Week 8 Challenge
OPEN STAAD PRO
THE STAAD MODEL 1-7LOAD .STD HAS BEEN UPDATED WITH LOADING AND DESIGN PARAMETERS AND ADDED AS AN ATTACHMENT
STEP 1.
GO TO LOADING IN RIBBON TOOL BAR
CLICK LOAD CASES DETAILS
CLICK PRIMARY
DEFINE LOAD 1 WITH LOADING TYPE DEAD LOAD
AND TITLE AS = DL
STEP 2.
DEFINE LOAD 2 WITH LOADING TYPE LIVE LOAD
AND TITLE AS = LL
STEP 3.
GO TO DEAD LOAD
CLICK ADD
GO TO SELFWEIGHT
CLICK SELFWEIGHT LOAD
TICK DIRECTION AS Y
AND FACTOR AS =-1
GO TO DEAD LOAD
CLICK ADD
GO TO NODAL LOAD
CLICK NODE
PUT FY AS = -20 KN
GO TO DEAD LOAD
CLICK ADD
GO TO MEMBER LOAD
CLICK UNIFORM FORCE
PUT W1= -3 KN/M
AND DIRECTION AS = GY
GO TO DEAD LOAD
CLICK ADD
GO TO MEMBER LOAD
CLICK UNIFORM FORCE
PUT W1= -6 KN/M
AND DIRECTION AS= GY
STEP 4.
GO TO LIVE LOAD
CLICK ADD
GO TO MEMBER LOAD
CLICK UNIFORM FORCE
PUT W1= -4 KN/M
AND DIRECTION AS =GY
GO TO LIVE LOAD
CLICK ADD
GO TO MEMBER LOAD
CLICK UNIFORM FORCE
PUT W1= -7.5 KN/M
AND DIRECTION AS = GY
STEP 5.
CLICK LOAD CASES DETAILS
CLICK DEFINE COMBINATIONS
WITH LOAD NUMBER AS 101
AND NAME AS 1.5DL+1.5LL AND TYPE AS NORMAL
PUT LOAD FACTOR AS 1.5 FOR DL AND 1.5 FOR LL
- Apply Self weight
. Apply point load of 20 kN at node intersecting inclined member on the top chord.(DL)
- Apply member load of 3 kN/m on the rafter(DL)
- Apply member load of 6 kN/m on the secondary beams (DL)
- Apply member load of 4 kN/m on the rafter(LL)
- Apply member load of 7.5 kN/m on the secondary beams(LL)
STEP 6.
GO TO ANALYSIS IN RIBBON TOOL BAR
DEFINE COMMAND
TICK ALL
CLICK ADD
STEP 7.
RUN ANALYSIS
GO TO POST PROCESSING MODE
SELECT LOAD AS 1.5DL+1.5LL
STEP 8 .
Find Maximum Force and Minimum Force for member and present the STAAD result.
Maximum Moment in the Secondary beam for 1.5DL+1.5LL case
GO TO RESULT SETUP
TICK GROUP AND SELECT AS SECONDARY BEAM
GO TO BEAM RESULTS
CLICK LOAD AS 1.5DL+1.5LL
RANGE AS GROUP SECONDARY BEAM
OK
RESULT 1.
The Maximum Moment in the Secondary beam for 1.5DL+1.5LL case is in beam no 105
BENDING MOMENT VALUE IS
M@Z=53.113 KNM
STEP 9 .
Find the Maximum Axial force on the inclined bracing and identify the member having the maximum force for 1.5DL+1.5LL case
GO TO RESULT SETUP
TICK GROUP AND SELECT INCLINED BRACING
GO TO BEAM RESULTS
CLICK LOAD AS 1.5DL+1.5LL
RANGE AS GROUP INCLINED BRACING
OK
GO TO BEAM RESULTS
CLICK LOAD AS 1.5DL+1.5LL
RANGE AS GROUP INCLINED BRACING
OK
RESULT 2.
The Maximum AXIAL FORCE in the INCLINED BRACING for 1.5DL+1.5LL case is
BEAM NO 68
MAX FX= -93.972 KN TENSION
BEAM NO 168
MIN FX= -196.080 KN TENSION
STEP 10 .
Identify Bottom chord of Truss having Maximum shear Force & Maximum moment for 1.5DL+1.5LL case and present the values.
GO TO RESULT SETUP
TICK GROUP AND SELECT BOTTOM CHORD
GO TO BEAM RESULTS
CLICK LOAD AS 1.5DL+1.5LL
RANGE AS GROUP BOTTOM CHORD
OK
GO TO BEAM RESULTS
CLICK LOAD AS 1.5DL+1.5LL
RANGE AS GROUP INCLINED BRACING
OK
RESULT 3.
The Maximum BENDING MOMENT in the BOTTOM CHORD for 1.5DL+1.5LL case is
BEAM NO 110
M@Z=9.680 KNM
The Maximum SHEAR FORCE in the BOTTOM CHORD for 1.5DL+1.5LL case is
BEAM NO 110
SHEAR FORCE IN Y AXIS
F@Y= 6.029 KN
SHEAR FORCE IN Z AXIS
BEAM NO 1
F@Z= 0.521 KN
SOLUTION3.
THE UPDATED STAAD FILE NAMED 4.STD IS RECTIFED AND ADDED AS AN ATTACHEMENT
BEAM NO 71 AND 102 SHOULD BE MERGED AND NODE SHOULD BE DELETED AND MEMBER SHOULD BE ASSIGNED AS TRUSS MEMBER
BEAM NO 70 AND 101 SHOULD BE MERGED AND NODE SHOULD BE DELETED AND MEMBER SHOULD BE ASSIGNED AS TRUSS MEMBER
BEAM NO 34 AND 100 SHOULD BE MERGED AND NODE SHOULD BE DELETED AND MEMBER SHOULD BE ASSIGNED AS TRUSS MEMBER
BEAM NO 33 AND 99 SHOULD BE MERGED AND NODE SHOULD BE DELETED AND MEMBER SHOULD BE ASSIGNED AS TRUSS MEMBER
RUN THE ANALYSIS
NO WARNING WILL BE DISLAYED
SOLUTION 4.
Design Parameter exercise
GO TO DESIGN IN RIBBON TOOL BAR
CLICK DEFINE PARAMETERS
SELECT CODE AS IS 800 INDIAN CODE
CLICK BEAM
TICK (.01)PERFORM DESIGN AT ENDS AND 1/12 SECTION LOCATIONS ALONG MEMBER LENGTH
ADD
ASSIGN TO VIEW
ASSIGN
CLICK FU
ULTIMATE TENSILE STRENTH OF STEEL
ADD
ASSIGN TO VIEW
ASSIGN
CLICK FYLD
YIELD STRENGTH OF STEEL
ASSIGN TO VIEW
ASSIGN
CLICK KY
K VALUE IN LOCAL Y AXIS USUALLY MINOR AXIS PUT VALUE =1.2 FOR EXTERNAL COLUMNS
USING ASSIGN TO SELECTED BEAMS ASSIGN TO EXTERNAL COLUMNS
CLICK KZ
K VALUE IN LOCAL Z AXIS USUALLY MAJOR AXIS PUT VALUE =1.2 FOR EXTERNAL COLUMNS
USING ASSIGN TO SELECTED BEAMS ASSIGN TO EXTERNAL COLUMNS
CLICK KY
K VALUE IN LOCAL Y AXIS USUALLY MINOR AXIS PUT VALUE =2 FOR INTERNAL COLUMNS
USING ASSIGN TO SELECTED BEAMS ASSIGN TO INTERNAL COLUMNS
CLICK KZ
K VALUE IN LOCAL Z AXIS USUALLY MAJOR AXIS PUT VALUE =2 FOR INTERNAL COLUMNS
USING ASSIGN TO SELECTED BEAMS ASSIGN TO INTERNAL COLUMNS
CLICK KY
K VALUE IN LOCAL Y AXIS USUALLY MINOR AXIS PUT VALUE =0.85 FOR DIAGONAl MEMBERS
USING ASSIGN TO SELECTED BEAMS ASSIGN TO DIAGONAL MEMBERS
CLICK KZ
K VALUE IN LOCAL Z AXIS USUALLY MAJOR AXIS PUT VALUE =0.85 FOR DIAGONAL MEMBERS
USING ASSIGN TO SELECTED BEAMS ASSIGN TO DIAGONAL MEMBERS
CLICK LY
LENGTH IN LOCAL Y AXIS FOR SLENDERNESS RATIO VALUE KL/R = 3.2 FOR TOP CHORD
USING ASSIGN TO SELECTED BEAMS ASSIGN TO TOP CHORD
CLICK LY
LENGTH IN LOCAL Y AXIS FOR SLENDERNESS RATIO VALUE KL/R = 3 FOR BOTTOM CHORD
USING ASSIGN TO SELECTED BEAMS ASSIGN TO BOTTOM CHORD
CLICK LX
EFFECTIVE LENGTH FOR LATERAL TORSIONAL BUCKLING =1.5 M
USING ASSIGN TO SELECTED BEAMS ASSIGN TO PRIMARY BEAM
CLICK LY
LENGTH IN LOCAL Y AXIS FOR SLENDERNESS RATIO VALUE KL/R = 5 M FOR SECONDARY BEAM
USING ASSIGN TO SELECTED BEAMS ASSIGN TO SECONDARY BEAM
CLICK MAIN
ALLOWABLE SLENDERNESS LIMIT FOR COMPRESSION MEMBER =180
ADD
USING ASSIGN TO SELECTED BEAMS ASSIGN TO EXTERNAL AND INTERNAL COLUMN
CLICK TMAIN
ALLOWABLE SLENDERNESS LIMIT FOR TENSION MEMBER =400
ADD
USING ASSIGN TO SELECTED BEAMS ASSIGN TO DIAGONAL MEMBERS
CLICK RATIO
PERMISSIBLE RATIO OF ACTUAL TO ALLOWABLE STRESS =1
ASSIGN TO VIEW
CLICK TRACK
TICK 2 PRINT THE DESIGN OUTPUT AT MAXIMUM DETAIL LEVEL
ASSIGN TO VIEW
