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Beam-Column Moment Connection

The document summarizes the design of a moment connection between a beam and column according to Indian codes and standards. Key details include: 1) The connection is designed for a special moment frame and uses Grade B steel, high strength bolts, and a WPB 900 x 300 beam section. 2) Design forces of 1.2 times the plastic moment and 60% of the plastic shear are used. 3) Bolt forces are calculated by taking moments about the bottom flange. The farthest bolt requires a tension of 360 kN. 4) Prying force is calculated to be 24 kN using a specified formula. Total bolt tension including prying is 384 kN.

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rammohan
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6K views10 pages

Beam-Column Moment Connection

The document summarizes the design of a moment connection between a beam and column according to Indian codes and standards. Key details include: 1) The connection is designed for a special moment frame and uses Grade B steel, high strength bolts, and a WPB 900 x 300 beam section. 2) Design forces of 1.2 times the plastic moment and 60% of the plastic shear are used. 3) Bolt forces are calculated by taking moments about the bottom flange. The farthest bolt requires a tension of 360 kN. 4) Prying force is calculated to be 24 kN using a specified formula. Total bolt tension including prying is 384 kN.

Uploaded by

rammohan
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as XLSX, PDF, TXT or read online on Scribd
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SAMPLE BEAM- COLUMN MOMENT CONNECTION AS PER IS 800: 2007

The moment connection from sample drawing number PDRP0142-8320-46-023-0262


is considered for prepararing the sample calculations

The picture showing the beam-column moment joint connection is as follows

Page No : 1
The following codes were refered in preparing the moment connection calculations

1) IS 800 - 2007

2) IS 3757 - 1985 ( Reaffirmed 1998)

3) IS 4000 - 1992( Reaffirmed 1998)

4) SP 6 (4) - 1969 ( Reaffirmed 1995)

5) IS 12278 - 2004

6) IS 808 - 1989( Reaffirmed 1999)

7) IS 2062

While preparing the connection details the following inputs are assumed

- It is assumed that connection to be designed for Special Moment


Frame SMF (Clause 12.11 / IS 800 -2007)

- Grade B steel is used - E250 B as per IS 2062

-Bolts are high strength of property class 8.8 comforming to IS 4000


( for mechanical properties)

- The HSFG bolts conform to IS 3357 (for bolt sizes) - Diameter of bolt - M36

- Beam section - WPB 900 x 300 ( Mass 198 kg /m) -IS12278 - 2004
(Plates are not considered for simplicity of calculation)

-The joint is designed for a moment of 1.2 Mp as per clause 12.11.2.1

-The joint is designed for 60% of shear capacity of the beam (It should be done for
load data related to shear forces from seismic combinations - Cl 12.2.3 )

-The column stiffner calculations are not shown presently.

- The beam end plate thickness calculations are not shown presently

-The weld calculations for end plate connection to the beam not shown presently.

-The prying forces are accounted in the HSFG bolt tension calculations

Page No : 2
-It is to be noted that HSFG bolts are designed for no slip condition at both
serviceability and ultimate limit state condition.

Page No : 3
Connection design:

Design force M = 1.2 Mp


V= 0.6 Vp
Section properties of beam WPB 900 x 300

d= 830 mm fy = 250 Mpa


D= 870 mm Zpx = 7999.37 cm3
T= 20 mm
tw = 15 mm

Plastic moment capacity Mp = fy x Zpx

Mp = 250 x 7999370.00 = 1999.84 kN-m

Plastic shear capacity Vp = ( Ar x fy x tw)/ √3

Vp = 870 x 15 x 250
√3

= 1883.61 kN

Design force M = 1.2 Mp = 2399.81 kN-m


V= 0.6 Vp = 1130.17 kN

Page No : 4
Calculation of bolt forces :

It is assumed bolt forces 2F1 = 2F2


by taking moments about the centre of the bottom flanges

M = ( 2F1 + 2F2 ) x 850 + 2F3 x 680 + 2F4 x 580 + 2F5 x 480 + 2F6x 370
+ 2F7 x 270 + 2F8 x 170 + 2F9 x 70

Calculating in terms of F1

M = ( 2F1 + 2F1 ) x 850 + ( 2F1 x 6802 / 780) + ( 2F1 x 5802 / 780) +


+ (2F1 x 4802 / 780) + (2F1 x 3702 / 780) + (2F1 x 2702 / 780) +
+ (2F1 x 1702 / 780) + (2F1 x 702 / 780)

M = ( 2F1 + 2F1 ) x 850 + ( (2F1 /780 ) x ( 6802 + 5802 + 4802 + 3702 + 2702 + 1702 +702 ) )

= 4F1 x 850 + 2F1 x 1631.794871795

= F1 x ( 4 x 850 + 2 x 1631.75 )

= F1 x 6663.6

F1 = M = 2399.81 x 106 = 360.14 kN


6663.6 6663.6

Page No : 5
Page No : 6
Calculation of prying force ( Clause 10.4.7)

l    f o be t 4 
Q v Te  2

2 le  27 l l
e v 

l v
= (150 / 2) -(15/2) - 8 = 59.5 mm

l= e (450 -150)/2 = 150 mm

Prying force Q =

Q = (59.5 / (2 x 150)) x { 300.03 - [(1.0 x 1.5 x 0.56 x 300 x 56 4 )/( 27 x 150 x 59.52)] }

Q = 0.19 x ( 300.03 - 172) = 24.3 kN

Hence, tension in the fartest bolt (T e) = 360.14 kN


Prying force Q = 24.3 kN

Total bolt tension = Te + Q

= 360.14 + 24.30 = 384.4 kN

Shear force in each bolt = V / no. of bolts

= 1130.2 = 70.64 kN
16

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