ

LOCATION

===============================================

1

0.000 -0.01

0.000

0.00

PRI SMAT

FX


IS-7.1.2

As the bay 1 is divided into 10 equal parts we got same results for each span so we are displaying only one span results.

0.00

0.000 0.02

0.00

3.3.4 Design output of bay 2:


-0.01

(AISC SECTIONS)

MEMBER TABLE RATIO/ LOADING/


1

0.00


PRI SMAT

0.12 C

0.00

0.00

0.000

0.00

1

1

-0.01

IS-7.1.2

0.48 T 1

0.001

(AISC SECTIONS)


PRI SMAT

1.76 T

2.98

0.001

0.00

1

0.001

IS-7.1.1(A)

1.15 C

(AISC SECTIONS)

PRI SMAT

0.000 -0.02

IS-7.1.1(A)

PRI SMAT

(AISC SECTIONS)

PRI SMAT

50

0.00

PRI SMAT

0.000 -0.01

IS-7.1.2

PRI SMAT

0.00

(AISC SECTIONS)

PRI SMAT

47

0.00

PRI SMAT

46

IS-7.1.2

PRI SMAT

-0.01

(AISC SECTIONS)

PRI SMAT

44

0.00

4

PRI SMAT 0.06 T


0.001 0.03

1 2.86


0.000 0.01

1 0.00


0.001 0.06

1 0.00


0.000 0.01

1 0.00

198

5

PRI SMAT 0.88 C

6


PRI SMAT 0.88 C

7

0.06 T 8

IS-7.1.1(A) 0.00

0.06 C 9

0.88 C 10

PRI SMAT 0.27 T

11

0.59 T 12

0.27 T 13

0.42 C 14

0.16 T PRI SMAT

0.59 T 1

18

0.00

IS-7.1.1(A) 0.00

1.28 C

0.000 -0.01

1

19

0.00

IS-7.1.1(A) 0.00

0.001 0.03

0.24 T

1

20

2.86

IS-7.1.2 0.00

0.000 -0.02

0.79 C

1

21

2.00


0.000 -0.01

0.19 T

1

22

0.00


0.000 -0.02

0.60 C

1

23

0.00

IS-7.1.1(A) 0.00

0.001 0.06

0.33 T 1

24

2.00


0.001 0.06

1

0.67 T 25

0.00


0.002

1

0.37 T 26

0.00

PRI SMAT

0.00

1 0.00

0.001 0.04

1 0.00


0.000 -0.05

1 1.83


0.002 0.28

1 1.00


0.001 -0.07

1 0.00


0.000 0.03

1 1.83


0.001 -0.09

1 2.00


PRI SMAT

0.002 0.24

IS-7.1.1(A)

PRI SMAT

1

(AISC SECTIONS)

PRI SMAT

(AISC SECTIONS)

0.00

PRI SMAT

0.000 0.04

IS-7.1.2

PRI SMAT

0.00

(AISC SECTIONS)

PRI SMAT

(AISC SECTIONS)

0.00

PRI SMAT

(AISC SECTIONS)

IS-7.1.1(A)

PRI SMAT

0.25

(AISC SECTIONS)

PRI SMAT

(AISC SECTIONS)

PRI SMAT

15

-0.01

PRI SMAT

2.86

0.000

0.00

PRI SMAT

0.66 C 17

0.00

PRI SMAT

1

0.03

PRI SMAT

2.86

0.001

IS-7.1.2

PRI SMAT

16

(AISC SECTIONS)

PRI SMAT

0.03

1

(AISC SECTIONS)

PRI SMAT

0.001

0.82 T

0.002 0.28

1 1.00


0.001 -0.08

1 0.00

(AISC SECTIONS)

199

0.66 C 27

0.03 C

1.30 C

0.22 C 30

1.67 C 31

1.54 C

0.32 C 33

0.32 C 34

1.54 C

1.67 C 36

0.01

0.22 C

38

0.00

0.03 C 1

39

0.00

0.000 0.00

0.87 C 40

0.00

IS-7.1.1(A) 0.02

0.001 0.00

0.23 T 41

0.00

IS-7.1.1(A) 0.00

0.001 -0.02

0.76 C 1

42

0.00


0.000 -0.01

1.65 T 1

43

4.58


0.000 0.01

0.67 T 1

44

4.58

IS-7.1.1(A) 0.01

0.001 0.02

0.32 C 1

45

0.00


0.001 0.00

0.32 C 1

46

0.00


0.000 0.00

0.67 T 1

0.00

47

-0.01

PRI SMAT

1 0.00

0.000 -0.01

1 0.00

(AISC SECTIONS) IS-7.1.2 -0.01

0.000 0.00

1 0.00


0.000 -0.01

1 0.00

(AISC SECTIONS) IS-7.1.2 -0.01

0.001 -0.01

1 0.00


0.000 -0.01

1 0.00


0.000 0.02

1 0.00


PRI SMAT

0.00

0.000 0.00

IS-7.1.1(A)

PRI SMAT

1

(AISC SECTIONS)

PRI SMAT

(AISC SECTIONS)

0.01

PRI SMAT

0.00

IS-7.1.1(A)

PRI SMAT

0.000

(AISC SECTIONS)

PRI SMAT

(AISC SECTIONS)

0.01

PRI SMAT

1

IS-7.1.1(A)

PRI SMAT

1

(AISC SECTIONS)

PRI SMAT

(AISC SECTIONS)

PRI SMAT

0.00

IS-7.1.1(A)

PRI SMAT

1.30 C 1

0.000

PRI SMAT

(AISC SECTIONS)

PRI SMAT

35

0.01

PRI SMAT

37

1.83

0.000 0.00

IS-7.1.1(A)

PRI SMAT

1

(AISC SECTIONS)

PRI SMAT

32

0.00

PRI SMAT

0.03

IS-7.1.1(A)

PRI SMAT

0.000

(AISC SECTIONS)

PRI SMAT

29

0.00

PRI SMAT

28

IS-7.1.1(A)

0.000 0.02

1 0.00


0.000 -0.01

1 0.00


0.001

1

200

1.65 T 48

PRI SMAT 0.76 C

49

0.01

PRI SMAT

-0.01

0.00


0.000 -0.01

0.23 T 1

0.00

(AISC SECTIONS)

50

IS-7.1.2 0.01

PRI SMAT 0.87 C

0.000 0.00

1 0.00


0.000 -0.01

1 0.00

201

3.4 FOUNDATIONS 3.4.1 Introduction: The data obtained from STAAD pro has been transferred to STAAD foundation v8i.As the total data is transferred from STAAD pro there is no need of applying load and reaction to the s.

3.4.2 STAAD foundation v8i: STAAD.foundation is a standalone or integrated foundation solution for simple and complex foundation problems. STAAD.foundation integrates all common footing designs including spread (isolated) footings, strip (combined) footings, pile cap arrangement and design, octagonal footings and mat foundations. Currently, STAAD.foundation s three concrete codes: ACI-2005, BS 8110 and IS-4562000. These foundations can be on soil or on piles. Load types can be predetermined or defined with a customizable automatic load combination generator. Wind and zip code based seismic loads can also be generated through a simple wizard-based input. STAAD.foundation can calculate footing plan dimension and thickness automatically. It designs for one way shear, punching shear, pile punching shear, and corner pile check. It calculates reinforcement along both axes (X and Z) and both faces (top and bottom). With its powerful 3D graphics, engineers can quickly identify and investigate displaced shapes, stress contour, soil pressure and reinforcement layout

3.4.3 SCREENSHORTS FROM STAAD FOUNDATION Foundation plan:

Foundation drawing:

3.4.4 Foundation report summary: Footing no.

Group ID

Foundation geometry

Footing reinforcement

Length

Bottom Bottom Top (Mz) (Mx) (Mz)

Width

thickness

1

1

8.600 m

8.600 m

2

2

7.250 m

7.250 m

0.410 m

3

3

6.650 m

6.650 m

0.360 m

4

4

6.650 m

6.650 m

0.360 m

5

5

6.150 m

6.150 m

0.360 m

6

6

9.850 m

9.850 m

0.458 m

7

7

6.800 m

6.900 m

0.560 m

0.458 m

Ø16 @ 65 mm c/c Ø16 @ 65 mm c/c Ø16 @ 55 mm c/c Ø16 @ 60 mm c/c Ø16 @ 80 mm c/c Ø16 @ 65 mm c/c Ø16 @ 60 mm



Top(Mx) Ø8 @ 80 mm c/c Ø6 @ 55 mm c/c Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c

8

8

8.250 m

6.050 m

0.360 m

9

9

7.200 m

6.150 m

0.457 m

10

10

9.850 m

9.850 m

0.460 m

11

11

5.600 m

5.600 m

0.558 m

12

12

4.550 m

4.550 m

0.457 m

13

13

7.550 m

7.550 m

0.510 m

14

14

6.550 m

6.550 m

0.360 m

15

15

6.900 m

6.900 m

0.508 m

16

16

7.200 m

7.200 m

0.360 m

17

17

6.800 m

6.800 m

0.460 m

18

18

6.600 m

6.600 m

0.360 m

19

19

6.050 m

6.050 m

0.458 m

20

20

8.750 m

8.750 m

0.310 m

21

21

6.150 m

6.150 m

0.310 m

22

22

6.750 m

6.750 m

0.360 m

23

23

6.350 m

6.350 m

0.360 m

c/c Ø16 @ 75 mm c/c Ø10 @ 70 mm c/c Ø16 @ 55 mm c/c Ø12 @ 65 mm c/c Ø10 @ 55 mm c/c Ø16 @ 80 mm c/c Ø16 @ 55 mm c/c



Ø12 @ 50 mm c/c Ø16 @ 55 mm c/c Ø16 @ 80 mm c/c Ø16 @ 55 mm c/c Ø12 @ 60 mm c/c Ø16 @ 75 mm c/c Ø16 @ 70 mm c/c Ø16 @ 70 mm c/c Ø16 @ 70 mm



Ø8 @ 80 mm c/c Ø6 @ 75 mm c/c Ø8 @ 55 mm c/c Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c Ø6 @ 50 mm c/c Ø6 @ 75 mm c/c

Ø6 @ 70 mm c/c Ø6 @ 65 mm c/c Ø6 @ 70 mm c/c Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c Ø8 @ 65 mm c/c Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c

24

24

6.350 m

6.350 m

0.360 m

25

25

9.600 m

9.600 m

0.610 m

26

26

5.750 m

5.750 m

0.360 m

27

27

8.250 m

8.250 m

0.360 m

28

28

5.800 m

5.800 m

0.360 m

29

29

5.850 m

5.850 m

0.360 m

30

30

5.850 m

5.850 m

0.360 m

31

31

4.600 m

4.600 m

0.557 m

32

32

4.650 m

4.650 m

0.457 m

33

33

6.950 m

6.950 m

0.410 m

34

34

6.250 m

6.250 m

0.360 m

35

35

6.600 m

6.600 m

0.458 m

36

36

6.250 m

6.250 m

0.360 m

37

37

6.650 m

6.650 m

0.460 m

38

38

6.350 m

6.350 m

0.360 m

39

39

10.900 m

7.200 m

0.508 m

c/c Ø16 @ 65 mm c/c Ø16 @ 55 mm c/c Ø16 @ 80 mm c/c Ø16 @ 80 mm c/c Ø16 @ 80 mm c/c Ø16 @ 75 mm c/c Ø16 @ 85 mm c/c Ø10 @ 65 mm c/c



Ø10 @ 50 mm c/c Ø16 @ 70 mm c/c Ø16 @ 70 mm c/c Ø12 @ 50 mm c/c Ø16 @ 60 mm c/c Ø16 @ 85 mm c/c Ø16 @ 60 mm c/c Ø16 @ 80 mm c/c





40

40

8.950 m

8.950 m

0.560 m

41

41

10.900 m

10.900 m

0.310 m

42

42

6.850 m

6.850 m

0.360 m

43

43

11.350 m

11.350 m

0.310 m

44

44

8.550 m

8.550 m

0.360 m

45

45

9.850 m

9.850 m

0.458 m

46

46

7.200 m

6.150 m

0.457 m

47

47

5.850 m

5.850 m

0.407 m

48

48

6.700 m

6.700 m

0.557 m

49

49

4.000 m

4.000 m

0.457 m

50

50

3.700 m

3.700 m

0.407 m

51

51

5.150 m

5.150 m

0.308 m

52

52

4.050 m

4.050 m

0.306 m

53

53

7.200 m

7.200 m

0.360 m

54

54

8.750 m

8.750 m

0.458 m

55

55

5.550 m

5.550

0.408 m




Ø10 @ 70 mm c/c

Ø10 @ 75 mm c/c

Ø6 @ 75 mm c/c

Ø10 @ 70 mm c/c Ø12 @ 65 mm c/c Ø8 @ 55 mm c/c Ø16 @ 80 mm c/c Ø16 @ 55 mm c/c Ø12 @




Ø6 @ 75 mm c/c

Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c Ø8 @ 70 mm c/c Ø6 @ 75

m 56

56

5.650 m

5.650 m

0.310 m

57

57

6.550 m

6.550 m

0.458 m

58

58

7.000 m

7.000 m

0.410 m

59

59

6.300 m

6.300 m

0.408 m

60

60

6.700 m

6.700 m

0.410 m

61

61

4.100 m

4.100 m

0.306 m

62

62

4.150 m

4.150 m

0.307 m

63

63

7.950 m

7.950 m

0.360 m

64

64

6.700 m

6.700 m

0.360 m

65

65

6.650 m

6.650 m

0.360 m

66

66

8.250 m

8.250 m

0.360 m

67

67

4.200 m

4.200 m

0.307 m

68

68

4.100 m

4.100 m

0.306 m

69

69

5.900 m

5.900 m

0.458 m

70

70

6.950 m

6.950 m

0.360 m

65 mm c/c Ø16 @ 80 mm c/c Ø12 @ 50 mm c/c Ø16 @ 65 mm c/c Ø12 @ 50 mm c/c Ø16 @ 75 mm c/c Ø8 @ 50 mm c/c Ø10 @ 70 mm c/c Ø16 @ 70 mm c/c Ø16 @ 65 mm c/c Ø16 @ 60 mm c/c



Ø16 @ 75 mm c/c Ø10 @ 70 mm c/c

Ø10 @ 65 mm c/c Ø8 @ 80 mm c/c

Ø8 @ 75 mm c/c Ø6 @ 75 mm c/c

Ø8 @ 50 mm c/c Ø12 @ 60 mm c/c Ø16 @ 60 mm

Ø8 @ 75 mm c/c Ø8 @ 60 mm c/c Ø12 @ 50 mm

Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c Ø6 @ 65 mm

mm c/c Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c Ø6 @ 65 mm c/c Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c Ø6 @ 50 mm c/c Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c

Ø8 @ 80 mm c/c Ø6 @ 75 mm c/c

Ø6 @ 75 mm c/c Ø6 @ 75 mm c/c Ø6 @ 70 mm c/c

71

71

7.100 m

7.100 m

0.360 m

72

72

9.600 m

9.600 m

0.610 m

924

73

3.400 m

3.400 m

0.306 m

925

74

3.500 m

3.500 m

0.306 m

c/c Ø16 @ 55 mm c/c Ø16 @ 70 mm c/c Ø8 @ 85 mm c/c Ø8 @ 65 mm c/c



Ø6 @ 65 mm c/c Ø6 @ 75 mm c/c Ø6 @ 70 mm c/c Ø6 @ 75 mm c/c

3.5 MANUAL CHECK The manual design has done to ensure that there is no scope for mistakes on dealing with software and to cross check with the report obtained through the software. We considered the managerial room on the ground floor for the design of slab, beam and column. 3.5.1 Slab: Dead load of slab = 0.18×5 = 4.5KN Superimposed load = 4KN/m2 Total factored load = 1.5×8.5 = 12.75KN/m2 Mx = C1WL2 and My = C2WL2 Mx= 0.079×12.75×8.122 = 66.4124 KN/m2 Effective depth =

√

73.14 ×106 0.138 ×25 × 1000

= 145mm

Overall depth = 180mm Cover = 35mm Length of the middle and edge strips along the long edge are 10250mm and 500mm and those alone the shot edge are 8250mm and 500mm. Reinforcement in middle strip: Steel along short span: Atx = 0.36×Fck×b×Xm = 0.36×25×1000×0.48×145/0.87×415 = 1735mm2 Use 16mm bars @ 110mm c/c giving total area = 1827.51mm2 Steel along long span: BM = force of tension × lever arm = 47.077×106 KNm M = 0.87×Fst×At×(d- 415At/Fck×1000) At= 1017.82mm2 Use 12mm bars@ 110mm c/c giving total area = 1028.15mm2 Reinforcement in edge strip:

Minimum reinforcement = 0.12% = 0.0012×180×1000 = 216mm2 Corner reinforcement: Area of each layer of reinforcement = 75% area required for max mid span = 1253.6325mm2 Provide 12mm bars @ 90 c/c along both directions Length of corner reinforcement = 1/5×10120 = 2024mm Check for shear: Max SF = 51KN/m2 Normal shear stress = 51×1000/1000×145 = 0.3517N/mm2 Percent tension steel = 100As/bd = 0.7090 Shear strength of M25 concrete for 0.70% steel is = 0.57N/mm2 Shear strength = k×0.57 = 1.25×0.57 = 0.7125N/mm2> 0.3517mm2

3.5.2 Beam: Effective span = 8m Superimposed load = 72KN/m Dimensions = 0.5×0.7 Concrete grade = M25; steel grade = Fe415 Self-weight of beam = 0.5×0.7×25 = 8.75KN/m Total load = 80.75KN/m Factored load = 1.5×80.75 = 121.125KN/m Factored moment = 969 KN/m Let effective cover = 0.1D = 70mm d = 700-70 = 630m Xm = 0.48d = 303mm

Limiting bending moment, Mlim = 0.138Fckbd2 = 767KNm Area of tension steel corresponding to this moment, 0.87FstAt1 = 0.36FckbXm At1 = 3777mm2 The remaining bending moment has to be resisted by a couple consisting of compression steel and the corresponding tension steel. Fsc = 353 N/mm2 M-Mlim = (FscAsc – FccAcc)(d-d1) Asc = 1043mm2 Corresponding tension steel = 0.87FstAt2 = FscAsc At2 = 1020mm2 Total tension steel = At1+At2 = 4797mm2 Total compression steel = 1043mm2

3.5.3 Column: Axial load = 10924KN Factored load =16386KN Pu = 0.4FckAc + 0.67FstAsc For economy minimum quantity of steel should be adopted Asc = 0.8% 16386×1000 = 0.4×40×a2(1-0.008) + 0.67×415×0.008a2 a = 951.569mm Adopt the column dimension as 96cm×96cm

Cross area of concrete required = 9055cm2 Longitudinal area of steel = 0.008×9055 = 72.44cm2 Use 10-24mm dia bars and 10-20mm dia bars giving total area = 76.64cm2 Diameter and pitch of lateral ties: ØT <6mm < (ØL/4)max = 24/4 = 6mm Adopt 6mm ties Pitch ≤ 550mm ≤ (16 ØL )min = 16×20 = 320mm ≤ 300mm Provide 550mm pitch.

The designed values obtained in manual calculation has been compared with that of the results obtained in STAAD pro and seems to be tallied.

CHAPTER 4

PLANING AND DEG OF LAND SIDE AREA 4.1 LAND SIDE The land side area consists of parking lots, public transport railway stations and access roads. The planning and design of an airport will not be completed without planning and design of land side area. We are not providing the public transport railway station as the airport is small and is at the initial stage. We are planning and deg the parking lot and the access roads.

4.1.1 Land side area plan:

The land side area consists of access roads with design speed of 80Kmph. The parking lot provided has an area of 6090sq.m. And an equal area is provided for greenery and future extensions. We had designed the access roads with curves of radius 250m including the transition curves.

4.1.2 Calculations: The Super-elevation can be calculated using the following formula.

2

(0.75 v ) 127 R

e= Where, e = super-elevation

v = design speed (kmph) R = radius of curvature (m) 2

(0.75 ×80) 127 × 250

e=

e = 3600/31750 = 0.113385 The maximum supper-elevation is limited 7% i.e. e should be less than 0.07. If e exceeds 0.07 then we has check frictional resistance. Frictional resistance f is given by the following formula. 2

f=

v 127 R

- 0.07

f=

6400 31750

-0.07

f = 0.201574 – 0.07 = 0.13157 <0.15 The maximum frictional resistance considered for the design is restricted to 0.15 keeping in view the worst frictional conditions. As the frictional resistance calculated is less than0.15 we doesn’t needed to change design speed or radius of curvature hence providing curves with 250m radius and design speed of 80kmph.

Minimum radius of curvature: The minimum radius of curvature is given by the following formula. R=

v2 127 (e+ f )

2

R=

80 127 × 0.22

R = 6400/27.94 = 229.06227m < 250m Hence safe Extra widening: The extra widening is further divided into two parts mechanical widening and psychological widening. Mechanical widening: The mechanical widening is given by the following formula. 3

Wm =

l 2R Where, l = maximum length of the vehicle (10m). 3

Wm =

10 2 ×250

=2m

As we are providing one-way access roads the mechanical widening to be provided is 2m. Psychological widening: The psychological widening is given by Wps =

v 9.5 √ R

Wps =

80 9.5 √ 250

= 0.532m

Therefore the psychological widening of 0.532m is to be provided. The total extra widening will be the sum mechanical widening and psychological widening. We = Wm + Wps

We = 2 + 0.532 = 2.532m The total extra widening is 2.532m.

Transition curve: A transition curve, or spiral easement, is a mathematically calculated curve on a section of highway, or railroad track, where a straight section changes into a curve. It is designed to prevent sudden changes in lateral (or centripetal) acceleration. In plan (i.e., viewed from above) the start of the transition of the horizontal curve is at infinite radius and at the end of the transition it has the same radius as the curve itself, thus forming a very broad spiral. At the same time, in the vertical plane, the outside of the curve is gradually raised until the correct degree of bank is reached. The length of transition curve is the maximum of the following three aspects  Rate of change of centrifugal acceleration.  Rate of change of super- elevation.  Empirical formula. Rate of change of centrifugal acceleration: The length of the transition curve with respect to the rate of change of centrifugal acceleration is given by Ls =

0.0215 v 3 cR

Where, v = design speed C = constant obtained from the equation c = 0.5 < C < 0.8 (safe) Ls =

0.0215 ×803 0.5161×250

Rate of introduction of super-elevation:

= 85.312m

80 75+ v

= 0.5161

The length of the transition curve with respect to the rate of introduction of super-elevation is given by Ls = eN(W + We) The rate of introduction of super-elevation taken is 1 in 150i.e. N = 150 e (super-elevation) = 0.07 Ls = 0.07×150×(7+2.532) = 100.086m Empirical formula: The empirical formula given by IRC is 2

Ls =

2.7 v R

Ls =

2.7 × 80 250

2

= 69.12m

The length of the transition curve to be provided is the maximum value of above calculation i.e. 100.1m. Pavement: We are providing the flexible pavement for the access roads. The code of practise given by the Indian government is IS: 37-2001 for the flexible pavement design. The CBR value is taken as 5%throughout this airport design. The cumulative number of standard axles is to be calculated to determine the thickness of the pavement and is given by the formula. n

N=

365 [( 1+r ) −1] × A × D× F r

Where, A = initial traffic for a single day with axial load more than 3tons. D = constant for single line it will be equal to 1. F = vehicle damage factor.

The vehicle damage factor is given by the code depending upon traffic volume and terrain conditions is as follows.

F = 1.5 N = design life = 20 years. r = annual growth rate in commercial vehicles. = 0.075 Calculation: The cumulative number of standard axles is N=

365 [ ( 1+0.0075 )20−1 ] ×30 ×1 ×1.5 0.075

N = 711280 = 0.7 million standard axles . Depending of the standard axles and CBR tables are given by IS:37-2001 The following table consists of pavement thicknesses to be provided for all the access roads

CHAPTER 5

5.1 CONCLUSION

Through this project it is concluded that the following aspects are planned and designed: 1) A typical Runway consisting of two high speed exitways and entryways. 2) A Terminal building including all the necessary aspects for a general terminal building. a) The seating capacity of the waiting hall is planned for about 600 in number. b) It also includes a clinic and VIP room. 3) The access road is designed for a design speed of 80kmph including transition curves.

A theory for reduction of Runway length is included in this project. This theory has been referred and new modifications are proposed in a efficient method.5.2

REFERENCES

Code references: Plain and Reinforced concrete code ---- IS: 456-2000 Steel code ---------------------------------- IS: 800-2007 Dead load ---------------------------------- IS: 875(part 1) - 1987 Superimposed load ----------------------- IS: 875(part 2) – 1987 Wind load----------------------------------- IS:875(part 3) - 1987 Earthquake resistant design ------------- IS: 1893 – 2002 Load combinations ----------------------- IS: 875(part 5) – 1987 Design of flexible pavement ------------ IRC: 37-2001

Text book references: Airport engineering by RANGWALA Highway engineering by S.K.KHANNA Reinforced concrete by A.K.JAIN Steel structures by S.K.DUGGAL Geotechnical engineering by ARORA Surveying by ARORA

Website references: www.google.co.in

www.wikipedia.org www.faa.gov www.aai.aero www.civilaviation.gov.in

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