Dr. B. Rajeevan gave a lecture on design for flexure in reinforced concrete structures. The key points covered included:
- Type II design problems involve determining cross-sectional dimensions and reinforcement area where no unique solution exists.
- Requirements for flexural reinforcement include nominal cover, clear cover, and effective cover to protect concrete.
- Spacing of reinforcing bars is limited to a minimum for constructability and a maximum to control cracking and ensure bond.
- Design of singly and doubly reinforced beams was demonstrated through examples, determining reinforcement areas based on flexural strength requirements.
- Design of flanged beams like T-beams and L-beams was discussed, highlighting differences in reinforcement
Analysis and Design of Rectangular and L-Shaped Columns Subjected to Axial Lo...Nitin Dahiya
Next to rectangular and circular columns, L-shaped columns may be the most frequently encountered reinforced concrete columns, since they can be used as a corner column in framed structures. The behaviour of irregular shaped reinforced concrete columns has been a constant concern for a structural engineer, to design a safe and economic structure in modern buildings and bridge piers. L-shaped reinforced concrete column subjected to biaxial bending and axial compression is a common design problem. Axial load capacity and Moment capacity of rectangular and L-shaped reinforced concrete columns have been done in this work. A computer program has been developed to obtain the axial load capacity and moment capacity of reinforced concrete columns of rectangular and L-shaped.
Analysis and Design of Rectangular and L-Shaped Columns Subjected to Axial Lo...Nitin Dahiya
Next to rectangular and circular columns, L-shaped columns may be the most frequently encountered reinforced concrete columns, since they can be used as a corner column in framed structures. The behaviour of irregular shaped reinforced concrete columns has been a constant concern for a structural engineer, to design a safe and economic structure in modern buildings and bridge piers. L-shaped reinforced concrete column subjected to biaxial bending and axial compression is a common design problem. Axial load capacity and Moment capacity of rectangular and L-shaped reinforced concrete columns have been done in this work. A computer program has been developed to obtain the axial load capacity and moment capacity of reinforced concrete columns of rectangular and L-shaped.
STUDY ON INFLUENCE OF RIB CONFIGURATION ON BOND STRENGTH DEVELOPMENT BETWEEN ...Shoaib Wani
To conduct pull out test as per IS 2770-1967 (Methods of testing bond in reinforced concrete –part 1 pull out test ) to assess the bond strength development between concrete and steel rebar.
Pull-out test was conducted on:
Mild steel bar
HYSD –parallel ribbed bar
HYSD – diamond ribbed bar
STUDY ON BOND MECHANISM OF PSWC BARS WITH CONCRETEShoaib Wani
PSWC- Plain surface with wave-type configuration, a rebar for durable concrete construction at zero cost addition and much more. The yield strength & the bond strength of HYSD bars > plain round mild steel straight bars. The durability issues related to the use of HYSD bars in RCC & problems of early distress.
Early corrosion due to the provision of surface protrusions in HYSD bars for achieving the higher bond strength.
Alternative solution : A new type of reinforcing steel bar (named as PSWC-bar) with normal plain round surface and deformed axis is proposed.
STUDY ON INFLUENCE OF RIB CONFIGURATION ON BOND STRENGTH DEVELOPMENT BETWEEN ...Shoaib Wani
To conduct pull out test as per IS 2770-1967 (Methods of testing bond in reinforced concrete –part 1 pull out test ) to assess the bond strength development between concrete and steel rebar.
Pull-out test was conducted on:
Mild steel bar
HYSD –parallel ribbed bar
HYSD – diamond ribbed bar
STUDY ON BOND MECHANISM OF PSWC BARS WITH CONCRETEShoaib Wani
PSWC- Plain surface with wave-type configuration, a rebar for durable concrete construction at zero cost addition and much more. The yield strength & the bond strength of HYSD bars > plain round mild steel straight bars. The durability issues related to the use of HYSD bars in RCC & problems of early distress.
Early corrosion due to the provision of surface protrusions in HYSD bars for achieving the higher bond strength.
Alternative solution : A new type of reinforcing steel bar (named as PSWC-bar) with normal plain round surface and deformed axis is proposed.
This is the work of my studio Steel Structures in CEPT University in L2. In this studio we did case study of existing steel structure house and we designed a railway station for Vejalpur and did staad analysis and made the architectural and structural drawings of it.
Analysis and Design of Residential building.pptxDP NITHIN
Complete introduction to the design and design concepts, design of structural
members like slabs, beams, columns, footing etc. along with their calculation and
Detailing through structural drawings.
Parametric Study of Multi-Spot Welded Lap Shear Specimen for Shear StrengthIJERA Editor
The effect of number of spots, spot spacing, squeezing force, welding current, weld time , overlapping length
and sheet thicknesson the shear strength of two similar galvanized steel sheets are investigated through
experiments using RSM method. Similar sheets of galvanized steel sheets are made by resistance spot welding
at different processing conditions and these joint populations were tested under lap-shear loading conditions.
Specially fabricated fixture is used to load the lap shear specimen in the universal testing machine Regression
analysis is done to obtain relationship between shear strength and selected parameters. The experimental results
indicate that the failure loads of spot welds in lap-shear specimens increase when number of spot, squeezing
force, welding current and sheet thickness increase for the given ranges.
Sachpazis:Terzaghi Bearing Capacity Estimation in simple terms with Calculati...Dr.Costas Sachpazis
Terzaghi's soil bearing capacity theory, developed by Karl Terzaghi, is a fundamental principle in geotechnical engineering used to determine the bearing capacity of shallow foundations. This theory provides a method to calculate the ultimate bearing capacity of soil, which is the maximum load per unit area that the soil can support without undergoing shear failure. The Calculation HTML Code included.
Final project report on grocery store management system..pdfKamal Acharya
In today’s fast-changing business environment, it’s extremely important to be able to respond to client needs in the most effective and timely manner. If your customers wish to see your business online and have instant access to your products or services.
Online Grocery Store is an e-commerce website, which retails various grocery products. This project allows viewing various products available enables registered users to purchase desired products instantly using Paytm, UPI payment processor (Instant Pay) and also can place order by using Cash on Delivery (Pay Later) option. This project provides an easy access to Administrators and Managers to view orders placed using Pay Later and Instant Pay options.
In order to develop an e-commerce website, a number of Technologies must be studied and understood. These include multi-tiered architecture, server and client-side scripting techniques, implementation technologies, programming language (such as PHP, HTML, CSS, JavaScript) and MySQL relational databases. This is a project with the objective to develop a basic website where a consumer is provided with a shopping cart website and also to know about the technologies used to develop such a website.
This document will discuss each of the underlying technologies to create and implement an e- commerce website.
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.
Immunizing Image Classifiers Against Localized Adversary Attacksgerogepatton
This paper addresses the vulnerability of deep learning models, particularly convolutional neural networks
(CNN)s, to adversarial attacks and presents a proactive training technique designed to counter them. We
introduce a novel volumization algorithm, which transforms 2D images into 3D volumetric representations.
When combined with 3D convolution and deep curriculum learning optimization (CLO), itsignificantly improves
the immunity of models against localized universal attacks by up to 40%. We evaluate our proposed approach
using contemporary CNN architectures and the modified Canadian Institute for Advanced Research (CIFAR-10
and CIFAR-100) and ImageNet Large Scale Visual Recognition Challenge (ILSVRC12) datasets, showcasing
accuracy improvements over previous techniques. The results indicate that the combination of the volumetric
input and curriculum learning holds significant promise for mitigating adversarial attacks without necessitating
adversary training.
Forklift Classes Overview by Intella PartsIntella Parts
Discover the different forklift classes and their specific applications. Learn how to choose the right forklift for your needs to ensure safety, efficiency, and compliance in your operations.
For more technical information, visit our website https://intellaparts.com
TECHNICAL TRAINING MANUAL GENERAL FAMILIARIZATION COURSEDuvanRamosGarzon1
AIRCRAFT GENERAL
The Single Aisle is the most advanced family aircraft in service today, with fly-by-wire flight controls.
The A318, A319, A320 and A321 are twin-engine subsonic medium range aircraft.
The family offers a choice of engines
NO1 Uk best vashikaran specialist in delhi vashikaran baba near me online vas...Amil Baba Dawood bangali
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Event Management System Vb Net Project Report.pdfKamal Acharya
In present era, the scopes of information technology growing with a very fast .We do not see any are untouched from this industry. The scope of information technology has become wider includes: Business and industry. Household Business, Communication, Education, Entertainment, Science, Medicine, Engineering, Distance Learning, Weather Forecasting. Carrier Searching and so on.
My project named “Event Management System” is software that store and maintained all events coordinated in college. It also helpful to print related reports. My project will help to record the events coordinated by faculties with their Name, Event subject, date & details in an efficient & effective ways.
In my system we have to make a system by which a user can record all events coordinated by a particular faculty. In our proposed system some more featured are added which differs it from the existing system such as security.
Courier management system project report.pdfKamal Acharya
It is now-a-days very important for the people to send or receive articles like imported furniture, electronic items, gifts, business goods and the like. People depend vastly on different transport systems which mostly use the manual way of receiving and delivering the articles. There is no way to track the articles till they are received and there is no way to let the customer know what happened in transit, once he booked some articles. In such a situation, we need a system which completely computerizes the cargo activities including time to time tracking of the articles sent. This need is fulfilled by Courier Management System software which is online software for the cargo management people that enables them to receive the goods from a source and send them to a required destination and track their status from time to time.
Gen AI Study Jams _ For the GDSC Leads in India.pdf
Dcs 6 rajeevan sir
1. Lecture Notes 15 July 2010
Dr. B. Rajeevan 1
Dr. B. Rajeevan
Senior Lecturer
Department of Civil Engineering
Govt. College of Engineering Kannur
E-mail: rajeevan@gcek.ac.in
Mob: 9495 333 088
ContactTime: 4 pm – 5 pm
Design for Flexure
• Type II Design Problems
– Determine the c/s dimensions and area of
reinforcement
– No unique solution exists
15 July 2010 Dr. B. Rajeevan 2
• Given,
• Span, loads and material properties
• Limit states to consider are ultimate limit states of flexure, shear,
torsion and bond
• Serviceability limit states of cracking, deflection and durability
Requirements of flexural
reinforcement
• Cl. 26.4.1
– Nominal cover
– Clear cover
– Effective cover
Cover protects concrete from corrosion, fire and
gives bond to the surrounding concrete.
15 July 2010 Dr. B. Rajeevan 3
Table 16/ IS 456
15 July 2010 Dr. B. Rajeevan 4
Exposure Nominal cover
(mm)
Min Grade
Mild 20 M 20
Moderate 30 M 25
Severe 45 M 30
Very severe 50 M 35
Extreme 75 M 40
Also refer Table 3 & 5 of IS 456
Spacing of reinforcing bars
• Minimum limit
– To ensure easy placing of concrete
• Maximum limit
– Controlling crack width and bond
15 July 2010 Dr. B. Rajeevan 5
Beam width – multiple of 25 mm or 50 mm
Slab thickness – multiple of 5 mm
Spacing of reinforcing bars
15 July 2010 Dr. B. Rajeevan 6
2. Lecture Notes 15 July 2010
Dr. B. Rajeevan 2
Spacing of reinforcing bars
15 July 2010 Dr. B. Rajeevan 7
Spacing of reinforcing bars
15 July 2010 Dr. B. Rajeevan 8
16
Reinforcement - Beam
tension reinforcement
– To ensure crack control
– To take care of unforeseen loads
– To control shrinkage and temperature variations
15 July 2010 Dr. B. Rajeevan 9
,min 0.85
y
Ast
bd f
.26.5.1.1( )Cl a
Reinforcement - Beam
tension/compression
reinforcement
– To avoid congestion
15 July 2010 Dr. B. Rajeevan 10
,max 0.04stA bD
.26.5.1.1( )
.26.5.1.2
Cl b
Cl
Requirements- Slab
• Maximum diameter of bars (Cl. 26.5.2.2)
– Not greater than one eighth of the thickness of
slab.
– For crack control
• Minimum reinforcement (Cl. 26.5.2.1)
– 0.15bD
– 0.12bD for HYSD bars
15 July 2010 Dr. B. Rajeevan 11
Deflection Control
15 July 2010 Dr. B. Rajeevan 12
4
2
max
2
max 2 2 2
3
2
4
24
3
5
384
8
8 8 8
6
12
8
5
65
384
384
1
const
2
5
; conan stan
42
t t
w
EI
w
M
bD
w M Z
bD
I
bD
E b
D E
w
D
E
I
3. Lecture Notes 15 July 2010
Dr. B. Rajeevan 3
Codal provisions for deflection control
15 July 2010 Dr. B. Rajeevan 13
max
.23.2.1
ba
t c
sic
k k
d
Cl
d
7 cantilever
20 simplysupported
26 continuous
basicd
Refer Figs. 4 and 5 of code to get andt ck k
.22.2
/ distance between supports
clear span +
EffectiveSpan Cl
c c
smaller of
d
Selection of Member sizes
• Beams
– Placing of concrete
– Increase depth than width
• Provides better control of deflection and crack
15 July 2010 Dr. B. Rajeevan 14
,lim0.5 0.8
/ 1.5 2
200 ,250 300
230
/ 10 16
t tAssume p to p
D b to
Beamwidth mm mmand mm
Masonry wall mm
Span D to
Selection of Member sizes
• Slabs
– Based on deflection criteria
15 July 2010 Dr. B. Rajeevan 15
,lim0.4 0.5 1.25
/ 25
/ 32
415
t t tAssume p p k
d span ss slab
span continuous slab
Fe steel normallyused
clearcover + ( 5 10 )
2
D d round tonearest mmor mm
Design of singly reinforced rectangular
beams
15 July 2010 Dr. B. Rajeevan 16
,max
,lim2
0.87 1 , 1.1( )
100
Refer
1
6
00
1
yu t t
y t t
ck
u uR u uM M with
fM p p
R
x
f p p AnnexG b
bd f
x
SP
/ 8,
/ 25,
/ 32,
u
l cantilever
ss
continuous
M
d
Rb
Trial valuesof d beam
3
clearcover +
2
. 19.2.1 25 /
/ 1.5 2
clearco
,
ver
2
tie
tie
Exceedin
D d
Cl w kN m
D b g changebto
d D
Design Example
15 July 2010 Dr. B. Rajeevan 17
Solution
15 July 2010 Dr. B. Rajeevan 18
Inside beam – coastal are – Table 3, 5 & 16
Moderate exposure – clear cover = 30 mm and grade of concrete M25
Determine uM
250 ; 600 ( /10)
50 550
6
6 0.23 0.55 6.32
6
25 0.25 0.6 25 3.75 /
5 3.75 8.75 / ; 10 /
, 1.5 1.5 8.75 10 28.
Trialsection
.22
1
.2
DL LL
u DL LL
b mm D mm span
d D mm
m
m
m
s
Cl
elfweight bD kN m
w kN m w kN m
Factored l
Loads
oad w w w /kN m
4. Lecture Notes 15 July 2010
Dr. B. Rajeevan 4
15 July 2010 Dr. B. Rajeevan 19
2 2
,lim
26
min
lim ,lim
lim 2
/ 8 28.1 6 / 8 126
250
0.138
126 10
( )
3.45 250
0.138 3.45
382
382 3
Momen
6
t
0
,
1
,
u
u u
u
u ck
u
ck
M w kNm
Let b mm
M
Get from
M f bd
sameasinitially a
d
R b M
R f
M
Fixi
bd
mm
Then D
ng
ssumed
SP Tab
b
leC
d and D
Assuming 25 &
450 ( )
25
8 ( )
2
432.5 ( )
25
450 30 8 399
8
minimu
2
m
.5
m
mmdiabars mms
mm say
m
d m
tirrups
m
15 July 2010 Dr. B. Rajeevan 20
6
2 2
,
2
,
,
126 10
3.158
250 399.5
1.082 1.061
1.061 3.158 3.15 1.064
3.2 3.15
1062.67
100
1062.67
. 25 , 2.16
490.87
Provide1-25 +2-
3/ 16
95 / 16,
u
t
t
st reqd
st reqd
b
st reqd
M
bd
p
p
A
Table S
bd mm
A
No of mmbars n
A
P
Ta SP
A
ble
, ,
20
491 628 1119st prov st reqdA A
15 July 2010 Dr. B. Rajeevan 21
,
max
max
.4, 4
100 100 1119
1.12
250 399.5
228.4
1.014; 1
/ 1.014 1 20 20.28
/ 6000 / 399.5 15 /
5
,
6
st
t prov
s
t c
provided
DesignCheck for deflect
A
p
bd
f
k k
l d
l d
i
l d He
on
nce OK
Fig IS
15 July 2010 Dr. B. Rajeevan 22
Homework
15 July 2010 Dr. B. Rajeevan 23
Example 2
15 July 2010 Dr. B. Rajeevan 24
5. Lecture Notes 15 July 2010
Dr. B. Rajeevan 5
15 July 2010 Dr. B. Rajeevan 25
2 2
Moment,
4160
/ 25 4000 / 25 160
160 40 200
4000 230 4230
4000 160 4160
25 0.2 1 1 1 6 /
4 1 4 /
, 1.5 15 /
/ 8 15 4.16 / 8 32.45 /
D
u
L
LL
u DL LL
u u
Assumed span mm
D mm
mm
mm
w kN m
w kN m
Factored Load w w w kN m
M w kNm m
M
m
etrewid
m
thof slab
15 July 2010 Dr. B. Rajeevan 26
2
Moderateexposure 25
Main bars,
1.268; 3/ 16, 0.375
ck
u
t
st
f MPa
M
R Table SP p
bd
A
2
600 /
100
Using10 , , 100 131
. 3 3 160 480 300 300
Provide10
.26.3.3. (1)
@130 /
t
st
st
p bd
A mm metrewidthof slab
A
bars spacing s mm
A
Max Spacing Cd mmor mm m
m
m b
mc c
15 July 2010 Dr. B. Rajeevan 27
2
0.12 240 /
100
Using8 , , 100 209
. 5 5 160 800 450 45
Provide8 @200 /
.26.3.3. (2)0
st dist
st
bD
A mm metrewidthof slab
A
bars spacing s mm
A
M
Distributors
mmc cas distri
ax Spacing d mmor mm m
buto
Cm
r
b
s
2
,lim
200 30 10 / 2 165
1000 1000 78.54
604.15
130
10 ,0 0.37 1.1 69, 1
actual
st prov
prov
st prov
t t
Stre
d mm
A
A mm
ngthCheck
Detai
s
A
p p
b
Tab
ling
le
d
E SP
15 July 2010 Dr. B. Rajeevan 28
Design of Doubly Reinforced Beams
• Depth of beam is restricted, but moment is
higher
• Bending moment changes in sign
• To increase the ductility
• To reduce long term deflections due to
shrinkage and creep
15 July 2010 Dr. B. Rajeevan 29 15 July 2010 Dr. B. Rajeevan 30
6. Lecture Notes 15 July 2010
Dr. B. Rajeevan 6
15 July 2010 Dr. B. Rajeevan 31
/
0.0035 1cs
u
d
x
/
0.36 0.416
uc us
u uc c us s
u ck u u sc sc
C C C
M C z C z
M f bx d x f A d d
15 July 2010 Dr. B. Rajeevan 32
15 July 2010 Dr. B. Rajeevan 33
,lim 2
,lim ,max ,max 1
2 ,lim
/ 2
2 /
2
1
2
1 2
2
0.36 0.416 0.87
0.87
0.87
0.87
,
,
0.87
u u u
u ck u u y st
u u u
st
st
st
st s
u
u y st
y
y
t st
sc
sc
s
sc sc y st
M M M
M f bx d x f A
M M M
M
M f A d d
f
TensileSteel Area A
A
A
A A A
Compression Steel Area A
d d
f A
f A f A A
2t
scf
Example
• Design a doubly reinforced beam with the following
data to carry a factored moment of 1000 kNm
15 July 2010 Dr. B. Rajeevan 34
2 2 /
400 ; 550 ; 30 / ; 415 / ; 60ck yb mm d mm f N mm f N mm d mm
Solution
15 July 2010 Dr. B. Rajeevan 35
2
,lim 0.138
5
( / 16)
01
u ck TM f bd ableC
m
SP
kN
,lim
2
1
1.43
1.43
400 550 3146
100
( / 16)t
st
Table E SPp
A mm
2 ,lim
22
2 /
2
1 2
1000 501 499
2820.6
0.87
5967
u u u
u
st
y
st st st
M M M kNm
M
A mm
f d d
A A A mm
Solution
15 July 2010 Dr. B. Rajeevan 36
/
2
6
22
/
(
60 / 550 0.1
353 /
499 10
2885
353 550 60
6)
,
/ 1sc
u
sc
sc
sc
Tab
d
d
f N mm
M
A mm
f d d
Areaof Compression Steel A
le F SP
7. Lecture Notes 15 July 2010
Dr. B. Rajeevan 7
Solution by SP16
15 July 2010 Dr. B. Rajeevan 37
Homework
15 July 2010 Dr. B. Rajeevan 38
Design of Flanged Beams
15 July 2010 Dr. B. Rajeevan 39
T-beam under positive moment
15 July 2010 Dr. B. Rajeevan 40
T-beam under negative moment
15 July 2010 Dr. B. Rajeevan 41
L-beam under positive moment
15 July 2010 Dr. B. Rajeevan 42
8. Lecture Notes 15 July 2010
Dr. B. Rajeevan 8
L-beam under negative moment
15 July 2010 Dr. B. Rajeevan 43
Example – Design of T beam
15 July 2010 Dr. B. Rajeevan 44
Take Finish load = 1.72 kN/m2
Solution
15 July 2010 Dr. B. Rajeevan 45 15 July 2010 Dr. B. Rajeevan 46
15 July 2010 Dr. B. Rajeevan 47 15 July 2010 Dr. B. Rajeevan 48
9. Lecture Notes 15 July 2010
Dr. B. Rajeevan 9
15 July 2010 Dr. B. Rajeevan 49
RC SOILD SLAB
15 July 2010 Dr. B. Rajeevan 50
RC Solid Slab
1-way 2-way Flat Slab Flat Plate
15 July 2010 Dr. B. Rajeevan 51 15 July 2010 Dr. B. Rajeevan 52
DESIGN OF ONE WAY SLAB
15 July 2010 Dr. B. Rajeevan 53
Loads
• Self weight at 25 kN/m3 for reinforced concrete
• Finish and partition – 1.5 kN/m2
• Live load
– Based on usage
– Roof
• 1.5 kN/m2 for roof with access
• 0.75 kN/m2 for roof without access
– Floors
• 2 kN/m2 for residential floors
• 3 kN/m2 for office floors
15 July 2010 Dr. B. Rajeevan 54
10. Lecture Notes 15 July 2010
Dr. B. Rajeevan 10
One way slabs
15 July 2010 Dr. B. Rajeevan 55
Simply supported
Continuous
Simplified design using moment and shear coefficients
Tables 12 and 13
Moment and Shear Coefficients
15 July 2010 Dr. B. Rajeevan 56
Design Considerations
• Span to Effective depth ratio,
– Simply supported – 25
– Continuous – 30
• Concrete Cover
– Tables 3, 5 & 16
15 July 2010 Dr. B. Rajeevan 57
/ d
Design Considerations
• Calculation of steel area based on UR section
• Diameter of bar not to exceed 1/8th of thickens of
slab
• Steel area
• Spacing of main steel not greater than 3d or 300
mm
• Spacing of secondary steel not greater than 5d or
450 mm
15 July 2010 Dr. B. Rajeevan 58
0.87u y stM f A lever arm
0.12 ( 0.15 )stA bD or bD
Design Steps
– Design as beams of one metre width, with span as short dimension
– Assume depth based on deflection criteria
• Min depth 100 mm
– Determine factored loads. Compute factored moment and shear. Use
coefficients given in Table 7 for continuous one way slab
– Find effective depth required based on moment
– Add cover and find total depth of slab(thickness)
– Check for shear (k c) using Table 13 and Clause 39.2
– Revise depth, if necessary
– Determine
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stA
Design Check
– Check for minimum percentage of steel
– Check for spacing
– Recheck for shear based on the actual steel
– Check for deflection
– Provide secondary reinforcement
– Detail
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STRUCTURAL DETAIL
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Design Example 1
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Design Example 2
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