Concrete_Design_Lecture01

Department of Civil Engineering, University of Engineering and Technology Peshawar

Advance Design of Reinforced Concrete Structures CE-5115

By: Prof Dr. Qaisar Ali Civil Engineering Department UET Peshawar [email protected] www.drqaisarali.com

Prof. Dr. Qaisar A Alli

CE 5115

Advance Design of Reinforced Concrete Structures


Course Content Lecture No.

Topic

1

Introduction

2

Materials

3

Design of RC Members for Flexure and Axial Lo Loads

4

Design of RC Members for Shear and Torsion

5

Serviceability Requirements, Development and Splices of Reinforcement

6

Analysis and Design of RC Slabs

7

Idealized Structural Modeling of RC Structures

8

Gravity Load An A nalysis & Design of RC Structures


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Course Content Lecture No.

Topic

9

Seismic An A nalysis & Design of RC Structures (Part-I)

10

Seismic Analysis & Design of RC Structures (Part-II)

11

Design of Beam-Column Connections in Monolithic RC Structures

12

Slenderness Effects in RC Structures

13

Analysis & Design of RC Shallow Footings

14

Special Topics: Shear Walls, Strut and Tie Models, Brac Bracket kets s and and Corb Corbel els, s, Deep Deep Beams Beams etc. etc.


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Grading Policy



Midterm

= 30 %



Final Term

= 60 %



Assignment

= 05 %



Term Project

= 05 %





Attendance

= 75 % is must to pass the course

Final inal term term exam exam also also inc includ ludes the the cour course se taug taught ht bef before ore midt midter erm m exam.


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Lectures Availability



All lectures and related material will be available on the websit website: e:

www.drqaisarali.com


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Lecture-01

Introduction By: Prof. Dr. Qaisar Ali Civil Engineering Department UET Peshawar [email protected]


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Topics Addressed



Historical Development of Cement and Reinforced Concrete



Building Codes and the ACI Code



The Design and Design Team



Concrete Structural Systems



Limit States and the Design of Reinforced Concrete



Basic Design Relationship

Prof. Dr. Qaisar Ali

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Topics Addressed



Structural Safety



Probabilistic Calculation of Safety Factors



Design Procedure Specified in the ACI Code



Design Loads for Buildings and other Structures



Load Combinations used in the ACI code



Strength Reduction Factors used in the ACI code



Customary Dimensions and Construction Tolerances


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

Cement 

In 1824 Joseph Aspdin mixed limestone and clay and heated them in a kiln to produce cement.




The commercial production started around 1880.

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

Reinforced Concrete 

Joseph Monier, owner of a French nursery garden began experimenting (in around 1850) on reinforced concrete tubs with iron for planting trees.



The first RC building in the US was a house built in 1875 by W. E. Ward, a mechanical engineer.



Working Stress Design Method, developed by Coignet in around 1894 was universally used till 1950.


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

General Building Codes 

Cover all aspects of building design and construction from architecture to structural to mechanical and electrical---. UBC, IBC and Euro-code are general building codes.



Seismic Codes 

Cover only seismic provisions of buildings such as SEAOC and NEHRP of USA, BCP-SP 07 of Pakistan.


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

Material Specific Codes 

Cover design and construction of structures using a specific material or type of structure such as ACI, AISC, AASHTO etc.



Others such as ASCE 

Cover minimum design load requirement, Minimum Design Loads for Buildings and other Structures (ASCE7-10).


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

General Building Codes in USA 

The National Building Code (NBC), 

Published

by

the

Building

Officials

and

Code

Administrators

International was used primarily in the northeastern states. 

The Standard Building Code (SBC), 

Published by the Southern Building Code Congress International was used primarily in the southeastern states.



The Uniform Building Code (UBC), 

Published by the International Conference of Building Officials, was used mainly in the central and western United States.


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

General Building Codes in USA 

The International Building Code IBC, 

Published by International Code Council ICC for the first time in 2000, revised every three years.



The IBC has been developed to form a consensus single code for USA.



Currently IBC 2015 is available.



UBC 97 is the last UBC code and is still existing but will not be updated. Similarly NBC, SBC will also be not updated.


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7


Building Codes and the ACI Code 

Seismic Codes in USA 

NEHRP

(National

Recommended

Earthquake

Provisions

for

Regulations for New Buildings

Hazards the

Reduction

Development

developed

Program)

of

Seismic

by FEMA (Federal

Emergency Management Agency). 

The NBC, SBC and IBC have adopted NEHRP for seismic design.



SEAOC “Blue Book Structural Engineers Association of California (SEAOC), has its seismic provisions based on the Recommended Lateral Force Requirements and Commentary (the SEAOC “Blue Book”) published by the Seismology Committee of SEAOC.



The UBC has adopted SEAOC for seismic design.


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

Building Code of Pakistan 

Building Code of Pakistan, Seismic Provision BCP SP-07 has adopted the seismic provisions of UBC 97 for seismic design of buildings.



IBC 2000 could not be adopted because some basic input data required by IBC for seismic design does not exist in Pakistan.


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

The ACI MCP 

ACI MCP (American Concrete Institute Manual of Concrete Practice) contains 150 ACI committee reports; revised every three years. 

ACI 318: Building Code Requirements for Structural Concrete.



ACI 315: The ACI Detailing Manual.



ACI 349: Code Requirement for Nuclear Safety Related Concrete Structures.



Many others.


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

The ACI 318 Code 

The American Concrete Institute “Building Code Requirements for Structural Concrete (ACI 318),” referred to as the ACI code, provides minimum requirements for structural concrete design or construction.



The term “structural concrete” is used to refer to all plain or reinforced concrete used for structural purposes. 

Prestressed concrete is included under the definition of reinforced concrete.


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

The ACI 318-14 Code 



27 chapters and 2 Appendices.

Brief visit of the code


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

Legal Status of The ACI 318 Code 

The ACI 318 code has no legal status unless adopted by a state or local jurisdiction.



It is also recognized that when the ACI code is made part of a legally adopted general building code, that general building code may modify some provisions of ACI 318 to reflect local conditions and requirements.


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

The Compatibility Issue in BCP SP-2007 

Building Code of Pakistan, Seismic Provision BCP SP-07 has adopted the seismic provisions of UBC 97 for seismic design of buildings.



As the UBC 97 has reproduced ACI 318-95 in Chapter 19 on concrete, the load combinations and strength reduction factors of ACI 318-02 and later codes are not compatible with UBC 97 and hence BCP SP-07. Therefore ACI 318-02 and later codes cannot be used directly for design of a system analyzed according to the seismic provisions of UBC 97.


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

The Compatibility Issue in BCP SP-2007 

To resolve this issue, BCP SP-2007 recommends using ACI 318-05 code for design except that load combinations and strength reduction factors are to be used as per UBC 97.



The IBC adopts the latest ACI code by reference whenever it is revised and hence are fully compatible.


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

General: 

The design covers all aspects of structure, not only the structural design.



The structural engineer is a member of a team whose members work together to design a building, bridge, or other structure.


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

Liaison between Engineer and Architect 

Close cooperation with the architect in the early stages of a project is essential in developing a structure that not only meets the functional and aesthetic requirements but exploits to the fullest the special advantages of reinforced concrete.


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

Four Major Objectives of Design 1.

Appropriateness: This include, 



2.

Functionality, to suit the requirements. Aesthetics, to suit the environment.

Economy 

The overall cost of the st ructure should not exceed the cli ent’s budget.


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

Four Major Objectives of Design 3.

4.

Structural Adequacy (safety) 

Strength.



Serviceability.

Maintainability 


The structure should be simple so that it is maintained easily.

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

Three Major Phases of Design 1.

The client’s needs and priorities.

2.

Development of project concept.

3.

Design of Individual systems.


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Concrete Structural Systems



Selection Criterion 

Depending on structural spans, loading conditions, purpose of building, availability of formwork, skilled labor and material etc., a number of different structural systems such as flat plate, flat slab, one-way or two way joist system etc. are possible.


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Concrete Structural Systems 

Flat Plate 

A flat plate is a slab floor system in which the slab of uniform thickness is supported directly on columns.





Flat plates are economical for: 

Short and medium spans



Economical range: 15 ft – 25 ft, and



Moderate live loads

Punching shear is a typical problem in flat plates.


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Flat Slab 

Beamless systems with drop panels or column capitals or both are termed as flat slab systems.




Short and medium spans, economical range 20 ft. – 30 ft. 

Drop Panel: Thick part of slab in the vicinity of columns



Column Capital: Column head of increased size

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Beam-Supported Slab 

In beam supported slab, the perimeter beams are usually concrete cast monolithically with the slab, although they may also be structural steel, often encased in concrete for composite action and for improved fire resistance.



Suitable for long spans and for parking structures.



Specially for intermediate and heavy loads for span up to about 30 ft.


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Beam-and-Girder Floors 

A beam and girder floor consists of a series of parallel beams supported at their extremities by girders, which in turn frame into concrete columns placed at more or less regular intervals over entire floor area.




Adapted to any loads and spans. Normal range in column spacing is from 16 to 32 ft.

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Banded-slab System 

For light loads, a floor system has been developed in which the beams are omitted in one direction, the one-way slab being carried directly by column line beams that are very broad and shallow.



These beams, supported directly by the columns, become little more than a thickened portion of the slab. This type of construction is known as banded slab construction.


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One-Way Joist 

A one-way joist construction consists of a monolithic combination of regularly spaced ribs and a top slab (T beam or Joist) arranged to span in one direction.



Long spans, economic range: 30 ft. – 50 ft.

Rib Peshawar University Auditorium Prof. Dr. Qaisar Ali

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Two-Way Joist 

A two-way joist system, or waffle slab, comprises evenly spaced concrete joists spanning in both directions and a reinforced concrete slab cast integrally with the joists.



Like one-way joist system, a two way system will be called as twoway joist system if clear spacing between ribs (dome width) does not exceed 30 inches.

Joist Akora Khattak Mosque Prof. Dr. Qaisar Ali

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Composite Construction with Steel Beams 

In this system, columns, beams, and girders consist of structural steel whereas the floors are reinforced concrete slabs.




The spacing of beams is usually 6 to 8 ft.

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Steel Deck Reinforced Concrete Slab 

In this structural system, the steel deck serves as stay in place form and, with suitable detailing the slab becomes composite with the steel deck, serving as the main tensile flexural steel.




The spacing of beams is usually 12 ft.

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Post-Tension Slab 

In the post-tensioned slab systems, hollow conduits are provided in slab through which the tendons are placed. Tendons are tensioned after the concrete has gained its strength. Columns and beams are regular reinforced concrete members.




Longer spans can be achieved due to pre-stress, which can be used to counteract deflections.

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Limit State and the Design of Reinforced Concrete 

Limit State 

When a structure or structural element becomes unfit for its intended use, it is said to have reached a limit state.



The three limit states 1.

Ultimate Limit States

2.

Serviceability Limit States

3.

Special Limit States


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The Ultimate Limit States 

These involve a structural collapse of part or all of the structure.



Such a limit state should have a very low probability of occurrence, since it may lead to loss of life and major financial losses


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The Major UL States are 

Loss of equilibrium



Rupture



Formation of plastic mechanism



Instability



Progressive collapse



Fatigue


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Serviceability Limit States 

These involve disruption of the functional use of the structure, but not collapse.



Since there is less danger of loss of life, a higher probability of occurrences can generally be tolerated than in the case of an ultimate limit state.


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The SL States are 

Excessive deflections



Excessive crack widths



Undesirable vibrations


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Special Limit States 

This class of limit state involves damage or failure due to abnormal conditions or abnormal loadings.



The SpL States include 

Damage or collapse in extreme earthquakes.



Structural effects of fire, explosions, or vehicular collisions.


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Limit State Design of RC Buildings 

RC buildings are designed for ULS



Subsequently checked for SLS



Under special condition also checked for SpLS



Note: SLS and not ULS may be governing LS for structures such as water retaining structures and other structures where deflection and crack control are important.


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

The Capacity and Demand 

Capacity must be ≥ Demand (in same units)



Demand: An imposed action on structure



Capacity: The overall resistance of structure



Load Effects: Bending, torsion, shear, axial forces, deflection, vibration


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



The Capacity and Demand 

Capacity < Demand is failure



Capacity > Demand is success with FOS



Capacity = Demand is success without FOS

Working Stress Design approach 

Capacity is reduced by half



Demand is kept the same


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

Limit State Design approach Capacity is reduced and demand is increased based on scientific



rationale. In LSD approach, we have




f Mn ≥ Mu (α Ms )



f Vn ≥ Vu (α Vs )



f Pn ≥ Pu (α Ps )



f Tn ≥ Tu (α Ts ) 

f = strength reduction factor



α = load amplification factor

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Structural Safety



Variability in Resistance The actual strengths (resistances) of beams, column, or other



structural members will almost always differ from the values calculated by the designer (nominal strength). The main reasons for this are as follows: 

variability of the strength of the concrete and reinforcement,



differences between the as-built dimensions and those shown on the structural drawings, effects of simplifying assumptions made in deriving the equations for



member resistance.


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Structural Safety



Variability in Resistance 

Effects of simplifying assumptions 

The fig shows Comparison of measured

(Mtest)

computed

(Mn)

and failure

moments for 112 similar RC beams


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Structural Safety



Variability in Loads 

All loadings are variables, especially live loads and environmental loads due to snow, wind, or earthquakes.



In addition to actual variations in the loads themselves, the assumptions and approximations made in carrying out structural analysis lead to differences between the actual forces and moments and those computed by the designer.


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Structural Safety



Variability in Loads 

Fig shows variation of Live loads in a family of 151sft offices.



The average (for 50 % buildings) sustained live load

was around

13 psf in this sample. 

1% of measured loads exceeded 44 psf.



Buil ding code specify 50 psf for such buildings ( ASCE 7-10)


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Structural Safety



Consequences of variability of load and resistance 

Due to the variability of resistances and load effects, there is definite chance that a weaker-than-average structure will be subjected to a higher- than-average load.



In extreme cases, failure may occur.



The load factors and resistance factors are selected to reduce the probability of failure to a very small level.


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Probabilistic Calculation of Safety Factors 

Resistance vs. Load Effects 

R = The distribution of a population of resistance

of

a

group

of

similar

structure. 

S = D ist ri but io n of t he m axi mu m l oad effects, S, expected to occur on those structure during their life times.



The 45° line in this figure corresponds to a load effect equal to the resistance (S = R).



S > R is failure i.e., load effects greater than resistance & S < R is Safety.

“S vs. R” Prof. Dr. Qaisar Ali

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Resistance vs. Load Effects 

Safety margin can be represented as Y =R–S



Graph shows plot between safety margin

(Y)

and

frequency

of

occurrence (success or failure) 

If Y is greater than 0, then safety margin exists and failure is avoided.



Failure will occur if Y is negative, represented by the shaded area in figure. Safety margin vs. frequency (success or failure)


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The Probability of Failure 

The probability of failure, Pf , is the chance t hat a pa rti cul ar com bi nat ion of R an d S will give a negative value of Y.



In normal distribution curve, Pf is equal to the rat io of t he s had ed area t o t he t otal area under the curve in figure.



From the figure, mean value of Y is given as Y = 0 + βσY 

Where, σY = Standard Deviation; β = 1,2,3 …

Safety margin vs. frequency (success or failure)


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The Safety Index 

Now larger the distance βσY, the lesser will be the negative part and more will be the positive part in the curve, which means less chance of failure and more safety. The factor β is called the safety index.



More positive part on the curve means increasing

R.

But

increase

in

resistance will require compromise on economy.


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Calculation of Pf : 

The probability of failure (Pf ) which is Probability that (Y = R – S) < 0, can be calculated by converting the normal distribution (which is function of Y) to standard normal distribution (which is a function of Z ) and then using standard normal distribution tables to find the area under the curve


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Calculation of Pf : 

For β = 3.5, the probability of failure P (Z) = 0.0001 = 0.01 % = 1/9091. (from standard statistics tables)



It means that roughly 1 in every 10,000 structural members designed on the basis that β = 3.5 may fail due to excessive load or under strength sometime during its life time.


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Selection of Pf and β 

The appropriate values of Pf and hence of β are chosen by bearing in mind the consequences of failure.



Based on current design practice, β is taken between 3 and 3.5 for ductile failure with average consequences of failure and between 3.5 and 4 for sudden failure or failures having serious consequences.


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Selection of Pf and β 

In strength design method, we know that: 

γMs = ΦMn, therefore,



Safety factor M n/ Ms = γ / Φ



For ΦMn = 1.2MD + 1.6ML



Let ML = MD ; then ΦMn = 2.8MD



Therefore, Safety factor (M n/MD) = 2.8/Φ



For Φ = 0.65 → M n/ MD = 4 . 3 ≈ β



For Φ = 0.90 → M n/ MD = 3.11 ≈ β


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Design Procedure of the ACI Code



4.6.2- Structures and structural members shall have design strength at all sections, ϕS n, greater than or equal to the required strength U calculated for the factored loads and forces in such combinations as required by this Code or the general building code.



4.6.1- Design strength of a member and its joints and connections, in terms of moment, axial force, shear, torsion, and bearing, shall be taken as the nominal strength S n multiplied by the applicable strength reduction factor ϕ.




This process is called strength design in the ACI code.

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Design Procedure of the ACI Code



In the AISC Specifications for steel design, the same design process is known as LRFD (Load and Resistance Factor Design).



Strength design and LRFD are methods of limit-state design, except that primary attention is always placed on the ultimate limit states, with the serviceability limit states being checked after the original design is completed.


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Design Loads in the ACI Code



ACI 318-14, Section 5.2-LOADING: 

5.2.1: L oads shall include self-weight; applied loads; and effects of prestressing, earthquake, constraint of volume change, and differential settlement. 

Section R5.2.1: Provisions in the Code are associated with dead, live, wind, and earthquake loads such as those recommended in ASCE/SEI 7.


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

ACI 318-14, Section 5.2-LOADING: 

Section R5.2.1: If the service loads specified by the general building code differ from those of ASCE/SEI 7, the general building code governs. However, if the nature of the loads contained in a general building code differs considerably from ASCE/SEI 7 loads, some provisions of this Code may need modification to reflect the difference.


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

ASCE Recommendations on Loads: 

ASCE 7-10 sections 1 to 10 are related to design loads for buildings and other structures.



The sections are named as: general, combinations of loads, (dead loads, soil loads and hydrostatic pressure), live, flood, (reserve for future provisions), snow, rain, (reserve for future provisions) and ice loads.




Brief visit of ASCE 7-10, Section 1 to 10

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

Loads on Structure During Construction 

During the construction of concrete buildings, the weight of the fresh concrete is supported by formwork, which frequently rests on floors lower down in the structure.





ACI section 26.11.2.1(c) states the following: No construction loads shall be placed on, nor any formwork removed from, any part of the structure under construction except when that portion of the structure in combination with remaining formwork has sufficient strength to support safely its weight and loads placed thereon and without impairing serviceability .


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Load Combinations of ACI and UBC Section 5.3 of ACI 318-14 code



Section 1928.1.2.3 of UBC code



1.4D



1.4D



1.2D + 1.6L



1.4D + 1.7L



1.2D + 1.0E + 1.0L



1.2D + 1.5E + 0.5L



0.9D + 1.0E



0.9D + 1.5E

Load Types

Dead = D, Live = L, Seismic = E


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Strength Reduction Factors Of ACI and UBC

Strength Reduction Factors

ACI 318-14 Code, Section 21.2

UBC 1909.3.2

f

f

Tension-controlled

0.90

0.90

Shear and torsion

0.75

0.85

Compression-controlled (spiral)

0.70

0.75

Compression-controlled (other)

0.65

0.70

Bearing

0.65

0.70


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Customary Dimensions and Construction Tolerance 

The actual as-built dimensions will differ slightly from those shown on the drawings, due to construction inaccuracies.



ACI Committee 117 has published a comprehensive list of tolerance for concrete construction and materials.



As an example, tolerances for footings are +2 inches and – ½ inch on plan dimensions and – 5 percent of the specified thickness.


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Concrete_Design_Lecture01

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