How to Do Analysis & Design OF G+5 Residential Building with Engineering Software?

Living in the 21st-century number of complicated and erratic structure and designed to endure the Earthquake, Wind and needs to analyze, design the structure by the various engineering software like ETABS, STAAD.Pro, TEKLA and to design the structure in this project we used the ETABS software due to company recommendation and to find stress analysis in slab, shear force for the beam and area reinforcement for the column and design the foundation depends upon the reaction and height of the foundation level depends upon site and safe bearing capacity of the soil due to stability purpose-designed the retaining wall in this project.

Keywords: Stress analysis, IS 875, Shear force, Bending moment, Deflection, Compression members.

 Preface of Engineering Software!

Marvelous structures & Landmarks are designed to resist the earthquake, wind load and stable the structure. Due to damage in the structure, it causes loss of peoples and venerability to the high rise buildings. To check the strength stiffness and resistance the displacement of the building by proper designs and detail. Extensile of the building is capable to design the proper gravity loads and depends on the design of the building, the analysis, the design is done by using the engineering software called E-TABS. ETABS is 3D structural software. ETABS is the abbreviation of "Extended 3D Analysis of Building System. Hence revisions are done depend upon the provisions and the result given by the analysis. Staad always gives higher demand for steel reinforcement. Also after proving the credibility of ETABS by manual calculations. Once correctly define materials in ETABS, and the necessary steps taken in the modeling process and discussed below.

The objective of Analysis Tools & Software

To perform the analysis and design of the structure without any type of failures.

1.      To understand the basic principles of structures by using  Standard Codes

2.      To understand the parameters of the design for beams, columns, slabs and other structural components.

3.      To prepare the 3D model of the structure by using the E-TABS Software for detailed analysis and design.

4.      To produce good structural work for performing analysis and design for a residential & any other kind of building.

Loads and Combination Formula

As per the limit state design of reinforced concrete structures and pre-stressed concrete structures, the following load combination has been taken:

1.      1.5(D.L+L.L)

2.      1.2(D.L+L.L±Ex)

3.      1.2(D/L+L.L±Ey)

4.      1.5(D.L±Ex)

5.      1.5(D.L±Ey)

6.      0.9D.l±1.5Ex

7.      0.9D.L±1.5Ey

For Example

The live load was taken as 2 KN/m² since the analysis and design are being done for the residential building as per IS Code and as there is no need of giving Dead load in E-TABS which is an advantageous thing. Wall load for 9 inches is given as 12.42 KN/m2 and for inner walls 6.21 KN/m2. Floor finish was given as 0.8 KN/m².

Material properties of the structure

A grade of concrete for the slab, beam, column: M20

Column Sizes = 230X350 mm

Beam Size = 230X350 mm

Slab thickness = 150 mm

Number of Stories = 5

Height = 3 meters and plinth height = 1.5 meters

Live Load on slab = 2 kN/sq.m. and Dead load on slab = 1.5 kN/sq.m.

Architectural plan

The plan was taken from the architecture in Lahore and been analyzed and designed by the software package E-TABS.

In fig 1 it shows the center line diagram of the building which is considered for analysis in ETABS.

                                                     Figure 1 Centre line diagram of the building

Methodology/Procedure

Step# 1: Initial setup of Standard Codes and Country codes

Step# 2: Creation of Grid points & Generation of structure

After getting opened with ETABS we select a new model and a window appears where we had entered the grid dimensions and story dimensions of our building.

Step# 3: Define the Property

Here we had first defined the material property by selecting define menu material properties. We add new material for our structural components (beams, columns, slabs) by giving the specified details in defining. After that, we define section size by selecting frame sections as shown below & added the required section for beams, columns etc.

Step# 4: Assign Property

After defining the property we draw the structural components using the command menu. Draw a line for the beam for beams and create columns in the region for columns by which property assigning is completed for beams and columns.

Step# 5: Assign Supports

By keeping the selection at the base of the structure and selecting all the columns we assigned supports by going to assign menu joint\frame Restraints (supports) fixed.

Step# 6: Defining Loads

In ETABS all the load considerations are first defined and then assigned. The loads in ETABS are defined as using static load cases command in define menu.

Step# 7: Assign Dead Loads

After defining all the loads. Dead loads are assigned for external walls, internal walls in the stand but in E-TABS automatically taken care by the software i.e., inbuilt

Step# 8: Assign Live loads

Live loads are assigned for the entire structure including floor finishing.

Step# 9: Assign wind loads

Wind loads are defined and assigned as per IS 875 1987 PART 3 by giving wind speed and wind angle. But since this is a G+3 Residential Building having a total height less than 12 meters there is no need of assigning of wind loads or earthquake loads.

Step# 10: Assign Seismic loads

Seismic loads are defined and assigned as per IS 1893: 2002 by giving zone, soil type, and response reduction factor in X and Y directions_. But since this is a G+3 Residential Building having a total height less than 12 meters there is no need of assigning Seismic loads.

Step# 11: Assign load combinations

Using load combinations command in define menu 1.5 times of dead load and live load will be taken as mentioned in above.

Step# 12: Final Analysis

After the completion of all the above steps, we have performed the analysis and checked for errors.

Step# 13: Ready To Design

After the completion of the analysis, we had performed concrete design on the structure as per IS 456:2000. ETABS performs the designs for every structural element.

                                                   Figure 2 Model in ETABS

By using the centerline diagram the grid system is given by X and Y coordinates and spacing method of the grid system is adapted for convenient of the user.

Results of Example Structure’s Analysis

Shear Force for the analysis part

Shear and bending moment diagrams are analytical tools used in conjunction with structural analysis to help perform structural design by determining the value of shear force and bending moment at a given point of a structural element such as a beam.

                                 Figure 3 Shear force diagram for the structure

The bending moment diagram indicates the bending moment resisted by the beam.

                                Figure 4 Bending moment diagram for the structure

For the area of longitudinal reinforcement, go to design menu in ETABS, concrete frame design and start design check.

                                      Figure 5 Longitudinal reinforcement of the structure

Outcome of Analysis

The given structure is designed based on the E-TABS and the theory of LIMIT STATE METHOD which provide adequate strength, serviceability, and durability besides the economy. The displacement, shear force, bending moment variation has been shown. If any beam fails, the dimensions of the beam and column should be changed and reinforcement detailing can be produced.

Courtesy:
We are thankfull to 

K. Naga Sai Gopal 
B.Tech Student,  Civil Engg. Department, K L University, AP, India.

N. Lingeshwaran  
Assistant Professor Civil Engg. Department, K L University, AP, India.

AP, India.

To make that research publication Possible.

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Reasons Why You Seek Discomfort Facing Obstacles In Estimating Project Duration Activity

How Seo Is Going To Change Your Business Strategies.

In most scheduling techniques, each work activity has coupled time period. This period is utilized at length in the creation of a timetable.

Table:

Activity	Predecessor	Duration (Days)
Excavate trench Place formwork Place reinforcing Pour concrete	— Excavate trench Place formwork Place reinforcing	1.0 0.5 0.5 1.0

All formal booking methods heaps of the lengths of the different venture exercises and additionally the meanings of the antecedent connections among undertakings. The changeability of a movement’s length may likewise be considered. Formally, the likelihood dispersion of a movement’s length and additionally the normal or in all likelihood span might be utilized as a part of planning. A likelihood appropriation shows the possibility that a specific movement length will happen. Ahead of time of really doing a specific undertaking, we can’t be sure precisely to what extent the assignment will require.

A clear way to deal with the estimation of movement spans is to keep verifiable records of specific exercises and depend on the normal lengths from this involvement in making new term gauges. Since the extent of exercises is probably not going to be indistinguishable between various tasks, unit efficiency rates are commonly utilized for this reason. For instance, the length of a movement Dij, for example, concrete formwork get together may be evaluated as:

where Aij is the necessary formwork region to accumulate (in square yards), Pij is average productivity of standard crew in this task (calculated in square yards per hour), and Nij refers to the number of crews assigned to the work. In various organizations, unit production time, Tij, is known as the time needed to fulfill a fraction of work by a standard crew is utilized as a productivity measure, for example, Tij is a reciprocal of Pij.

The formula like the equation (1) could be utilized for almost all the construction actions. On average, the necessary volume of work, Aij is ascertained from the intricate assessment of the final facility design outline. This quantity-take-off to achieve the needed amounts of substance volumes, and areas is a very ordinary procedure in bid arrangement by contractors. In many nations, specified measure surveyors give the information on necessary volumes for all probable contractors and the owner as well. The volume of the crews working, Nij, is determined by the planner. In various cases, the number or amount of resources utilized to specific activities might be changed in light of the leading project plan and timetable. Lastly, some approximation of the expected work productivity, Pij should be given to applying Equation (1).

The assessment of a time period as in Equation (1) is just an approximation to the authentic activity period for a variety of reasons. Firstly, it is typically the case that peculiarities of the project make the accomplishment of particular movements more or less complex. For instance, the admittance to the forms in an exacting position might be hard; subsequently, the efficiency of assembling forms might be lesser than the average value for a specific project. Often, adjustments dependent on engineering judgment are carried out to the computed durations from Equation (1) for this reason.

Additionally, productivity rates might differ in both the systematic and random fashions from average. For instance, the systematic variation refers to the effect of learning on productivity. As the crew becomes well-known with an action and the work schedule and habits of the crew, their efficiency will characteristically get better.

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8 Lessons I've Learned From Excavation & Every CIVIL Engineer Should Also Know

Excavation associated with the base groundwork step or action of the construction project. It initiates from the pits for the building’s bases and foundations and continues up to the given level over of the construction project. Learn SEO,

Materials & Tools Utilization

The following are some of the materials which are utilized in the earthwork for the foundation.

• Line and pins - Used For Survey Marking
• Iron Pan - For carrying material
• Basket - For carrying material
• Sledge Hammer -To insert Pins into the Ground at 
• Boning Rod - Used in early construction technique to establish LEVELS
• Kassi - Digging Spade
• Rammer - Also known as Tamper used to compact the soil
• Crow Bar - 1 tool with Multiple names Find Out More Names Here! Used to lift heavy objects with little effort
• Pick Axe - Ancient hand tool still in use in modern days - Used to break up rocky or hard surface like concrete or hardened died earth.

Drawings requirements

1. Layout Plan
2. Centerline Drawing

Size of Foundation

1. For main walls – 4’0” depth
2. For Partition walls – 2’0” depth

Scope of Work

1. Constructing protection bunds and drains
2. Marking Boundaries of building
3. Making up to cut off level
4. Research for ground levels
5. Survey for top levels
6. Setting out of corner benchmarks
7. Excavation up-to permitted depth
8. Construction of interrelated trenches and dewatering wells
9. Construction of protection bunds and drains

Procedure of Working

The scope of soil and rock strata is assessed by the creation of trial pits in the site of construction. The depth and excavation are resolute in accordance with following instructions in the site:

1. In case of isolated footing, the length has to be one and half times of the width of the foundation base
2. In case of adjacent footings with clear spacing smaller than two times the width that is one and half times its length
3. For black cotton soils 1.5m in general and 3.5 m

Ground tracing or the setting out refers to the procedure of spreading down the center lines and excavation lines on the ground surface before the commencement of excavation. The focal line of the longest outer wall of the building is marked on the ground surface by extending a cord between mild or either steel pegs. All of the pegs may be projected approximately 25 to 50 mm from the ground surface and 2m from the rim of the excavation. The mark is put in the border with help of lime powder. The center lines of other walls are marked vertical to the longer walls. A right angle can be created by creating 3, 4 and 5 triangles. Likewise, outer lines of the foundation base channel of each cross walls and are also set out.

Removal of Excess soil

Make tentative estimations about the excavated materials to be recycled and reutilized in different activities such as filling, gardening, and construction of roads. As much as possible, try to conduct excavation and filling at the same time to keep away from double handling. Choose and stack the necessary materials in a neat and distant place so that it will not hinder other building activities. The surplus or unnecessary materials have to be straight away be taken away and safely disposed of by applying any of the following techniques.

• Use of departmental labor.
• Use of tractor.
• Use of trucks.

Quality checks for excavation

• Keeping the records of the ground level and assess the size of the base
• Immediate disposal of inappropriate materials for filling.
• Neatly stacking necessary material for backfilling to steer clear of double handling.
• Strata classification permission by experienced authority.
• Dressing bottom and sides of pits in accordance to sketches with reverence to the centerline.
• Essential safety procedures observed.

Quality checks for filling

• Keeping the record of the initial ground level
• The specimen is accepted for backfilling.
• Essential marking/ reference points are recognized for the final level of backfilling.
• Backfilling is being undertaken in layers (15cm to 20cm).
• Necessary watering, compaction is done.
• Necessary density is achieved.

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Embankment Materials

Earth-fill materials

(1) Whereas most types of soils can be utilized for earth-fill construction development procedures until and unless they are unsolvable and significantly inorganic, the average shake flours and kinds of clays with fluid limits which is greater than 80 ought to for the most part be steered clear away from. The word “soil” as utilized in this article incorporates different kind of materials like the very delicate sandstone or other assortment of rocks that separate into soil during the process of handling and compaction.

(2) In the cases where the fine-grained soil has to be brought promptly inside the scope of water proportions necessary for compaction and for procedures of construction development tools and equipment, additionally can be utilized for other construction projects like embankment development. Some moderate drying impenetrable soils might not be suitable for utilization like the embankment fill due to high degree of dampness, and the decrease of dampness substance will be not very feasible in different kind of climatic zones due to expected level of development amid construction development. In different cases, soils may need necessary additional water content for compaction. Alongside ponding or sprinkling in the borrow regions might be fundamental. The utilization of fine-grained soils having high water proportions might bring about high pore-water weights to create in the dike under its own particular weight. Dampness penetration into dry hard get material can be contributed by tearing or furrowing beforehand the process of sprinkling or ponding operations.

(3) As it is basically complex to diminish generously the water proportion of the impenetrable soils, hollow territories comprising impermeable soils more than around 2 to 5 percent wet of ideal water content (contingent on their plasticity attributes) might be complex to utilize in an embankment construction. But, this depend on on nearby climatic conditions and the size and format of the work, and should be surveyed for every venture on an individual premise. The cost of employing drier material necessitating a more drawn out pull ought to be compared and the economic cost of utilizing wetter substances and compliment slants. Other varying components being equivalent, and if a decision is conceivable, soils having an extensive variety of grain sizes (all around reviewed) are desirable over soils having generally uniform molecule sizes, since the previous as a rule are more grounded, less helpless to funneling, disintegration, and liquefaction, and less compressible. Cobbles and rocks in soils may add to the cost of development since stone with most extreme measurements more prominent than the thickness of the compacted layer must be evacuated to allow appropriate compaction. Bank soils that experience significant shrinkage after drying ought to be secured by satisfactory thicknesses of non-contracting fine-grained soils to lessen dissipation. Dirt soils ought not be utilized as refill in contact with cement or workmanship structures, aside from in the impenetrable zone of a bank.

(4) The majority of the earth appropriate for the impenetrable regions of an earth dam are likewise practical for the impenetrable zone of a stone filled dam. At the point when the loss of the water must be kept to a base (i.e., when the water reserve is utilized for long haul stockpiling), and fine-grained material is hard to come by, bringing about a thin zone, the material utilized as a part of the center ought to have a low porousness. Where drainage loss is less essential, as in some surge control dams not utilized for capacity, less impenetrable material might be utilized as a part of the impenetrable zone.

Ductility of Bitumen

Objective

(i) To compute the ductility of a specific specimen of bitumen

(ii) To assess the suitability of bitumen for its application in road construction.

Apparatus

The apparatus as per IS: 1208-1978 comprises of

1. Briquette mould: It is created out of brass. Circular holes are made at ends known as clips to grasp the stationary and mobile ends of the testing machine. The mould when correctly amassed produce a briquette sample of the given dimensions.

Total length 75.0 ± 0.5 mm

Distance between clips 30.0 ± 0.3mm

Breadth at mount of slip 20.0 ± 0.2mm

Width at minimum cross-section

(half way between clips) 10.0 ± 0.1mm

Thickness throughout 10.0 ± 0.1mm

2. Water bath: A bath preserved within the temperature of 27.0° ±0.1 °C of the specified experimentation temperature comprising minimum of 10 litres of water, the sample which is being immersed to a deepness at least minimum of 10 cms and reinforced on a punctured shell and additionally minimum 5 cms from the foot of the bath.

3. Testing Machine: For the process of pulling the briquette of bituminous substances separately, any apparatus could be utilized which is so built that the sample would be constantly partially immersed in the water while the two clips are being drawn separately parallel at a constant speed of 50 ± 2.5 mm per minute.

4. Thermometer: Range 0-44°C and decipherable up to 0.2°C

Theory

The ductility provides the extent of adhesive nature or the properties possessed of bitumen and its capacity to stretch. In elastic pavement design, it is important that binder has to create a shrill ductile film round aggregates so that physical interconnecting of the aggregates is amended. Binder material having inadequate ductility gets broken when exposed to recurrent traffic loads and it delivers penetrable pavement surface. Ductility of a bituminous substances is computed by the distance in centimeters to which it will lengthen prior to breaking when two ends of ordinary briquette sample of the material are pulled separately at a stated speed and stated temperature.

Process

1. Melt down the bituminous test substance totally at the maximum temperature of 75°C to 100° C overhead the estimated moderating point until and unless it transform thoroughly into fluid.
2. Strain the fluid with the help of IS sieve 30.
3. After the process of stirring the fluid, we will now pour it into the cast assembly and position it on a brass plate. For preventing the substance exposed to test from sticking, double coat the exterior of the plate and internal sides of the mould with utilization of mercury or by a blend of identical portions of glycerine and dextrine.
4. After letting in still for approximately 40 minutes, put the plate assembly alongside the specimen in a water bath. Preserve the temperature of the water bath at 27° C for another 30 minutes.
5. Detach the sample and the cast assembly from the water bath and trim the sample by levelling the surface with help of a hot knife.
6. Substitute the mould assembly in water bath for 80 to 90 minutes.
7. Detach the sides of the mould.
8. Hook the clips cautiously on the device without leading to any kind of initial strain.
9. Regulate the pointer to read nil.
10. Initiate the machine and pull clips parallel at a speed of 50 mm per minute
11. Mark down the distance at which the bitumen thread of specimen breaks.
12. The mean of the two observations rounded to the closest whole number is ductility value.
13. Note: Machine might have provision to attach two or more moulds so as to test three samples concurrently.

Precautions

(i) The plate assembly on top of which the mould is positioned should be effortlessly flat and horizontal so that the base surface of the mould tads it throughout the process.

(ii) During the process of filling the mould, we should be very careful not to change the briquette and to comprehend that no air pocket is inside the moulded specimen.

Observations

(i) Bitumen Grade =

(ii) Pouring Temperature =

(iii) Test Temperature =

(iv) Period of cooling in minutes

(a) In air =

(b) In water bath before trimming =

(c) In water bath after trimming =

	1	2	3
(a) Initial Reading
(b) Final Reading

Result:

Ductility Value=

Recommended value:

The extend of suitability of bitumen is assessed based on its kind and suggested application. Bitumen with low ductility value may get cracked especially in cold weather. Minimum values of ductility stated by ISI for numerous grades are as follows.

Source of paving bitumen and penetration grade	Min ductility value (cms)
Assam Petroleum     A25	5
A35	10
A45	12
A65, A90 & A200	15
Bitumen from sources other than Assam Petroleum                                       S35	50
S45, S65 & S90	75

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