Thermal analysis of long buildings

THERMAL ANALYSIS OF LONG BUILDINGS THERMAL ANALYSIS OF LONG BUILDINGS FOR ELIMINATION OF EXPANSION JOINTSFOR ELIMINATION OF EXPANSION JOINTS

-: PRESENTED BY :- Sanjay Prakash Shirke M.E.CIVIL (with Struct. Engg. subjects)

-: UNDER THE GUIDENCE OF :- Prof. P. A. Dode & Dr. H. S. Chore Asst. Professor Prof. & Head

DEPARTMENT OF CIVIL ENGINEERINGDATTA MEGHE COLLEGE OF ENGINEERINGSECTOR-3 AIROLI, NAVI MUMBAI- 400 708

ContentsContents

1.Introduction2.Necessity3.Cost impact4.Factors affecting the expansion joints5.Aim & Objective6.Literature review7.Scope of work8.Problem Definition9.Analytical simulations10.Results and Discussion11.Conclusions12.Scope of Future work13.References14.List of Publications

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IntroductionIntroductionExpansion joints become mandatory every after 45m in long buildings in absence of thermal analysis. However, there are no guidelines available in Indian codes for Thermal analysis and Structural Engineers end up putting expansion joints in structure which eventually forms the source of leakages and other serviceability issues.

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Necessity:Necessity:

1.Restrictions in Indian code2.Trend in a building industry for a long multistoried structures3.Demanding architecture4.Serviceability issues 5.Impact on initial and maintenance cost

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8COURTESY: TCS HYDERABAD

9COURTESY: TCS HYDERABAD

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11COURTESY: TSI INDIA PVT. LTD.



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13COURTESY: TSI INDIA PVT. LTD.

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NecessityNecessity::


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NecessityNecessity::


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Cost Impact:Cost Impact:

• High Initial cost

• High Maintenance cost

• High Repair cost

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Factors Affecting Expansion Joints:Factors Affecting Expansion Joints:

1.Dimensions and configuration of buildings2.Design temperature change3.Provision for temperature control4.Type of frame5.Type of connection to the foundation6.Symmetry of stiffness against lateral loads7.Materials of construction

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Aim / Objective:Aim / Objective:

In view of lack of information in Indian Standard code of practice and latest trend in Construction Industry, it has become necessary to set the guidelines for Structural Engineers designing the long buildings without expansion joint. This exercise has been taken up during this research work .

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LiteratureLiterature Review Review

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SR.NO

NAME OFAUTHOR/DEPT

YEAR RESULT/CONCLUSION

1. IS 3414 1968 • Expansion joints shall be placed at corners of L, T, H and V – shaped buildings

• Expansion joints shall be placed at 30m interval for long uniform structures

• For chajjas, balconies and parapets, expansion joints shall be provided at every 6 to 12 m interval

• Thin unprotected slabs – expansion joints shall be provided at 15m interval

• Masonry wall – expansion joints shall be placed at 30m interval in the walls are panel walls between columns spaced at more than 9m

Literature ReviewLiterature Review

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SR.NO

NAME OFAUTHOR/DEPT


2. Expansion joints in buildings – Technical report no. 65 prepared by National academy of sciences, Washington, D.C.

1974 • Structural Analysis of building should include a determination of the need for Thermal Expansion joints in view of potential impact of Temperature-produced dimensional changes on structural integrity and building serviceability

• Factors shall be examined:1. Dimension and configuration of

building2. Design Temperature change3. Provision for temperature change4. Type of frame and connection with

foundation5. Symmetry of stiffness against lateral

displacement6. Materials of construction

SR.NO

NAME OFAUTHOR/DEPT


3. Joint design for Reinforced concrete buildings by Michael J. Pfeiffer and David Darwin For University of Kansas

Dec. 1987

• There is no universally accepted design approach to accommodate building movement caused by temperature changes. They presented Empirical and analytical design techniques

• Hence concluded spacing of expansion joint can be worked out using following 3 methods

1. Martin and Acosta (1970)2. Varyani and Radhaji (1978)3. National academy of Sciences (1974)

• Final determination of which method to use rests with the designer and must provide an expansion joint spacing that will limit the member forces without adversely affecting structural integrity and serviceability.


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SR.NO

NAME OFAUTHOR/DEPT


4. IS 456 2000


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SR.NO

NAME OFAUTHOR/DEPT


5. Expansion joints: Where, When and How by James M. Fisher, S.E.

April 2005


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SR.NO

NAME OFAUTHOR/DEPT


6. Expansion joint…Why Bother? By Davco Construction Materials

May 2007

As a preliminary stage, the effect of temperature stresses will be seen in finishes in terms of misalignment as well as heaving of floor tiles.Expansion joints are prudent to avoid such instances else at least delayed strips need to followed during finishing works


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SR.NO

NAME OFAUTHOR/DEPT


7. Design Temperature for Structural Elements by Paul Millman, Robert Kilcup A.M.ASCE and C. Allin Cornell, M.ASCE

April 1980

Method was evolved which greatly simplifies the determination of extreme values of temperature-induced load effects. It permits the use of daily temperature records which are widely available for long sampling times and easily processed.

The method can be applied whenever the structural effect being studied has a frequency response function similar in shape to that of the time-averaging filter.


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SR.NO

NAME OFAUTHOR/DEPT


8. Thermal Loading of Concrete Roofs by Malcolm J. S. Hirst, M.ASCE

April 1980

A theoretical model and Design charts are presented which allows the Structural Engineer to predict the thermal loading parameters for a concrete roof heated by solar radiation from a knowledge of material properties and standard meteorological data.

Relationships are given to express the daily variation of the climate variable in terms of daily totals or extreme values.


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SR.NO

NAME OFAUTHOR/DEPT


9. Thermal Analysis of Reinforced Concrete Shells by Maria Anna Polak

April 1980

The nature of Thermal response of Reinforced concrete structures such that cracking actually relieves the restraining forces. The typical pattern in the behaviour of restrained structure is such that as the temperature increases, the restraining force increases until concrete cracks. Therefore, the magnitude of these restraining forces due to thermal gradients is approximately equal to the cracking load for a given structure. The study show that modelling of RCC structures subjected to thermal loads is highly dependent on the adopted constitutive model for concrete and also on assumptions regarding the previous load history , especially initial cracking.


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SR.NO

NAME OFAUTHOR/DEPT


10. ACI 224.3r-95 on Joints in Concrete construction

2001 1. The intensity of horizontal shear in first story column is greatest at the ends of the frame and approaches zero at the centre.

2. The beams near the centre of a frame are subjected to maximum axial forces.

3. Columns at the ends of a frame are subjected to maximum bending moments and shear at the beam-column joint.

4. Shear, axial forces and bending moments at critical section within the lowest story are almost twice as high for fixed columns building compared to hinged- column buildings.

5. The hinges place at the top and bottom of exterior columns of a frame result in reduction of the maximum stress that develop. These hinges however, allow and increase in the horizontal expansion of the first floor.


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SR.NO

NAME OFAUTHOR/DEPT


11. Concrete at High Temperature: Material Properties and Mathematical models by Zdenek P. Bazant and Maurice F. Kaplan, England

1996 This book deals with Stress – Strain relationships for concrete at high temperature, which can be used as input data in mathematical models designed to investigate the structural behaviour of concrete structures at high temperature. It also deals with the thermal properties of various normal weight concrete made with siliceous and calcareous aggregates. Thermal properties under consideration includes thermal expansion, the specific heat and thermal conductivity of concrete.


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SR.NO

NAME OFAUTHOR/DEPT


12. BS 8110-2 1985 The risk of cracking due to thermal movement may be minimized by limiting the changes in temperature to which the concrete of the structure is subjected. Control of cracking normally requires subdivision of the structure into suitable lengths separated by the appropriate movement joints.

The effectiveness of movement joints in controlling cracking in a structure will also depend on their precise location and may be characterised as the place where cracks would otherwise most probably develop, e.g. at abrupt changes of cross section.


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SR.NO

NAME OFAUTHOR/DEPT


13. Length – Thermal stress relations for composite bridges by Jack Emanuel, F.ASCE & Charles M. Taylor, A.M.ASCE

1985 Thermal stresses are not directly dependent on the size of the cross sections, but may be indirectly dependent on the cross section. The thermal stresses are dependent on the temperature distribution which in turn is dependent on the cross-sectional properties.

Support reactions and deflections caused by the thermal loading are length dependent, but the induced moments and stresses are independent of the length.


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SR.NO

NAME OFAUTHOR/DEPT


14. Temperature and shrinkage study for 300m long building by M/s. LERA, USA

2008 Majority of the strain due to temperature and shrinkage is resisted by the shear walls/ cores located at farthest location from centre of the building.

Temperature variation is two third of the difference between the extreme values of the normal daily max and min temperature. Based on these assumption, the upper bound strains are to be modified and converted to temperature units for using them in a finite element models STAAD or SAFE.

Scope Of WorkScope Of Work::

1.Impact of temperature load on building expansion/ elongation2.Impact of temperature load on shear force in columns and shear walls3.Impact of temperature load on reinforcement consumption in

- Flat slab- Beam- Shear wall & columns

4. Impact of temperature load on axial stress in flexural elements

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Problem definitionProblem definition

Study of Multi-level car park buildings open from all sides without any skin wall/ façade:

Model 1 – 80m Long building



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1. Type of Structure Multi-storey pin jointed frame

2. Earthquake zone III

Response reduction 5

Importance factor 1

3. Layout Flat slab with columns and shear walls

4. Number of storey 8 (Ground + 7 parking)

5. Ground floor height 3.0m

6. Parking floor height 3.0m

7. External walls 200mm thick with 1.2m high parapets

8. Internal walls 200mm thick concrete block walls

9. Live Load 2.5 KN/sq.m in addition to 50 thk FF

10. Material M40 concrete and Fe500 steel

Building Features:

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11. Seismic analysis Static: Seismic coefficient method

12. Design Philosophy Limit state method confirming to IS 456:2000 and detailing as per IS 13920:1993

13. Size of ext. column 900 x 1500

14. Size of int. column 900 x 900

15. Thickness of shear wall

300, 450, 600, 700 (as per design requirements)

16. Size of beams 300 x 750

17. Flat slab thickness 250mm

18. Drop panel thickness

500mm

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Analytical simulation:Analytical simulation:

1.Three identical models using ETABS2.Increase in length by 80m in each model3.Floor slabs as Finite shell elements with applied Temperature Loads4.Column and beams are modeled as line elements5.Shear walls finite element piers6.Load combinations as per SP24 &

IS 875 – Part V are defined in ETABS.7.Earthquake forces using Seismic co-efficient method as per IS 1893:2002

Contd…

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Analytical simulation:Analytical simulation: Contd…

8.Specific Temperature load combinations:0.75 (1.05 Dead Load + 1.7 Live Load + 1.4 Temp.

Load)1.4 Dead Load + 1.4 Temperature Load

9.Elimination of wind forces10.Design of Elements using RCDC V411.Flat slab analysis and design using SAFE

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FLOOR PLATES: FLOOR PLATES: Model I Model I

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FLOOR PLATES: FLOOR PLATES: Model I Model I

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FLOOR PLATES: FLOOR PLATES: Model II Model II

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FLOOR PLATES: FLOOR PLATES: Model III Model III

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Results and DiscussionResults and Discussion

1.1.Expansion of buildingExpansion of building

Sr. No.

Model Expansion (mm)

1. Model I (80m) 7.8

2. Model II (160m) 16.0

3. Model III (240m) 24.0

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2. Design shear in core walls2. Design shear in core walls

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Design shear forcesDesign shear forces

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CasePier ID

With temperature Without temperature

Critical load combination

Design shear

KN

Critical load combination

Design shear

KN

Case I P1 1.4DL+1.4Temp 6978 1.2(DL+LL-EqY) 2097

Case II P1 1.4DL+1.4Temp 12365 1.2(DL+LL-EqY) 2097

Case III P1 1.4DL+1.4Temp 14825 1.2(DL+LL-EqY) 2097

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Shear force distribution in cores across heightShear force distribution in cores across height

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Increase in Thickness of core walls:-Increase in Thickness of core walls:-

Case ICase I Case IICase II Case IIICase III

3. Reinforcement consumption in column & 3. Reinforcement consumption in column & shear wall shear wall

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Case Length

Reinforcement consumption Kg/cu.m

With temperature

Without temperature

Case I 80 158.0 156.0

Case II 160 134.3 156.0

Case III 240 133.9 156.0

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4. Axial Tension in Beam due to Temperature

5. Design Axial Tension in beam:5. Design Axial Tension in beam:

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6. Increase6. Increase in Reinforcement Consumption in in Reinforcement Consumption in beams beams

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Case

Reinforcement

Consumption kg/cu.m% Increase

With temperature

Without temperature

Case I - 80m 230.3 204.5 12.6

Case II - 160m 223.9 178.1 25.7

Case III - 240m 224.8 177.7 26.5

6. Increase6. Increase in Reinforcement Consumption in in Reinforcement Consumption in Flat slabsFlat slabs

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Case Length 'm'% Increase at

Level 1% Increase at

Terrace

Case I 80 11.81 15.13

Case II 160 18.22 22.04

Case III 240 25.46 30.67

Conclusions:Conclusions:

Present study confirms that elimination of expansion joint is a viable solution in case of lengthy structures subjected to ambient temperature. However, Structural Engineer shall keep an eye on various parameters like:

Thickness of core wall at extreme ends Heavy shear force in core walls near Base Axial tension in beam Axial tension in slab Increase in reinforcement content of all

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Scope of Future work:Scope of Future work:

Commercial / office buildings having controlled inside temperature

Structures having pin jointed connection with foundation like pile with pile caps

Structural steel buildings subjected to temperature variation

High rise buildings – Commercial/ Parking/ Residential or any other

Structures with basement floors

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ReferencesReferencesLewerenz, A.C. (1907): “Notes on Expansion and contraction of concrete”, Engineering News, 57 (19), 512-514Merrill, W.S. 1943, “Prevention and control of cracking in Reinforced Concrete Buildings”, Eng News-Record, 131, 91-93Bilig, K. (1960): “Expansion joints In structural concrete”, Macmillan, London, 962-965National Academy of Sciences, Washington D.C. (1974): “Technical Report No. 65 - Expansion joints in Buildings”, prepared by the Standing Committee on Structural Engineering of the Federal Construction Council.Varyani V. H. and Radhaji A. (1978): “Analysis of Long Concrete Buildings for Temperature and Shrinkage Effect”, Journal of the Institution of Engineers (India), Vol. 59 (CII), 20-30. Paul Millman, Robert Kilcup and C. Allin Cornell (1980): “Design Temperature for Structural Elements”, Journal of the Structural Division, American Society of Structural Engineers, Vol. 106 (ST4), 877-895. Reynolds, C.E. (1981): “Reinforced Concrete Designer’s Handbook”, 6th edition, Concrete Publications, London

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PCA. (1982). “Building movements and joints”, Portland Cement Association, Skokie, IL, 64ppSP 24 (1983): “Explanatory Handbook on Indian Standard Code of Practice for Plain and Reinforced concrete”, Bureau of Indian Standards, 43-45.Mark Fintel (1984): “Joints in building”, Second edition, Handbook of concrete engineering, New York, 121-137.H. Carl Walker (1984): “Parking Structures”, Second edition, Handbook of concrete engineering, New York, 734-740.Malcolm J. S. Hirst (1984): “Thermal Loading of Concrete Roofs”, Journal of Structural Engineering, American Society of Structural Engineers, Vol. 110 (8), 1847-1860.Jack Emanuel & Charles M. Taylor (1985): “Length – Thermal stress relations for composite bridges”, Journal of Structural Engineering, American Society of Structural Engineers, Vol. 111 (4), 788-804.Pfeiffer, Michael J. and Darwin David (1987): “Joint design for Reinforced concrete buildings” SM Report No. 20, University of Kansas Center For Research, Lawrence, KSPCA. (1992) Joint “Design for Concrete Highways and Street Pavements”, Portland Cement Association, Skokie, IL, 13pp

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IS 3414 (1995), “Code of practice for Design and Installation of joints in Buildings”, Bureau of Indian Standards, 5-26.ACI committee 224.3 (1995): “Joints in Concrete construction”, American Concrete Institute, Farmington Hills, MI, 2005, 1-44Zdenek P. Bazant and Maurice F. Kaplan (1996): “Concrete at High Temperature: Material Properties and Mathematical models”, Longman Group Ltd., Harlow, England.Maria Anna Polak (1998): “Thermal Analysis of Reinforced Concrete Shells”, Journal of Structural Engineering, American Society of Structural Engineers, Vol. 124 (1), 105-108.BS 8110 – Part 2 (2001): “Structural use of Concrete - Code of Practice for special circumstances”, British Standard IS 456 (2000): “Code of practice for Plain and Reinforced concrete”, Bureau of Indian Standards, 16, 55.Lee Hong-Jae and Lee Cha-Don (2000): “Theoretical Development and Design Aids for Expansion Joint Spacing”, KCI Concrete Journal, Vol. 12 (1), 101-111. James M. Fisher, (2005): “Expansion joints: Where, When and How”, Proceedings of The Steel Conference, North American Steel Construction Conference.

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Edward G. Nawy (2008): “Joints in Concrete Construction”, Concrete Construction Engineering Handbook, Second edition,17.1–17.15 Bill Faschion and Nayan Trivedi (2008): “Temperature and shrinkage study for 300m long building” For M/s. Tishman Speyer Inc for their project in Hyderabad, IndiaMohammed Iqbal, (2010):“Design of expansion joints in Parking structures”, Structural Engineering Magazine, NCSEA, United Stages of America.Tech Topic series (2010): “Considerations in Expansion Joint system selection”, by ERIE METAL SPECIALTIES, Vol. 8Concrete Construction Products and Concrete Surfaces (2010): Proceedings of “Concrete Construction Forum”ACI-318 (2011): “Building code requirements for structural concrete and commentary, American Concrete Institute, Farmington Hills, MIMathew D. Brady (2011): “Expansion joint considerations for building”, Modern Steel Construction by Steel Solutions Center. Lawrence Grybosky (2012): “Thermal expansion and Contraction”, for PENNSTATE College of EngineeringDavco Construction Materials (2007): “Expansion joint…Why Bother?”

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List of Publications:List of Publications:Paper published on “Thermal Analysis of Long Buildings for elimination of Expansion joints”, at 3rd International Conference on Quality Up gradation in Engineering, Science & technology, IC-QUEST 2014, 19 APRIL 2014

Paper published on “Effect of Temperature load on Beam design in Thermal analysis”, at International Conference on Recent Innovations in Science, Engineering & technology, ICRISET, 29 JUNE 2014

Paper accepted on “Effect of Temperature load on Flat slab design in Thermal analysis”, at Structural Engineering Convention 2014 to be held by Department of Civil Engineering, Indian Institute of Technology (IIT) Delhi

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Thank you …..Thank you …..

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Thermal analysis of long buildings