Design Of Rcc Building 1z4h46

ANALYSIS AND DESIGN OF MULTI-STORIED 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 May 2015

ANALYSIS AND DESIGN OF MULTI-STORIED 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 May 2015

CERTIFICATE

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 Department of CIVIL Engineering

ACKNOWLEDGEMENT

We deem it to be solemn duty on our parts to express our deep sense of gratitude to the faculty 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 and friends for extending and encouragement to take up and timely completion of the project.

(Prachuryya Kaushik)

(Rishiraj Bharadwaj)

(Sugata Siddhartha Goswami) (Soumyadeep Deb)

CONTENTS

EXECUTIVE SUMMARY

1

INTRODUCTION

2

BUILDING PLAN

7

BEAM COLUMN LAYOUT

10

3 DIMENSIONAL VIEW

11

PRELIMINARY DESIGN DATA

12

SLAB DESIGN

13

LOAD DISTRIBUTION

21

MOMENT DISTRIBUTION

25

CALCULATION OF SAGGING MOMENTS

31

SEISMIC ANALYSIS

34

LOAD COMBINATIONS

42

BEAM DESIGN

44

COLUMN DESIGN

53

FOOTING DESIGN

59

STAIRCASE DESIGN

62

STAAD PRO DESIGN

66

CONCLUSION

82

REFERENCE

83

Analysis and Design of Multi-Storied Shopping Mall cum Multiplex Cinema Hall

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

Department of Civil Engineering National Institute of Technology, Silchar

1


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 multistoreyed 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 ts. Because of this rigidity at the ts, 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 . 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.


2


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 ts. 2. Lateral Load Department of Civil Engineering National Institute of Technology, Silchar

3


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 s 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 ts 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 . Distribution factors When a t is released and begins to rotate under the unbalanced moment, resisting forces develop at each member framed together at the t. Although the total resistance is equal to the unbalanced moment, the magnitudes of resisting forces developed at each member differ by the ' flexural stiffness. Distribution factors can be defined as the proportions of the unbalanced moments carried by each of the . In mathematical , distribution factor of member framed at t

is given as:

where n is the number of framed at the t.


4


Carryover factors When a t 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 end (end B) remains fixed. This will cause end A to rotate through an angle of over

while the other . Once the magnitude

developed at end B is found, the carryover factor of this member is given as the ratio of :

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.


5


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 crosssections 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 deg 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 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.


6


BUILDING PLAN (Ground Floor)


7


BUILDING PLAN (Top floor)


8


BEAM COLUMN LAYOUT (At Bottom Floor)


9


BEAM COLUMN LAYOUT (Individual Block)


10


3 Dimensional Views


11


PRELIMINARY DESIGN DATA

The preliminary design data that we have used in deg the structure has been summarized below: Type of structure: 5 storied RCC rigid ted 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 Beam size: 300mm x 500mm


12


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 αx = 0.037

[ One edge discontinuous] [ 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


13


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]

Detailing of Slab A


14


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: 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

[ Internal ]

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. Department of Civil Engineering National Institute of Technology, Silchar

15


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] 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]

Detailing of Slab B


16


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: 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) = 14.62 ≈ 15 kN/m2 Now, for BM coefficients: 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.


17


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

Detailing of Slab C


18


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: 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) = 14.62 ≈ 15 kN/m2 Moment and Shear: Considering deg 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 Alternately Provide 8 mm ᵠ @ 200 c/c [No. of bars = 5 ]


19


And Provide 10 mm ᵠ @ 200 c/c [No. of bars = 5 ]

.... [ 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]

Detailing of Slab D


20


LOAD DISTRIBUTION

Beam no. A1B1 B1C1 C1D1 D1E1 D1E2 D1E3

Area 1.62 6.25 6.25 6.25 6.25 2.25

A2B2 B2C2 C2D2 D2E2 E2F2 F2G2

3.24 12.5 12.5 12.5 12.5 2.25

A3B3 B3C3 C3D3 D3E3 E3F3 F3G3

3.24 12.01 12.01 12.01 12.01 2.25

Beam no. B1B2 B2B3 B3B4

Area 12.01 12.01 3.24

C1C2 C2C3 C3C4

12.5 12.5 3.24

D1D2 D2D3 D3D4

12.5 12.5 3.24

E1E2 E2E3 E3E4

12.5 12.5 3.24

F1F2 F2F3 F3F4

11.5 6.25 3.195

G1G2 G3G4

5.25 1.575

Total Load (kN/m2) Self Weight Slab 3.75 Floor Finish 2 Live Load 4 9.75 Total

Area of slabs transferring loads to the Beams

Area of slabs transferring loads to the Beams


21


LOAD DISTRIBUTION Areas of slabs transferring to each beam

Beam A1B1C1D1E1F1G1

Beam A3B3C3D3E3F3G3

Beam A2B2C2D2E2F2G2

Beam B1B2B3B4


22


LOAD DISTRIBUTION Areas of slabs transferring to each beam

Beam C1C2C3C4

Beam D1D2D3D4

Beam E1E2E3E4 Beam F1F2F3F4


23


LOAD DISTRIBUTION Uniformly distributed loads on each beam

DEAD Load on beams (kN/m)

LIVE Load on beams (kN/m)

Beam no.

Load

Beam no.

Load

Beam no.

Load

Beam no.

Load

A1B1

5.175

B1B2

13.8115

A1B1

3.6

B1B2

23.4195

B1C1

7.1875

B2B3

13.8115

B1C1

5

B2B3

23.4195

C1D1

7.1875

B3B4

10.35

C1D1

5

B3B4

7.2

D1E1

7.1875

D1E1

5

E1F1

7.1875

C1C2

14.375

E1F1

5

C1C2

10

F1G1

4.3125

C2C3

14.375

F1G1

3

C2C3

10

C3C4

10.35

C3C4

7.2

A2B2

10.35

A2B2

7.2

B2C2

14.375

D1D2

14.375

B2C2

10

D1D2

10

C2D2

14.375

D2D3

14.375

C2D2

10

D2D3

10

D2E2

14.375

D3D4

10.35

D2E2

10

D3D4

7.2

E2F2

14.375

E2F2

10

F2G2

4.3125

E1E2

14.375

F2G2

3

E1E2

10

E2E3

14.375

A3B3

10.35

E3E4

10.35

A3B3

7.2

B3C3

13.8115

B3C3

23.4195

C3D3

13.8115

F1F2

13.225

C3D3

D3E3

13.8115

F2F3

7.1875

E3F3

13.8115

F3F4

10.20625

F3G3

4.3125

E2E3

10

E3E4

7.2

23.4195

F1F2

9.2

D3E3

23.4195

F2F3

5

E3F3

23.4195

F3F4

7.1

F3G3

3

G1G2

6.0375

G1G2

4.2

G3G4

5.03125

G3G4

3.5


24

t Member I(x10^‐3) L K(x4E) D.F. UDL FEM Release Carry over Release Carry over Release Carry over Release Carry over Release Carry over Release Carry over Release Carry over

Total

G2UP 3.125 3.6 0.868056 0.3125 0 0 ‐5.55176 0 1.797174 0 ‐0.15933 0 0.068849 0 ‐0.0061 0 0.002473 0 ‐0.00025 0

‐3.84895

G2 G2DN 3.125 3.6 0.868056 0.3125 0 0 ‐5.55176 0 1.797174 0 ‐0.15933 0 0.068849 0 ‐0.0061 0 0.002473 0 ‐0.00025 0

G2F2 3.125 3 1.041667 0.375 23.6875 17.76563 ‐6.66211 ‐5.75096 2.156609 0.509855 ‐0.1912 ‐0.22032 0.082619 0.019532 ‐0.00732 ‐0.00791 0.002968 0.000802 ‐0.0003 ‐0.0003

F2G2 3.125 3 1.041667 0.306122 23.6875 ‐17.7656 ‐11.5019 ‐3.33105 1.019711 1.078304 ‐0.44064 ‐0.0956 0.039065 0.04131 ‐0.01583 ‐0.00366 0.001604 0.001484 ‐0.0006 ‐0.00015

‐3.84895 7.697592

‐30.9736

F2 F2UP F2DN 3.125 3.125 3.6 3.6 0.868056 0.868056 0.255102 0.255102 0 0 0 0 ‐9.58493 ‐9.58493 0 0 0.849759 0.849759 0 0 ‐0.3672 ‐0.3672 0 0 0.032554 0.032554 0 0 ‐0.01319 ‐0.01319 0 0 0.001337 0.001337 0 0 ‐0.0005 ‐0.0005 0 0

‐9.08216

‐9.08216

F2E2 3.125 5 0.625 0.183673 26.5625 55.33854 ‐6.90115 0 0.611826 0.361107 ‐0.26438 ‐0.03201 0.023439 0.0104 ‐0.0095 ‐0.00158 0.000962 0.000471 ‐0.00036 ‐7.1E‐05

49.1377

Beam A1B1C1D1E1F1G1 Moments by Moment Distribution (due to DEAD Load) E2 D2 E2F2 E2UP E2DN E2D2 D2E2 D2UP D2DN D2C2 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 5 3.6 3.6 5 5 3.6 3.6 5 0.625 0.868056 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.209302 0.290698 0.290698 0.209302 0.209302 0.290698 0.290698 0.209302 26.5625 0 0 26.5625 26.5625 0 0 26.5625 ‐55.3385 0 0 55.33854 ‐55.3385 0 0 55.33854 0 0 0 0 0 0 0 0 ‐3.45057 0 0 0 0 0 0 0 0.722213 1.003074 1.003074 0.722213 0 0 0 0 0.305913 0 0 0 0.361107 0 0 ‐0.67468 ‐0.06403 ‐0.08893 ‐0.08893 ‐0.06403 0.065631 0.091154 0.091154 0.065631 ‐0.13219 0 0 0.032816 ‐0.03201 0 0 0 0.020799 0.028888 0.028888 0.020799 0.006701 0.009306 0.009306 0.006701 0.011719 0 0 0.00335 0.0104 0 0 ‐0.01278 ‐0.00315 ‐0.00438 ‐0.00438 ‐0.00315 0.000498 0.000692 0.000692 0.000498 ‐0.00475 0 0 0.000249 ‐0.00158 0 0 ‐0.00035 0.000942 0.001308 0.001308 0.000942 0.000403 0.00056 0.00056 0.000403 0.000481 0 0 0.000202 0.000471 0 0 ‐0.0002 ‐0.00014 ‐0.0002 ‐0.0002 ‐0.00014 ‐5.6E‐05 ‐7.8E‐05 ‐7.8E‐05 ‐5.6E‐05 ‐0.00018 0 0 ‐2.8E‐05 ‐7.1E‐05 0 0 ‐2.6E‐05

‐57.9315 0.939763 0.939763 56.05176

‐54.9271 0.101635 0.101635 54.72368

C2D2 3.125 5 0.625 0.209302 26.5625 ‐55.3385 0 0 ‐1.34935 0 0 0.032816 ‐0.02556 0.00335 ‐0.0007 0.000249 ‐0.00041 0.000202 ‐5.2E‐05 ‐2.8E‐05

‐56.678

C2 C2UP C2DN 3.125 3.125 3.6 3.6 0.868056 0.868056 0.290698 0.290698 0 0 0 0 0 0 0 0 ‐1.8741 ‐1.8741 0 0 0 0 0 0 ‐0.0355 ‐0.0355 0 0 ‐0.00097 ‐0.00097 0 0 ‐0.00056 ‐0.00056 0 0 ‐7.2E‐05 ‐7.2E‐05 0 0

‐1.91121

C2B2 3.125 5 0.625 0.209302 26.5625 55.33854 0 6.446917 ‐1.34935 0 0 0.089296 ‐0.02556 0 ‐0.0007 0.001691 ‐0.00041 4.64E‐05 ‐5.2E‐05 2.69E‐05

‐1.91121 60.50045

B2C2 3.125 5 0.625 0.264706 26.5625 ‐55.3385 12.89383 0 0 ‐0.67468 0.178591 0 0 ‐0.01278 0.003383 ‐0.00035 9.28E‐05 ‐0.0002 5.38E‐05 ‐2.6E‐05

B2 B2UP B2DN B2A2 3.125 3.125 3.125 3.6 3.6 1.8 0.868056 0.868056 1.736111 0.367647 0.367647 0 0 0 24.55 0 0 6.6285 17.9081 17.9081 0 0 0 0 0 0 0 0 0 0 0.248043 0.248043 0 0 0 0 0 0 0 0 0 0 0.004698 0.004698 0 0 0 0 0.000129 0.000129 0 0 0 0 7.47E‐05 7.47E‐05 0 0 0 0

‐42.9506 18.16105 18.16105

6.6285


Total

G2 G2DN 3.125 3.6 0.868056 0.3125 0 0 ‐0.70313 0 0.888871 0 ‐0.02018 0 0.034052 0 ‐0.00077 0 0.001267 0 ‐3.2E‐05 0

G2F2 3.125 3 1.041667 0.375 3 2.25 ‐0.84375 ‐2.84439 1.066645 0.064573 ‐0.02421 ‐0.10897 0.040863 0.002474 ‐0.00093 ‐0.00405 0.00152 0.000102 ‐3.8E‐05 ‐0.00016

F2G2 3.125 3 1.041667 0.306122 3 ‐2.25 ‐5.68878 ‐0.42188 0.129145 0.533323 ‐0.21794 ‐0.01211 0.004948 0.020431 ‐0.00811 ‐0.00046 0.000203 0.00076 ‐0.00032 ‐1.9E‐05

0.200081 0.200081

‐0.40032

‐7.91079

G2UP 3.125 3.6 0.868056 0.3125 0 0 ‐0.70313 0 0.888871 0 ‐0.02018 0 0.034052 0 ‐0.00077 0 0.001267 0 ‐3.2E‐05 0

F2 F2UP F2DN 3.125 3.125 3.6 3.6 0.868056 0.868056 0.255102 0.255102 0 0 0 0 ‐4.74065 ‐4.74065 0 0 0.107621 0.107621 0 0 ‐0.18161 ‐0.18161 0 0 0.004123 0.004123 0 0 ‐0.00675 ‐0.00675 0 0 0.000169 0.000169 0 0 ‐0.00026 ‐0.00026 0 0

‐4.81736

F2E2 3.125 5 0.625 0.183673 10 20.83333 ‐3.41327 0 0.077487 0.178601 ‐0.13076 ‐0.00405 0.002969 0.006047 ‐0.00486 ‐0.0002 0.000122 0.000274 ‐0.00019 ‐9.1E‐06

‐4.81736 17.54549

Beam A1B1C1D1E1F1G1 Moments by Moment Distribution (due to LIVE Load) E2 D2 E2F2 E2UP E2DN E2D2 D2E2 D2UP D2DN D2C2 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 5 3.6 3.6 5 5 3.6 3.6 5 0.625 0.868056 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.209302 0.290698 0.290698 0.209302 0.209302 0.290698 0.290698 0.209302 10 0 0 10 10 0 0 10 ‐20.8333 0 0 20.83333 ‐20.8333 0 0 20.83333 0 0 0 0 0 0 0 0 ‐1.70663 0 0 0 0 0 0 0 0.357202 0.496114 0.496114 0.357202 0 0 0 0 0.038744 0 0 0 0.178601 0 0 ‐0.25116 ‐0.00811 ‐0.01126 ‐0.01126 ‐0.00811 0.015187 0.021094 0.021094 0.015187 0 0 0.007594 ‐0.00405 0 0 0 ‐0.06538 0.012095 0.016799 0.016799 0.012095 0.000849 0.001179 0.001179 0.000849 0.001484 0 0 0.000424 0.006047 0 0 ‐0.00427 ‐0.0004 ‐0.00055 ‐0.00055 ‐0.0004 ‐0.00037 ‐0.00052 ‐0.00052 ‐0.00037 ‐0.00243 0 0 ‐0.00019 ‐0.0002 0 0 ‐4.4E‐05 0.000548 0.000761 0.000761 0.000548 5.11E‐05 7.1E‐05 7.1E‐05 5.11E‐05 6.09E‐05 0 0 2.55E‐05 0.000274 0 0 ‐4E‐05 ‐1.8E‐05 ‐2.5E‐05 ‐2.5E‐05 ‐1.8E‐05 ‐4.9E‐05 ‐6.8E‐05 ‐6.8E‐05 ‐4.9E‐05 ‐9.5E‐05 0 0 ‐2.5E‐05 ‐9.1E‐06 0 0 ‐3.3E‐06

‐22.2063 0.501831 0.501831 21.20248

‐20.637 0.021759 0.021759 20.59348

C2D2 3.125 5 0.625 0.209302 10 ‐20.8333 0 0 ‐0.50233 0 0 0.007594 ‐0.00855 0.000424 ‐8.9E‐05 ‐0.00019 ‐8E‐05 2.55E‐05 ‐6.6E‐06 ‐2.5E‐05

‐21.3365

C2 C2UP C2DN 3.125 3.125 3.6 3.6 0.868056 0.868056 0.290698 0.290698 0 0 0 0 0 0 0 0 ‐0.69767 ‐0.69767 0 0 0 0 0 0 ‐0.01187 ‐0.01187 0 0 ‐0.00012 ‐0.00012 0 0 ‐0.00011 ‐0.00011 0 0 ‐9.1E‐06 ‐9.1E‐06 0 0

‐0.70979

‐0.70979

C2B2 3.125 5 0.625 0.209302 10 20.83333 0 2.4 ‐0.50233 0 0 0.033242 ‐0.00855 0 ‐8.9E‐05 0.000566 ‐8E‐05 5.88E‐06 ‐6.6E‐06 5.26E‐06

22.7561

B2C2 3.125 5 0.625 0.264706 10 ‐20.8333 4.8 0 0 ‐0.25116 0.066484 0 0 ‐0.00427 0.001131 ‐4.4E‐05 1.18E‐05 ‐4E‐05 1.05E‐05 ‐3.3E‐06

B2 B2UP B2DN B2A2 3.125 3.125 3.125 3.6 3.6 1.8 0.868056 0.868056 1.736111 0.367647 0.367647 0 0 0 10 0 0 2.7 6.666667 6.666667 0 0 0 0 0 0 0 0 0 0 0.092339 0.092339 0 0 0 0 0 0 0 0 0 0 0.001571 0.001571 0 0 0 0 1.63E‐05 1.63E‐05 0 0 0 0 1.46E‐05 1.46E‐05 0 0 0 0

‐16.2212 6.760608 6.760608

2.7


Total

G2UP 3.125 3.6 0.868056 0.3125 0 0 ‐6.25488 0 2.686045 0 ‐0.17951 0 0.102902 0 ‐0.00688 0 0.00374 0 ‐0.00028 0

‐3.64886

G2 G2DN 3.125 3.6 0.868056 0.3125 0 0 ‐6.25488 0 2.686045 0 ‐0.17951 0 0.102902 0 ‐0.00688 0 0.00374 0 ‐0.00028 0

G2F2 3.125 3 1.041667 0.375 26.6875 20.01563 ‐7.50586 ‐8.59534 3.223254 0.574428 ‐0.21541 ‐0.32929 0.123482 0.022006 ‐0.00825 ‐0.01197 0.004488 0.000904 ‐0.00034 ‐0.00046

F2G2 3.125 3 1.041667 0.306122 26.6875 ‐20.0156 ‐17.1907 ‐3.75293 1.148856 1.611627 ‐0.65857 ‐0.10771 0.044012 0.061741 ‐0.02394 ‐0.00413 0.001807 0.002244 ‐0.00091 ‐0.00017

‐3.64886 7.297271

‐38.8844

F2 F2UP F2DN 3.125 3.125 3.6 3.6 0.868056 0.868056 0.255102 0.255102 0 0 0 0 ‐14.3256 ‐14.3256 0 0 0.95738 0.95738 0 0 ‐0.54881 ‐0.54881 0 0 0.036677 0.036677 0 0 ‐0.01995 ‐0.01995 0 0 0.001506 0.001506 0 0 ‐0.00076 ‐0.00076 0 0

‐13.8995

F2E2 3.125 5 0.625 0.183673 36.5625 76.17188 ‐10.3144 0 0.689314 0.539708 ‐0.39514 ‐0.03607 0.026407 0.016447 ‐0.01436 ‐0.00178 0.001084 0.000745 ‐0.00055 ‐8.1E‐05

‐13.8995 66.68319

Beam A1B1C1D1E1F1G1 Moments by Moment Distribution (due to TOTAL Load) E2 D2 E2F2 E2UP E2DN E2D2 D2E2 D2UP D2DN D2C2 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 5 3.6 3.6 5 5 3.6 3.6 5 0.625 0.868056 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.209302 0.290698 0.290698 0.209302 0.209302 0.290698 0.290698 0.209302 36.5625 0 0 36.5625 36.5625 0 0 36.5625 ‐76.1719 0 0 76.17188 ‐76.1719 0 0 76.17188 0 0 0 0 0 0 0 0 ‐5.15721 0 0 0 0 0 0 0 1.079415 1.499188 1.499188 1.079415 0 0 0 0 0.344657 0 0 0 0.539708 0 0 ‐0.92584 ‐0.07214 ‐0.10019 ‐0.10019 ‐0.07214 0.080818 0.112248 0.112248 0.080818 ‐0.19757 0 0 0.040409 ‐0.03607 0 0 0 0.032894 0.045687 0.045687 0.032894 0.007549 0.010485 0.010485 0.007549 0.013204 0 0 0.003775 0.016447 0 0 ‐0.01705 ‐0.00355 ‐0.00494 ‐0.00494 ‐0.00355 0.000127 0.000176 0.000176 0.000127 ‐0.00718 0 0 6.34E‐05 ‐0.00178 0 0 ‐0.0004 0.00149 0.002069 0.002069 0.00149 0.000455 0.000631 0.000631 0.000455 0.000542 0 0 0.000227 0.000745 0 0 ‐0.00024 ‐0.00016 ‐0.00022 ‐0.00022 ‐0.00016 ‐0.00011 ‐0.00015 ‐0.00015 ‐0.00011 ‐0.00027 0 0 ‐5.3E‐05 ‐8.1E‐05 0 0 ‐2.9E‐05

‐80.1378 1.441593 1.441593 77.25424

‐75.5641 0.123394 0.123394 75.31716

C2D2 3.125 5 0.625 0.209302 36.5625 ‐76.1719 0 0 ‐1.85168 0 0 0.040409 ‐0.03411 0.003775 ‐0.00079 6.34E‐05 ‐0.00049 0.000227 ‐5.9E‐05 ‐5.3E‐05

‐78.0146

C2 C2UP C2DN 3.125 3.125 3.6 3.6 0.868056 0.868056 0.290698 0.290698 0 0 0 0 0 0 0 0 ‐2.57178 ‐2.57178 0 0 0 0 0 0 ‐0.04737 ‐0.04737 0 0 ‐0.0011 ‐0.0011 0 0 ‐0.00067 ‐0.00067 0 0 ‐8.1E‐05 ‐8.1E‐05 0 0

‐2.621

C2B2 3.125 5 0.625 0.209302 36.5625 76.17188 0 8.846917 ‐1.85168 0 0 0.122538 ‐0.03411 0 ‐0.00079 0.002257 ‐0.00049 5.23E‐05 ‐5.9E‐05 3.21E‐05

‐2.621 83.25655

B2C2 3.125 5 0.625 0.264706 36.5625 ‐76.1719 17.69383 0 0 ‐0.92584 0.245075 0 0 ‐0.01705 0.004514 ‐0.0004 0.000105 ‐0.00024 6.43E‐05 ‐2.9E‐05

B2 B2UP B2DN B2A2 3.125 3.125 3.125 3.6 3.6 1.8 0.868056 0.868056 1.736111 0.367647 0.367647 0 0 0 34.55 0 0 9.3285 24.57477 24.57477 0 0 0 0 0 0 0 0 0 0 0.340382 0.340382 0 0 0 0 0 0 0 0 0 0 0.006269 0.006269 0 0 0 0 0.000145 0.000145 0 0 0 0 8.93E‐05 8.93E‐05 0 0 0 0

‐59.1718 24.92166 24.92166

9.3285

t Member I(x10^‐3) L K(x4E) D.F. UDL FEM Release Carry Over Release Carry Over Release Carry Over Release Carry Over Release Carry Over Release Carry Over

TOTAL

B1UP 3.125 3.6 0.868056 0.367647 0 0 ‐10.5787 0 0 0 ‐0.01423 0 ‐0.00712 0 ‐0.00039 0 ‐0.0002 0

‐10.6006

Beam B1B2B3B4 Moments by Moment Distribution (due to DEAD Load) B1 B2 B3 B1DN B1B2 B2B1 B2UP B2DN B2B3 B3B2 B3UP B3DN B3B4 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.6 5 5 3.6 3.6 5 5 3.6 3.6 1.8 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.625 0.868056 0.868056 1.736111 0.367647 0.264706 0.209302 0.290698 0.290698 0.209302 0.264706 0.367647 0.367647 0 0 13.8115 13.8115 0 0 13.8115 13.8115 0 0 10.35 0 28.77396 ‐28.774 0 0 28.77396 ‐28.774 0 0 2.7945 ‐10.5787 ‐7.61664 0 0 0 0 6.876915 9.551271 9.551271 0 0 0 ‐3.80832 0 0 3.438458 1.39725 0 0 0 0 0.077413 0.107518 0.107518 0.077413 ‐0.36986 ‐0.51369 ‐0.51369 0 0 0.038706 0 0 0 ‐0.18493 0.038706 0 0 ‐0.01423 ‐0.01025 0.038706 0.053759 0.053759 0.038706 ‐0.01025 ‐0.01423 ‐0.01423 0 0 0.019353 ‐0.00512 0 0 ‐0.00512 0.019353 0 0 ‐0.00712 ‐0.00512 0.002144 0.002978 0.002978 0.002144 ‐0.00512 ‐0.00712 ‐0.00712 0 0 0.001072 ‐0.00256 0 0 ‐0.00256 0.001072 0 0 ‐0.00039 ‐0.00028 0.001072 0.001489 0.001489 0.001072 ‐0.00028 ‐0.00039 ‐0.00039 0 0 0.000536 ‐0.00014 0 0 ‐0.00014 0.000536 0 0 ‐0.0002 ‐0.00014 5.94E‐05 8.25E‐05 8.25E‐05 5.94E‐05 ‐0.00014 ‐0.0002 ‐0.0002 0 0 2.97E‐05 ‐7.1E‐05 0 0 ‐7.1E‐05 2.97E‐05 0 0

‐21.2012 21.20123

‐32.4708 0.165826 0.165826 32.13898

‐20.8258

9.01564

9.01564

2.7945


TOTAL

B1UP 3.125 3.6 0.868056 0.367647 0 0 ‐7.65931 0 0 0 ‐0.0099 0 ‐0.00495 0 ‐0.00027 0 ‐0.00014 0

‐7.67457

Beam B1B2B3B4 Moments by Moment Distribution (due to LIVE Load) B1 B2 B1DN B1B2 B2B1 B2UP B2DN B2B3 B3B2 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.6 5 5 3.6 3.6 5 5 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.625 0.367647 0.264706 0.209302 0.290698 0.290698 0.209302 0.264706 0 10 10 0 0 10 10 0 20.83333 ‐20.8333 0 0 20.83333 ‐20.8333 ‐7.65931 ‐5.51471 0 0 0 0 5.000118 0 0 ‐2.75735 0 0 2.500059 0.972 0 0 0.053852 0.074795 0.074795 0.053852 ‐0.25729 0 0.026926 0 0 0 ‐0.12865 0.026926 ‐0.0099 ‐0.00713 0.026926 0.037397 0.037397 0.026926 ‐0.00713 0 0.013463 ‐0.00356 0 0 ‐0.00356 0.013463 ‐0.00495 ‐0.00356 0.001492 0.002072 0.002072 0.001492 ‐0.00356 0 0.000746 ‐0.00178 0 0 ‐0.00178 0.000746 ‐0.00027 ‐0.0002 0.000746 0.001036 0.001036 0.000746 ‐0.0002 0 0.000373 ‐9.9E‐05 0 0 ‐9.9E‐05 0.000373 ‐0.00014 ‐9.9E‐05 4.13E‐05 5.74E‐05 5.74E‐05 4.13E‐05 ‐9.9E‐05 0 2.07E‐05 ‐4.9E‐05 0 0 ‐4.9E‐05 2.07E‐05

‐15.3491 15.34917

‐23.5131 0.115358 0.115358 23.28231

B3 B3UP B3DN B3B4 3.125 3.125 3.125 3.6 3.6 1.8 0.868056 0.868056 1.736111 0.367647 0.367647 0 0 0 7.2 0 0 1.944 6.944608 6.944608 0 0 0 ‐0.35735 ‐0.35735 0 0 0 ‐0.0099 ‐0.0099 0 0 0 ‐0.00495 ‐0.00495 0 0 0 ‐0.00027 ‐0.00027 0 0 0 ‐0.00014 ‐0.00014 0 0 0

‐15.088 6.571995 6.571995

1.944


TOTAL

B1UP 3.125 3.6 0.868056 0.367647 0 0 ‐18.6696 0 0 0 ‐0.02413 0 ‐0.01206 0 ‐0.00067 0 ‐0.00033 0

‐18.7068

Beam B1B2B3B4 Moments by Moment Distribution (due to TOTAL Load) B1 B2 B3 B1DN B1B2 B2B1 B2UP B2DN B2B3 B3B2 B3UP B3DN B3B4 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.125 3.6 5 5 3.6 3.6 5 5 3.6 3.6 1.8 0.868056 0.625 0.625 0.868056 0.868056 0.625 0.625 0.868056 0.868056 1.736111 0.367647 0.264706 0.209302 0.290698 0.290698 0.209302 0.264706 0.367647 0.367647 0 0 24.375 24.375 0 0 24.375 24.375 0 0 17.55 0 50.78125 ‐50.7813 0 0 50.78125 ‐50.7813 0 0 4.7385 ‐18.6696 ‐13.4421 0 0 0 0 12.18779 16.92748 16.92748 0 0 0 ‐6.72105 0 0 6.093893 2.36925 0 0 0 0 0.131265 0.182312 0.182312 0.131265 ‐0.62715 ‐0.87105 ‐0.87105 0 0 0.065632 0 0 0 ‐0.31358 0.065632 0 0 ‐0.02413 ‐0.01737 0.065632 0.091156 0.091156 0.065632 ‐0.01737 ‐0.02413 ‐0.02413 0 0 0.032816 ‐0.00869 0 0 ‐0.00869 0.032816 0 0 ‐0.01206 ‐0.00869 0.003636 0.00505 0.00505 0.003636 ‐0.00869 ‐0.01206 ‐0.01206 0 0 0.001818 ‐0.00434 0 0 ‐0.00434 0.001818 0 0 ‐0.00067 ‐0.00048 0.001818 0.002525 0.002525 0.001818 ‐0.00048 ‐0.00067 ‐0.00067 0 0 0.000909 ‐0.00024 0 0 ‐0.00024 0.000909 0 0 ‐0.00033 ‐0.00024 0.000101 0.00014 0.00014 0.000101 ‐0.00024 ‐0.00033 ‐0.00033 0 0 5.04E‐05 ‐0.00012 0 0 ‐0.00012 5.04E‐05 0 0

‐37.4135

37.4136

‐57.3132 0.281184 0.281184 56.75063

‐36.7769 16.01924 16.01924

4.7385

TOTAL Load per metre DEAD Beam no.

Load

Length BM Dead SF Dead

B1C1 C1D1 D1E1 E1F1 F1G1

7.1875 7.1875 7.1875 7.1875 4.3125

5 5 5 5 3

7.486979 7.486979 7.486979 7.486979 1.617188

17.96875 17.96875 17.96875 17.96875 6.46875


14.375 14.375 14.375 14.375 4.3125

5 5 5 5 3

14.97396 14.97396 14.97396 14.97396 1.617188

35.9375 35.9375 35.9375 35.9375 6.46875


13.812 13.812 13.812 13.812 4.3125

5 5 5 5 3

14.38698 14.38698 14.38698 14.38698 1.617188

34.52875 34.52875 34.52875 34.52875 6.46875

Beam no.

Load

Length BM DEAD SF DEAD

B1B2 B2B3

13.8115 13.8115

5 14.38698 34.52875 5 14.38698 34.52875

C1C2 C2C3

14.375 14.375

5 14.97396 5 14.97396

35.9375 35.9375

D1D2 D2D3

14.375 14.375

5 14.97396 5 14.97396

35.9375 35.9375

E1E2 E2E3

14.375 14.375

5 14.97396 5 14.97396

35.9375 35.9375

F1F2 F2F3

13.225 7.1875

5 13.77604 33.0625 5 7.486979 17.96875

G1G2

6.0375

5 6.289063 15.09375

TOTAL Load per metre LIVE Beam no. Load Length BM Live

SF DEAD


5 5 5 5 3

5 5 5 5 3

5.208333 5.208333 5.208333 5.208333 1.125

12.5 12.5 12.5 12.5 4.5


10 10 10 10 3

5 5 5 5 3

10.41667 10.41667 10.41667 10.41667 1.125

25 25 25 25 4.5


23.42 23.42 23.42 23.42 3

5 5 5 5 3

24.39531 24.39531 24.39531 24.39531 1.125

58.54875 58.54875 58.54875 58.54875 4.5

Beam no.

Load

Length BM Live

SF Live

B1B2 B2B3

23.4195 23.4195

5 24.39531 58.5488 5 24.39531 58.5488

C1C2 C2C3

10 10

5 10.41667 5 10.41667

25 25

D1D2 D2D3

10 10

5 10.41667 5 10.41667

25 25

E1E2 E2E3

10 10

5 10.41667 5 10.41667

25 25

F1F2 F2F3

9.2 5

5 9.583333 5 5.208333

23 12.5

G1G2

4.2

5

10.5

4.375

Load Combination Beam no.




BM1.5(DL+LL)

19.04296875 19.04296875 19.04296875 19.04296875 4.11328125 0 0 38.0859375 38.0859375 38.0859375 38.0859375 4.11328125 0 0 58.1734375 58.1734375 58.1734375 58.1734375 4.11328125

Load Combination

SF1.5(DL+LL)

45.703125 45.703125 45.703125 45.703125 16.453125 0 0 91.40625 91.40625 91.40625 91.40625 16.453125 0 0 139.61625 139.61625 139.61625 139.61625 16.453125

Beam no. B1B2 B2B3

C1C2 C2C3

D1D2 D2D3

E1E2 E2E3

F1F2 F2F3

G1G2

BM1.5(DL+LL) 58.1734375 58.1734375 0 0 38.0859375 38.0859375 0 0 38.0859375 38.0859375 0 0 38.0859375 38.0859375 0 0 35.0390625 19.04296875 0 0 15.99609375

SF1.5(DL+LL) 139.61625 139.61625 0 0 91.40625 91.40625 0 0 91.40625 91.40625 0 0 91.40625 91.40625 0 0 84.09375 45.703125 0 0 38.390625


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 w4 : a) Wt. of slab= 24.8×11.8×0.15×25=1077.4 kN


34


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 Department of Civil Engineering National Institute of Technology, Silchar

35


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

2346.3175

1.8

7602.0687

5.249

0.874

1.748

Ground ∑WiHi

2

2005711.2


36


Earthquake Lateral Forces


37


Earthquake Lateral Forces per frame


38


Earthquake Moments at Beams


39


Earthquake Shear Forces at Beams


40


Earthquake Moments in Columns


41

LOAD COMBINATION BEAM (KN.m) ULTIMATE LIMIT STATE (1) 1.5(DL+LL) (2) .9DL+1.5EQ (3) .9DL‐1.5EQ (4) 1.5(DL+EQ) (5) 1.5(DL‐EQ) (6)1.2(DL+LL+EQ) (7)1.2(DL+LL‐EQ)

Point of reference BEAM AB1AB2 AB2AB3 BB1BB2 BB2BB3 CB1CB2 CB2CB3 DB1DB2 DB2DB3 EB1EB2 EB2EB3 FB1FB2 FB2FB3 GB1GB2 GB2GB3

DL 21.20123 ‐32.47 32.1389 ‐20.8258 21.20123 ‐32.47 32.1389 ‐20.8258 21.20123 ‐32.47 32.1389 ‐20.8258 21.20123 ‐32.47 32.1389 ‐20.8258 21.20123 ‐32.47 32.1389 ‐20.8258 21.20123 ‐32.47 32.1389 ‐20.8258 21.20123 ‐32.47 32.1389 ‐20.8258

LL 15.349 ‐23.51 23.38 ‐15.09 15.349 ‐23.51 23.38 ‐15.09 15.349 ‐23.51 23.38 ‐15.09 15.349 ‐23.51 23.38 ‐15.09 15.349 ‐23.51 23.38 ‐15.09 15.349 ‐23.51 23.38 ‐15.09 15.349 ‐23.51 23.38 ‐15.09

DL 21.20123 ‐32.47 32.1389 ‐20.8258 21.20123 ‐32.47 32.1389 ‐20.8258 21.20123 ‐32.47 32.1389 ‐20.8258 21.20123 ‐32.47 32.1389 ‐20.8258 21.20123 ‐32.47 32.1389 ‐20.8258 21.20123 ‐32.47 32.1389 ‐20.8258 21.20123 ‐32.47 32.1389 ‐20.8258

LL 15.349 ‐23.51 23.38 ‐15.09 15.349 ‐23.51 23.38 ‐15.09 15.349 ‐23.51 23.38 ‐15.09 15.349 ‐23.51 23.38 ‐15.09 15.349 ‐23.51 23.38 ‐15.09 15.349 ‐23.51 23.38 ‐15.09 15.349 ‐23.51 23.38 ‐15.09

SERVICEABLITY LIMIT STATE (1)DL+LL (2)DL‐EQ (3)DL+EQ (4)DL+.8LL+.8EQ (5)DL+.8LL‐.8EQ

EL 29 ‐29 29 ‐29 73.72 ‐73.72 73.72 ‐73.72 135.5 ‐135.5 135.5 ‐135.5 200.85 ‐200.85 200.85 ‐200.85 229.975 ‐229.975 229.975 ‐229.975 243.37 ‐243.37 243.37 ‐243.37 247.37 ‐247.37 247.37 ‐247.37

Ultimate Limit State 1 2 3 54.82535 62.58111 ‐24.4189 ‐83.97 ‐72.723 14.277 83.27835 72.42501 ‐14.575 ‐53.8737 ‐62.2432 24.75678 54.82535 129.6611 ‐91.4989 ‐83.97 ‐139.803 81.357 83.27835 139.505 ‐81.655 ‐53.8737 ‐129.323 91.83678 54.82535 222.3311 ‐184.169 ‐83.97 ‐232.473 174.027 83.27835 232.175 ‐174.325 ‐53.8737 ‐221.993 184.5068 54.82535 320.3561 ‐282.194 ‐83.97 ‐330.498 272.052 83.27835 330.2 ‐272.35 ‐53.8737 ‐320.018 282.5318 54.82535 364.0436 ‐325.881 ‐83.97 ‐374.186 315.7395 83.27835 373.8875 ‐316.037 ‐53.8737 ‐363.706 326.2193 54.82535 384.1361 ‐345.974 ‐83.97 ‐394.278 335.832 83.27835 393.98 ‐336.13 ‐53.8737 ‐383.798 346.3118 54.82535 390.1361 ‐351.974 ‐83.97 ‐400.278 341.832 83.27835 399.98 ‐342.13 ‐53.8737 ‐389.798 352.3118

Point of Reference AB1AB2 AB2AB3 BB1BB2 BB2BB3 CB1CB2 CB2CB3 DB1DB2 DB2DB3 EB1EB2 EB2EB3 FB1FB2 FB2FB3 GB1GB2 GB2GB3

EL 29 ‐29 29 ‐29 73.72 ‐73.72 73.72 ‐73.72 135.5 ‐135.5 135.5 ‐135.5 200.85 ‐200.85 200.85 ‐200.85 229.975 ‐229.975 229.975 ‐229.975 243.37 ‐243.37 243.37 ‐243.37 247.37 ‐247.37 247.37 ‐247.37

1 36.55023 ‐55.98 55.5189 ‐35.9158 36.55023 ‐55.98 55.5189 ‐35.9158 36.55023 ‐55.98 55.5189 ‐35.9158 36.55023 ‐55.98 55.5189 ‐35.9158 36.55023 ‐55.98 55.5189 ‐35.9158 36.55023 ‐55.98 55.5189 ‐35.9158 36.55023 ‐55.98 55.5189 ‐35.9158

MAX 4 75.30185 ‐92.205 91.70835 ‐74.7387 142.3818 ‐159.285 158.7884 ‐141.819 235.0518 ‐251.955 251.4584 ‐234.489 333.0768 ‐349.98 349.4834 ‐332.514 376.7643 ‐393.668 393.1709 ‐376.201 396.8568 ‐413.76 413.2634 ‐396.294 402.8568 ‐419.76 419.2634 ‐402.294

5 ‐11.6982 ‐5.205 4.70835 12.2613 ‐78.7782 61.875 ‐62.3717 79.3413 ‐171.448 154.545 ‐155.042 172.0113 ‐269.473 252.57 ‐253.067 270.0363 ‐313.161 296.2575 ‐296.754 313.7238 ‐333.253 316.35 ‐316.847 333.8163 ‐339.253 322.35 ‐322.847 339.8163

6 7 78.66028 9.060276 ‐101.976 ‐32.376 101.4227 31.82268 ‐77.899 ‐8.29896 132.3243 ‐44.6037 ‐155.64 21.288 155.0867 ‐21.8413 ‐131.563 45.36504 206.4603 ‐118.74 ‐229.776 95.424 229.2227 ‐95.9773 ‐205.699 119.501 284.8803 ‐197.16 ‐308.196 173.844 307.6427 ‐174.397 ‐284.119 197.921 319.8303 ‐232.11 ‐343.146 208.794 342.5927 ‐209.347 ‐319.069 232.871 335.9043 ‐248.184 ‐359.22 224.868 358.6667 ‐225.421 ‐335.143 248.945 340.7043 ‐252.984 ‐364.02 229.668 363.4667 ‐230.221 ‐339.943 253.745

Servicibility in Limit State 2 3 4 ‐7.79877 50.20123 56.68043 ‐3.47 ‐61.47 ‐74.478 3.1389 61.1389 74.0429 8.1742 ‐49.8258 ‐56.0978 ‐52.5188 94.92123 92.45643 41.25 ‐106.19 ‐110.254 ‐41.5811 105.8589 109.8189 52.8942 ‐94.5458 ‐91.8738 ‐114.299 156.7012 141.8804 103.03 ‐167.97 ‐159.678 ‐103.361 167.6389 159.2429 114.6742 ‐156.326 ‐141.298 ‐179.649 222.0512 194.1604 168.38 ‐233.32 ‐211.958 ‐168.711 232.9889 211.5229 180.0242 ‐221.676 ‐193.578 ‐208.774 251.1762 217.4604 197.505 ‐262.445 ‐235.258 ‐197.836 262.1139 234.8229 209.1492 ‐250.801 ‐216.878 ‐222.169 264.5712 228.1764 210.9 ‐275.84 ‐245.974 ‐211.231 275.5089 245.5389 222.5442 ‐264.196 ‐227.594 ‐226.169 268.5712 231.3764 214.9 ‐279.84 ‐249.174 ‐215.231 279.5089 248.7389 226.5442 ‐268.196 ‐230.794

5 10.28043 ‐28.078 27.6429 ‐9.6978 ‐25.4956 7.698 ‐8.1331 26.0782 ‐74.9196 57.122 ‐57.5571 75.5022 ‐127.2 109.402 ‐109.837 127.7822 ‐150.5 132.702 ‐133.137 151.0822 ‐161.216 143.418 ‐143.853 161.7982 ‐164.416 146.618 ‐147.053 164.9982

MAX 56.68043 ‐3.47 74.0429 8.1742 94.92123 41.25 109.8189 52.8942 156.7012 103.03 167.6389 114.6742 222.0512 168.38 232.9889 180.0242 251.1762 197.505 262.1139 209.1492 264.5712 210.9 275.5089 222.5442 268.5712 214.9 279.5089 226.5442

78.66028 14.277 101.4227 24.75678 142.3818 81.357 158.7884 91.83678 235.0518 174.027 251.4584 184.5068 333.0768 272.052 349.4834 282.5318 376.7643 315.7395 393.1709 326.2193 396.8568 335.832 413.2634 346.3118 402.8568 341.832 419.2634 352.3118

LOAD COMBINATION Column(KN.m)

ULTIMATE LIMIT STATE (1) 1.5(DL+LL) (2) .9DL+1.5EQ (3) .9DL‐1.5EQ (4) 1.5(DL+EQ) (5) 1.5(DL‐EQ) (6)1.2(DL+LL+EQ) (7)1.2(DL+LL‐EQ)

Point oF rEFErEnCE Column AB1BB1 MOMENTS AXIAL BB1CB1 MOMENTS AXIAL CB1DB1 MOMENTS AXIAL DB1EB1 MOMENTS AXIAL EB1FB1 MOMENTS AXIAL FB1GB1 MOMENTS AXIAL

DL ‐10.6 133.43 ‐21.2 266.86 ‐10.6 400.29 ‐21.2 533.72 ‐10.6 667.15 ‐21.2 800.58

SERVICEABLITY LIMIT STATE (1)DL+LL (2)DL‐EQ (3)DL+EQ (4)DL+.8LL+.8EQ (5)DL+.8LL‐.8EQ

LL ‐7.67 21 ‐15.35 0 ‐7.67 21 ‐15.35 21 ‐7.67 21 ‐15.35 21

ULTIMATE LIMIT STATE EL 1 2 28.99 ‐27.405 33.945 11.6 231.645 137.487 44.72 ‐54.825 48 41.09 400.29 301.809 97.98 ‐27.405 137.43 95.29 631.935 503.196 110.07 ‐54.825 146.025 175.64 832.08 743.808 119.97 ‐27.405 170.415 267.64 1032.225 1001.895 123.46 ‐54.825 166.11 364.98 1232.37 1267.992

POINT OF REFERENCE AB1BB1 BB1CB1 CB1DB1 DB1EB1 EB1FB1 FB1GB1

DL ‐10.6 133.43 ‐21.2 266.86 ‐10.6 400.29 ‐21.2 533.72 ‐10.6 667.15 ‐21.2 800.58

LL ‐7.67 21 ‐15.35 0 ‐7.67 21 ‐15.35 21 ‐7.67 21 ‐15.35 21

EL 28.99 11.6 44.72 41.09 97.98 95.29 110.07 175.64 119.97 267.64 123.46 364.98

MAX 3 4 ‐53.025 27.585 102.687 217.545 ‐86.16 35.28 178.539 461.925 ‐156.51 131.07 217.326 743.37 ‐184.185 133.305 216.888 1064.04 ‐189.495 164.055 198.975 1402.185 ‐204.27 153.39 173.052 1748.34

SERVICIBILITY LIMIT STATE 1 2 3 4 ‐18.27 ‐39.59 18.39 6.456 154.43 121.83 145.03 159.51 ‐36.55 ‐65.92 23.52 2.296 266.86 225.77 307.95 299.732 ‐18.27 ‐108.58 87.38 61.648 421.29 305 495.58 493.322 ‐36.55 ‐131.27 88.87 54.576 554.72 358.08 709.36 691.032 ‐18.27 ‐130.57 109.37 79.24 688.15 399.51 934.79 898.062 ‐36.55 ‐144.66 102.26 65.288 821.58 435.6 1165.56 1109.364

5 6 ‐59.385 12.864 182.745 199.236 ‐98.88 9.804 338.655 369.54 ‐162.87 95.652 457.5 619.896 ‐196.905 88.224 537.12 876.432 ‐195.855 122.04 599.265 1146.948 ‐216.99 104.292 653.4 1423.872

5 ‐39.928 140.95 ‐69.256 233.988 ‐95.12 340.858 ‐121.536 410.008 ‐112.712 469.838 ‐132.248 525.396

7 ‐56.712 171.396 ‐97.524 270.924 ‐139.5 391.2 ‐175.944 454.896 ‐165.888 504.612 ‐192.012 547.92

33.945 217.545 48 461.925 137.43 743.37 146.025 1064.04 170.415 1402.185 166.11 1748.34

MAX 18.39 159.51 23.52 307.95 87.38 495.58 88.87 709.36 109.37 934.79 102.26 1165.56


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% Department of Civil Engineering National Institute of Technology, Silchar

44


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) Vc=0.87x300x457.5 = 119kN Department of Civil Engineering National Institute of Technology, Silchar

45


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

46


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 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 251.4854 kNm Mu lim=0.138fckbd2=0.138x25x300x457.52 = 221.39 kNm Since Mu= 251.4854> 221.39 kNm Hence doubly reinforced section Mu/bd2=(251.4854x106)/(300x457.52) = 4.00 d'/d= (30+25/2)/457.5 = 0.08 Using SP 16 TABLE 51 PTOP = 1.364% Department of Civil Engineering National Institute of Technology, Silchar

47


P BOTTOM=0.174% Top reinforcement= 1.364x300x457.5/100 = 1872.09 mm2 Using 32 mm bars , no. of bars = 3 Bottom reinforcement= 0.174x300x457.5/100 = 238.82 mm2 Using 20 mm bars, no. of bars = 2 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, 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% Design of shear reinforcement For Ast =1.40% Tc=0.72N/mm2(IS 456, Table 19) Vc=0.72x300x457.5 = 98.82 kN Department of Civil Engineering National Institute of Technology, Silchar

48


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

49


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 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 = 10/4= 2.4 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=271.2knm Mu lim=0.138fckbd2=0.138x25x300x457.52 = 221.39 knm Since Mu= 271.2> 221.39 knm Hence doubly reinforced section Mu/bd2=(271.2x106)/(300x457.52) = 4.32 d'/d= (30+25/2)/457.5 = 0.08 Using SP 16 TABLE 51 PTOP = 1.45% Department of Civil Engineering National Institute of Technology, Silchar

50


P BOTTOM=0.27% Top reinforcement= 1.45x300x457.5/100 = 1988.32 mm2 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 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 less As per IS CODE 13920, Clause6.2.2 Max Steel(2.45%) ≤2.5% Hence ok

Design of shear reinforcement For Ast =2.45% Department of Civil Engineering National Institute of Technology, Silchar

51


Tc=0.87N/mm2(IS 456, Table 19) Vc=0.87x300x457.5 = 119 kN SF= 182kN SF for which shear reinforcement is to be provided. V s=182-119 = 63kN 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

52


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 Dia of ties necessary >6mm Department of Civil Engineering National Institute of Technology, Silchar

53


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 As per IS 13920, clause 7.4.8 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 Hence provide lo = 600 mm


54


COLUMN DESIGN Top floor column design Design axial force, Pu = 1064.04kN Design bending moment, Mu = 256 kNm Taking column cross-section 450mm x 450mm L/D=3.6/.5=7.2<12, hence short column Pu/ (fckbD) = 0.22 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 As per IS 456, clause 26.5.3 Longitudinal reinforcement > 0.8% and <4% Hence 1.5% is ok


55



Special confining reinforcement Column size = 450mmx 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 As per IS 13920, clause 7.4.8 Ash=0.18SH(fck/fy)(ag/ak-1) = 0.18x75x195x(25/415)x((450x450)/(385x385)-1) = 57.5 mm2 Area of cross section of 10 mm bar = 78.54 mm2 Since 78.54mm2> 57.5mm2 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 Hence provide lo = 600 mm


56


COLUMN DESIGN Top floor column design Design axial force, Pu = 1784.34 kN Design bending moment, Mu = 273.24 kNm Taking column cross-section 450mm x 450mm L/D=3.6/.5=7.2<12, hence short column Pu/ (fckbD) = 0.26 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 As per IS 456, clause 26.5.3 Longitudinal reinforcement > 0.8% and <4% Hence 2% is ok


57



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 As per IS 13920, clause 7.4.8 Ash=0.18SH(fck/fy)(ag/ak-1) = 0.18x75x195x(25/415)x((450x450)/(368x368)-1) = 72.54 mm2 Area of cross section of 10 mm bar = 72.54 mm2 Since 72.54 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 Hence provide lo = 600 mm


58


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 4.DEPTH REQUIRED FOR PUNCHING SHEAR Department of Civil Engineering National Institute of Technology, Silchar

59


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 − =0.075

6.68𝑀𝑀

𝑓𝑓𝑓𝑓𝑓𝑓𝑓𝑓𝑓𝑓 ^2

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 Department of Civil Engineering National Institute of Technology, Silchar

60


Spacing is <3d and 450mm Over all depth =471+50 +16=537 mm ≈ 540mm


61


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


62


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


63


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: Ast= 0.5 bdfck/fy [1 - (1 - 4.6Mu/fckbd2)0.5] 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] Shear strength of slab = 0.477*1000*0.165 = 78.7 KN > 50.625 KN Department of Civil Engineering National Institute of Technology, Silchar

64


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 So safe.


65


BEAM COLUMN LAYOUT


65

Tuesday, May 05, 2015, 04:56 PM PAGE NO.

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**************************************************** * * * STAAD.Pro * * Version 2007 Build 04 * * Proprietary Program of * * Research Engineers, Intl. * * Date= MAY 5, 2015 * * Time= 16:41:33 * * * * 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. T 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

D:\__8th sem project\STAAD Pro\Final\Final.anl

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Tuesday, May 05, 2015, 04:56 PM STAAD SPACE 41. 42. 43. 44. 45. 46. 47. 48. 49. 50. 51. 52. 53. 54. 55. 56. 57. 58. 59. 60. 61. 62. 63. 64. 65. 66. 67. 68. 69. 70. 71. 72. 73. 74. 75. 76. 77. 78. 79. 80. 81. 82. 83. 84. 85. 86. 87. 88. 89. 90. 91. 92. 93. 94. 95. 96.

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212 13 21.6 10; 213 18 21.6 10; 214 23 21.6 10; 215 0 21.6 11.8 216 3 21.6 11.8; 217 8 21.6 11.8; 218 13 21.6 11.8; 219 18 21.6 11.8 220 23 21.6 11.8; 221 24.8 21.6 10; 222 24.8 1.8 0; 223 24.8 1.8 5 224 24.8 1.8 10; 225 0 3.6 5; 226 3 3.6 5; 227 0 1.8 11.8; 228 3 1.8 11.8 229 8 1.8 11.8; 230 13 1.8 11.8; 231 18 1.8 11.8; 232 23 1.8 11.8 233 0 2.38419E-007 0; 234 3 2.38419E-007 0; 235 8 2.38419E-007 0 236 13 2.38419E-007 0; 237 18 2.38419E-007 0; 238 23 2.38419E-007 0 239 23 2.38419E-007 5; 240 18 2.38419E-007 5; 241 0 2.38419E-007 5 242 0 2.38419E-007 10; 243 3 2.38419E-007 10; 244 3 2.38419E-007 5 245 8 2.38419E-007 5; 246 8 2.38419E-007 10; 247 13 2.38419E-007 10 248 13 2.38419E-007 5; 249 18 2.38419E-007 10; 250 23 2.38419E-007 10 251 0 -1.8 5 MEMBER INCIDENCES 41 28 29; 107 30 57; 108 31 58; 109 32 59; 110 33 60; 111 34 61; 112 35 62 115 38 65; 116 39 66; 117 40 225; 118 41 67; 119 42 68; 120 43 226; 121 44 69 122 45 70; 123 46 71; 124 47 72; 125 48 73; 126 49 74; 136 57 58; 137 58 59 138 59 60; 139 60 61; 140 61 62; 141 62 63; 142 64 65; 143 65 66; 144 66 61 145 57 28; 146 28 67; 147 67 68; 148 68 29; 149 29 69; 150 69 70; 151 70 71 152 71 72; 153 72 66; 154 66 73; 155 73 74; 156 74 65; 157 65 62; 158 58 29 159 59 69; 160 69 72; 161 72 60; 162 67 75; 163 76 68; 164 68 70; 165 70 77 166 78 71; 167 71 73; 168 73 79; 169 80 74; 170 74 81; 171 82 83; 172 82 28 173 83 29; 174 57 84; 175 58 85; 176 59 86; 177 60 87; 178 61 88; 179 62 89 182 65 92; 183 66 93; 184 28 94; 185 67 95; 186 68 96; 187 29 97; 188 69 98 189 70 99; 190 71 100; 191 72 101; 192 73 102; 193 74 103; 201 82 111 202 83 112; 203 84 85; 204 85 86; 205 86 87; 206 87 88; 207 88 89; 208 89 90 209 91 92; 210 92 93; 211 93 88; 212 84 94; 213 94 95; 214 95 96; 215 96 97 216 97 98; 217 98 99; 218 99 100; 219 100 101; 220 101 93; 221 93 102 222 102 103; 223 103 92; 224 92 89; 225 85 97; 226 97 94; 227 86 98 228 98 101; 229 101 87; 230 95 104; 231 105 96; 232 96 99; 233 99 106 234 107 100; 235 100 102; 236 102 108; 237 109 103; 238 103 110; 239 111 112 240 111 94; 241 112 97; 242 84 113; 243 85 114; 244 86 115; 245 87 116 246 88 117; 247 89 118; 250 92 121; 251 93 122; 252 94 123; 253 95 124 254 96 125; 255 97 126; 256 98 127; 257 99 128; 258 100 129; 259 101 130 260 102 131; 261 103 132; 269 111 140; 270 112 141; 271 113 114; 272 114 115 273 115 116; 274 116 117; 275 117 118; 276 118 119; 277 120 121; 278 121 122 279 122 117; 280 113 123; 281 123 124; 282 124 125; 283 125 126; 284 126 127 285 127 128; 286 128 129; 287 129 130; 288 130 122; 289 122 131; 290 131 132 291 132 121; 292 121 118; 293 114 126; 294 126 123; 295 115 127; 296 127 130 297 130 116; 298 124 133; 299 134 125; 300 125 128; 301 128 135; 302 136 129 303 129 131; 304 131 137; 305 138 132; 306 132 139; 307 140 141; 308 140 123 309 141 126; 310 113 142; 311 114 143; 312 115 144; 313 116 145; 314 117 146 315 118 147; 318 121 150; 319 122 151; 320 123 152; 321 124 153; 322 125 154 323 126 155; 324 127 156; 325 128 157; 326 129 158; 327 130 159; 328 131 160 329 132 161; 339 142 143; 340 143 144; 341 144 145; 342 145 146; 343 146 147 344 147 148; 345 149 150; 346 150 151; 347 151 146; 348 142 152; 349 152 153 350 153 154; 351 154 155; 352 155 156; 353 156 157; 354 157 158; 355 158 159 356 159 151; 357 151 160; 358 160 161; 359 161 150; 360 150 147; 361 143 155 362 155 152; 363 144 156; 364 156 159; 365 159 145; 366 153 162; 367 163 154 368 154 157; 369 157 164; 370 165 158; 371 158 160; 372 160 166; 373 167 161 374 161 168; 378 142 171; 379 143 172; 380 144 173; 381 145 174; 382 146 175 383 147 176; 386 150 179; 388 152 181; 389 153 182; 390 154 183; 391 155 184 393 157 186; 394 158 187; 396 160 189; 397 161 190; 407 171 172; 408 172 173 409 173 174; 410 174 175; 411 175 176; 412 176 177; 413 178 179; 416 171 181 417 181 182; 418 182 183; 419 183 184; 422 186 187; 426 189 190; 427 190 179 428 179 176; 429 172 184; 430 184 181; 434 182 191; 435 192 183; 436 183 186 437 186 193; 438 194 187; 439 187 189; 440 189 195; 441 196 190; 442 190 197


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Tuesday, May 05, 2015, 04:56 PM STAAD SPACE

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97. 443 171 198; 444 172 199; 445 173 200; 446 174 201; 447 175 202; 448 176 203 98. 451 179 206; 452 181 207; 453 182 208; 454 183 209; 455 184 210; 456 186 211 99. 457 187 212; 458 189 213; 459 190 214; 467 198 199; 468 199 200; 469 200 201 100. 470 201 202; 471 202 203; 472 203 204; 473 205 206; 474 198 207; 475 207 208 101. 476 208 209; 477 209 210; 478 211 212; 479 213 214; 480 214 206; 481 206 203 102. 482 199 210; 483 210 207; 484 208 215; 485 216 209; 486 209 211; 487 211 217 103. 488 218 212; 489 212 213; 490 213 219; 491 220 214; 492 214 221; 493 200 211 104. 494 201 212; 495 202 213; 499 225 28; 500 82 225; 501 226 29; 502 83 226 105. 503 40 43; 504 30 31; 505 31 32; 506 32 33; 507 33 34; 508 34 35; 509 35 222 106. 510 223 38; 511 38 39; 512 41 42; 513 43 44; 514 45 46; 515 47 39; 516 48 49 107. 517 44 47; 518 42 45; 519 46 48; 520 49 224; 521 225 226; 522 28 40; 523 29 43 108. 530 39 34; 531 30 40; 532 40 41; 533 42 43; 534 44 45; 535 46 47; 536 39 48 109. 537 49 38; 538 38 35; 539 31 43; 540 32 44; 541 47 33; 542 41 227; 543 228 42 110. 544 45 229; 545 230 46; 546 48 231; 547 232 49; 548 30 233; 549 31 234 111. 550 32 235; 551 33 236; 552 34 237; 553 35 238; 554 38 239; 555 39 240 112. 556 40 241; 557 41 242; 558 42 243; 559 43 244; 560 44 245; 561 45 246 113. 562 46 247; 563 47 248; 564 48 249; 565 49 250 114. DEFINE MATERIAL START 115. ISOTROPIC CONCRETE 116. E 2.17185E+007 117. POISSON 0.17 118. DENSITY 23.5616 119. ALPHA 1E-005 120. DAMP 0.05 121. END DEFINE MATERIAL 122. MEMBER PROPERTY INDIAN 123. 41 136 TO 171 203 TO 239 271 TO 307 339 TO 374 407 TO 413 416 TO 419 422 426 124. 427 TO 430 434 TO 442 467 TO 495 503 TO 521 530 TO 547 PRIS YD 0.5 ZD 0.3 125. 107 TO 112 115 TO 126 172 TO 179 182 TO 193 201 202 240 TO 247 250 TO 261 126. 269 270 308 TO 315 318 TO 329 378 TO 383 386 388 TO 391 393 394 396 397 443 127. 444 TO 448 451 TO 459 499 TO 502 522 523 548 TO 565 PRIS YD 0.45 ZD 0.45 128. CONSTANTS 129. MATERIAL CONCRETE ALL 130. S 131. 233 TO 250 FIXED 132. DEFINE 1893 LOAD **WARNING- T NO. 251 NOT CONNECTED. OK, IF PART OF MASTER/SLAVE. **WARNING- THIS STRUCTURE IS DISTED. IGNORE IF MASTER/SLAVE OR IF UNCONNECTED TS. 133. ZONE 0.36 RF 5 I 1.5 SS 2 ST 1 DM 0.05 DT 1.8 134. SELFWEIGHT 1 135. FLOOR WEIGHT **WARNING** about Floor/OneWay Loads/Weights. Please note that depending on the shape of the floor you may have to break up the FLOOR/ONEWAY LOAD into multiple commands. For details please refer to Technical Reference Manual Section 5.32.4 Note 6. 136. 137. 138. 139. 140. 141. 142. 143.

YRANGE YRANGE YRANGE YRANGE YRANGE YRANGE YRANGE LOAD 1

1.7 1.9 FLOAD -10.17 XRANGE 0 24.8 ZRANGE 0 11.8 5.3 5.5 FLOAD -10.73 XRANGE 0 24.8 ZRANGE 0 11.8 8.9 9.1 FLOAD -10.73 XRANGE 0 24.8 ZRANGE 0 11.8 12.5 12.7 FLOAD -10.73 XRANGE 0 24.8 ZRANGE 0 11.8 16.1 16.3 FLOAD -10.73 XRANGE 0 24.8 ZRANGE 0 11.8 18.8 19 FLOAD -1.67 XRANGE 0 24.8 ZRANGE 0 11.8 21.5 21.7 FLOAD -10.59 XRANGE 0 24.8 ZRANGE 0 11.8 LOADTYPE SEISMIC TITLE EQ X


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Tuesday, May 05, 2015, 04:56 PM STAAD SPACE

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NOTE : FOR SOFT STORY CHECKING WRITE "CHECK SOFT STORY" AT THE END OF LOADING UNDER DEFINE 1893 LOAD DEFINITION.

144. 145. 146. 147. 148. 149. 150. 151. 152. 153. 154. 155. 156. 157. 158. 159. 160. 161. 162. 163. 164. 165. 166. 167. 168. 169. 170. 171. 172. 173. 174. 175. 176. 177. 178. 179. 180. 181. 182. 183. 184.

1893 LOAD X 1 LOAD 2 LOADTYPE SEISMIC TITLE EQ Z 1893 LOAD Z 1 LOAD 3 LOADTYPE LIVE REDUCIBLE TITLE LIVE FLOOR LOAD YRANGE 1.7 1.9 FLOAD -4 XRANGE 0 24.8 ZRANGE 0 11.8 GY YRANGE 5.3 5.5 FLOAD -4 XRANGE 0 24.8 ZRANGE 0 11.8 GY YRANGE 8.9 9.1 FLOAD -4 XRANGE 0 24.8 ZRANGE 0 11.8 GY YRANGE 12.5 12.7 FLOAD -4 XRANGE 0 24.8 ZRANGE 0 11.8 GY YRANGE 16.1 16.3 FLOAD -4 XRANGE 0 24.8 ZRANGE 0 11.8 GY YRANGE 21.5 21.7 FLOAD -1.5 XRANGE 0 24.8 ZRANGE 0 11.8 GY LOAD 4 LOADTYPE DEAD TITLE DEAD FLOOR LOAD YRANGE 1.7 1.9 FLOAD -5.75 XRANGE 0 24.8 ZRANGE 0 11.8 GY YRANGE 5.3 5.5 FLOAD -5.75 XRANGE 0 24.8 ZRANGE 0 11.8 GY YRANGE 8.9 9.1 FLOAD -5.75 XRANGE 0 24.8 ZRANGE 0 11.8 GY YRANGE 12.5 12.7 FLOAD -5.75 XRANGE 0 24.8 ZRANGE 0 11.8 GY YRANGE 16.1 16.3 FLOAD -5.75 XRANGE 0 24.8 ZRANGE 0 11.8 GY YRANGE 21.5 21.7 FLOAD -1.5 XRANGE 0 24.8 ZRANGE 0 11.8 GY MEMBER LOAD 467 TO 471 474 TO 476 478 480 481 486 UNI GY -6.25 339 TO 343 348 407 TO 411 416 UNI GY -13.75 136 TO 140 145 203 TO 207 212 271 TO 275 280 504 TO 508 531 UNI GY -19.375 LOAD 5 LOADTYPE DEAD TITLE SELF WEIGHT SELFWEIGHT Y -1 LIST 41 107 TO 112 115 TO 126 136 TO 179 182 TO 193 201 TO 247 250 TO 261 269 TO 315 318 TO 329 339 TO 374 378 TO 383 386 388 389 TO 391 393 394 396 397 407 TO 413 416 TO 419 422 426 TO 430 434 TO 448 451 TO 459 467 TO 495 499 TO 523 530 TO 565 LOAD COMB 6 1.5(DL+LL) 3 1.5 4 1.5 LOAD COMB 7 1.5(DL+ELX) 4 1.5 1 1.5 LOAD COMB 8 1.5(DL-ELX) 4 1.5 1 -1.5 LOAD COMB 9 1.5(DL+ELZ) 2 1.5 4 1.5 LOAD COMB 10 1.5(DL-ELZ) 4 1.5 2 -1.5 LOAD COMB 11 1.2(DL+LL+ELX) 1 1.2 3 1.2 4 1.2 LOAD COMB 12 1.2(DL+LL-ELX)


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Tuesday, May 05, 2015, 04:56 PM STAAD SPACE 185. 186. 187. 188. 189. 190. 191. 192. 193. 194. 195. 196. 197. 198.

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3 1.2 4 1.2 1 -1.2 LOAD COMB 13 1.2(DL+LL+ELZ) 2 1.2 3 1.2 4 1.2 LOAD COMB 14 1.2(DL+LL-ELZ) 3 1.2 4 1.2 2 -1.2 LOAD COMB 15 0.9DL+1.5ELX 4 0.9 1 1.5 LOAD COMB 16 0.9DL-1.5ELX 4 0.9 1 -1.5 LOAD COMB 17 0.9DL+1.5ELZ 4 0.9 2 1.5 LOAD COMB 18 0.9DL-1.5ELZ 4 0.9 2 -1.5 PERFORM ANALYSIS

P R O B L E M S T A T I S T I C S ----------------------------------NUMBER OF TS/MEMBER+ELEMENTS/S =

210/

375/

18

SOLVER USED IS THE IN-CORE ADVANCED SOLVER TOTAL PRIMARY LOAD CASES =

5, TOTAL DEGREES OF FREEDOM =

1152

**WARNING: IF THIS UBC/IBC ANALYSIS HAS TENSION/COMPRESSION OR REPEAT LOAD OR RE-ANALYSIS OR SELECT OPTIMIZE, THEN EACH UBC/IBC CASE SHOULD BE FOLLOWED BY PERFORM ANALYSIS CHANGE. ZERO STIFFNESS IN DIRECTION 1 AT T 251 EQN.NO. 1147 LOADS APPLIED OR DISTRIBUTED HERE FROM ELEMENTS WILL BE IGNORED. THIS MAY BE DUE TO ALL AT THIS T BEING RELEASED OR EFFECTIVELY RELEASED IN THIS DIRECTION. ZERO STIFFNESS IN DIRECTION 2 AT T 251 EQN.NO. 1148 ZERO STIFFNESS IN DIRECTION 3 AT T 251 EQN.NO. 1149 ZERO STIFFNESS IN DIRECTION 4 AT T 251 EQN.NO. 1150 ZERO STIFFNESS IN DIRECTION 5 AT T 251 EQN.NO. 1151 ZERO STIFFNESS IN DIRECTION 6 AT T 251 EQN.NO. 1152

********************************************************* * * * TIME PERIOD FOR X 1893 LOADING = 0.79795 SEC * * SA/G PER 1893= 1.704, LOAD FACTOR= 1.000 * * FACTOR V PER 1893= 0.0893 X 20384.42 * * * *********************************************************


Page 5 of 778


STAAD Pro 3D Model


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STAAD Pro 3D Model


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STAAD Pro Load Details


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STAAD Pro Load Details


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STAAD Pro Load Cases


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STAAD Pro Maximum Moments in Beams


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STAAD Pro Reactions at s


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STAAD Pro Reactions at s


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STAAD Pro Beam Design (Top floor 5m span)


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STAAD Pro Beam Design (Top floor Cantilever)


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STAAD Pro Beam Design (Top floor 10m span)


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STAAD Pro Beam Design (Ground floor 5m span)


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STAAD Pro Beam Design (Ground floor 3m span)


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STAAD Pro Beam Design (Ground floor Cantilever)


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STAAD Pro Column Design (Top floor)


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STAAD Pro Column Design (Ground floor)


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Conclusion

In the project “Analysis and Design of Multi-Storied Shopping Mall cum Multiplex Cinema Hall”, a structure of five storeys is planned, analysed and designed.. 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. The detailing of the structural elements is done using AutoCAD. Finally the manual analysis and design is compared with the result obtained from STAAD Pro. The variation of results obtained from manual design and STAAD Pro are minimal. However the little variations are found due to application of approximate method (Portal Method) for analysis of earthquake loads. A comparative study is done between manual analysis and design with STAAD Pro results. The design is finalised based on both manual analysis and STAAD Pro results for bending moments, shear forces, s reactions etc. The design and detailing of the structures are finalised based on manual design only.


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References 1. Varghese P.C.; Limit State Design of Reinforced Concrete 2. Reddy C.S.; Basic Structural Analysis[ 3rd Edition] 3. IS 1893: 2002: Criteria for Earthquake Resistant Design of Structures 4. IS 456:2000: Plain an Reinforced Concrete- Code of Practice 5. IS 875(part 1):1987: Code for practice for design loads (other than earthquake) for buildings and structures 6. SP 16:1980: Design Aids for Reinforced Concrete to IS 456:1978 [CED 2: Cement and Concrete] 7. IS 13920:1993: Ductile detailing of reinforced concrete structures subjected to seismic forces - Code of practice [CED 39: Earthquake Engineering] 8.

7th Semester B.Tech project, Analysis And Design Of Six Storied Residential Building

9. Vazirani V.N.; Analysis Of Structures (Vol. 2)


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