There are three main steps to designing a column splice:
1. Determine loads on the splice from axial, bending and shear forces. For axial loads, splices are designed to carry 50% of the load for machined ends or 100% for non-machined ends.
2. Design the splice plates to resist the loads using the yield stress as the design strength. Plate size is calculated based on load and stress.
3. Determine the number and size of bolts required based on the plate load capacity and bolt strengths in shear or bearing. Splice widths match the column and minimum plate thickness is 6mm.
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.
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.
We have compiled the most important slides from each speaker's presentation. This year’s compilation, available for free, captures the key insights and contributions shared during the DfMAy 2024 conference.
Literature Review Basics and Understanding Reference Management.pptxDr Ramhari Poudyal
Three-day training on academic research focuses on analytical tools at United Technical College, supported by the University Grant Commission, Nepal. 24-26 May 2024
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.
Harnessing WebAssembly for Real-time Stateless Streaming PipelinesChristina Lin
Traditionally, dealing with real-time data pipelines has involved significant overhead, even for straightforward tasks like data transformation or masking. However, in this talk, we’ll venture into the dynamic realm of WebAssembly (WASM) and discover how it can revolutionize the creation of stateless streaming pipelines within a Kafka (Redpanda) broker. These pipelines are adept at managing low-latency, high-data-volume scenarios.
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.
Hierarchical Digital Twin of a Naval Power SystemKerry Sado
A hierarchical digital twin of a Naval DC power system has been developed and experimentally verified. Similar to other state-of-the-art digital twins, this technology creates a digital replica of the physical system executed in real-time or faster, which can modify hardware controls. However, its advantage stems from distributing computational efforts by utilizing a hierarchical structure composed of lower-level digital twin blocks and a higher-level system digital twin. Each digital twin block is associated with a physical subsystem of the hardware and communicates with a singular system digital twin, which creates a system-level response. By extracting information from each level of the hierarchy, power system controls of the hardware were reconfigured autonomously. This hierarchical digital twin development offers several advantages over other digital twins, particularly in the field of naval power systems. The hierarchical structure allows for greater computational efficiency and scalability while the ability to autonomously reconfigure hardware controls offers increased flexibility and responsiveness. The hierarchical decomposition and models utilized were well aligned with the physical twin, as indicated by the maximum deviations between the developed digital twin hierarchy and the hardware.
6th International Conference on Machine Learning & Applications (CMLA 2024)ClaraZara1
6th International Conference on Machine Learning & Applications (CMLA 2024) will provide an excellent international forum for sharing knowledge and results in theory, methodology and applications of on Machine Learning & Applications.
HEAP SORT ILLUSTRATED WITH HEAPIFY, BUILD HEAP FOR DYNAMIC ARRAYS.
Heap sort is a comparison-based sorting technique based on Binary Heap data structure. It is similar to the selection sort where we first find the minimum element and place the minimum element at the beginning. Repeat the same process for the remaining elements.
An Approach to Detecting Writing Styles Based on Clustering Techniquesambekarshweta25
An Approach to Detecting Writing Styles Based on Clustering Techniques
Authors:
-Devkinandan Jagtap
-Shweta Ambekar
-Harshit Singh
-Nakul Sharma (Assistant Professor)
Institution:
VIIT Pune, India
Abstract:
This paper proposes a system to differentiate between human-generated and AI-generated texts using stylometric analysis. The system analyzes text files and classifies writing styles by employing various clustering algorithms, such as k-means, k-means++, hierarchical, and DBSCAN. The effectiveness of these algorithms is measured using silhouette scores. The system successfully identifies distinct writing styles within documents, demonstrating its potential for plagiarism detection.
Introduction:
Stylometry, the study of linguistic and structural features in texts, is used for tasks like plagiarism detection, genre separation, and author verification. This paper leverages stylometric analysis to identify different writing styles and improve plagiarism detection methods.
Methodology:
The system includes data collection, preprocessing, feature extraction, dimensional reduction, machine learning models for clustering, and performance comparison using silhouette scores. Feature extraction focuses on lexical features, vocabulary richness, and readability scores. The study uses a small dataset of texts from various authors and employs algorithms like k-means, k-means++, hierarchical clustering, and DBSCAN for clustering.
Results:
Experiments show that the system effectively identifies writing styles, with silhouette scores indicating reasonable to strong clustering when k=2. As the number of clusters increases, the silhouette scores decrease, indicating a drop in accuracy. K-means and k-means++ perform similarly, while hierarchical clustering is less optimized.
Conclusion and Future Work:
The system works well for distinguishing writing styles with two clusters but becomes less accurate as the number of clusters increases. Future research could focus on adding more parameters and optimizing the methodology to improve accuracy with higher cluster values. This system can enhance existing plagiarism detection tools, especially in academic settings.
NO1 Uk best vashikaran specialist in delhi vashikaran baba near me online vas...Amil Baba Dawood bangali
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#vashikaranspecialist #astrologer #palmistry #amliyaat #taweez #manpasandshadi #horoscope #spiritual #lovelife #lovespell #marriagespell#aamilbabainpakistan #amilbabainkarachi #powerfullblackmagicspell #kalajadumantarspecialist #realamilbaba #AmilbabainPakistan #astrologerincanada #astrologerindubai #lovespellsmaster #kalajaduspecialist #lovespellsthatwork #aamilbabainlahore#blackmagicformarriage #aamilbaba #kalajadu #kalailam #taweez #wazifaexpert #jadumantar #vashikaranspecialist #astrologer #palmistry #amliyaat #taweez #manpasandshadi #horoscope #spiritual #lovelife #lovespell #marriagespell#aamilbabainpakistan #amilbabainkarachi #powerfullblackmagicspell #kalajadumantarspecialist #realamilbaba #AmilbabainPakistan #astrologerincanada #astrologerindubai #lovespellsmaster #kalajaduspecialist #lovespellsthatwork #aamilbabainlahore #blackmagicforlove #blackmagicformarriage #aamilbaba #kalajadu #kalailam #taweez #wazifaexpert #jadumantar #vashikaranspecialist #astrologer #palmistry #amliyaat #taweez #manpasandshadi #horoscope #spiritual #lovelife #lovespell #marriagespell#aamilbabainpakistan #amilbabainkarachi #powerfullblackmagicspell #kalajadumantarspecialist #realamilbaba #AmilbabainPakistan #astrologerincanada #astrologerindubai #lovespellsmaster #kalajaduspecialist #lovespellsthatwork #aamilbabainlahore #Amilbabainuk #amilbabainspain #amilbabaindubai #Amilbabainnorway #amilbabainkrachi #amilbabainlahore #amilbabaingujranwalan #amilbabainislamabad
Water billing management system project report.pdfKamal Acharya
Our project entitled “Water Billing Management System” aims is to generate Water bill with all the charges and penalty. Manual system that is employed is extremely laborious and quite inadequate. It only makes the process more difficult and hard.
The aim of our project is to develop a system that is meant to partially computerize the work performed in the Water Board like generating monthly Water bill, record of consuming unit of water, store record of the customer and previous unpaid record.
We used HTML/PHP as front end and MYSQL as back end for developing our project. HTML is primarily a visual design environment. We can create a android application by designing the form and that make up the user interface. Adding android application code to the form and the objects such as buttons and text boxes on them and adding any required support code in additional modular.
MySQL is free open source database that facilitates the effective management of the databases by connecting them to the software. It is a stable ,reliable and the powerful solution with the advanced features and advantages which are as follows: Data Security.MySQL is free open source database that facilitates the effective management of the databases by connecting them to the software.
Student information management system project report ii.pdfKamal Acharya
Our project explains about the student management. This project mainly explains the various actions related to student details. This project shows some ease in adding, editing and deleting the student details. It also provides a less time consuming process for viewing, adding, editing and deleting the marks of the students.
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.
Cosmetic shop management system project report.pdfKamal Acharya
Buying new cosmetic products is difficult. It can even be scary for those who have sensitive skin and are prone to skin trouble. The information needed to alleviate this problem is on the back of each product, but it's thought to interpret those ingredient lists unless you have a background in chemistry.
Instead of buying and hoping for the best, we can use data science to help us predict which products may be good fits for us. It includes various function programs to do the above mentioned tasks.
Data file handling has been effectively used in the program.
The automated cosmetic shop management system should deal with the automation of general workflow and administration process of the shop. The main processes of the system focus on customer's request where the system is able to search the most appropriate products and deliver it to the customers. It should help the employees to quickly identify the list of cosmetic product that have reached the minimum quantity and also keep a track of expired date for each cosmetic product. It should help the employees to find the rack number in which the product is placed.It is also Faster and more efficient way.
2. There are two types of lacing system.
1. Single lacing system
2. Double lacing system
3. The compression member comprising two main components laced and tied should, where
practicable, have a radius of gyration about the axis perpendicular to the plane of lacing not
less than the radius of gyration at right angles to that axis.
The lacing system should not be varied throughout the length of the strut as far as
practicable.
Cross (except tie plates) should not be provided along the length of the column with lacing
system, unless all forces resulting from deformation of column members are calculated and
provided for in the lacing and its fastening.
The single-laced systems on opposite sides of the main components should preferably
be in the same direction so that one system is the shadow of the other.
Laced compression members should be provided with tie plates at the ends of the lacing
system and at points where the lacing system are interrupted. The tie plates should be
designed by the same method as followed for battens.
4. (1)Angle of inclination(θ): (cl. 7.6.4)
For single or double lacing system,
θ = 40◦ to 70 ͦ To the axis of the built up member
normally,=45 is taken
(2) Slendernes ratio(kL/r) : (cl. 7.6.5.1)
KL/r for each component of column, should not be gretear than 50.
or
kL/r not greater than 0.7 x most favourable slenderness ratio of the member as
a whole
The slenderness ratio of lacing shall not exceed 145 (cl. 7.6.6.3)
5. (3) effective length of lacing (le) :
For bolted connection :
For single lacing, le = L
For double lacing, le = 0.7 L
Where, L = distance between the inner end fastner
In welded connection :
Le = 0.7 * distance between the inner ends of welds
(4)width of lacing bars(b) :
minimum width of lacing bar, b = 3d
Where,
D = nominal diameter of bolt
6. (5) Thickness of lacing (t) : (cl. 7.6.3)
(cl. 7.6.6.1)
For single lacing, t > Le/40
For double lacing, t > Le/60
(6) Transvers shear (Vt) :
Vt= 2.5% of the axial force in the
column.
This force shall be divided equally
among the lacing systems in
parallel
Planes.
For double lacing
F=Vt/4 sin
7. (7) Check for compressive strength
For lacing using Le/r min and fy = 250 Mpa
Find Fcd from IS: 800, table -9 (c)
For rectangular section buckling class is “c”.
Compressive load carrying capacity of lacing
Pd = (b * t) * fcd
If (b *t )* fcd > F(axial force n lacing) …. OK
b*t = area of lacing
i.e. pd > F …. OK
8. (8) check for tensile strength:
tensile strength of lacing flat is
Td = 0.9 (b-d)t fu /ϒ or fy.Ag/ ϒmo Which ever is les
{ Is: 800
If Td > F…….Ok
6.3.1 pg 32 }
(9) End connection :
For case (a) : Resultant on force on bolt = R = F
No of bolt required = F/bolt value
For case (b) : Resultant on force on bolt = R =2Fcos
No of bolt required = 2𝐹 𝑐𝑜𝑠θ
𝑏𝑜𝑙𝑡 𝑣𝑎𝑙𝑢𝑒
s.
cl.
θ
(cl.
For 16 dia. Bolt strength is single shear= 29 kN
For 20 dia. Bolt strength is single shear= 45.3 kN
Strength of bolt in bearing =2.5 kb.d.t.fu
10.3.4)
9. (10) Overlap:
In case of welded connection, the amount of overlap measured along either
edge of lacing bar shall not be less than , four times the thickness of thelacing
bar or the
thickness of the element of main member, whichever is less.
10. Compression member can also be built up intermediate
horizontal connecting plates or angle connecting two or four
elements of column .these horizontal connecting plates are called
battens
The battens shall be placed opposite to each other at each end
of the member and at point where the member is stayed in it
length and as for as practicable , be spaced and proportioned
uniformly throughout.
The number of battens shall be such that the member is devided
into not less than three bays within its actual length
11. (IS : 800, cl. 7.2.2, P.51)
(1)The number of battens shall be
such that the member is divided into
not less than three bays.
(2) Battens shall be designed to resist
, simultaneous
12. Longitudinal shear
Vb = Vt. C/Ns
And
Moment
M=Vt.C/2N
Where,
Vt = transverse shear force
C = distance between centre to centre of battens longitudinally .
N = number of parallel planes of battens (2 usually)
S= Minimum transverse distance between the centroid of the bolt/
rivet group / welding.
13. (3) Slenderness ratio : (cl. 7.7.1.4)
𝑟
the effective slenderness ratio (𝑘𝐿
)e of battenced column shall be taken as 1.1times
𝑘𝐿
𝑟
the ( )o, the maximum actual slenderness ratio of the column, to account forshear
(cl. 7.7.3)
deformation effects.
(4) Spacing of battens (C) :
For any component of column
(i)
𝑐
(ii)
𝑟 𝑚𝑖𝑛
𝑐
𝑟 𝑚𝑖𝑛
should not greater than 50
should not greater than 0.7 * kL/r of built up column (about z-z axis)
(5) Thickness of battens (t) : (cl. 7.7.2.4)
t > 𝐿𝑏
50
where Lb = Distance between the inner most connecting line of bolts, perpendicular
to the main member
14. (6) Effective Depth of battens (de) : (cl 7.7.2.3)
de > 3/4 *a ……… for intermediate battens
de > a,……. For end batten
de > 2b , ………. For any battens
where
de = effective depth of battens
= distance between outermost bolts longitudinally
a = distance between centroid of the main member
b = width of one member
Overall depth of battens
D = de + (2 * end distance)
15. (7) transverse shear (Vt) : (cl. 7.7.2.1)
Vt = 2.5 % of the factored axial column load
(8) Ovrlap (cl. 7.7.4.1)
for welded connection, the overlap shall be not less than four
times the thickness of the battens
It should be noted that the battens columns have least
resistance to shear compared to column with lacings
16. the minimum thickness of rectangular slab bases , supporting columns
under axial compression shall be
ts =√(2.5 w (a2 - 0.3b2) ϒmo/fy) > tf
Where
ts = thickness of slab base
w = uniform pressure below the base
a,b = larger and smaller projection, respectively of slab base beyond
the column
tf = flange thickness of compression member
17. Design a slab base foundation for a column ISHB 350 to carry a factored
axial load of 1200 KN. Assume fe 410 grade steel and M25 concrete. take
safe bearing capacity of soil as 200 kN/m2
Solution :
For steel fe 410
For m 25 concrete,
fy = 250 N/mm2
fck = 25 N/mm2
FOR ISHB 350 COLUMN
h = 350 mm
Bf =250 mm
Tf = 11.6mm
Tw= 8.3 mm
18. (a) Area of base plate : {IS 800 -2007 CL. 7.4.1 P.46 }
pu = 120 kn ( factored load )
bearing strength of concrete = 0.6 fck
= 0.6 * 25
= 15 N/mm
2
area of base plate :
p
= u
𝑏𝑒𝑎𝑟𝑖𝑛𝑔 𝑠𝑡𝑟𝑒𝑛𝑔𝑡ℎ 𝑜𝑓 𝑐𝑜𝑛𝑐𝑟𝑒𝑡𝑒
A = 1200∗103
15
= 80,000 mm2
size of built up column
b = 350 mm
d = bf =250mm
19. a =larger projection
= 50 mm
b = smaller projection
= 50 mm
W = uniform pressure on base plate
3
=1200 ∗10
450 ∗350
= 7.62 n/ mm2
thickness of base plate =t
provide 50 mm equal projection all around the column
width of plate
Bp = 350 + 50 + 50 = 450 mm
Dp = 250 + 50 +50 = 350 mm
Use base plate of size 450 mm* 350 mm
Gross area of base plate provided = 450 * 350 = 157500 mm2
( B ) THICKNESS OF BASE PLATE :
20. (C) WELD CONNECTING COLUM TO BASE PLATE :
Use a 6 mm fillet weld all around the colum section to hold the base
plate in position
total length available for welding along the periphery of ISHB 350 ,
there are 12 ends for ISHB
DEDUCTION = 12* 2S
=12 * 2 * 6
= 144 mm
effective length of weld available
= 1683.4 – 144
= 1539.4
21. capacity of weld per mm length
= 0.7 s * fwd
= 0.7 * 6 * 189
= 793.8 n/mm
= 0.7938 KN/mm
required length of weld
= 1200
0.7938
= 1512 mm < 1539.4 mm
6 mm weld is adequate .
22. (D) SIZE OF CONCRETE BLOCK :
Axial load on column =120 kN(factored load)
Working load =1200/1.5=800kN
Add 10% as self weight of concrete block =80KN
Total load =800+80=880 kN
Area of concrete block required
=Total load /S.B.C. of soil
=880/200
=4.4m2
23. Concrete block is designed for working
load
Consider rectangular concrete block
with equal projection beyond base plate.
Let, X= projection of concrete block
Area of concrete block =L*B
4.4=(0.45+2x) *(0.35 + 2x)
4.4=0.1575 + 0.7x +0.9x + 4x2
4x2 + 1.6 x – 4.2425 = 0 Solving
it, x=0.849 m
Using calculator , say x= 0.85 m
24. L=0.45 + 2 * 0.85 = 2.15m
B=0.35 + 2*0.85 = 2.05m
Area of concrete block
provide = 2.15 * 2.05
=4.407m2
> 4..4 m2……OK
Assumme angle of dispersion
=45°
Depth of concrete block = d =
x
= 0.85 m
25. column splice:
A joint when provided in the length of column to get to required length
it I called column splice.
If a column is loaded axially, theoretically no splice is required.
Compression will be transmitted by direct bearing, and column sections
could be rested one on top of each other.
How ever , In practice the load on column is never truely axial and the
real column has to resist bending due to this eccentrically applied load.
In addition , the column may be subjected to bending moments.
Also, the bearing surface of the adjacent sections can never be
machined to perfection.
26. Design of column spices:
The steps inn the design of splices are:
1. Determine the nature of loads to which the splice is subjected. The splice
may be subjected to axial compressive load, bending moment and shear
force.
2. For axial compressive load the splice plates are provided on the flanges of
the two columns.
if the ends of columns are milled/machined, the splice is designed only to
keep the column in position and to carry tension due to the bending
moment. In this case splice plate is designed to carry 50% of the axial load
and tension due to B.M.
if the ends of column are not milled/machined, the splice and connections
are designed to resist the total axial load and tension, if any.
27. 3. Load due to axial load for machined ends of column,
Pul= load on splice due to axial factored load Pu on the column.
𝑃𝑢
4
= (total load on splice plates =𝑃𝑢
2
2
but load on each splice plate = 𝑃𝑢
)
For non-machined ends of column,
Pul = 𝑃𝑢
2
4. Load due to bending moment Pu2 =
𝑀
𝑢
𝑙𝑒𝑣𝑒𝑟 𝑎𝑟𝑚
= 𝑀𝑢
𝑎
Where,
a = lever arm
= c/c distance of two splice plates.
28. 5. Column splice plates are assumed to act as short column (with zero
slenderness). Hence, the plates will be subjected to yield stress (fy).
fcd=
𝑓
𝑦
1.10
6. The cross-sectional area of splice plaate(A)
A=
𝑃
𝑢
𝑓𝑐
𝑑
Pu= Pul + Pu2
7. The width of splice plate is kept equal to the width of the column
flange.
thickness of splice plate=
𝐴
𝑤𝑖𝑑𝑡ℎ 𝑜𝑓 𝑠𝑝𝑙𝑖𝑐𝑒 𝑝𝑙𝑎𝑡𝑒
For column exposed to weather , the thickness of splice should not
Be less than 6 mm.
29. 8. Nominal diameter of bolts for connection is assumed.
9.When the bearing plates are to provided to join two columns
of unequal
• sizes:
- The bearing plate may be assumed as short beam to transmit t
• to the lower column.
- Axial load of the column is assumed to be taken by flangesonly.
shown in figure
• Maximum B.M in bearing plate:
No. of bolts=𝑇𝑜𝑡𝑎𝑙 𝑙𝑜𝑎𝑑 𝑜𝑛 𝑠𝑝𝑙𝑖𝑐𝑒 𝑝𝑙𝑎𝑡𝑒
𝑠𝑡𝑟𝑒𝑛𝑔𝑡ℎ 𝑜𝑓 𝑜𝑛𝑒 𝑏𝑜𝑙𝑡
he axial load
2
M=𝑃𝑢
*a1
30. The length and width of the bearing plates are kept equal to
the size of the lower
storey column.
Thickness of bearing plate,
M= fbs * Z
Where ,
fbs= design bending stress
=
𝑓𝑦 250
1.10 1.10
= = 227.27 N/𝑚𝑚2
2
Z = 𝑏𝑡
6
31. 10. The web splice plates are designed to
resist maximum shear force.
11. If packing are provided between the splice plate and column flange
and more than 6mm in thickness, the design shear capacity of the
bolts is reduced as per cl. 10.3.3.3 of IS : 800-2007.
32. A column section ISHB 250@ 500.3 N/m is carrying a factored load of 600
kN. Design a suitable column splice. Use 16 Ø 4.6 grade bolts and steel of
grade Fe 410.
Solution..
For 4.6 grade bolts,
Fub =400 N/mm2
For – fe 410 plate fu = 410 N/mm2
fy = 250 N/mm2
For column ISHB 250 @ 50.3 N/m
bf = 250 mm
tf = 9.7 mm
33. Assume ends of columns are miled /machined for complete bearing.
Therefore , splice plate are designed for 50 % of axial load of column .
load on each splice plate ,
pu1 =𝑝 𝑢
4
= 600
4
= 150 KN
𝑓𝑦
ɣ𝑚0
1.10
Fcd = 250
= 227.27 N/mm2
34. Area of splice plate requride = 150 ∗103
= 660 mm2
227.27
width of splice plate should be equal to the width of the column flange .
b = 250 mm
thickness of splice plate,
𝑏 250
t = 𝑎𝑟𝑒𝑎
= 660
= 2.54 mm
provide 6 mm thick splice plate as colum may be exposed to weather .
For 16 mm dia , 4.6 grade bolts
strength of bolt in single shear = 29 KN
35. Stength of bolt in bearing ( on 6 mm
plate )
= 2.5 kb . D .t .fu /ɣ𝑚𝑏
= 2.5 * 1* 16 * 6 * *400/1.25
= 76800 N
= 76.8 KN
bolt value = 29 KN
N0 0f bolt required =150/29=5.17
say 6 nos.
Provide 16 mm dia , 6 bolt on each
side of the splice (joint) in two
vertical raws to connect splice plate
with column flangers.
Minimum pitch = 2.5 d = 2.5* 16
= 40 mm
36. Provide pitch = 50 mm
Edge distance = 1.5 d0 =1.5 *18 =27 mm provide 30 mm
Depth of splice plate
=(4 * 50) +(4*30)
=320 mm
Provide splice plate 320*250*6mm 0n column flanges.