Project 2 - Review of Shear, Moment & Splice connections in StaadPro Connection Module

AIM& INTRODUCTION-

Typical shear, moment and Splice joints in Staad Connection module for the following 2D portal frameed structure modelled in staadpro are required to be designed  with following inputs/data-

Also report to be Generated.

Inputs :

 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 and 5 KN

                                                               horizontal force

Also Design and optimize base plate connection. Optimise beam and column for 85% utilization

PROCEDURE IN DETAIL-

1- 2D portal frame as per given data  and loading is shown below-

2- 3D view of 2D portal frame- 

3- Load assignment 

3(i) Dead load-Self weight

3(ii) Live load- 10 KN/m on roof beam

3(iii) Live load- 5 KN/m on hanger beam

3(iv) Live load- Horizontal force of 5 KN

4- Joints are created and will be designed one by one in the steps to follow[-

 

Up to step 4 are common to all joint desgn

DESIGN OF COLUMN SPLICE JOINT AT NODE NO. 7 BETWEEM MEMBER 1 & 8

Optimization of design- Joiunt is optimized to the utilization ratio 0.86 as shown below-

Report- Various design data are shown below-

Report- Design results and their permissible values-

As seen from above the  Column splice joint is 86% utilizes which is  less than 100% but close to it.

Thus design is safe from geometical consideration as well as  from strength criteria

DXF details-

-------------------xxxxxxxxx------------END OF CS JOINT--------------XXXXXXX------------XXXXXXXXXXX-------------------

DESIGN OF BEAM COLUMN FLANGE JOINT AT NODE NO. 8 BETWEEM MEMBER 9 & 10

Optimization of design- Joiunt is optimized to the utilization ratio 0.7 as shown below-

Report- Various design data are shown below-

Report- Various design data are shown below-

As seen from above the  Column splice joint is 70% utilizes which is  less than 100% , hence safe

DXF details-

--------------xxxxxxx-------------------xxxxxx   END OF BCF JOINT----------XXXXXXXX---------------------XXXXXXXXXX---------

DESIGN OF GUSSET PLATE ,  COLUMN - BEAM -BRACE (CBB)  JOINT AT NODE NO. 3 BETWEEM MEMBER 9 , 5 & 13

CODE-  AISC360-16 (ASD)

Optimization of design- Joint is optimized to the utilization ratio 0.94 as shown below which is very close to 1.0, thus joint is well utilized

Report- Various design data are shown below-

Report-  Design parameters and permissible values  are shown below-

--------XXXX----------XXX--------END OF GUSSETE PLATE, COL-BEAM-BRACE JOINT---------------XXXXXX---------XXXX---------

DESIGN OF COLUMN BASE PLATE SHEAR AND MOMENT CONNECTION    JOINT AT NODE NO. 1   AT MEMBER 1 

CODE-  IS 800 : 2007

Report :

Report- Various design data are shown below-

Report : Result  : Report-  Design parameters and permissible values  are shown below-

DXF details-

RESULT - Thus  2D Portal frame is created in staad pro  with given data and typical shear, moment , gussett plate , column base and slice joint in RAM connection for 2D portal frame are designed and optimized as shown below. Design of all the 03 joints are safe from Geometrical consideration as well as on strength criteria as indicated from utilization ratio which are 0.86 , 0.7  0.94  and 0.97 very close to 1.0 but < 1.0. Report and DXF data are also generated.