Project 2 - Review of Shear, Moment & Splice connections in StaadPro Connection Module
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 275
BRACED MEMBER = DOUBLE ANGLE MEMBER = ISA 125*75*10
STEP 4.
DEFINE SUPPORT CONDITION
FIXED
STEP 5 .
DEFINE SPECIFICATION
BEAM
RELEASE
START MY,MZ
DEFINE SPECIFICATION
BEAM
RELEASE
END MY,MZ
MEMBER TRUSS
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
LIVE LOAD
MEMBER LOAD
CONCENTRATED FORCE = 5 KN
D1= 1.5 M
DIRECTION = GX
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 GUSSET CONNECTION
SELECT DESIGN CODE = AISC 360-16 ASD
AND CONNECTION DESIGN AS
GUSSET PLATE CBB COLUMN BEAM BRACE
CLICK EDIT CONNECTION
INPUT GENERAL INFORMATION.
DESIGN CRITERIA TAB
DESIGN CODE = AISC 2016 ASD
DIMENSION CALCULATION = MANUAL
MOMENT PROVIDED BY = BOTH
SEISMIC PROVISIONS = NO
CORROSIVE INFLUENCES = NO
CONSIDERED STAGGERED BOLTS BETWEEN BRACE FLANGE AND WEB = NO
CONSTRUCTION CRITERIA TAB
CONSIDER HOLE DEFORMATION IN BOLTS = YES
CONSIDER SHEARED EDGES = NO
CONTINUOUS ANGLE = NO
FULL END PLATE AT RIGHT SIDE OF THE COLUMN = NO
GO TO MEMBERS TAB
EXISTING MEMBERS
RIGHT BEAM = YES
LEFT BEAM = NO
UPPER RIGHT BRACE = NO
UPPER LEFT BRACE = NO
LOWER LEFT BRACE = NO
LOWER RIGHT BRACE = YES
ALIGN BEAM TO TOP EDGES = NO
COLUMN TAB
GENERAL
COLUMN SECTION = ISWB 600
COLUMN MATERIAL = E 250 A
COLUMN ORIENTATION = LONGITUDINAL
IS COLUMN END = YES
RIGHT BEAM TAB
SECTION = ISMB 600
MATERIAL = E 250 A
COPED = NONE
GENERAL
SECTION = ISA 125*75*10 SD
MATERIAL = E 250 A
BRACE SLOPE ANGLE (DEGREES)= 53.13
SALIENT BRACE LEG TO THE RIGHT = NONE
BRACE LONG LEG ON GUSSET = NONE
ADDITIONAL GEOMETRIC DATA
WP HORIZONTAL DISPLACEMENT = 0
WP VERTICAL DISPLACEMENT = 0
MINIMUM DISTANCE TO OTHER MEMBERS = 50.8 MM
LEFT DISTANCE = 50.8 MM
RIGHT DISTANCE = 50.8 MM
INTERFACES TAB
RIGHT BEAM TAB
BEAM TO COLUMN CONNECTION
CONNECTION TYPE TO COLUMN = ANGLES
SETBACK TO COLUMN = 10 MM
ANGLES TAB
ANGLE SECTION = L40304
MATERIAL = A36
ANGLE LONG SIDE ON COLUMN = YES
ECCENTRICITY = 0 MM
COLUMN SIDE TAB
CONNECTION TYPE TO COLUMN = BOLTED
BOLT GROUP SPACING = 140 MM
BOLTS = 3/4 A325 N
HOLE TYPE = STANDARD
ROW OF BOLTS = 4
BOLT COLUMN = 1
PITCH LONGITUDINAL CENTER TO CENTER SPACING = 75 MM
LONGITUDINAL DISTANCE TO THE EDGE = 40 MM
BEAM SIDE TAB
CONNECTION TYPE TO THE BEAM = WELDED
WELD TO BEAM = E70XX
WELD SIZE (1/16 INCH) = 2
LOWER RIGHT BRACE
GUSSET
THICKNESS = 20 MM
MATERIAL = A 36
LENGTH ON COLUMN = 412.884 MM
LENGTH ON BEAM = 83.463 MM
RESULTS :
CONCLUSION : THE UTILIZATION RATIO FOR CONNECTION DESIGN 1 THAT IS GUSSET PLATE CBB COLUMN BEAM BRACE BETWEEN BEAM , COLUMN AND BRACED MEMBER =0.90
DXF VIEW RESULTS :
CONNECTION : 2
SELECT MEMBERS
CLICK BASIC CONNECTION
SELECT DESIGN CODE =IS800 -2007
AND CONNECTION DESGN AS
END PLATE BCF
END PLATE 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 275
MATERIAL = E 250 A
LENGTH = 3 M
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 = 60 MM
VERTICAL END DISTANCE = 60 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 =0.86
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 = 700 MM
GROSS WIDTH = 600 MM
THICKNESS = 34 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 ) = 800 MM
TRANSVERSAL DIMENSION (PEDESTAL) = 800 MM
THICKNESS = 650 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-20
EFFECTIVE EMBEDMENT DEPTH = 600MM
MATERIAL = CLASS 8.8
ANCHOR SUPPLEMENTARY REINFORCEMENT = NONE
RESULTS :
CONCLUSION : THE UTILIZATION RATIO FOR CONNECTION DESIGN 5 THAT IS BASE PLATE =0.95
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 GUSSET PLATE CBB COLUMN BEAM BRACE BETWEEN BEAM , COLUMN AND BRACED MEMBER =0.90
CONCLUSION 2 : THE UTILIZATION RATIO FOR CONNECTION DESIGN 2 THAT IS END PLATE BEAM COLUMN FLANGE BETWEEN BEAM AND COLUMN =0.86
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 =0.95