This document provides guidelines for detailing of reinforcement in reinforced concrete structures according to Indian codes IS456 and IS13920. Some key points discussed include:
- Minimum cover requirements and spacing of reinforcement bars
- Development lengths and lap splicing of bars
- Detailing requirements for beams, columns, and joints to provide ductility under seismic loads
- Use of confining reinforcement and closed stirrups in potential plastic hinge regions
information on types of beams, different methods to calculate beam stress, design for shear, analysis for SRB flexure, design for flexure, Design procedure for doubly reinforced beam,
Design of steel structure as per is 800(2007)ahsanrabbani
It does not offer resistance against rotation and also termed as a hinged or pinned connections.
It transfers only axial or shear forces and it is not designed for moment
It is generally connected by single bolt/rivet and therefore full rotation is allowed
information on types of beams, different methods to calculate beam stress, design for shear, analysis for SRB flexure, design for flexure, Design procedure for doubly reinforced beam,
Design of steel structure as per is 800(2007)ahsanrabbani
It does not offer resistance against rotation and also termed as a hinged or pinned connections.
It transfers only axial or shear forces and it is not designed for moment
It is generally connected by single bolt/rivet and therefore full rotation is allowed
Design and Detailing of RC Deep beams as per IS 456-2000VVIETCIVIL
Visit : https://teacherinneed.wordpress.com/
1. DEEP BEAM DEFINITION - IS 456
2. DEEP BEAM APPLICATION
3. DEEP BEAM TYPES
4. BEHAVIOUR OF DEEP BEAMS
5. LEVER ARM
6. COMPRESSIVE FORCE PATH CONCEPT
7. ARCH AND TIE ACTION
8. DEEP BEAM BEHAVIOUR AT ULTIMATE LIMIT STATE
9. REBAR DETAILING
10. EXAMPLE 1 – SIMPLY SUPPORTED DEEP BEAM
11. EXAMPLE 2 – SIMPLY SUPPORTED DEEP BEAM; M20, FE415
12. EXAMPLE 3: FIXED ENDS AND CONTINUOUS DEEP BEAM
13. EXAMPLE 4 : FIXED ENDS AND CONTINUOUS DEEP BEAM
Because of torsion, the beam fails in diagonal tension forming the spiral cracks around the beam. Warping of the section does not allow a plane section to remain as plane after twisting. Clause 41 of IS 456:2000 provides the provisions for
the design of torsional reinforcements. The design rules for torsion are based on the equivalent moment.
Mat foundation is also known as the raft foundation. It is a continuous thick concrete slab on the soil that extends the entire footprint of the building and increases the soil bearing capacity power. This foundation supports the entire building loads and safely transfer it to the ground
The Pushover Analysis from basics - Rahul LeslieRahul Leslie
Pushover analysis has been in the academic-research arena for quite long. The papers published in this field usually deals mostly with proposed improvements to the approach, expecting the reader to know the basics of the topic... while the common structural design practitioner, not knowing the basics, is left out from participating in those discussions. Here I’m making an effort to bridge that gap by explaining the Pushover analysis, from basics, in its simplicity.
A write up on this topic can be found at http://rahulleslie.blogspot.in/p/blog-page.html, though does not cover the full spectrum presented in this slide show.
Design and Detailing of RC Deep beams as per IS 456-2000VVIETCIVIL
Visit : https://teacherinneed.wordpress.com/
1. DEEP BEAM DEFINITION - IS 456
2. DEEP BEAM APPLICATION
3. DEEP BEAM TYPES
4. BEHAVIOUR OF DEEP BEAMS
5. LEVER ARM
6. COMPRESSIVE FORCE PATH CONCEPT
7. ARCH AND TIE ACTION
8. DEEP BEAM BEHAVIOUR AT ULTIMATE LIMIT STATE
9. REBAR DETAILING
10. EXAMPLE 1 – SIMPLY SUPPORTED DEEP BEAM
11. EXAMPLE 2 – SIMPLY SUPPORTED DEEP BEAM; M20, FE415
12. EXAMPLE 3: FIXED ENDS AND CONTINUOUS DEEP BEAM
13. EXAMPLE 4 : FIXED ENDS AND CONTINUOUS DEEP BEAM
Because of torsion, the beam fails in diagonal tension forming the spiral cracks around the beam. Warping of the section does not allow a plane section to remain as plane after twisting. Clause 41 of IS 456:2000 provides the provisions for
the design of torsional reinforcements. The design rules for torsion are based on the equivalent moment.
Mat foundation is also known as the raft foundation. It is a continuous thick concrete slab on the soil that extends the entire footprint of the building and increases the soil bearing capacity power. This foundation supports the entire building loads and safely transfer it to the ground
The Pushover Analysis from basics - Rahul LeslieRahul Leslie
Pushover analysis has been in the academic-research arena for quite long. The papers published in this field usually deals mostly with proposed improvements to the approach, expecting the reader to know the basics of the topic... while the common structural design practitioner, not knowing the basics, is left out from participating in those discussions. Here I’m making an effort to bridge that gap by explaining the Pushover analysis, from basics, in its simplicity.
A write up on this topic can be found at http://rahulleslie.blogspot.in/p/blog-page.html, though does not cover the full spectrum presented in this slide show.
Design of Beam- RCC Singly Reinforced BeamSHAZEBALIKHAN1
Concrete beams are an essential part of civil structures. Learn the design basis, calculations for sizing, tension reinforcement, and shear reinforcement for a concrete beam.
Industrial Training at Shahjalal Fertilizer Company Limited (SFCL)MdTanvirMahtab2
This presentation is about the working procedure of Shahjalal Fertilizer Company Limited (SFCL). A Govt. owned Company of Bangladesh Chemical Industries Corporation under Ministry of Industries.
Quality defects in TMT Bars, Possible causes and Potential Solutions.PrashantGoswami42
Maintaining high-quality standards in the production of TMT bars is crucial for ensuring structural integrity in construction. Addressing common defects through careful monitoring, standardized processes, and advanced technology can significantly improve the quality of TMT bars. Continuous training and adherence to quality control measures will also play a pivotal role in minimizing these defects.
Vaccine management system project report documentation..pdfKamal Acharya
The Division of Vaccine and Immunization is facing increasing difficulty monitoring vaccines and other commodities distribution once they have been distributed from the national stores. With the introduction of new vaccines, more challenges have been anticipated with this additions posing serious threat to the already over strained vaccine supply chain system in Kenya.
Explore the innovative world of trenchless pipe repair with our comprehensive guide, "The Benefits and Techniques of Trenchless Pipe Repair." This document delves into the modern methods of repairing underground pipes without the need for extensive excavation, highlighting the numerous advantages and the latest techniques used in the industry.
Learn about the cost savings, reduced environmental impact, and minimal disruption associated with trenchless technology. Discover detailed explanations of popular techniques such as pipe bursting, cured-in-place pipe (CIPP) lining, and directional drilling. Understand how these methods can be applied to various types of infrastructure, from residential plumbing to large-scale municipal systems.
Ideal for homeowners, contractors, engineers, and anyone interested in modern plumbing solutions, this guide provides valuable insights into why trenchless pipe repair is becoming the preferred choice for pipe rehabilitation. Stay informed about the latest advancements and best practices in the field.
Hybrid optimization of pumped hydro system and solar- Engr. Abdul-Azeez.pdffxintegritypublishin
Advancements in technology unveil a myriad of electrical and electronic breakthroughs geared towards efficiently harnessing limited resources to meet human energy demands. The optimization of hybrid solar PV panels and pumped hydro energy supply systems plays a pivotal role in utilizing natural resources effectively. This initiative not only benefits humanity but also fosters environmental sustainability. The study investigated the design optimization of these hybrid systems, focusing on understanding solar radiation patterns, identifying geographical influences on solar radiation, formulating a mathematical model for system optimization, and determining the optimal configuration of PV panels and pumped hydro storage. Through a comparative analysis approach and eight weeks of data collection, the study addressed key research questions related to solar radiation patterns and optimal system design. The findings highlighted regions with heightened solar radiation levels, showcasing substantial potential for power generation and emphasizing the system's efficiency. Optimizing system design significantly boosted power generation, promoted renewable energy utilization, and enhanced energy storage capacity. The study underscored the benefits of optimizing hybrid solar PV panels and pumped hydro energy supply systems for sustainable energy usage. Optimizing the design of solar PV panels and pumped hydro energy supply systems as examined across diverse climatic conditions in a developing country, not only enhances power generation but also improves the integration of renewable energy sources and boosts energy storage capacities, particularly beneficial for less economically prosperous regions. Additionally, the study provides valuable insights for advancing energy research in economically viable areas. Recommendations included conducting site-specific assessments, utilizing advanced modeling tools, implementing regular maintenance protocols, and enhancing communication among system components.
Welcome to WIPAC Monthly the magazine brought to you by the LinkedIn Group Water Industry Process Automation & Control.
In this month's edition, along with this month's industry news to celebrate the 13 years since the group was created we have articles including
A case study of the used of Advanced Process Control at the Wastewater Treatment works at Lleida in Spain
A look back on an article on smart wastewater networks in order to see how the industry has measured up in the interim around the adoption of Digital Transformation in the Water Industry.
About
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Technical Specifications
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
Key Features
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface
• Compatible with MAFI CCR system
• Copatiable with IDM8000 CCR
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
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• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
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• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
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This document will discuss each of the underlying technologies to create and implement an e- commerce website.
Water scarcity is the lack of fresh water resources to meet the standard water demand. There are two type of water scarcity. One is physical. The other is economic water scarcity.
1. Design of RCC structures
Detailing of Reinforcement
(IS456-2000, IS13920)
Pradip Paudel
(M.Sc. in Structural Engineering)
2. WHO IS AN ENGINEER?
The great liability of the engineer …compared
to men of other professions……is that his
works are out in the open where all can see
them.
He cannot bury his mistakes in the grave like
the DOCTORS.
He cannot, like the ARCHITECT, cover his
figures with trees
A design engineer’s responsibility should
include assuring the structural safety of the
design, details, checking shop drawing.
Detailing is as important as design
3. Requirements of Good Detailing
Should be simple for fabrication and placing
Check spacing for crack control – maximum spacing
Minimum spacing for concrete placing
Check for splicing requirements and development
length
Special care for section of varying depth and sloped
slabs
Care for corner joints, beam column junction,
openings etc.
4. Detailing for gravity loads is different from
the lateral loads specially for the SEISMIC
FORCES.
Apart from the detailing for the above there
is a different detailing required for the
rehabilitation and strengthening of damaged
structures.
Detailing codes SP16 and IS456-2000
EQ code is 13920 as required for seismic
forces.
Cont.…
5. Minimum Nominal Cover
Clear cover shall be provided
To develop the desired bond strength through out the
perimeter of steel
To protect against corrosion and fire
Slab 20mm
Beam 25mm
Column 40mm
Footing 60mm
For detail see Table-16 IS 456-2000
6. Spacing of reinforcement
The horizontal distance between two parallel main
reinforcing bars shall not be less than
The diameter of the bar if the bars are of equal
diameter
The diameter of the larger bar
5mm + nominal size of aggregate
Maximum spacing ----as per design
Further reading Page 167 A. K. Jain
Clause 26.3.2, IS456-2000
7. Limits for reinforcement
Beam
Min As/bd = 0.85/Fy
Maximum = 4% of bD
Compression = 0.2%
Web reinforcement = 0.1% of web area
Vertical Shear bars not exceeding 0.75d or
300mm whichever is less.
Minimum shear bars = cl 26.5.1.6
Slab = min 0.12% for Fe415 and 0.15% for
Fe250
Clause 26.5, IS456-2000
8. The stirrups shall be minimum size of 8mm
in the case of lateral load resistance .
The hooks shall be bent to 135 degree .
In column size of bar not less than 12 mm
Spacing of bars not greater than 300mm
Arrangement of lateral ties as per cl 26.5.3.2
9. DEVELOPMENT LENGTH OF BARS
SLNO BAR DIA. TENSIONm
m
COMPRESSION REMARKS
1 8 376.0 301.0
2 10 470.0 376.0
3 12 564.0 451.0
4 16 752.0 602.0
5 20 940.0 752.0
6 22 1034.0 827.0
7 25 1175.0 940.0
8 28 1316.0 1053.0
9 32 1504.0 1203.0
FOR A CONCRETE GRADE M20 &STEEL
STRENGTH Fy=415
APPROXIMATELY USE 50Xdia FOR TENSION
11. Lap splicing as per clause 26.2.5.1 IS456-2000
Lap splices should not be used for bar larger than
36mm
Larger than 36mm bar may be welded
Lap length including anchorage value of hooks in
flexural tension is development length (Ld)or 30ϕ
whichever is greater.
Lap length including anchorage value of hooks in
direct tension is 2Ld or 30ϕ whichever is greater.
The straight lap length should not be less than
200mm or 15ϕ whichever is greater.
12. Lap splicing Cont.….
Lap splices are considered as staggered if the c/c
distance of the splices is not less than 1.3 times the
lap length.
The lap length in compression is equal to the
development length in compression but not less
than 24ϕ.
Lap length is calculated on the basis of diameter of
smaller bar when bars of different diameters are to
be spliced.
13. DO’S For Detailing
Prepare drawing properly and accurately
Prepare bar bending schedule, if necessary
Indicate proper cover to the reinforcement
Decide location of the openings/hole and
supply adequate details for the
reinforcement around openings.
Commonly available size of bars and spirals
shall be used for reinforcement.
14. For a single structural member the number of different
sizes of reinforcement bar should be minimum.
The grade of reinforcement bars should be clearly
mention in the structural drawings
When reinforcement is left exposed for future
construction, it should be adequately protected from
corrosion and weathering.
Congestion of the reinforcement should be avoided at
points where members intersect and make certain that
all the reinforcement shown can be properly placed.
Show enlarged details at the corners, beam and
column joint and at similar special situations.
15. Do Not's for Detailing
Flexure reinforcement shall not be
terminated in a tension zone.
Lap splices should not be used for bars
larger than 36 mm dia.
Different types of reinforcing bars such as
deformed bars and plain bars and various
grades should not be used side by side as
this practice would lead to confusion at site.
16. Do’s for Columns
A reinforced column should have min 4
bars for rectangular or square column and
minimum 6 bars for circular columns.
Keep outer dimensions of the column
constant, as far as possible, for re-use of
forms.
Preferably avoid use of two grades of
vertical bars in the same element.
17. Do’s for Beams and Slabs
Where splices are provided in the reinforcing
bars, they should be staggered, and away
from the sections of maximum stress.
Where the depth of the beam exceeds 750
mm in case of beams without torsion and 450
mm with torsion side face reinforcement
shall be provided.
All spacing shall be c/c spacing of the bars.
18. Deflection in beams/slabs may be reduced by
providing compression reinforcement.
At beam column intersection ,ensure that the
main beam bars avoid the main column bars.
At beam column intersections , main
reinforcement may be so arranged that layers
in mutually perpendicular beams are at
different levels.
To accommodate bottom bars, it is good
practice to make secondary beams shallower
than the main beams at least by 50 mm.
21. Positive moment reinforcement, Cl26.2.3.3
Negative moment reinforcement,Cl26.2.3.4
Curtailment of bundled bars,Cl26.2.3.5
Further reading A. K. Jain p 172
Simplified rules of curtailment as per BS
8110-1985
Cont.…
22. Bar Bending Schedule
Bar Bending Schedule should include:
Identification of structural member
Position of each bar in the member
Bar marks and diameter of each bar
Number of bars
Shape and bending dimension of each bar
Length of each bar
Remark, if any
Typical example for slab, beam and column: see page 180 (A.K.
Jain)
23. IS13920:1993,Ductile Detailing of
RCC Structures Subjected to Seismic Forces
This code applies to all RCC
structures which satisfy one of the
four conditions-
The structure is located –
In zone IV or V
In zone III and I> 1.0
In zone III and industrial structure
In zone III and is more than 5 story high
24. What is EQ Resistant Design?
The acceptable response levels of the
structure under design earthquake.
Designer should exercise some degree
of control on magnitude and
distribution of stiffness, mass and
relative strength of member and their
ductility to achieved desired results.
25. Seismic Design Criteria(IS 1893)
Earthquake Desired Behavior Controlling parameters
Minor No damage to non-
structural components
Control deflection by
providing stiffness
Moderate No significant structural
damage, minor cracks in
beam and columns,
Response should be
predominantly elastic
Avoid yielding of
members or permanent
damage by providing
strength
Severe,
Catastrophic
No collapse of the system
which could cause loss of
life.
Allow structure to enter
into inelastic range and
absorb energy by
providing ductility
26. If elastic strength of structural elements
exceeds the greatest imposed load upon that
structure there can be no significant damage.
In severe earthquake some of the resisting
elements will be loaded to their full
strength. If they are brittle, they will fail,
throwing their share of the load on the
remaining elements. If they are ductile, they
can continue to participate in resisting the
lateral force up to their full strength after
they yield.
27. DUCTILITY
A ductile material is the one that can
undergo large strains while resisting
loads
Ductility implies the ability to sustain
significant inelastic deformations prior
to collapse.
Brittle material is one that fails
suddenly upon attaining its maximum
load
28. Brittle and Ductile force-deformation behavior
Brittle
Ductile
Force
Δy Δu
Deformation
30. Significance of Ductility
It can be expected to adapt to unexpected
overloads, impact and structural movements
due to foundation settlements and volume
changes.
Occupants will have sufficient warning of the
impending failure thus reducing the probability
of loss of life in the events of collapse.
All joints and splices must be able to withstand
forces and deformations corresponding to
yielding of the reinforcement.
31. Design for Ductility
Structural layout should be simple
and regular.
Amount of tension reinforcement
in beams should be restricted and
more compression reinforcement
should be provided.
33. The shear reinforcement should be
adequate to ensure that the strength in
shear exceeds the strength in flexure and
thus, prevent a non-ductile shear failure
before the fully reversible flexural
strength of a member has been developed.
See on clause 6.3.3 in IS13920
Cont.…
34. BEAMS
At least two bars should be provided
continuously both at top and bottom.
The positive moment resistance at the face of
the joint should not be less than one –half of the
negative moment resistance provided at that
face of the joint.
Neither the negative nor the positive resistance
at any section along the member length should
be less than one-fourth of the moment resistance
provided at the face of the either joint
Clause 6, IS13920
35. HOOP SPACING
HOOP SPACING
< d/4 and 8 db
B = BREADTH OF BEAM
db = DIAMETER OF LONGITUDINAL BAR
2d
d
2d
db
50 mm max 50 mm max
MIN 2 BARS FOR FULL LENGTH
ALONG TOP AND BOTTOM FACE
AS > MIN. Bd
AS < MAX Bd
> d /2
BEAM REINFORCEMENT
36. Spacing of hoops over a length of 2d at
either end of the beam shall not exceed-
d/4
8 times the diameter of the smallest
longitudinal bar, need not be less than
100 mm
Elsewhere, the beam shall have vertical
hoops at a spacing not exceeding d/2.
Clause 6.3.5, IS13920
38. Cont.…
The special confining reinforcement shall be
provided above and below the beam connections,
in a length of the column at each end which is
largest of the following-
1/6 of the clear height of the column
Larger dimension of the column
450 mm
When a column terminates into a footing, special
confining reinforcement shall extend at least 300
mm into the footing
40. JOINT REINFORCEMENT
AS PER 8.1
TRANSVERSE
REINFORCEMENT
AS PER 7.2.1
CONFINED JOINT WITH BEAMS
FRAMING INTO ALL FOUR SIDES
CONFINING REINFORCEMENT AS
PER 8.2
hC
lO
> hc / 4
lO
lO
> hc / 4
COLUMN AND JOINT DETAILING
41. The spacing of hoops used as special
confining reinforcement shall not
exceed –
¼ of the minimum member dimension
need not be less than 75 mm nor more
than 100 mm
For further information see on Clause
7.4.6 and 7.4.7 in IS 13920
42. db
Ld = DEVELOPMENT
LENGTH IN TENSION
Db = BAR DIAMETER
FIG. 1: ANCHORAGE OF BEAM BARS IN
AN EXTERNAL JOINT.
43. LAP SPLICES IN BEAM
Not more than 50 % of the bars shall be spliced at
one section
The longitudinal bars shall be spliced , only if hoops
are provided over the entire splice length, at a
spacing not exceeding 150 mm
The lap length shall not be less than the bar
development length in tension.
Clause 6.2.6 IS13920
44. Cont.…
Lap splices shall not be provided-
within a distance of 2d from the joint face
within a joint
within a quarter length of the member
where flexural yielding may generally occur
under the effect of earthquake forces.
Use of welded splices and mechanical
connections may also be made as per IS456-
1978
Clause 6.2.6 IS13920
45. Ld = DEVELOPMENT
LENGTH IN TENSION
db = BAR DIAMETER
db
Ld
150 mm
FIG. 2: LAP, SPLICE IN BEAM
54. Details of Main & Secondary beams
INCORRECT
1.5d1.5d1.5d
Close rings
Hanger
bars
300
300
d
CORRECT
Secondary
beam
Main
beam
Secondary beam
60degree
Main
beam
63. SHEAR AND TORSION REIN. IN BEAMS
INCORRE
CT
Min 0.2%bd to control
deflection as well as for
seismic requ.
b
D
100 to
200mm
d
D-n>500mm
D/
5
Skin rein.10dia is
required when
depth exceeds
450mm(0.1% of
web area
distributed
equally on two
Stirrups taken round
outermost bars
spacing<=x1
<=(x1+y1)/4
<=300mm
x1
y1
D-n>500mm
n
CORREC
T
64. CANTILEVER BEAM WITH POINT LOAD
CORRECT
INCORRE
CT
2/3
dd
Shear
rein.
Extra ties
L
d
L
d
65. openi
ng
CORRECT
OPENING IN WEB OF
BEAM
crackcrack
openi
ng
INCORREC
T
OPENING IN WEB OF
BEAM
Ld
d/
2
d/
2
Closed
stps for
d/2
Closed
stps for
d/2
70. BEAM COL. JUNCTION-EQ
REGION
EQ REGION-BEAM-COL JN-EXTERIOR
CORREC
T
BEAM COL. JUNCTION-EQ
REGION
INCORRE
CT
END REGION
END REGION
COL.
CORE*
SPACING OF
LATERAL
TIES
<=100mm
SPACING OF
LATERAL
TIES <=d/2
SPACING OF
LATERAL
TIES <=d/2
SPACING OF
LATERAL
TIES <=d/2
*COL.CORE HAS TO
BE CONFINED BY
CIRCULAR OR
RECTANGULAR TIES
IN ACCORDANCE
WITH END REGION