Project 1 - Review of Shear & Moment Connections in RAM Connection
SOLUTION 1
REFER STAAD MODEL PROJECT 1
CALCULATION FOR M 18 DIAMETER BOLTS
CONSIDER DIAMETER OF BOLT D@B= 18 MM
DIAMETER OF BOLT HOLE D@H= 20+2 = 20 MM
BOLTS G.8.8
F@UB = 800 N/MM^2
F@Y= 640 N/MM^2
ASSUMING PLATE PROPERTY
F@UP= 410 N/MM^2
F@Y= 250 N/MM^2
MINIMUM EDGE DISTANCE=1.5*D@0=1.5*20=30 MM
MAXIMUM EDGE DISTANCE=12*T*EPSILON=12*8*1=96 MM
EPSILON=SQRT(250/F@Y)=SQRT(250/250)=1
MINIMUM PITCH DISTANCE=2.5*D=2.5*18=45 MM
MAXIMUM PITCH DISTANCE=16*T=16*8=128 MM
MAXIMUM GAUGE DISTANCE=100+4*T=100+4*8=132 MM
CALCULATION OF M 20 DIAMETER BOLT
CONSIDER DIAMETER OF BOLT D@B= 20 MM
DIAMETER OF BOLT HOLE D@H= 20+2 =22 MM
BOLTS G.8.8
F@UB = 800 N/MM^2
F@Y= 640 N/MM^2
ASSUMING PLATE PROPERTY
F@UP= 410 N/MM^2
F@Y= 250 N/MM^2
MINIMUM EDGE DISTANCE=1.5*D@0=1.5*22=33 MM
MAXIMUM EDGE DISTANCE=12*T*EPSILON=12*10*1=120 MM
EPSILON=SQRT(250/F@Y)=SQRT(250/250)=1
MINIMUM PITCH DISTANCE=2.5*D=2.5*20=50 MM
MAXIMUM PITCH DISTANCE=16*T=160 MM
MAXIMUM GAUGE DISTANCE=100+4*T=100+4*10=140 MM
OPEN STAAD PRO
SELECT MODEL TYPE AS ANALYTICAL MODEL AND UNIT AS METRIC
STEP 1.
OPEN STAAD PRO
DEFINE GEOMETRY
BY PUTTING THE NODE DATA IN X,Y AND Z IN M
STEP 2
DEFINE MATERIAL
STEEL
STEP 3
DEFINE PROPERTY
RAFTER = ISMB 600
COLUMN = ISWB 600
STUB COLUMN AND SUPPORTING BEAM =ISLB 200
STEP 4.
DEFINE SUPPORT CONDITION
FIXED
STEP 5 .
DEFINE SPECIFICATION
BEAM
RELEASE
START MY,MZ
DEFINE SPECIFICATION
BEAM
RELEASE
END MY,MZ
STEP 6.
DEFINE LOAD
DEFINE LOAD CASE DETAILS
ADD
1 DEAD LOAD
Self Weight LOAD – 1.1
DIRECTION = Y
2 LIVE LOAD
MEMBER LOAD
UNIFORM FORCE = - 10 KN /M
DIRECTION = GY
LIVE LOAD
MEMBER LOAD
UNIFORM FORCE = - 5 KN /M
DIRECTION = GY
DEFINE LOAD COMBINATION
1.5DL+1.5 LL
LOAD FACTOR DL=1.5
LOAD FACTOR LL=1.5
GO TO ANALYSIS IN RIBBON TOOL BAR
DEFINE COMMAND
PERFORM ANALYSIS PRINT ALL
ADD
GO TO DESIGN
DEFINE PARAMETERS
POST PROCESSING MODE
GO TO LAYOUTS
UTILIZATION RATIO
CLICK CONNECTION DESIGN
CONNECTION : 1
SELECT MEMBERS
CLICK BASIC CONNECTION
SELECT DESIGN CODE =IS800 -2007
AND CONNECTION DESGN AS
MOMENT END PLATE BCF - HAUNCH
ANGLE / HAUNCH MOMENT BEAM COLUMN FLANGE
CLICK EDIT CONNECTION
INPUT GENERAL INFORMATION.
DESIGN CRITERIA
SHEAR PLANE PASSES THROUGH THE BOLT THREAD =YES
BEARING STRENGTH REDUCTION FACTOR FOR NON STANDARD HOLES = NO
CORROSIVE INFLUENCES = NO
ASSUME DEVELOPMENT OF PRYING FORCES = YES
PRYING METHOD = METHOD 2
CHECK SLIP RESISTANCE = NO
GO TO MEMBERS TAB
MEMBERS
CONFIGURATION
EXIST OPPOSITE CONNECTION = NO
GO TO BEAM TAB
MEMBER TYPE = PRISMATIC MEMBER
SECTION = ISMB 600
MATERIAL = E 250 A
HORIZONTAL ANGLE = 0
VERTICAL ANGLE = 3.814
INCLUDE BEAM MINI HUNCH = YES
BEAM MINI HAUNCH
SECTION =ISMB 600
INITIAL HEIGHT = 300 MM
LENGTH = 300 MM
GO TO MEMBERS
CHECK COLUMN SPECIFICATION.
SELECT SECTION AS INDIAN
SECTION = ISWB 600
MATERIAL = E 250 A
COLUMN END = YES
MOMENT BOLTED PLATE TAB
CONNECTOR
BOLTED PLATE CONNECTION TYPE= EXTENDED BOTH WAYS
PLATE THICKNESS = 10 MM
PLATE MATERIAL = E250 A
BEAM SIDE TAB
TOP FLANGE WELD TYPE = FILLET
TOP FLANGE WELD = E41
TOP FLANGE WELD SIZE = 6 MM
BOTTOM FLANGE WELD TYPE = FILLET
BOTTOM FLANGE WELD = E41
BOTTOM FLANGE WELD SIZE = 6 MM
WELDING ELECTRODE TO BEAM WEB = E41
BEAM WEB WELD SIZE = 6 MM
HAUNCH FLANGE WELD TYPE = FILLET
HAUNCH FLANGE WELD = E41
HAUNCH FLANGE WELD SIZE = 6 MM
HAUNCH TO BEAM WELD = E41
HAUNCH TO BEAM WELD SIZE = 6 MM
SUPPORT SIDE TAB
BOLTS SIZE =M_20 G8_8
BOLT COLUMN = 2
BOULT GAUGE = 140 MM
END DISTANCE= 50 MM
EDGE DISTANCE = 55 MM
HOLE TYPE ON SUPPORT = STANDARD
HOLE TYPE ON PLATE = STANDARD
BOLT GROUP TOP EXTENSION
DISTANCE FROM BEAM FLANGE TO OUTER BOLT ROW = 35 MM
BOLT GROUP TOP FLANGE
BOLT ROWS = 1
DISTANCE FROM BEAM FLANGE TO INNER BOLT ROW = 60 MM
BOLT GROUP BOTTOM FLANGE
BOLT ROWS = 1
DISTANCE FROM BEAM FLANGE TO INNER BOLT ROW = 60 MM
BOLT GROUP INTERNAL HAUNCH
BOLT ROWS = 1
DISTANCE FROM HAUNCH FLANGE TO INNER BOLT ROW = 60 MM
BOLT GROUP EXTENSION HAUNCH
DISTANCE FROM HAUNCH FLANGE TO OUTER BOLT ROW = 40 MM
STIFFENERS
TRANSVERSE STIFFENERS = NONE
COLUMN WEB PANEL ZONE STIFFENER = YES
STIFFENER TYPE = SUPPLEMENTARY WEB PLATES
POSITION = BOTH SIDE
THICKNESS = 10 MM
FLUSH =NONE
WEB PLATE EXTENSION =75 MM
MATERIAL = E250 A
WELDING ELECTRODE TO SUPPORT = E41
SUPPORT WELD SIZE = 6 MM
RESULTS :
CONCLUSION : THE UTILIZATION RATIO FOR CONNECTION DESIGN 1 THAT IS MOMENT END PLATE BCF HAUNCH CONNECTION BETWEEN BEAM AND COLUMN =0.96
DXF VIEW RESULTS :
CONNECTION : 2
SELECT MEMBERS
CLICK BASIC CONNECTION
SELECT DESIGN CODE =IS800 -2007
AND CONNECTION DESGN AS
MOMENT END PLATE BCF - HAUNCH
ANGLE / HAUNCH MOMENT BEAM COLUMN FLANGE
CLICK EDIT CONNECTION
INPUT GENERAL INFORMATION.
DESIGN CRITERIA
IS SITE WELDED = YES
SHEAR PLANE PASSES THROUGH THE BOLT THREAD =YES
BEARING STRENGTH REDUCTION FACTOR FOR NON STANDARD HOLES = NO
CORROSIVE INFLUENCES = NO
CHECK SLIP RESISTANCE AT SUPPORT SIDE = NO
GO TO MEMBERS TAB
CHECK BEAM TAB
SECTION = ISLB 200
MATERIAL = E 250 A
HORIZONTAL ANGLE =0
VERTICAL ANGLE =0
HORIZONTAL ECCENTRICITY = 0 MM
COPED = NONE
GO TO MEMBERS TAB
CHECK COLUMN TAB
SELECT SECTION AS INDIAN
SECTION = ISWB 600
MATERIAL = E 250 A
COLUMN END =NO
GO TO END PLATE TAB.
CONNECTOR
IS FULL DEPTH END PLATE = NO
PLATE THICKNESS = 8 MM
MATERIAL = E 250 A
BEAM SIDE TAB
PLATE POSITION ON BEAM = CENTER
WELDING ELECTRODE TO BEAM = E41
BEAM WELD SIZE = 6MM
SUPPORT SIDE TAB
CONNECTION TYPE = BOLTED
BOLTS= M_12 G8_8
BOLTS ROW =2
GAUGE =50 MM
LONGITUDINAL BOLT SPACING = 40 MM
VERTICAL END DISTANCE =40 MM
HORIZANTAL END DISTANCE =40 MM
HOLE TYPE ON SUPPORT = STANDARD
HOLE TYPE ON PLATE = STANDARD
RESULTS :
CONCLUSION : THE UTILIZATION RATIO FOR CONNECTION DESIGN 2 THAT IS END PLATE BEAM COLUMN FLANGE BETWEEN BEAM AND COLUMN =0.13
DXF VIEW RESULTS :
CONNECTION : 3
SELECT MEMBERS
CLICK BASIC CONNECTION
SELECT DESIGN CODE =IS800 -2007
AND CONNECTION DESGN AS
BOLTED SPLICE FLANGE PLATE COLUMN SPLICE
CLICK EDIT CONNECTION
GO TO GENERAL INFORMATION
ANALYSIS LOADS
GO TO DESIGN CRITERIA TAB
SHEAR PLANE PASSES THROUGH BOLT THREADS = YES
BEARING STRENGTH REDUCTION FOR NON STANDARD HOLES = NO
CONSIDER SHEARED EDGES = NO
CORROSIVE INFLUENCES =NO
CHECK SLIP RESISTANCE = NO
FLANGES CARRY THE WHOLE MOMENT = YES
GO TO MEMBERS TAB
CONFIGURATION
T1 GAP = 0 MM
TOP COLUMN TAB
SECTION = ISWB 600
MATERIAL =E250 A
BOTTOM COLUMN TAB
SECTION = ISWB 600
MATERIAL =E250 A
MOMENT FLANGE COVER PLATE
CONNECTOR
CONSIDER INTERIOR PLATE = NO
MATERIAL = E250A
THICKNESS = 24 MM
BOLTS = M_18 G8_8
HOLE TYPE ON COLUMN = STANDARD
GO TO TOP SIDE COLUMN TAB
BOLT ROWS = 3
TRANSVERSE BOLT SPACING =170 MM
LONGITUDINAL BOLT SPACING = 100 MM
VERTICAL END DISTANCE = 40 MM
HORIZONTAL END DISTANCE = 40 MM
DISTANCE TO COLUMN EDGE = 40 MM
HOLE TYPE ON PLATE = STANDARD
GO TO BOTTOM SIDE COLUMN TAB
BOLT ROWS = 3
TRANSVERSE BOLT SPACING = 170 MM
LONGITUDINAL BOLT SPACING = 100 MM
VERTICAL END DISTANCE = 40 MM
HORIZONTAL END DISTANCE = 40 MM
DISTANCE TO COLUMN EDGE = 40 MM
HOLE TYPE ON PLATE = STANDARD
RESULTS :
CONCLUSION : THE UTILIZATION RATIO FOR CONNECTION DESIGN 3 THAT IS BOLTED SPLICE FLANGE PLATE COLUMN SPLICE =0.95
DXF FILE RESULTS :
CONNECTION : 4
SELECT MEMBERS
CLICK BASIC CONNECTION
SELECT DESIGN CODE =IS800 -2007
AND CONNECTION DESGN AS
BOLTED SPLICE FLANGE PLATE BEAM SPLICE
CLICK EDIT CONNECTION
GO TO GENERAL INFORMATION
ANALYSIS LOADS
GO TO DESIGN CRITERIA TAB
SHEAR PLANE PASSES THROUGH BOLT THREADS = YES
BEARING STRENGTH REDUCTION FOR NON STANDARD HOLES = NO
CONSIDER SHEARED EDGES = NO
CORROSIVE INFLUENCES =NO
CHECK SLIP RESISTANCE = NO
FLANGES CARRY THE WHOLE MOMENT = YES
GO TO MEMBERS TAB
GENERAL
SECTION = ISMB 600
MATERIAL =E250 A
T1 GAP = 10 MM
MOMENT FLANGE COVER PLATE
CONNECTOR
CONSIDER INTERIOR PLATE = NO
MATERIAL = E250A
TOP THICKNESS = 22 MM
BOTTOM THICKNESS = 22 MM
GO TO BEAMS - PLATE CONNECTION TAB
BOLTS = M_18 G8_8
BOLT ROWS = 3
TRANSVERSE BOLT SPACING = 90 MM
LONGITUDINAL BOLT SPACING = 60 MM
LONGITUDINAL END DISTANCE TOP = 60 MM
TRANSVERSE END DISTANCE TOP = 60 MM
LONGITUDINAL DISTANCE TO BEAM EDGE TOP = 60 MM
LONGITUDINAL END DISTANCE BOTTOM = 60 MM
TRANSVERSE END DISTANCE BOTTOM = 60 MM
LONGITUDINAL DISTANCE TO BEAM EDGE BOTTOM = 60 MM
HOLE TYPE ON BEAM = STANDARD
HOLE TYPE ON TOP PLATE = STANDARD
HOLE TYPE ON BOTTOM PLATE = STANDARD
RESULTS :
CONCLUSION : THE UTILIZATION RATIO FOR CONNECTION DESIGN 4 THAT IS BOLTED SPLICE FLANGE PLATE BEAM SPLICE =0.83
DXF VIEW RESULTS :
CONNECTION : 5
SELECT MEMBERS
CLICK SMART CONNECTION
SELECT DESIGN CODE =IS 800 -2007
AND CONNECTION DESGN AS
BASE PLATE
CLICK EDIT CONNECTION
GO TO EDIT COMBINED CONNECTION TAB
ENTER GENERAL INFORMATION
ANALYSIS AXIS =MAJOR AXIS
PRESSURE DISTRIBUTION = UNIFORM
CONSIDER STRAIN COMPATIBILTY = YES
DESIGN CRITERIA
BEARING STRESS CALCULATION ==COMPLETE AREA
OPTIMIZATION CRITERIA =NONE SELECTION
MINIMUM EFFECTIVE EMBEDMENT DEPTH = 300 MM
GO TO
MEMBERS TAB
COLUMN
SECTION = ISWB 600
MATERIAL =E250 A
LONGITUDINAL OFFSET = 0 MM
GO TO CONNECTORS TAB
BASE PLATE
CONNECTION TYPE =UNSTIFFENED
POSITION ON THE SUPPORT =CENTER
DEPTH = 900 MM
GROSS WIDTH = 600 MM
THICKNESS = 36 MM
MATERIAL = E250 A
COLUMN WELD = E 41
COLUMN WELD SIZE = 6 MM
OVERRIDE A1/A2 RATIO = NONE
SHEAR KEY TYPEN= NONE
SUPPORT TAB
WITH PEDESTAL = YES
LONGITUDINAL DIMENSION (PEDESTAL ) = 1000 MM
TRANSVERSAL DIMENSION (PEDESTAL) = 1000 MM
THICKNESS = 700 MM
MATERIAL = M25
INCLUDE GROUTING = YES
GROUT THICKNESS = 50 MM
COVER = 50 MM
GO TO ANCHOR TAB
ANCHOR POSITION= TRANSVERSAL POSITION
ROWS NUMBER PER SIDE= 1
ANCHOR PER ROW= 2
LONGITUDINAL EDGE DISTANCE ON THE PLATE = 50
TRANSVERSE EDGE DISTANCE ON THE PLATE = 50
HEAD TYPE = HEXAGONAL
INCLUDE LOCKNUT= NO
ANCHOR = M-24
EFFECTIVE EMBEDMENT DEPTH = 600MM
MATERIAL = CLASS 4.6
ANCHOR SUPPLEMENTARY REINFORCEMENT = NONE
RESULTS :
CONCLUSION : THE UTILIZATION RATIO FOR CONNECTION DESIGN 5 THAT IS BASE PLATE =0.93
DXF VIEW RESULTS :
CONCLUSION :
THE BEAM AND COLUMN UTILIZATION IN STAAD MODEL IS SAFE UNDER THE ULTILZATION RATIO OF 85 PERCENT
CONCLUSION 1 : THE UTILIZATION RATIO FOR CONNECTION DESIGN 1 THAT IS MOMENT END PLATE BCF HAUNCH CONNECTION BETWEEN BEAM AND COLUMN =0.96
CONCLUSION 2 : THE UTILIZATION RATIO FOR CONNECTION DESIGN 2 THAT IS END PLATE BEAM COLUMN FLANGE BETWEEN BEAM AND COLUMN =0.13
CONCLUSION 3 : THE UTILIZATION RATIO FOR CONNECTION DESIGN 3 THAT IS BOLTED SPLICE FLANGE PLATE COLUMN SPLICE =0.95
CONCLUSION 4 : THE UTILIZATION RATIO FOR CONNECTION DESIGN 4 THAT IS BOLTED SPLICE FLANGE PLATE BEAM SPLICE =0.83
CONCLUSION 5 : THE UTILIZATION RATIO FOR CONNECTION DESIGN 5 THAT IS BASE PLATE =0.93