Design of RCC building

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SHOPPING MALL CUM MULTIPLEX CINEMA HALL

Bachelor of Technology Project (8th _Semester)

Submitted in the partial fulfillment of the requirements for the award of the Degree of Bachelor of Technology in Civil Engineering

Submitted by

Prachuryya Kaushik

_(11-1-1-019)

Rishiraj Bharadwaj

_(11-1-1-057)

Sugata Siddhartha Goswami

_(11-1-1-58)

Soumyadeep Deb

_(11-1-1-018)

Under the supervision of

Dr M.L.V. Prasad, Assistant Professor

DEPARTMENT OF CIVIL ENGINEERING

NATIONAL INSTITUTE OF TECHNOLOGY

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SHOPPING MALL CUM MULTIPLEX CINEMA HALL

Bachelor of Technology Project (8th _Semester)

Submitted by

Prachuryya Kaushik

_(11-1-1-019)

Rishiraj Bharadwaj

_(11-1-1-057)

Sugata Siddhartha Goswami

_(11-1-1-058)

Soumyadeep Deb

_(11-1-1-018)

DEPARTMENT OF CIVIL ENGINEERING

NATIONAL INSTITUTE OF TECHNOLOGY

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This is to certify that the project work entitled “Analysis and Design of Multi-Storeyed

Shopping Mall cum Multiplex Cinema Hall” submitted for the partial fulfilment of the award

of the degree of Bachelor of Technology in Civil Engineering under the Department of Civil Engineering, NIT Silchar, has been carried out by the undersigned students of 8th Semester B.Tech., under the supervision of Dr. M.L.V. Prashad.

Prachuryya Kaushik (11-1-1-019)

Rishiraj Bharadwaj (11-1-1-057)

Sugata Siddhartha Goswami (11-1-1-058)

Soumyadeep Deb (11-1-1-018)

Certified that the above work has been carried under my supervision

Dr. M.L.V. Prashad

Associate Professor

Department of CIVIL Engineering

Prof. A. I. Laskar

Head of the Department

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We deem it to be solemn duty on our parts to express our deep sense of gratitude to the faculty members of the Civil Engineering Department for providing us to look into every nook and cranny of Building Design.

We owe our special debt of gratitude to our guide Dr. MLV Prasad for his guidance and sustained inspiration in completing the project. We are grateful to Mr. Ruhul Amin

Mazumder for his valuable guidance. We are greatly indebted to Prof. A. I. Laskar, the

Head of the Department of Civil Engineering Department, who encouraged us in pursuing the study in all phases.

We sincerely acknowledge the help extended by the faculty members and friends for extending support and encouragement to take up and timely completion of the project.

(Prachuryya Kaushik) (Rishiraj Bharadwaj) (Sugata Siddhartha Goswami) (Soumyadeep Deb)

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EXECUTIVE SUMMARY INTRODUCTION

BUILDING PLAN

BEAM COLUMN LAYOUT 3 DIMENSIONAL VIEW

PRELIMINARY DESIGN DATA SLAB DESIGN

LOAD DISTRIBUTION MOMENT DISTRIBUTION

CALCULATION OF SAGGING MOMENTS SEISMIC ANALYSIS LOAD COMBINATIONS BEAM DESIGN COLUMN DESIGN FOOTING DESIGN STAIRCASE DESIGN STAAD PRO DESIGN CONCLUSION REFERENCE 1 2 7 10 11 12 13 21 25 31 34 42 44 53 59 62 66 82 83

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Executive Summary

The objective of this project is to plan, analyze and design a five-storied Shopping Mall cum Multiplex Cinema Hall. All the necessary assumptions are made, and then the load calculation is done to find out the load on beams, columns and footings. The frame is analyzed using Moment Distribution method. For Earthquake analysis, the method adopted here is the approximate method (Portal Method). By combination of moments, the final moments that are acting on the beams and columns are found out. The design of various components such as slabs, beams, columns, staircases etc. is done by Limit state Method of Design. The detailing finally shows the schematic diagrams for the placement of reinforcement in the various components.

IS Codes and Aids are used as per requirement. IS 456:2000 for Reinforced Concrete Design, IS 1893:2002 for Earthquake Load Analysis, IS 875:1987 for Load details, SP 16:1980 for Steel requirements and IS 13920:1993 for Ductile detailing is used.

Finally the manual analysis and design is compared with the result obtained from STAAD Pro. The detailing of the structural elements are done using AutoCAD.

Keywords: Structural Design, Earthquake Resistant Structure, Moment Distribution Method, Limit State Method of Design, STAAD Pro

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INTRODUCTION

The population explosion and advent of industrial revolution led to the exodus of people from villages to urban areas. This urbanisation led to a new problem– less space for housing, work and more people. Because of the demand for land, the land costs got skyrocketed. So under the changed circumstances, the vertical growth of buildings i.e. constructions of multi-storeyed buildings has become inevitable both for residential and as well as office purposes. With the rise in the standard of living, the demand for multi-storeyed shopping malls has increased as all the facilities under a single roof are desired by all. Moreover cinema halls are also provided in malls for entertainment purposes.

For multi-storeyed buildings, the conventional load bearing structures become uneconomical as they require larger sections to resist huge moments and loads. But in a framed structure, the building frame consists of a network of beams and columns which are built monolithically and rigidly with each other at their joints. Because of this rigidity at the joints, there will be reduction in moments and also the structure tends to distribute the loads more uniformly and eliminate the excessive effects of localised loads. Therefore in non-load bearing framed structures, the moments and forces become less which in turn reduces the sections of the members. As the walls don’t take any load, they are also of thinner dimensions. So, the lighter structural components and walls reduce the self weight of the whole structure which necessitates a cheaper foundation. Also, the lighter walls which can be easily shifted provide flexibility in space utilisation. In addition to the above mentioned advantages the framed structure is more effective in resisting wind loads and earthquake loads.

Work done in this project:

A plot of 900 m2 has been selected for the construction of a multi-storeyed shopping mall cum multiplex cinema hall building. In the building the functions will be different and it plays a major role because of different loads acts on different slabs. Therefore according to IS 875, the loads are calculated. The frame analysis and design is done as per guidelines of code IS 456 : 2000, SP 16:1980, IS 13920:1993 and IS 1893:2002.

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Design concept:

There are three design philosophies to design are in reinforced concrete structures. These are:

1. Working stress method 2. Ultimate load method 3. Limit state method.

In the ‘working stress’ method it is seen that the permissible stresses for concrete and steel are not exceeded anywhere in the structure when it is subjected to the worst combination of working loads. A linear variation of stress form zero at the neutral axis to the maximum stress at the extreme fibre is assumed.

Practically, the stress strain curve for concrete is not linear as it was assumed in working stress method. So, in ‘ultimate load’ design an idealised form of actual stress strain diagram is used and the working loads are increased by multiplying them with the load factors.

The basis for ‘limit state’ method is a structure with appropriate degrees of reliability should be able to withstand safely all loads that are liable to act on it throughout its life and it should also satisfy the serviceability requirements such as limitations on deflection and cracking.

Limit state method is the most rational method of the three methods. It considers the actual behaviour of the materials at failure and also it takes serviceability also into consideration. Therefore, limit state method has been employed in this work.

Methods used for Analysis of the structure:

1. Portal Frame Method

2. Moment Distribution Method Portal Frame Method:

Assumptions:

1. Moment Resistant joints. 2. Lateral Load

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3. No gravity load

4. Lateral forces resisted by frame action. 5. Inflection points at mid height of columns 6. Inflection points at mid span of beams. 7. Overturn is resisted by external columns.

Moment Distribution Method:

The method only accounts for flexural effects and ignores axial and shear effects. In order to apply the moment distribution method to analyse a structure, the following things must be considered.

Fixed end moment

Fixed end moments are the moments produced at member ends by external loads when the joints are fixed.

Flexural stiffness

The flexural stiffness (EI/L) of a member is represented as the product of the modulus of elasticity (E) and the second moment of area (I) divided by the length (L) of the member. What is needed in the moment distribution method is not the exact value but the ratio of flexural stiffness of all members.

Distribution factors

When a joint is released and begins to rotate under the unbalanced moment, resisting forces develop at each member framed together at the joint. Although the total resistance is equal to the unbalanced moment, the magnitudes of resisting forces developed at each member differ by the members' flexural stiffness. Distribution factors can be defined as the proportions of the unbalanced moments carried by each of the members. In mathematical terms, distribution factor of member framed at joint is given as:

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Carryover factors

When a joint is released, balancing moment occurs to counterbalance the unbalanced moment which is initially the same as the fixed-end moment. This balancing moment is then carried over to the member's other end. The ratio of the carried-over moment at the other end to the fixed-end moment of the initial end is the carryover factor.

Determination of carryover factors

Let one end (end A) of a fixed beam be released and applied a moment while the other end (end B) remains fixed. This will cause end A to rotate through an angle . Once the magnitude of developed at end B is found, the carryover factor of this member is given as the ratio of over :

In case of a beam of length L with constant cross-section whose flexural rigidity is ,

therefore the carryover factor

Sign convention

Once a sign convention has been chosen, it has to be maintained for the whole structure. The traditional engineer's sign convention is not used in the calculations of the moment distribution method although the results can be expressed in the conventional way. In the BMD case, the left side moment is clockwise direction and other is anticlockwise direction so the bending is positive and is called sagging.

Brief Description of IS Codes used:

IS 1893:2002 : This standard deals with assessment of seismic loads on various structures

and earthquake resistant design of buildings. Its basic provisions are applicable to buildings; elevated structures; industrial and stack like structures; bridges; concrete masonry and earth dams; embankments and retaining walls and other structures.

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IS 456:2000 : This standard deals with the general structural use of plain and reinforced

concrete. For the purpose of this standard, plain concrete structures are those where reinforcement, if provided is ignored for determination of strength of the structure.

Special requirements of structures, such as shells, folded plates, arches, bridges, chimneys, blast resistant structures and earthquake resistant structures, covered in respective standards have not been covered in this standard; these standards shall be used in conjunction with this standard.

IS 875:1987 : This Indian Standard was adopted by the bureau of Indian Standards on 30 Oct

1987,after the draft finalized by the Structural Safety Sectional Committee had been approved by the Civil engineering Division Council. This Indian Standard Code of Practice was first published in 1957 for the guidance of civil engineers, designers and architects associated with planning and design of buildings.

SP-16:1980 : It has three sets of design charts for rectangular and circular types of

cross-sections of columns. The three sets are as follows: (i) The first set of twelve charts for rectangular columns having symmetrical longitudinal steel bars in two rows for three grades of steel (ii) The second set of twelve charts for rectangular columns having symmetrical longitudinal steel bars (twenty numbers) distributed equally on four sides (in six rows, Fig.10.25.2) for three grades of steel (Fe 250, Fe 415 and Fe 500) and each of them has four values of d’/D ratios (0.05, 0.10, 0.15 and 0.20) (iii) The third set of twelve charts are for circular columns having eight longitudinal steel bars of equal diameter and uniformly spaced circumferentially for three grades of steel and each of them has four values of d’/D ratios (0.05, 0.10, 0.15 and 0.20). All the thirty-six charts are prepared for M 20 grade of concrete only. This is a justified approximation as it is not worthwhile to have separate design charts.

IS 13920:1993 : This standard covers the requirements for designing and detailing of

monolithic reinforced concrete buildings so as to give them adequate toughness and ductility to resist severe earthquake shocks without collapse. The provisions for reinforced concrete construction given here apply specifically to monolithic reinforced concrete construction.

Precast and/or prestressed concrete members may be used only if they can provide the same level of ductility as that of a monolithic reinforced concrete construction during or after an earthquake.

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BUILDING PLAN

(Ground Floor)

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BUILDING PLAN

(Top floor)

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BEAM COLUMN LAYOUT

(At Bottom Floor)

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BEAM COLUMN LAYOUT

(Individual Block)

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PRELIMINARY DESIGN DATA

The preliminary design data that we have used in designing the structure has been summarized below:

Type of structure: 5 storied RCC rigid jointed frame (G+4)

Dimension of walls: 250 mm thick external walls including plaster 125 mm thick internal walls including plaster

Earthquake analysis: Equivalent static method as per IS 1893-2002 Ductile detailing: As per IS 13920

No. of floors: G+4

Type of soil: Medium soft clay Unit Weight of soil: 18 kN/m3

Seismic zone: 5

Material Properties

Grade of concrete: M25 (for slabs, beams and columns)& M30 (foundation) Type of steel: HYSD of Grade Fe415 confirming to IS 1786

Geometric Properties

Dimensions of wall: 250mm thick outer wall and 125 mm thick inner wall including plaster Height of each floor: 3.6 m

Depth of slab: 150mm (for floor) & 150 mm (for roof) [As per calculations] Column size: 450mm x 450mm

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SLAB DESIGN

For the design of slabs, similar slabs are grouped based on dimension and end conditions.

SLAB A

Ly = 5000 mm, Lx= 5000 mm;

Ly/Lx= 1, Therefore Two way slab

Leff = 5000 mm

Leff / Deff = 40 ……… [ IS 456-2000 Cl. 24.1 ]

Deff = d = 5000/40 = 125 mm

D = 125+5+20(cover) = 150 mm

Loads:

Dead Load : [ IS875 ]

Self weight of slab = .150 × 25 = 3.75 kN/m2 Live load

For commercial building = 4 kN/m2 Floor finish = 2 kN/m2

Factored load = 1.5×(3.75+4+2)=14.625≈15 kN/m2

Now, for BM coefficients:

Ly/Lx= 1 [ One edge discontinuous]

αx = 0.037 [ As per Table 26, IS 456:2000] αy = 0.037 Mx = αxwlx2 My = αywlx2 Mx = 0.037×15×52 = 13.875 kN-m My = 0.037×15×52 = 13.875 kN-m So Mu = 13.875 kN-m

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Now, 0.138 fckbd2 =13.875 × 106 d =63.42 mm < 125 mm. Hence Ok. Steel Reinforcement: Ast= 0.5 bdfck/fy [1 - (1 - 4.6Mu/fckbd2)0.5] Calculating, Ast = 321.29 mm2 Numbers of 8 mm ᵠ bars = 321.39/((3.14/4) × 82) = 6.39 ≈ 7

Provide 8 mm ᵠ @ 140 c/c [No. of bars = 7 ] .... [ less than 3d=375mm or 300mm, so OK]

Distribution steel:

Ast=.12% of Ag= .12/100 ×150×1000=180 mm2

Spacing of 8 mm ᵠ bars @ 200 mm c/c [ No. of bars = 5]

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SLAB B

Ly = 5000 mm, Lx= 5000 mm;

Ly/Lx= 1, Therefore Two way slab

Leff = 5000 mm

Leff / Deff = 40 ……… [ IS 456-2000 Cl. 24.1 ]

Deff = d = 5000/40 = 125 mm

D = 125+5+20(cover) = 150 mm

Loads:

Factored load = 1.5 × (3.75+4+2) = 14.625 ≈ 15 kN/m2

Ly/Lx= 1 [ Internal Panel] αx = 0.032 [ As per Table 26, IS 456:2000] αy = 0.032 Mx = αxwlx2 My = αywlx2 Mx = 0.032×15×52 = 12 kN-m My = 0.032×15×52 = 12 kN-m So Mu = 12 kN-m Now, 0.138 fckbd2 =12 × 106 d =58.98 mm < 125 mm. Hence Ok.

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Steel Reinforcement:

Ast= 0.5 bdfck/fy [1 - (1 - 4.6Mu/fckbd2)0.5]

Calculating, Ast = 276.15 mm2

Numbers of 8 mm ᵠ bars = 276.15/((3.14/4) × 82) = 5.43 ≈ 6

Provide 8 mm ᵠ @ 160 c/c [No. of bars = 6 ] .... [ less than 3d=375mm or 300mm, so OK]

Ast=.12% of Ag= .12/100 ×150×1000=180 mm2

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SLAB C

Ly = 5000 mm, Lx= 3000 mm;

Ly/Lx= 1.67, Therefore Two way slab

Leff = 3000 mm

Leff / Deff = 40 ……… [ IS 456-2000 Cl. 24.1 ]

Deff = d = 3000/40 = 75 mm ≈ 125 mm (let)

D = 125+5+20(cover) = 150 mm

Loads:

Factored load = 1.5×(3.75+4+2) = 14.62 ≈ 15 kN/m2

Ly/Lx= 1.67 [ Two adjacent edges discontinuous]

αx = 0.079 αy = 0.047 [ As per Table 26, IS 456:2000] Mx = αxwlx2 My = αywlx2 Mx = 0.079×15×32 = 10.67 kN-m My = 0.047×15×32 = 6.345 kN-m So Mu = 10.67 kN-m Now, 0.138 fckbd2 =10.67 × 106 d =55.61 mm < 125 mm. Hence Ok.

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Steel Reinforcement:

Calculating, Ast = 244.47 mm2

Numbers of 8 mm ᵠ bars = 244.47/((3.14/4) × 82) = 4.86 ≈ 5

Provide 8 mm ᵠ @ 200 c/c [No. of bars = 5] .... [ less than 3d=375mm or 300mm, so OK]

Ast=.12% of Ag= .12/100 ×150×1000=180 mm2

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SLAB D

Ly = 5000 mm, Lx= 1800 mm;

Ly/Lx= 2.78, Therefore One way slab

Leff = 1800 mm

Deff = 125 mm (let)

D = 125+5+20(cover) = 150 mm

Loads:

Factored load = 1.5×(3.75+4+2) = 14.62 ≈ 15 kN/m2

Moment and Shear:

Considering designing for per metre span, W=15 kN/m So Mu = WL2/2 = 24.3 kN-m Now, 0.138 fckbd2 =24.3 × 106 N-mm d =83.925 mm < 125 mm. Hence Ok. Steel Reinforcement: Ast= 0.5 bdfck/fy [1 - (1 - 4.6Mu/fckbd2)0.5] Calculating, Ast = 583.99 mm2

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And Provide 10 mm ᵠ @ 200 c/c [No. of bars = 5 ] .... [ less than 3d=375mm or 300mm, so OK]

Ast=.12% of Ag= .12/100 ×150×1000=180 mm2

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LOAD DISTRIBUTION

Beam no. Area Beam no. Area

A1B1 1.62 B1B2 12.01 B1C1 6.25 B2B3 12.01 C1D1 6.25 B3B4 3.24 D1E1 6.25 D1E2 6.25 C1C2 12.5 D1E3 2.25 C2C3 12.5 C3C4 3.24 A2B2 3.24 B2C2 12.5 D1D2 12.5 C2D2 12.5 D2D3 12.5 D2E2 12.5 D3D4 3.24 E2F2 12.5 F2G2 2.25 E1E2 12.5 E2E3 12.5 A3B3 3.24 E3E4 3.24 B3C3 12.01 C3D3 12.01 F1F2 11.5 D3E3 12.01 F2F3 6.25 E3F3 12.01 F3F4 3.195 F3G3 2.25 G1G2 5.25 G3G4 1.575

Area of slabs transferring loads to the Beams

Area of slabs transferring loads to the Beams Total Load (kN/m2)

Self Weight Slab 3.75

Floor Finish 2

Live Load 4

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LOAD DISTRIBUTION

Areas of slabs transferring to each beam

Beam A1B1C1D1E1F1G1 Beam A2B2C2D2E2F2G2

Beam A3B3C3D3E3F3G3

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LOAD DISTRIBUTION

Areas of slabs transferring to each beam

Beam E1E2E3E4

Beam C1C2C3C4 Beam D1D2D3D4

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LOAD DISTRIBUTION

Uniformly distributed loads on each beam

DEAD Load on beams (kN/m) Beam no. Load Beam no. Load

A1B1 5.175 B1B2 13.8115 B1C1 7.1875 B2B3 13.8115 C1D1 7.1875 B3B4 10.35 D1E1 7.1875 E1F1 7.1875 C1C2 14.375 F1G1 4.3125 C2C3 14.375 C3C4 10.35 A2B2 10.35 B2C2 14.375 D1D2 14.375 C2D2 14.375 D2D3 14.375 D2E2 14.375 D3D4 10.35 E2F2 14.375 F2G2 4.3125 E1E2 14.375 E2E3 14.375 A3B3 10.35 E3E4 10.35 B3C3 13.8115 C3D3 13.8115 F1F2 13.225 D3E3 13.8115 F2F3 7.1875 E3F3 13.8115 F3F4 10.20625 F3G3 4.3125 G1G2 6.0375 G3G4 5.03125

LIVE Load on beams (kN/m) Beam no. Load Beam no. Load

A1B1 3.6 B1B2 23.4195 B1C1 5 B2B3 23.4195 C1D1 5 B3B4 7.2 D1E1 5 E1F1 5 C1C2 10 F1G1 3 C2C3 10 C3C4 7.2 A2B2 7.2 B2C2 10 D1D2 10 C2D2 10 D2D3 10 D2E2 10 D3D4 7.2 E2F2 10 F2G2 3 E1E2 10 E2E3 10 A3B3 7.2 E3E4 7.2 B3C3 23.4195 C3D3 23.4195 F1F2 9.2 D3E3 23.4195 F2F3 5 E3F3 23.4195 F3F4 7.1 F3G3 3 G1G2 4.2 G3G4 3.5

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I(x10^‐3) 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 L 3.6 3.6 3 3 3.6 3.6 5 5 3.6 3.6 5 5 3.6 3.6 5 5 3.6 3.6 5 5 3.6 3.6 1.8 K(x4E) 0.868056 0.868056 1.041667 1.041667 0.868056 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.625 0.868056 0.868056 1.736111 D.F. 0.3125 0.3125 0.375 0.306122 0.255102 0.255102 0.183673 0.209302 0.290698 0.290698 0.209302 0.209302 0.290698 0.290698 0.209302 0.209302 0.290698 0.290698 0.209302 0.264706 0.367647 0.367647 0 UDL 0 0 23.6875 23.6875 0 0 26.5625 26.5625 0 0 26.5625 26.5625 0 0 26.5625 26.5625 0 0 26.5625 26.5625 0 0 24.55 FEM 0 0 17.76563 ‐17.7656 0 0 55.33854 ‐55.3385 0 0 55.33854 ‐55.3385 0 0 55.33854 ‐55.3385 0 0 55.33854 ‐55.3385 0 0 6.6285 Release ‐5.55176 ‐5.55176 ‐6.66211 ‐11.5019 ‐9.58493 ‐9.58493 ‐6.90115 0 0 0 0 0 0 0 0 0 0 0 0 12.89383 17.9081 17.9081 0 Carry over 0 0 ‐5.75096 ‐3.33105 0 0 0 ‐3.45057 0 0 0 0 0 0 0 0 0 0 6.446917 0 0 0 0 Release 1.797174 1.797174 2.156609 1.019711 0.849759 0.849759 0.611826 0.722213 1.003074 1.003074 0.722213 0 0 0 0 ‐1.34935 ‐1.8741 ‐1.8741 ‐1.34935 0 0 0 0 Carry over 0 0 0.509855 1.078304 0 0 0.361107 0.305913 0 0 0 0.361107 0 0 ‐0.67468 0 0 0 0 ‐0.67468 0 0 0 Release ‐0.15933 ‐0.15933 ‐0.1912 ‐0.44064 ‐0.3672 ‐0.3672 ‐0.26438 ‐0.06403 ‐0.08893 ‐0.08893 ‐0.06403 0.065631 0.091154 0.091154 0.065631 0 0 0 0 0.178591 0.248043 0.248043 0 Carry over 0 0 ‐0.22032 ‐0.0956 0 0 ‐0.03201 ‐0.13219 0 0 0.032816 ‐0.03201 0 0 0 0.032816 0 0 0.089296 0 0 0 0 Release 0.068849 0.068849 0.082619 0.039065 0.032554 0.032554 0.023439 0.020799 0.028888 0.028888 0.020799 0.006701 0.009306 0.009306 0.006701 ‐0.02556 ‐0.0355 ‐0.0355 ‐0.02556 0 0 0 0 Carry over 0 0 0.019532 0.04131 0 0 0.0104 0.011719 0 0 0.00335 0.0104 0 0 ‐0.01278 0.00335 0 0 0 ‐0.01278 0 0 0 Release ‐0.0061 ‐0.0061 ‐0.00732 ‐0.01583 ‐0.01319 ‐0.01319 ‐0.0095 ‐0.00315 ‐0.00438 ‐0.00438 ‐0.00315 0.000498 0.000692 0.000692 0.000498 ‐0.0007 ‐0.00097 ‐0.00097 ‐0.0007 0.003383 0.004698 0.004698 0 Carry over 0 0 ‐0.00791 ‐0.00366 0 0 ‐0.00158 ‐0.00475 0 0 0.000249 ‐0.00158 0 0 ‐0.00035 0.000249 0 0 0.001691 ‐0.00035 0 0 0 Release 0.002473 0.002473 0.002968 0.001604 0.001337 0.001337 0.000962 0.000942 0.001308 0.001308 0.000942 0.000403 0.00056 0.00056 0.000403 ‐0.00041 ‐0.00056 ‐0.00056 ‐0.00041 9.28E‐05 0.000129 0.000129 0 Carry over 0 0 0.000802 0.001484 0 0 0.000471 0.000481 0 0 0.000202 0.000471 0 0 ‐0.0002 0.000202 0 0 4.64E‐05 ‐0.0002 0 0 0

Release ‐0.00025 ‐0.00025 ‐0.0003 ‐0.0006 ‐0.0005 ‐0.0005 ‐0.00036 ‐0.00014 ‐0.0002 ‐0.0002 ‐0.00014 ‐5.6E‐05 ‐7.8E‐05 ‐7.8E‐05 ‐5.6E‐05 ‐5.2E‐05 ‐7.2E‐05 ‐7.2E‐05 ‐5.2E‐05 5.38E‐05 7.47E‐05 7.47E‐05 0

Carry over 0 0 ‐0.0003 ‐0.00015 0 0 ‐7.1E‐05 ‐0.00018 0 0 ‐2.8E‐05 ‐7.1E‐05 0 0 ‐2.6E‐05 ‐2.8E‐05 0 0 2.69E‐05 ‐2.6E‐05 0 0 0

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I(x10^‐3) 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 L 3.6 3.6 3 3 3.6 3.6 5 5 3.6 3.6 5 5 3.6 3.6 5 5 3.6 3.6 5 5 3.6 3.6 1.8 K(x4E) 0.868056 0.868056 1.041667 1.041667 0.868056 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.625 0.868056 0.868056 1.736111 D.F. 0.3125 0.3125 0.375 0.306122 0.255102 0.255102 0.183673 0.209302 0.290698 0.290698 0.209302 0.209302 0.290698 0.290698 0.209302 0.209302 0.290698 0.290698 0.209302 0.264706 0.367647 0.367647 0 UDL 0 0 3 3 0 0 10 10 0 0 10 10 0 0 10 10 0 0 10 10 0 0 10 FEM 0 0 2.25 ‐2.25 0 0 20.83333 ‐20.8333 0 0 20.83333 ‐20.8333 0 0 20.83333 ‐20.8333 0 0 20.83333 ‐20.8333 0 0 2.7 Release ‐0.70313 ‐0.70313 ‐0.84375 ‐5.68878 ‐4.74065 ‐4.74065 ‐3.41327 0 0 0 0 0 0 0 0 0 0 0 0 4.8 6.666667 6.666667 0 Carry over 0 0 ‐2.84439 ‐0.42188 0 0 0 ‐1.70663 0 0 0 0 0 0 0 0 0 0 2.4 0 0 0 0 Release 0.888871 0.888871 1.066645 0.129145 0.107621 0.107621 0.077487 0.357202 0.496114 0.496114 0.357202 0 0 0 0 ‐0.50233 ‐0.69767 ‐0.69767 ‐0.50233 0 0 0 0 Carry over 0 0 0.064573 0.533323 0 0 0.178601 0.038744 0 0 0 0.178601 0 0 ‐0.25116 0 0 0 0 ‐0.25116 0 0 0 Release ‐0.02018 ‐0.02018 ‐0.02421 ‐0.21794 ‐0.18161 ‐0.18161 ‐0.13076 ‐0.00811 ‐0.01126 ‐0.01126 ‐0.00811 0.015187 0.021094 0.021094 0.015187 0 0 0 0 0.066484 0.092339 0.092339 0 Carry over 0 0 ‐0.10897 ‐0.01211 0 0 ‐0.00405 ‐0.06538 0 0 0.007594 ‐0.00405 0 0 0 0.007594 0 0 0.033242 0 0 0 0 Release 0.034052 0.034052 0.040863 0.004948 0.004123 0.004123 0.002969 0.012095 0.016799 0.016799 0.012095 0.000849 0.001179 0.001179 0.000849 ‐0.00855 ‐0.01187 ‐0.01187 ‐0.00855 0 0 0 0 Carry over 0 0 0.002474 0.020431 0 0 0.006047 0.001484 0 0 0.000424 0.006047 0 0 ‐0.00427 0.000424 0 0 0 ‐0.00427 0 0 0

Release ‐0.00077 ‐0.00077 ‐0.00093 ‐0.00811 ‐0.00675 ‐0.00675 ‐0.00486 ‐0.0004 ‐0.00055 ‐0.00055 ‐0.0004 ‐0.00037 ‐0.00052 ‐0.00052 ‐0.00037 ‐8.9E‐05 ‐0.00012 ‐0.00012 ‐8.9E‐05 0.001131 0.001571 0.001571 0

Carry over 0 0 ‐0.00405 ‐0.00046 0 0 ‐0.0002 ‐0.00243 0 0 ‐0.00019 ‐0.0002 0 0 ‐4.4E‐05 ‐0.00019 0 0 0.000566 ‐4.4E‐05 0 0 0

Release 0.001267 0.001267 0.00152 0.000203 0.000169 0.000169 0.000122 0.000548 0.000761 0.000761 0.000548 5.11E‐05 7.1E‐05 7.1E‐05 5.11E‐05 ‐8E‐05 ‐0.00011 ‐0.00011 ‐8E‐05 1.18E‐05 1.63E‐05 1.63E‐05 0

Carry over 0 0 0.000102 0.00076 0 0 0.000274 6.09E‐05 0 0 2.55E‐05 0.000274 0 0 ‐4E‐05 2.55E‐05 0 0 5.88E‐06 ‐4E‐05 0 0 0

Release ‐3.2E‐05 ‐3.2E‐05 ‐3.8E‐05 ‐0.00032 ‐0.00026 ‐0.00026 ‐0.00019 ‐1.8E‐05 ‐2.5E‐05 ‐2.5E‐05 ‐1.8E‐05 ‐4.9E‐05 ‐6.8E‐05 ‐6.8E‐05 ‐4.9E‐05 ‐6.6E‐06 ‐9.1E‐06 ‐9.1E‐06 ‐6.6E‐06 1.05E‐05 1.46E‐05 1.46E‐05 0

Carry over 0 0 ‐0.00016 ‐1.9E‐05 0 0 ‐9.1E‐06 ‐9.5E‐05 0 0 ‐2.5E‐05 ‐9.1E‐06 0 0 ‐3.3E‐06 ‐2.5E‐05 0 0 5.26E‐06 ‐3.3E‐06 0 0 0

(32)

I(x10^‐3) 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 L 3.6 3.6 3 3 3.6 3.6 5 5 3.6 3.6 5 5 3.6 3.6 5 5 3.6 3.6 5 5 3.6 3.6 1.8 K(x4E) 0.868056 0.868056 1.041667 1.041667 0.868056 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.625 0.868056 0.868056 1.736111 D.F. 0.3125 0.3125 0.375 0.306122 0.255102 0.255102 0.183673 0.209302 0.290698 0.290698 0.209302 0.209302 0.290698 0.290698 0.209302 0.209302 0.290698 0.290698 0.209302 0.264706 0.367647 0.367647 0 UDL 0 0 26.6875 26.6875 0 0 36.5625 36.5625 0 0 36.5625 36.5625 0 0 36.5625 36.5625 0 0 36.5625 36.5625 0 0 34.55 FEM 0 0 20.01563 ‐20.0156 0 0 76.17188 ‐76.1719 0 0 76.17188 ‐76.1719 0 0 76.17188 ‐76.1719 0 0 76.17188 ‐76.1719 0 0 9.3285 Release ‐6.25488 ‐6.25488 ‐7.50586 ‐17.1907 ‐14.3256 ‐14.3256 ‐10.3144 0 0 0 0 0 0 0 0 0 0 0 0 17.69383 24.57477 24.57477 0 Carry over 0 0 ‐8.59534 ‐3.75293 0 0 0 ‐5.15721 0 0 0 0 0 0 0 0 0 0 8.846917 0 0 0 0 Release 2.686045 2.686045 3.223254 1.148856 0.95738 0.95738 0.689314 1.079415 1.499188 1.499188 1.079415 0 0 0 0 ‐1.85168 ‐2.57178 ‐2.57178 ‐1.85168 0 0 0 0 Carry over 0 0 0.574428 1.611627 0 0 0.539708 0.344657 0 0 0 0.539708 0 0 ‐0.92584 0 0 0 0 ‐0.92584 0 0 0 Release ‐0.17951 ‐0.17951 ‐0.21541 ‐0.65857 ‐0.54881 ‐0.54881 ‐0.39514 ‐0.07214 ‐0.10019 ‐0.10019 ‐0.07214 0.080818 0.112248 0.112248 0.080818 0 0 0 0 0.245075 0.340382 0.340382 0 Carry over 0 0 ‐0.32929 ‐0.10771 0 0 ‐0.03607 ‐0.19757 0 0 0.040409 ‐0.03607 0 0 0 0.040409 0 0 0.122538 0 0 0 0 Release 0.102902 0.102902 0.123482 0.044012 0.036677 0.036677 0.026407 0.032894 0.045687 0.045687 0.032894 0.007549 0.010485 0.010485 0.007549 ‐0.03411 ‐0.04737 ‐0.04737 ‐0.03411 0 0 0 0 Carry over 0 0 0.022006 0.061741 0 0 0.016447 0.013204 0 0 0.003775 0.016447 0 0 ‐0.01705 0.003775 0 0 0 ‐0.01705 0 0 0 Release ‐0.00688 ‐0.00688 ‐0.00825 ‐0.02394 ‐0.01995 ‐0.01995 ‐0.01436 ‐0.00355 ‐0.00494 ‐0.00494 ‐0.00355 0.000127 0.000176 0.000176 0.000127 ‐0.00079 ‐0.0011 ‐0.0011 ‐0.00079 0.004514 0.006269 0.006269 0

Carry over 0 0 ‐0.01197 ‐0.00413 0 0 ‐0.00178 ‐0.00718 0 0 6.34E‐05 ‐0.00178 0 0 ‐0.0004 6.34E‐05 0 0 0.002257 ‐0.0004 0 0 0

Release 0.00374 0.00374 0.004488 0.001807 0.001506 0.001506 0.001084 0.00149 0.002069 0.002069 0.00149 0.000455 0.000631 0.000631 0.000455 ‐0.00049 ‐0.00067 ‐0.00067 ‐0.00049 0.000105 0.000145 0.000145 0

Carry over 0 0 0.000904 0.002244 0 0 0.000745 0.000542 0 0 0.000227 0.000745 0 0 ‐0.00024 0.000227 0 0 5.23E‐05 ‐0.00024 0 0 0

Release ‐0.00028 ‐0.00028 ‐0.00034 ‐0.00091 ‐0.00076 ‐0.00076 ‐0.00055 ‐0.00016 ‐0.00022 ‐0.00022 ‐0.00016 ‐0.00011 ‐0.00015 ‐0.00015 ‐0.00011 ‐5.9E‐05 ‐8.1E‐05 ‐8.1E‐05 ‐5.9E‐05 6.43E‐05 8.93E‐05 8.93E‐05 0

Carry over 0 0 ‐0.00046 ‐0.00017 0 0 ‐8.1E‐05 ‐0.00027 0 0 ‐5.3E‐05 ‐8.1E‐05 0 0 ‐2.9E‐05 ‐5.3E‐05 0 0 3.21E‐05 ‐2.9E‐05 0 0 0

(33)

I(x10^‐3) 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 L 3.6 3.6 5 5 3.6 3.6 5 5 3.6 3.6 1.8 K(x4E) 0.868056 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.625 0.868056 0.868056 1.736111 D.F. 0.367647 0.367647 0.264706 0.209302 0.290698 0.290698 0.209302 0.264706 0.367647 0.367647 0 UDL 0 0 13.8115 13.8115 0 0 13.8115 13.8115 0 0 10.35 FEM 0 0 28.77396 ‐28.774 0 0 28.77396 ‐28.774 0 0 2.7945 Release ‐10.5787 ‐10.5787 ‐7.61664 0 0 0 0 6.876915 9.551271 9.551271 0 Carry Over 0 0 0 ‐3.80832 0 0 3.438458 1.39725 0 0 Release 0 0 0 0.077413 0.107518 0.107518 0.077413 ‐0.36986 ‐0.51369 ‐0.51369 0 Carry Over 0 0 0.038706 0 0 0 ‐0.18493 0.038706 0 0 Release ‐0.01423 ‐0.01423 ‐0.01025 0.038706 0.053759 0.053759 0.038706 ‐0.01025 ‐0.01423 ‐0.01423 0 Carry Over 0 0 0.019353 ‐0.00512 0 0 ‐0.00512 0.019353 0 0 Release ‐0.00712 ‐0.00712 ‐0.00512 0.002144 0.002978 0.002978 0.002144 ‐0.00512 ‐0.00712 ‐0.00712 0 Carry Over 0 0 0.001072 ‐0.00256 0 0 ‐0.00256 0.001072 0 0 Release ‐0.00039 ‐0.00039 ‐0.00028 0.001072 0.001489 0.001489 0.001072 ‐0.00028 ‐0.00039 ‐0.00039 0 Carry Over 0 0 0.000536 ‐0.00014 0 0 ‐0.00014 0.000536 0 0

Release ‐0.0002 ‐0.0002 ‐0.00014 5.94E‐05 8.25E‐05 8.25E‐05 5.94E‐05 ‐0.00014 ‐0.0002 ‐0.0002 0

Carry Over 0 0 2.97E‐05 ‐7.1E‐05 0 0 ‐7.1E‐05 2.97E‐05 0 0

(34)

I(x10^‐3) 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 L 3.6 3.6 5 5 3.6 3.6 5 5 3.6 3.6 1.8 K(x4E) 0.868056 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.625 0.868056 0.868056 1.736111 D.F. 0.367647 0.367647 0.264706 0.209302 0.290698 0.290698 0.209302 0.264706 0.367647 0.367647 0 UDL 0 0 10 10 0 0 10 10 0 0 7.2 FEM 0 0 20.83333 ‐20.8333 0 0 20.83333 ‐20.8333 0 0 1.944 Release ‐7.65931 ‐7.65931 ‐5.51471 0 0 0 0 5.000118 6.944608 6.944608 0 Carry Over 0 0 0 ‐2.75735 0 0 2.500059 0.972 0 0 Release 0 0 0 0.053852 0.074795 0.074795 0.053852 ‐0.25729 ‐0.35735 ‐0.35735 0 Carry Over 0 0 0.026926 0 0 0 ‐0.12865 0.026926 0 0 Release ‐0.0099 ‐0.0099 ‐0.00713 0.026926 0.037397 0.037397 0.026926 ‐0.00713 ‐0.0099 ‐0.0099 0 Carry Over 0 0 0.013463 ‐0.00356 0 0 ‐0.00356 0.013463 0 0 Release ‐0.00495 ‐0.00495 ‐0.00356 0.001492 0.002072 0.002072 0.001492 ‐0.00356 ‐0.00495 ‐0.00495 0 Carry Over 0 0 0.000746 ‐0.00178 0 0 ‐0.00178 0.000746 0 0 Release ‐0.00027 ‐0.00027 ‐0.0002 0.000746 0.001036 0.001036 0.000746 ‐0.0002 ‐0.00027 ‐0.00027 0

Carry Over 0 0 0.000373 ‐9.9E‐05 0 0 ‐9.9E‐05 0.000373 0 0

Release ‐0.00014 ‐0.00014 ‐9.9E‐05 4.13E‐05 5.74E‐05 5.74E‐05 4.13E‐05 ‐9.9E‐05 ‐0.00014 ‐0.00014 0

Carry Over 0 0 2.07E‐05 ‐4.9E‐05 0 0 ‐4.9E‐05 2.07E‐05 0 0

(35)

I(x10^‐3) 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 L 3.6 3.6 5 5 3.6 3.6 5 5 3.6 3.6 1.8 K(x4E) 0.868056 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.625 0.868056 0.868056 1.736111 D.F. 0.367647 0.367647 0.264706 0.209302 0.290698 0.290698 0.209302 0.264706 0.367647 0.367647 0 UDL 0 0 24.375 24.375 0 0 24.375 24.375 0 0 17.55 FEM 0 0 50.78125 ‐50.7813 0 0 50.78125 ‐50.7813 0 0 4.7385 Release ‐18.6696 ‐18.6696 ‐13.4421 0 0 0 0 12.18779 16.92748 16.92748 0 Carry Over 0 0 0 ‐6.72105 0 0 6.093893 2.36925 0 0 Release 0 0 0 0.131265 0.182312 0.182312 0.131265 ‐0.62715 ‐0.87105 ‐0.87105 0 Carry Over 0 0 0.065632 0 0 0 ‐0.31358 0.065632 0 0 Release ‐0.02413 ‐0.02413 ‐0.01737 0.065632 0.091156 0.091156 0.065632 ‐0.01737 ‐0.02413 ‐0.02413 0 Carry Over 0 0 0.032816 ‐0.00869 0 0 ‐0.00869 0.032816 0 0 Release ‐0.01206 ‐0.01206 ‐0.00869 0.003636 0.00505 0.00505 0.003636 ‐0.00869 ‐0.01206 ‐0.01206 0 Carry Over 0 0 0.001818 ‐0.00434 0 0 ‐0.00434 0.001818 0 0 Release ‐0.00067 ‐0.00067 ‐0.00048 0.001818 0.002525 0.002525 0.001818 ‐0.00048 ‐0.00067 ‐0.00067 0 Carry Over 0 0 0.000909 ‐0.00024 0 0 ‐0.00024 0.000909 0 0 Release ‐0.00033 ‐0.00033 ‐0.00024 0.000101 0.00014 0.00014 0.000101 ‐0.00024 ‐0.00033 ‐0.00033 0

Carry Over 0 0 5.04E‐05 ‐0.00012 0 0 ‐0.00012 5.04E‐05 0 0

(36)

B1B2 13.8115 5 14.38698 34.52875 B1C1 7.1875 5 7.486979 17.96875 B2B3 13.8115 5 14.38698 34.52875 C1D1 7.1875 5 7.486979 17.96875 D1E1 7.1875 5 7.486979 17.96875 E1F1 7.1875 5 7.486979 17.96875 C1C2 14.375 5 14.97396 35.9375 F1G1 4.3125 3 1.617188 6.46875 C2C3 14.375 5 14.97396 35.9375 B2C2 14.375 5 14.97396 35.9375 D1D2 14.375 5 14.97396 35.9375 C2D2 14.375 5 14.97396 35.9375 D2D3 14.375 5 14.97396 35.9375 D2E2 14.375 5 14.97396 35.9375 E2F2 14.375 5 14.97396 35.9375 F2G2 4.3125 3 1.617188 6.46875 E1E2 14.375 5 14.97396 35.9375 E2E3 14.375 5 14.97396 35.9375 B3C3 13.812 5 14.38698 34.52875 C3D3 13.812 5 14.38698 34.52875 F1F2 13.225 5 13.77604 33.0625 D3E3 13.812 5 14.38698 34.52875 F2F3 7.1875 5 7.486979 17.96875 E3F3 13.812 5 14.38698 34.52875 F3G3 4.3125 3 1.617188 6.46875 G1G2 6.0375 5 6.289063 15.09375

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B1B2 23.4195 5 24.39531 58.5488 B1C1 5 5 5.208333 12.5 B2B3 23.4195 5 24.39531 58.5488 C1D1 5 5 5.208333 12.5 D1E1 5 5 5.208333 12.5 E1F1 5 5 5.208333 12.5 C1C2 10 5 10.41667 25 F1G1 3 3 1.125 4.5 C2C3 10 5 10.41667 25 B2C2 10 5 10.41667 25 D1D2 10 5 10.41667 25 C2D2 10 5 10.41667 25 D2D3 10 5 10.41667 25 D2E2 10 5 10.41667 25 E2F2 10 5 10.41667 25 F2G2 3 3 1.125 4.5 E1E2 10 5 10.41667 25 E2E3 10 5 10.41667 25 B3C3 23.42 5 24.39531 58.54875 C3D3 23.42 5 24.39531 58.54875 F1F2 9.2 5 9.583333 23 D3E3 23.42 5 24.39531 58.54875 F2F3 5 5 5.208333 12.5 E3F3 23.42 5 24.39531 58.54875 F3G3 3 3 1.125 4.5 G1G2 4.2 5 4.375 10.5

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B1B2 58.1734375 139.61625 B1C1 19.04296875 45.703125 B2B3 58.1734375 139.61625 C1D1 19.04296875 45.703125 0 0 D1E1 19.04296875 45.703125 0 0 E1F1 19.04296875 45.703125 C1C2 38.0859375 91.40625 F1G1 4.11328125 16.453125 C2C3 38.0859375 91.40625 0 0 0 0 0 0 0 0 B2C2 38.0859375 91.40625 D1D2 38.0859375 91.40625 C2D2 38.0859375 91.40625 D2D3 38.0859375 91.40625 D2E2 38.0859375 91.40625 0 0 E2F2 38.0859375 91.40625 0 0 F2G2 4.11328125 16.453125 E1E2 38.0859375 91.40625 0 0 E2E3 38.0859375 91.40625 0 0 0 0 B3C3 58.1734375 139.61625 0 0 C3D3 58.1734375 139.61625 F1F2 35.0390625 84.09375 D3E3 58.1734375 139.61625 F2F3 19.04296875 45.703125 E3F3 58.1734375 139.61625 0 0 F3G3 4.11328125 16.453125 0 0 G1G2 15.99609375 38.390625

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SEISMIC ANALYSIS

Earthquake load analysis :

For w1 : a) Wt. of slab= 24.8×11.8×0.15×25=1077.4 kN b) Wt of beam = [ 24.8×3+11.8×6] ×0.3×0.35×25=381.15 kN c) Wt of wall : (28×.25 + 8×0.125)×0.8×20×3.1=396.8 kN e) Live Load = 0.5 ×4×24.8×11.8=585.28 kN f) Column = (1.8+1.8-0.5)×25×18×0.45×0.45=282.4875 Total w1 =2346.3175 For w2 : a) Wt. of slab= 24.8×11.8×0.15×25=1077.4 kN b) Wt of beam = [ 24.8×3+11.8×6] ×0.3×0.35×25=381.15 kN c) Wt of wall : (28×.25 + 8×0.125)×0.8×20×3.1=396.8 kN e) Live Load = 0.5 ×4×24.8×11.8=585.28 kN f) Column = (1.8+1.8-0.5)×25×18×0.45×0.45=282.4875 Total w2 =2346.3175 For w3 : a) Wt. of slab= 24.8×11.8×0.15×25=1077.4 kN b) Wt of beam = [ 24.8×3+11.8×6] ×0.3×0.35×25=381.15 kN c) Wt of wall : (28×.25 + 8×0.125)×0.8×20×3.1=396.8 kN e) Live Load = 0.5 ×4×24.8×11.8=585.28 kN f) Column = (1.8+1.8-0.5)×25×18×0.45×0.45=282.4875 Total w3 =2346.3175 For w4 : a) Wt. of slab= 24.8×11.8×0.15×25=1077.4 kN

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b) Wt of beam = [ 24.8×3+11.8×6] ×0.3×0.35×25=381.15 kN c) Wt of wall : (28×.25 + 8×0.125)×0.8×20×3.1=396.8 kN e) Live Load = 0.5 ×4×24.8×11.8=585.28 kN f) Column = (1.8+1.8-0.5)×25×18×0.45×0.45=282.4875 Total w4 =2346.3175 For w5 : a) Wt. of slab= 24.8×11.8×0.15×25=1077.4 kN b) Wt of beam = [ 24.8×3+11.8×6] ×0.3×0.35×25=381.15 kN c) Wt of wall : (28×.25 + 8×0.125)×0.8×20×3.1=396.8 kN e) Live Load = 0.5 ×4×24.8×11.8=585.28 kN f) Column = (1.8×18+0.85×15)×25×0.45×0.45=228.572 Total w5 =2292.402 For w6 : a) Wt of beam = [ 24.8×3+11.8×6] ×0.3×0.35×25=381.15 kN b) Wt of wall : (28×.25 + 8×0.125)×0.8×20×3.1=396.8 kN c) Live Load = 0.5 ×4×24.8×11.8=585.28 kN d) Column = (2.2×1.5×25×0.45×0.45)=167.0625 Total w6 =1133.4925 (No slab)

For w7 : a) Wt. of slab= 24.8×11.8×0.15×25=1077.4 kN b) Wt of beam = 381.15-20×0.3×0.35×25= 328.65 c) Wt of wall : (28×.25 + 8×0.125)×0.8×20×3.1=396.8 kN e) Live Load = 0.5 ×4×24.8×11.8=585.28 kN f) Column = (0.85×15×25×0.45×0.45)=1600.3368 kN Total w7=1600.3368 kN w = w1 +w2 +w3+w4+w5+w6+w7 =14411.5013 kN

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h=21.6m

Calculation of approximate natural time period:

Ta= 0.09 h/√𝑑𝑑 = 0.09×21.6/100.5 = 0.61

(Sa/g) =1.36/T =2.12

Ah= (Z/2) ×(Sa/d)× (p/12) = 0.36×1.5×2.1222/2×5 =0.1145

Calculation of base shear : Vb=Ah×w=0.1145×14411.5013 kN

=1651.54

Seismic load at each level For Shorter Span

For Longer Span LEVEL Wi Hi WiHi2 Qi=Vb*Wi*Hi2/∑WiHi^2 Qi/6 Qi/3 Roof 1600.3368 21.6 746653.1374 515.57742 85.93 171.86 4th 1133.4925 18.9 404894.85 279.587 46.6 93.2 4th 2292.402 16.2 601617.98 415.428 69.21 138.42 3rd 2346.3175 12.6 372501.36 257.22 42.37 86.74 2nd 2346.3175 9 190051.7175 131.234 21.872 43.744 1st 2346.3175 5.4 68418.61 47.244 7.874 15.748 Ground 2346.3175 1.8 7602.0687 5.249 0.874 1.748 ∑WiHi2 2005711.2

(42)

(43)

(44)

(45)

(46)

(47)

MAX DL LL EL 1 2 3 4 5 6 7 AB1AB2 21.20123 15.349 29 54.82535 62.58111 ‐24.4189 75.30185 ‐11.6982 78.66028 9.060276 78.66028 ‐32.47 ‐23.51 ‐29 ‐83.97 ‐72.723 14.277 ‐92.205 ‐5.205 ‐101.976 ‐32.376 14.277 AB2AB3 32.1389 23.38 29 83.27835 72.42501 ‐14.575 91.70835 4.70835 101.4227 31.82268 101.4227 ‐20.8258 ‐15.09 ‐29 ‐53.8737 ‐62.2432 24.75678 ‐74.7387 12.2613 ‐77.899 ‐8.29896 24.75678 BB1BB2 21.20123 15.349 73.72 54.82535 129.6611 ‐91.4989 142.3818 ‐78.7782 132.3243 ‐44.6037 142.3818 ‐32.47 ‐23.51 ‐73.72 ‐83.97 ‐139.803 81.357 ‐159.285 61.875 ‐155.64 21.288 81.357 BB2BB3 32.1389 23.38 73.72 83.27835 139.505 ‐81.655 158.7884 ‐62.3717 155.0867 ‐21.8413 158.7884 ‐20.8258 ‐15.09 ‐73.72 ‐53.8737 ‐129.323 91.83678 ‐141.819 79.3413 ‐131.563 45.36504 91.83678 CB1CB2 21.20123 15.349 135.5 54.82535 222.3311 ‐184.169 235.0518 ‐171.448 206.4603 ‐118.74 235.0518 ‐32.47 ‐23.51 ‐135.5 ‐83.97 ‐232.473 174.027 ‐251.955 154.545 ‐229.776 95.424 174.027 CB2CB3 32.1389 23.38 135.5 83.27835 232.175 ‐174.325 251.4584 ‐155.042 229.2227 ‐95.9773 251.4584 ‐20.8258 ‐15.09 ‐135.5 ‐53.8737 ‐221.993 184.5068 ‐234.489 172.0113 ‐205.699 119.501 184.5068 DB1DB2 21.20123 15.349 200.85 54.82535 320.3561 ‐282.194 333.0768 ‐269.473 284.8803 ‐197.16 333.0768 ‐32.47 ‐23.51 ‐200.85 ‐83.97 ‐330.498 272.052 ‐349.98 252.57 ‐308.196 173.844 272.052 DB2DB3 32.1389 23.38 200.85 83.27835 330.2 ‐272.35 349.4834 ‐253.067 307.6427 ‐174.397 349.4834 ‐20.8258 ‐15.09 ‐200.85 ‐53.8737 ‐320.018 282.5318 ‐332.514 270.0363 ‐284.119 197.921 282.5318 EB1EB2 21.20123 15.349 229.975 54.82535 364.0436 ‐325.881 376.7643 ‐313.161 319.8303 ‐232.11 376.7643 ‐32.47 ‐23.51 ‐229.975 ‐83.97 ‐374.186 315.7395 ‐393.668 296.2575 ‐343.146 208.794 315.7395 EB2EB3 32.1389 23.38 229.975 83.27835 373.8875 ‐316.037 393.1709 ‐296.754 342.5927 ‐209.347 393.1709 ‐20.8258 ‐15.09 ‐229.975 ‐53.8737 ‐363.706 326.2193 ‐376.201 313.7238 ‐319.069 232.871 326.2193 FB1FB2 21.20123 15.349 243.37 54.82535 384.1361 ‐345.974 396.8568 ‐333.253 335.9043 ‐248.184 396.8568 ‐32.47 ‐23.51 ‐243.37 ‐83.97 ‐394.278 335.832 ‐413.76 316.35 ‐359.22 224.868 335.832 FB2FB3 32.1389 23.38 243.37 83.27835 393.98 ‐336.13 413.2634 ‐316.847 358.6667 ‐225.421 413.2634 ‐20.8258 ‐15.09 ‐243.37 ‐53.8737 ‐383.798 346.3118 ‐396.294 333.8163 ‐335.143 248.945 346.3118 GB1GB2 21.20123 15.349 247.37 54.82535 390.1361 ‐351.974 402.8568 ‐339.253 340.7043 ‐252.984 402.8568 ‐32.47 ‐23.51 ‐247.37 ‐83.97 ‐400.278 341.832 ‐419.76 322.35 ‐364.02 229.668 341.832 GB2GB3 32.1389 23.38 247.37 83.27835 399.98 ‐342.13 419.2634 ‐322.847 363.4667 ‐230.221 419.2634 ‐20.8258 ‐15.09 ‐247.37 ‐53.8737 ‐389.798 352.3118 ‐402.294 339.8163 ‐339.943 253.745 352.3118 DL LL EL 1 2 3 4 5 MAX AB1AB2 21.20123 15.349 29 36.55023 ‐7.79877 50.20123 56.68043 10.28043 56.68043 ‐32.47 ‐23.51 ‐29 ‐55.98 ‐3.47 ‐61.47 ‐74.478 ‐28.078 ‐3.47 AB2AB3 32.1389 23.38 29 55.5189 3.1389 61.1389 74.0429 27.6429 74.0429 ‐20.8258 ‐15.09 ‐29 ‐35.9158 8.1742 ‐49.8258 ‐56.0978 ‐9.6978 8.1742 BB1BB2 21.20123 15.349 73.72 36.55023 ‐52.5188 94.92123 92.45643 ‐25.4956 94.92123 ‐32.47 ‐23.51 ‐73.72 ‐55.98 41.25 ‐106.19 ‐110.254 7.698 41.25 BB2BB3 32.1389 23.38 73.72 55.5189 ‐41.5811 105.8589 109.8189 ‐8.1331 109.8189 ‐20.8258 ‐15.09 ‐73.72 ‐35.9158 52.8942 ‐94.5458 ‐91.8738 26.0782 52.8942 CB1CB2 21.20123 15.349 135.5 36.55023 ‐114.299 156.7012 141.8804 ‐74.9196 156.7012 ‐32.47 ‐23.51 ‐135.5 ‐55.98 103.03 ‐167.97 ‐159.678 57.122 103.03 CB2CB3 32.1389 23.38 135.5 55.5189 ‐103.361 167.6389 159.2429 ‐57.5571 167.6389 ‐20.8258 ‐15.09 ‐135.5 ‐35.9158 114.6742 ‐156.326 ‐141.298 75.5022 114.6742 DB1DB2 21.20123 15.349 200.85 36.55023 ‐179.649 222.0512 194.1604 ‐127.2 222.0512 ‐32.47 ‐23.51 ‐200.85 ‐55.98 168.38 ‐233.32 ‐211.958 109.402 168.38 DB2DB3 32.1389 23.38 200.85 55.5189 ‐168.711 232.9889 211.5229 ‐109.837 232.9889 ‐20.8258 ‐15.09 ‐200.85 ‐35.9158 180.0242 ‐221.676 ‐193.578 127.7822 180.0242 EB1EB2 21.20123 15.349 229.975 36.55023 ‐208.774 251.1762 217.4604 ‐150.5 251.1762 ‐32.47 ‐23.51 ‐229.975 ‐55.98 197.505 ‐262.445 ‐235.258 132.702 197.505 EB2EB3 32.1389 23.38 229.975 55.5189 ‐197.836 262.1139 234.8229 ‐133.137 262.1139 ‐20.8258 ‐15.09 ‐229.975 ‐35.9158 209.1492 ‐250.801 ‐216.878 151.0822 209.1492 FB1FB2 21.20123 15.349 243.37 36.55023 ‐222.169 264.5712 228.1764 ‐161.216 264.5712 ‐32.47 ‐23.51 ‐243.37 ‐55.98 210.9 ‐275.84 ‐245.974 143.418 210.9 FB2FB3 32.1389 23.38 243.37 55.5189 ‐211.231 275.5089 245.5389 ‐143.853 275.5089 ‐20.8258 ‐15.09 ‐243.37 ‐35.9158 222.5442 ‐264.196 ‐227.594 161.7982 222.5442 GB1GB2 21.20123 15.349 247.37 36.55023 ‐226.169 268.5712 231.3764 ‐164.416 268.5712 ‐32.47 ‐23.51 ‐247.37 ‐55.98 214.9 ‐279.84 ‐249.174 146.618 214.9 GB2GB3 32.1389 23.38 247.37 55.5189 ‐215.231 279.5089 248.7389 ‐147.053 279.5089 ‐20.8258 ‐15.09 ‐247.37 ‐35.9158 226.5442 ‐268.196 ‐230.794 164.9982 226.5442 (1)DL+LL (3) .9DL‐1.5EQ (2)DL‐EQ Servicibility in Limit State Point of Reference BEAM (7)1.2(DL+LL‐EQ) Point of reference Ultimate Limit State (4) 1.5(DL+EQ) (3)DL+EQ (5) 1.5(DL‐EQ) (4)DL+.8LL+.8EQ (6)1.2(DL+LL+EQ) (5)DL+.8LL‐.8EQ (1) 1.5(DL+LL) (2) .9DL+1.5EQ

(48)

MAX DL LL EL 1 2 3 4 5 6 7 AB1BB1 MOMENTS ‐10.6 ‐7.67 28.99 ‐27.405 33.945 ‐53.025 27.585 ‐59.385 12.864 ‐56.712 33.945 AXIAL 133.43 21 11.6 231.645 137.487 102.687 217.545 182.745 199.236 171.396 217.545 BB1CB1 MOMENTS ‐21.2 ‐15.35 44.72 ‐54.825 48 ‐86.16 35.28 ‐98.88 9.804 ‐97.524 48 AXIAL 266.86 0 41.09 400.29 301.809 178.539 461.925 338.655 369.54 270.924 461.925 CB1DB1 MOMENTS ‐10.6 ‐7.67 97.98 ‐27.405 137.43 ‐156.51 131.07 ‐162.87 95.652 ‐139.5 137.43 AXIAL 400.29 21 95.29 631.935 503.196 217.326 743.37 457.5 619.896 391.2 743.37 DB1EB1 MOMENTS ‐21.2 ‐15.35 110.07 ‐54.825 146.025 ‐184.185 133.305 ‐196.905 88.224 ‐175.944 146.025 AXIAL 533.72 21 175.64 832.08 743.808 216.888 1064.04 537.12 876.432 454.896 1064.04 EB1FB1 MOMENTS ‐10.6 ‐7.67 119.97 ‐27.405 170.415 ‐189.495 164.055 ‐195.855 122.04 ‐165.888 170.415 AXIAL 667.15 21 267.64 1032.225 1001.895 198.975 1402.185 599.265 1146.948 504.612 1402.185 FB1GB1 MOMENTS ‐21.2 ‐15.35 123.46 ‐54.825 166.11 ‐204.27 153.39 ‐216.99 104.292 ‐192.012 166.11 AXIAL 800.58 21 364.98 1232.37 1267.992 173.052 1748.34 653.4 1423.872 547.92 1748.34 DL LL EL 1 2 3 4 5 MAX AB1BB1 ‐10.6 ‐7.67 28.99 ‐18.27 ‐39.59 18.39 6.456 ‐39.928 18.39 133.43 21 11.6 154.43 121.83 145.03 159.51 140.95 159.51 BB1CB1 ‐21.2 ‐15.35 44.72 ‐36.55 ‐65.92 23.52 2.296 ‐69.256 23.52 266.86 0 41.09 266.86 225.77 307.95 299.732 233.988 307.95 CB1DB1 ‐10.6 ‐7.67 97.98 ‐18.27 ‐108.58 87.38 61.648 ‐95.12 87.38 400.29 21 95.29 421.29 305 495.58 493.322 340.858 495.58 DB1EB1 ‐21.2 ‐15.35 110.07 ‐36.55 ‐131.27 88.87 54.576 ‐121.536 88.87 533.72 21 175.64 554.72 358.08 709.36 691.032 410.008 709.36 EB1FB1 ‐10.6 ‐7.67 119.97 ‐18.27 ‐130.57 109.37 79.24 ‐112.712 109.37 667.15 21 267.64 688.15 399.51 934.79 898.062 469.838 934.79 FB1GB1 ‐21.2 ‐15.35 123.46 ‐36.55 ‐144.66 102.26 65.288 ‐132.248 102.26 800.58 21 364.98 821.58 435.6 1165.56 1109.364 525.396 1165.56 POINT OF REFERENCE SERVICIBILITY LIMIT STATE (6)1.2(DL+LL+EQ) (5)DL+.8LL‐.8EQ (7)1.2(DL+LL‐EQ) Point oF rEFErEnCE ULTIMATE LIMIT STATE Column (3) .9DL‐1.5EQ (2)DL‐EQ (4) 1.5(DL+EQ) (3)DL+EQ (5) 1.5(DL‐EQ) (4)DL+.8LL+.8EQ ULTIMATE LIMIT STATE SERVICEABLITY LIMIT STATE (1) 1.5(DL+LL) (2) .9DL+1.5EQ (1)DL+LL

(49)

Beam Design

Design +ve bending moment= 58.17kNm Design -ve bending moment= 419.2634kNm Design shear force= 212 kN

Design of beam GB2GB3 at floor level:

Grade of concrete = M25 Beam size = 300 mm x 500 mm Width/depth =300/500 = 0.6>0.3 Hence ok

As per IS 456 Width should not be less than 200 mm. Hence 300 mm width is ok

Depth should not be greater than span/4 = 5/4= 1.2 Hence 500 mm is ok

Effective depth of beam (d) = 500-30-25/2=457.5mm

Design of Longitudinal reinforcement

Due to hogging moment of 419.2634=420knm

Mu lim=0.138fckbd2=0.138x25x300x457.52 = 221.39 knm

Since Mu= 420> 221.39 knm

Hence doubly reinforced section

Mu/bd2=(420x106)/(300x457.52) = 6.686

d'/d= (30+25/2)/457.5 = 0.08 Using SP 16 TABLE 51 PTOP = 2.17%

(50)

P BOTTOM=1.02%

Top reinforcement= 2.17x300x457.5/100 = 2389.32 mm2

Using 32 mm bars , no. of bars = 3

Bottom reinforcement= 1.02x300x457.5/100 = 1299.97 mm2

Using 25 mm bars, no. of bars = 3 Check

As per IS CODE 13920, CLAUSE 6.2.1 Tension steel ≥.24(√fck/fy)*100

=0.24x(√25/415)/100= 0.29% Hence tensile steel is ok

As per IS CODE 13920, Clause6.2.2 Max Steel(2.45%) ≤2.5% Hence ok Sagging moment=58.17kNm 58.17<Mu lim(=221.39kNm) Mu/bd2 = 58.17x10^6/(300x457.5^2) = 0.93 d'/D = 0.08 Using SP 16 TABLE 3 P BOTTOM=0.271%

Design of shear reinforcement

For Ast =2.45%

Tc=0.87N/mm2(IS 456, Table 19)

(51)

SF= 212 kN

SF for which shear reinforcement is to be provided. V s= 212-119 = 93kN

Using 8mm stirrups 2 legged

Spacing =0.87x415x2x(3.14x82/4)x457.5/(101x1000) =166 mm

As per IS 13920 Clause 6.35

Spacing of hoops over a length of 2d from support <d/4=457.5/4 = 114.625 mm

<8x20 = 160 mm

Hence 100mm spacing is ok( near support) As per IS13920, CLAUSE 6.3.5

Spacing of stirrups for rest of the beam<(457.5/2)=227.25 mm Hence providing 8mm stirrups @ 150 mm c/c for remaining beam

(52)

Beam Design

Design +ve bending moment= 38.0859 kNm Design -ve bending moment= 251.4584kNm Design shear force= 139.616 kN

Design of beam CB2CB3 at fourth floor level:

Grade of concrete = M25 Beam size = 300 mm x 500 mm Width/depth = 300/500 = 0.6 >0.3 Hence ok

Due to hogging moment of 251.4854 kNm

Mu lim=0.138fckbd2=0.138x25x300x457.52 = 221.39 kNm

Since Mu= 251.4854> 221.39 kNm

Mu/bd2=(251.4854x106)/(300x457.52) = 4.00

(53)

P BOTTOM=0.174%

Using 32 mm bars , no. of bars = 3

Bottom reinforcement= 0.174x300x457.5/100 = 238.82 mm2

=0.24x(√25/415)/100= 0.29% Hence tensile steel is ok

As per IS CODE 13920, Clause 6.2.2 Max Steel ≤2.5% Hence ok Sagging moment= 38.0859 kNm 38.0859 <Mu lim(=221.39 kNm) Mu/bd2 = 38.0859 x10^6/(300x457.5^2) = 0.606 d'/D = 0.08 Using SP 16 TABLE 3 P BOTTOM=0.171%

For Ast =1.40%

(54)

SF= 212kN

SF for which shear reinforcement is to be provided. V s= 212-98.82 = 113.18kN

<8x20 = 160 mm

(55)

Beam Design

Design +ve bending moment=161 kNm Design -ve bending moment= 271.24 kNm Design shear force= 182kN

Design of beam GB2GB3 at floor level:

Grade of concrete = M25 Beam size = 300 mm x 500 mm Width/depth =300/500 = 0.6>0.3 Hence ok

Due to hogging moment of 419.2634=271.2knm

Mu lim=0.138fckbd2=0.138x25x300x457.52 = 221.39 knm

Since Mu= 271.2> 221.39 knm

Mu/bd2=(271.2x106)/(300x457.52) = 4.32

(56)

P BOTTOM=0.27%

Using 32 mm bars , no. of bars = 3 Sagging moment=161kNm 161<Mu lim(=221.39kNm) Mu/bd2 = 161x10^6/(300x457.5^2) = 2.56 d'/D = 0.08 Using SP 16 TABLE 3 P BOTTOM=0.818% Bottom reinforcement = .818x300x457.5/100 =1122.7 mm2

=0.24x(√25/415)/100= 0.29% Hence tensile steel is less

As per IS CODE 13920, Clause6.2.2 Max Steel(2.45%) ≤2.5%

Hence ok

(57)

Vc=0.87x300x457.5 = 119 kN

SF= 182kN

SF for which shear reinforcement is to be provided. V s=182-119 = 63kN

<8x20 = 160 mm

(58)

COLUMN DESIGN

Top floor column design

Design axial force, Pu = 102 kN

Design bending moment, Mu = 79.49 kNm

Taking column cross-section 450mm x 450mm L/D=2.7/.5=5.4<12, hence short column Pu/ (fckbD) = 0.276

Mu/ (fckbD2) = 0.035

Taking clear cover = 40mm And assuming 20mm dia bars. d’=40+10=50mm d’/D=50/450=.11 Using chart 44 of SP 16 p/ fck= 0.04 p = 1% Area of steel = 1x450x450/100 = 2025 mm2 Hence provide 8 bars of 20 mm dia

As per IS 456, clause 26.5.3

Longitudinal reinforcement > 0.8% and <4% Hence 1.24% is ok

Lateral ties

(59)

Providing 10 mm links As per IS 13920, clause 7.33

Spacing of hoops <1/2 x D =250mm

Special confining reinforcement

Column size = 450mm x 450mm

Assuming rectangular hoops of 10mm dia Core size 450-2x40+2x10=390mm, 390mmx390mm

As the dimensions are greater than 300mm crosstie needs to be provided H=390/2=195mm

Ash=0.18SH(fck/fy)(ag/ak-1) = 0.18x75x195x(25/415)x((450x450)/(390x390)-1) = 52.5 mm2

Area of cross section of 10 mm bar = 78.54 mm2 Since 78.54 mm2 > 52.5 mm2

10mm bars @ 75 mm spacing will be adequate

As per IS 13920, clause 7.2.1, Spacing of hoops at lap splice should be less than or equal to 150mm

Hence provide 150mm c/c spacing at lap splices

As per IS 13920, clause 7.4.1 special confining reinforcement length (lo) shall not be less than

a. Larger lateral dimension = 450mm

b. One sixth of clear span =1/6 x (2700-390) = 385mm c. 450mm

(60)

COLUMN DESIGN Top floor column design

Design axial force, Pu = 1064.04kN

Design bending moment, Mu = 256 kNm

Mu/ (fckbD2) = 0.11

Taking clear cover = 40mm And assuming 25mm dia bars. d’=40+12.5=52.5mm d’/D=52.5/450=.116 Using chart 45 of SP 16 p/ fck= 0.06 p = 1.5% Area of steel = 1.5x450x450/100 = 3037 mm2 Hence provide 8 bars of 25 mm dia

Longitudinal reinforcement > 0.8% and <4% Hence 1.5% is ok

Lateral ties

(61)

Column size = 450mmx 450mm

Area of cross section of 10 mm bar = 78.54 mm2 Since 78.54mm2> 57.5mm2

(62)

COLUMN DESIGN Top floor column design

Design axial force, Pu = 1784.34 kN

Design bending moment, Mu = 273.24 kNm

Mu/ (fckbD2) = 0.13

Taking clear cover = 40mm And assuming 32mm dia bars. d’=40+16=56mm d’/D=56/450=.1244 Using chart 44 of SP 16 p/ fck= 0.08 p = 2% Area of steel = 2x450x450/100 = 4050 mm2 Hence provide 8 bars of 32 mm dia

Longitudinal reinforcement > 0.8% and <4% Hence 2% is ok

Lateral ties

(63)

Column size = 450mm x 450mm

Area of cross section of 10 mm bar = 72.54 mm2 Since 72.54 mm2 > 52.5 mm2

(64)

FOOTING DESIGN

Footing (For Inner Column):

Factored load coming from column is 1902 kN Size of column 450mmx450mm

Grade of concrete M30 Grade of steel Fe 415

Safe bearing capacity of soil = 160 + 33% of this value = 160 +52.8 kN/m2

= 212.8 kN/m2

1. FOOTING SIZE :

Load = (factored load/factor of safety) + self-weight of flooring = 1902/1.2 +10 ×1902/(100×1.2)

= 1743.5 kN

Now area of footing= 1743.5/212.8 =8.19 m2=2.86×2.86 2.9×2.9 m2 is adopted.

Since we considered safe bearing capacity of soil therefore characteristic load is considered in finding area of footing.

2. DEPTH FROM ONE WAY SHEAR

Minimum shear stress = 0.35 N/mm2 Q = P/L2 V= qL{(L-a)/2- d} =P/L{(L-a)/2- d} = P/2L(L-a-2d) Now,LdƬc= P/2L (L-a-2d) d=P(L-a)/2(P+ƬcL2) 3.DESIGN OF LOAD Pu= 1902 kN Reaction of soil =1902/(2.9*2.9)=226.16 KN/m2 Now,d=P(L-a)/2(P+ ƬcL2) =1902(2.9-0.5)/(2(1902+350×2.92)) = 0.471 m

(65)

To find the punching shear we have to take critical section at d/2 from face of column Perimeter = (a+d)×4

Considering the equilibrium forces = P/L2[ L2-(a+d)2]=4(a+d)dτp

Where τp=0.25√fck

Perimeter =4 ×(0.5+0.471) =3.884

Shear force =P/L2(L2-(a+d)2) =1902/2.92 [ 2.92-(0.5 + 0.471)2] = 1688.77 kN

Permissible shear stress =0.25× fck.5 = 0.25× 0.300.5= 1.36 N/mm2

Now, P/L2[ L2-(a+d)2]=4(a+d)dτp

d=1688.77/3.7×1.36=304.17 mm < 471 mm,design is ok for both shear

5. DEPTH REQUIRED FOR BENDING

Moment at the face of column

Mu= P/ L2[ L(L-a)2/8] = 1902/2.92x[2.9×(2.9-0.5)2]/8 =472.22 kNm. d=√( Mu /(0.138 fckb)) Now, Mu =0.138 fckbd2 Calculating d=347<471 mm So use d= 471mm Now x/d=1.2-�1.44 − 6.68𝑀𝑀 𝑓𝑓𝑓𝑓𝑓𝑓𝑓𝑓𝑓𝑓 ^2 =0.075 Lever arm,z=d(1-0.416x/d) =471×( 1-0.416×0.08)=423.74mm

AREA OF STEEL REQUIRED

Ast= Mu/(0.87Zfy)= 472.22 ×106/0.87 ×423.74×415 =2886 mm2

If we use 16 mm dia tor steel then area of bar, As= 3.14×16×16/4=201.06mm2

No of bars required =2886.5/201.06 =12 12 nos. of 16 mm tor steel

Spacing = Spacing= L-2×clear cover-dia of bar/n-1 =(2900-2x50-16)/14 =198.8mm Hence providing spacing of 200mm c/c 15 no of 16 ᵠ bars

(66)

Spacing is <3d and 450mm

(67)

Staircase Design

The height of each floor = 3.6m Number of rise provided = 24

So the height of each rise (R) = 150 mm Let tread (T) = 270 mm Flights provided = 2 1st flight No. of rise in = 12 Height from 0.0 m to 1.8 m 2nd flight

(68)

No. of rise in = 12

Height from 1.8 m to 3.6 m

Design of waist slab Calculation of depth:

If we consider l/d= 30

11 steps with tread 270mm, Going= 11*270=2970 mm

l= 1500+2970*[(R2+T2)0.5/T] = 1500+2970*[(1502+2702)/270] = 4897 mm ≈ 4900 mm Hence d= 4900/30 = 163.33 mm

Let d = 165 mm

Considering 20 mm clear cover and 10 mm dia bar Total depth, D = 165+20+(0.5*10) = 190 mm Calculation of loads:

Self weight of waist slab= D*[(R2+T2)0.5/T]*25 = 0.19*[(1452+2502)0.5/250]*25 = 5.51 KN/m2

Self weight of steps= (1000/270)*(0.5*R*T)*25 = 1.875 KN/m2 Floor finish= 2 KN/m2

Self weight of landing slab = 25*0.19 = 4.75 KN/m2

Total dead load on flights = 5.51+1.875+2 = 9.385 ≈ 9.5 KN/m2

Total dead load on landings = 4.75+2 = 6.75 KN/m2

Live load = 4 KN/m2 [As per IS875 for commercial buildings] Combined load on flight = 1.5(DL+LL) = 1.5*(9.5+4) = 20.25 KN/m2

(69)

Combined load on landings = 1.5(DL+LL) = 1.5*(6.75+4) = 16.125 KN/m2

Calculation of Bending Moment and Shear Force:

For each flight:

Maximum Bending Moment = 44.62 KN-m Maximum Shear Force = 50.625 KN

Check: Mu, max= 0.138fckbd2 44.62*106 = 0.138*25*1000*d2 d=113.72mm d = 165mm>113.72mm (provided) hence ok

Calculation of area of steel:

Since Mu= 44.62*106 N-mm

Ast = 763 mm2

provided Ast=785 mm2> 763 mm2

Provide 10 mm dia bars @ 100 mm c/c [Total 10 no.s provided] max spacing= 3d=3*165=495mm or 300 mm whichever is smaller hence ok

Check for Shear:

100Ast/bd = (100*785)/(1000*165) = 0.475

For Ast=0.475%, Tc=0.477 [As per IS 456:2000, Table 19, pg 73]

(70)

So the slab is capable of taking maximum shear force.

Calculation of distribution steel:

Ast= 0.12% of Ag = (0.12/100)*1000*165 = 198 mm2 per m

So provide 8 mm dia bar @ 200 mm c/c [Total 5 no.s] Area provided: 251.33 mm2> 198 mm2 per m

(71)

(72)

**************************************************** * * * STAAD.Pro * * Version 2007 Build 04 * * Proprietary Program of * * Research Engineers, Intl. * * Date= MAY 5, 2015 * * Time= 16:41:33 * * * * USER ID: * **************************************************** 1. STAAD SPACE INPUT FILE: Final.STD

2. START JOB INFORMATION 3. ENGINEER DATE 21-APR-15 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT METER KN 7. JOINT COORDINATES 8. 28 0 5.4 5; 29 3 5.4 5; 30 0 1.8 0; 31 3 1.8 0; 32 8 1.8 0; 33 13 1.8 0 9. 34 18 1.8 0; 35 23 1.8 0; 38 23 1.8 5; 39 18 1.8 5; 40 0 1.8 5; 41 0 1.8 10 10. 42 3 1.8 10; 43 3 1.8 5; 44 8 1.8 5; 45 8 1.8 10; 46 13 1.8 10; 47 13 1.8 5 11. 48 18 1.8 10; 49 23 1.8 10; 57 0 5.4 0; 58 3 5.4 0; 59 8 5.4 0; 60 13 5.4 0 12. 61 18 5.4 0; 62 23 5.4 0; 63 24.8 5.4 0; 64 24.8 5.4 5; 65 23 5.4 5 13. 66 18 5.4 5; 67 0 5.4 10; 68 3 5.4 10; 69 8 5.4 5; 70 8 5.4 10; 71 13 5.4 10 14. 72 13 5.4 5; 73 18 5.4 10; 74 23 5.4 10; 75 0 5.4 11.8; 76 3 5.4 11.8 15. 77 8 5.4 11.8; 78 13 5.4 11.8; 79 18 5.4 11.8; 80 23 5.4 11.8; 81 24.8 5.4 10 16. 82 0 7.2 5; 83 3 7.2 5; 84 0 9 0; 85 3 9 0; 86 8 9 0; 87 13 9 0; 88 18 9 0 17. 89 23 9 0; 90 24.8 9 0; 91 24.8 9 5; 92 23 9 5; 93 18 9 5; 94 0 9 5; 95 0 9 10 18. 96 3 9 10; 97 3 9 5; 98 8 9 5; 99 8 9 10; 100 13 9 10; 101 13 9 5; 102 18 9 10 19. 103 23 9 10; 104 0 9 11.8; 105 3 9 11.8; 106 8 9 11.8; 107 13 9 11.8 20. 108 18 9 11.8; 109 23 9 11.8; 110 24.8 9 10; 111 0 10.8 5; 112 3 10.8 5 21. 113 0 12.6 0; 114 3 12.6 0; 115 8 12.6 0; 116 13 12.6 0; 117 18 12.6 0 22. 118 23 12.6 0; 119 24.8 12.6 0; 120 24.8 12.6 5; 121 23 12.6 5; 122 18 12.6 5 23. 123 0 12.6 5; 124 0 12.6 10; 125 3 12.6 10; 126 3 12.6 5; 127 8 12.6 5 24. 128 8 12.6 10; 129 13 12.6 10; 130 13 12.6 5; 131 18 12.6 10; 132 23 12.6 10 25. 133 0 12.6 11.8; 134 3 12.6 11.8; 135 8 12.6 11.8; 136 13 12.6 11.8 26. 137 18 12.6 11.8; 138 23 12.6 11.8; 139 24.8 12.6 10; 140 0 14.4 5 27. 141 3 14.4 5; 142 0 16.2 0; 143 3 16.2 0; 144 8 16.2 0; 145 13 16.2 0 28. 146 18 16.2 0; 147 23 16.2 0; 148 24.8 16.2 0; 149 24.8 16.2 5; 150 23 16.2 5 29. 151 18 16.2 5; 152 0 16.2 5; 153 0 16.2 10; 154 3 16.2 10; 155 3 16.2 5 30. 156 8 16.2 5; 157 8 16.2 10; 158 13 16.2 10; 159 13 16.2 5; 160 18 16.2 10 31. 161 23 16.2 10; 162 0 16.2 11.8; 163 3 16.2 11.8; 164 8 16.2 11.8 32. 165 13 16.2 11.8; 166 18 16.2 11.8; 167 23 16.2 11.8; 168 24.8 16.2 10 33. 171 0 18.9 0; 172 3 18.9 0; 173 8 18.9 0; 174 13 18.9 0; 175 18 18.9 0 34. 176 23 18.9 0; 177 24.8 18.9 0; 178 24.8 18.9 5; 179 23 18.9 5; 181 0 18.9 5 35. 182 0 18.9 10; 183 3 18.9 10; 184 3 18.9 5; 186 8 18.9 10; 187 13 18.9 10 36. 189 18 18.9 10; 190 23 18.9 10; 191 0 18.9 11.8; 192 3 18.9 11.8 37. 193 8 18.9 11.8; 194 13 18.9 11.8; 195 18 18.9 11.8; 196 23 18.9 11.8 38. 197 24.8 18.9 10; 198 0 21.6 0; 199 3 21.6 0; 200 8 21.6 0; 201 13 21.6 0 39. 202 18 21.6 0; 203 23 21.6 0; 204 24.8 21.6 0; 205 24.8 21.6 5; 206 23 21.6 5 40. 207 0 21.6 5; 208 0 21.6 10; 209 3 21.6 10; 210 3 21.6 5; 211 8 21.6 10