Project 1 - Review of Shear & Moment Connections in RAM Connection

1.AIM:
⦁ To determine the Shear, moment and Splice joints in RAM Connection for a 2D portal frame is required to be designed.
GIVEN DATA:
Supports o 2D Frame : Fixed support
Spann : 15m
Roof : Pitched roof
Ridge height : 12m
Slope : 4 degrees
Load : UDL of 10 kN/m on roof beam
Stees Section : Hot rolled
Splice joint location : At 6 m from base
Hanger beam : Shear connected with column support of 4 m height from splice joint with a length of 3m with a beam column corner joint carrying 5 kN/m load.
Also Design and optimize base plate connection. Optimise beam and column for 85% utilization

PROCEDURE:
⦁ Open the staad.pro and make a portal frame

⦁ change the base ends as fixed.

⦁ Self-weight in the form of Dead load is assigned as shown below

⦁ Live load of 10 Kn/m as UDL on roof beam is assigned as shown below

⦁ Live load of 5 Kn/m as UDL on hanger beam is assigned as shown below

⦁ Shear, moment and splice joints are created as shown below-
⦁ Bolted splice flange plate joint
⦁ Beam column flange bolted moment joint
⦁ Beam column flange seating angle shear connection
⦁ column base plate connection.

Design - 1st Joint
⦁ Beam column flange bolted moment joint

⦁ Design of Beam column flange bolted moment joint is created and utilization is 0.93<1. hence safe.

⦁ DXF details-

.DESIGN-2 JOINT:
⦁ Column splice joint.

⦁ The column splice joint utilization ratio is 0.9<1, hence safe.



⦁ DXF details:

DESIGN-3 JOINT:
⦁ Beam to column shear joint connection.

⦁ The utilization ratio of this connection is 0.53<1, hence safe.


⦁ DXF DETAILS:

DESIGN-4 JOINT:
⦁ Base plate connection.



⦁ DXF DETAILS:

RESULT:
⦁ The 2D Portal frame is created in staad.pro with given data and typical shear, moment and slice joint in RAM connection for 2D portal frame are designed and optimized as shown below.
⦁ Design of all the 04 joints are safe from Geometrical consideration as well as on strength criteria as indicated from utilization ratio which are 0.93 , 0.9, 0.53 & 0.42 very close to 1.0 but < 1.0 .