Project 1
SOLUTION 1.
DESIGN CODE
Design code as per IS 800- 2007
RIDGE HEIGHT
TAN^(1/10)=5.71
15*TAN(5.71)= 1.50 M
Determining Wind load for certain category and condition as per IS 875 Part 3 :2015
PLAN DIMENSION = 140 m x 30 m
HEIGHT OF BUILDING = 11.1 M
BAY SPACING = 10 m.
THE BASIC WIND SPEED IN CHENNAI FROM WIND ZONE MAP IS
V@B=50 M/S
AN INDUSTRIAL BUILDING IS TO BE DESIGNED FOR A 50 YEAR LIFE SO THE RISK COEFFICIENT FROM
K1=1
SINCE THE BUILDING IS PROPOSED TO BE ERECTED IN AN INDUSTRIAL AREA IN A CITY, IT IS CONSIDERED TO BELONG TO CATEGORY 3.
THE TERRAIN FACTOR FOR A HEIGHT OF 11.1 M
K2=0.94
THE GROUND IS ASSUMED TO BE PLAIN AND HENCE THE TOPOGRAPHY FACTOR IS
K3=1
IMPORTANCE FACTOR FOR CYCLONIC REGIONS FOR AN INDUSTRIAL BUILDING
K4=1.15
DESIGN WIND SPEED V@Z=V@B*K1*K2*K3*K4= 50*1*0.94*1*1.15= 54.05 M/S
WIND PRESSURE, P@Z= 0.6*V@Z^2 =0.6*54.05^2 =1752.8415 N/M^2 =1.7528 KN/M^2
WIND DIRECTIONALITY FACTOR, K@D=0.9
AREA AVERAGING FACTOR K@A
TRIBUTARY AREA =30*11.45 =343.5 M^2
INTERPOLATION WE GET
COMBINATION FACTOR =K@C=0.9
DESIGN WIND PRESSURE P@D= P@Z*K@D*K@A*K@C =1.7528*0.9*1*0.9=1.4198 KN /M^2
FOR CANTILIVER PORTION ALONE REDUCTION DUE AREA AVERGING IS DONE
KA=0.85 (SINCE TRIBUTARY AREA IS 10*6= 60 M^2
THUS K@D*K@A*K@C<0.7
TAKEN AS 0.7 (UPPER LIMIT)
0.7*1752.8=1.23 KN/M^2
ON CANOPY
ROOF ANGLE 2.86 DEGREE
CP ( NEGATIVE UPLIFT )=1.08
CP POSITIVE=0.35
FORCE ON CANOPY =1.08*0.704 KN/M^2*8 M=6.08 KN/M (UPWARDS)
FORCE ON CANOPY =0.35*0.704 KN/M^2*8 M=1.97 KN/M (DOWNWARD)
INTERNAL PRESSURE COEFFICIENT
BUILDING WITH MEDIUM OPENING SINCE OPENING IS BETWEEN 5 PERCENT AND 20 PERCENT
(THE GIVEN OPENING FOR BUILDING IS 15 PERCENT)
HENCE INTERNAL PRESSURE COEFFICIENT = +0.5 AND -0.5
EXTERNAL PRESSURE COEFFICIENT
BUILDING HEIGHT RATIO
H/W =11.1/30 = 0.37 1/2<H/W<3/2
BUILDING PLAN RATIO
L/W =140/30 =4.667 3/2<L/W<4
WALL ROOF ANGLE 5 DEGREE
WIND ANGLE CPE FOR SURFACE
DEGREES A B C D
O DEGREE +0.7 -0.25 -0.6 -0.6
90 DEGREE -0.5 -0.5 +0.7 -0.1
ROOF
WIND ANGLE CPE FOR SURFACE
DEGREES EF GH
O DEGREE -0.9 -0.4
DEGREES EG FH
90 DEGREE -0.8 -0.4
MAIN FRAME
WL +X +CPI
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(0.7-0.5)*10*1.419=2.838 (PRESSURE)
WL +X -CPI
FORCE ON COLUMN A =(CPE-(-CPI)) *AE*P@D =(0.7+0.5)*10*1.419=17.028 (PRESSURE)
WL +X +CPI
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.25-0.5)*10*1.419=-10.64 (SUCTION)
WL +X -CPI
FORCE ON COLUMN B =(CPE-(-CPI)) *AE*P@D =(-0.25+0.5)*10*1.419=3.54(PRESSURE)
WL +X +CPI
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(-0.6-0.5)*10*1.419=--15.609 (SUCTION)
WL +X -CPI
FORCE ON COLUMN C =(CPE-(-CPI)) *AE*P@D =(-0.6+0.5)*10*1.419=-1.419 (SUCTION)
WL +X +CPI
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.6-0.5)*10*1.419=--15.609 (SUCTION)
WL +X -CPI
FORCE ON COLUMN D =(CPE-(-CPI)) *AE*P@D =(-0.6+0.5)*10*1.419=-1.419 (SUCTION)
WL +Z
WL +Z +CPI
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(-0.5-0.5)*10*1.419=-14.19 (SUCTION)
WL +Z -CPI
FORCE ON COLUMN A =(CPE-(-CPI)) *AE*P@D =(-0.5+0.5)*10*1.419=0
WL +Z +CPI
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.5-0.5)*10*1.419=-14.19 (SUCTION)
WL +Z -CPI
FORCE ON COLUMN B =(CPE-(-CPI)) *AE*P@D =(-0.5+0.5)*10*1.419=0
WL +Z +CPI
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(0.7-0.5)*10*1.419=2.838 (PRESSURE)
WL +Z -CPI
FORCE ON COLUMN C =(CPE-(-CPI)) *AE*P@D =(0.7+0.5)*10*1.419=17.028 (PRESSURE)
WL +Z +CPI
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.1-0.5)*10*1.419=-8.514 (SUCTION)
WL +Z -CPI
FORCE ON COLUMN D =(CPE-(-CPI)) *AE*P@D =(-0.1+0.5)*10*1.419=5.676 (PRESSURE)
ROOF
FORCE ON EF +CPI
FORCE ON EF =(CPE-CPI) *AE*P@D =(-0.9-0.5)*10*1.419=-19.866 (SUCTION)
FORCE ON EF -CPI
FORCE ON EF =(CPE-(-CPI)) *AE*P@D =(-0.9+0.5)*10*1.419= -5.676 (SUCTION)
FORCE ON GH +CPI
FORCE ON GH =(CPE-CPI) *AE*P@D =(-0.4-0.5)*10*1.419=-12.771 (SUCTION)
FORCE ON GH -CPI
FORCE ON GH =(CPE-(-CPI)) *AE*P@D =(-0.4+0.5)*10*1.419= 1.419 (PRESSURE)
FORCE ON EG +CPI
FORCE ON EG =(CPE-CPI) *AE*P@D =(-0.8-0.5)*10*1.419=18.447 (PRESSURE)
FORCE ON EG -CPI
FORCE ON EG=(CPE-(-CPI)) *AE*P@D =(-0.8+0.5)*10*1.419= -4.257 (SUCTION)
FORCE ON FH +CPI
FORCE ON FH =(CPE-CPI) *AE*P@D =(-0.4-0.5)*10*1.419=-12.771 (SUCTION)
FORCE ON FH -CPI
FORCE ON FH =(CPE-(-CPI)) *AE*P@D =(-0.4+0.5)*10*1.419= 1.419 (PRESSURE)
GABLE FRAME
WL +X +CPI
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(0.7-0.5)*5*1.419=1.419 (PRESSURE)
WL +X -CPI
FORCE ON COLUMN A =(CPE-(-CPI)) *AE*P@D =(0.7+0.5)*5*1.419=8.514 (PRESSURE)
WL +X +CPI
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.25-0.5)*5*1.419=-5.32 (SUCTION)
WL +X -CPI
FORCE ON COLUMN B =(CPE-(-CPI)) *AE*P@D =(-0.25+0.5)*5*1.419=1.77(PRESSURE)
WL +X +CPI
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(-0.6-0.5)*5*1.419=-7.8045 (SUCTION)
WL +X -CPI
FORCE ON COLUMN C =(CPE-(-CPI)) *AE*P@D =(-0.6+0.5)*5*1.419=-0.7095 (SUCTION)
WL +X +CPI
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.6-0.5)*5*1.419=-7.8045(SUCTION)
WL +X -CPI
FORCE ON COLUMN D =(CPE-(-CPI)) *AE*P@D =(-0.6+0.5)*5*1.419=-0.7095(SUCTION)
WL +Z
WL +Z +CPI
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(-0.5-0.5)*5*1.419=-7.095 (SUCTION)
WL +Z -CPI
FORCE ON COLUMN A =(CPE-(-CPI)) *AE*P@D =(-0.5+0.5)*5*1.419=0
WL +Z +CPI
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.5-0.5)*5*1.419=-7.095 (SUCTION)
WL +Z -CPI
FORCE ON COLUMN B =(CPE-(-CPI)) *AE*P@D =(-0.5+0.5)*5*1.419=0
WL +Z +CPI
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(0.7-0.5)*5*1.419=1.419 (PRESSURE)
WL +Z -CPI
FORCE ON COLUMN C =(CPE-(-CPI)) *AE*P@D =(0.7+0.5)*5*1.419=8.514(PRESSURE)
WL +Z +CPI
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.1-0.5)*5*1.419=-4.257 (SUCTION)
WL +Z -CPI
FORCE ON COLUMN D =(CPE-(-CPI)) *AE*P@D =(-0.1+0.5)*5*1.419=2.838 (PRESSURE)
ROOF
FORCE ON EF +CPI
FORCE ON EF =(CPE-CPI) *AE*P@D =(-0.9-0.5)*5*1.419=-9.933(SUCTION)
FORCE ON EF -CPI
FORCE ON EF =(CPE-(-CPI)) *AE*P@D =(-0.9+0.5)*5*1.419= -2.838(SUCTION)
FORCE ON GH +CPI
FORCE ON GH =(CPE-CPI) *AE*P@D =(-0.4-0.5)*5*1.419=-6.385 (SUCTION)
FORCE ON GH -CPI
FORCE ON GH =(CPE-(-CPI)) *AE*P@D =(-0.4+0.5)*5*1.419= 0.7095 (PRESSURE)
FORCE ON EG +CPI
FORCE ON EG =(CPE-CPI) *AE*P@D =(-0.8-0.5)*5*1.419=9.48 (PRESSURE)
FORCE ON EG -CPI
FORCE ON EG=(CPE-(-CPI)) *AE*P@D =(-0.8+0.5)*5*1.419= -2.12 (SUCTION)
FORCE ON FH +CPI
FORCE ON FH =(CPE-CPI) *AE*P@D =(-0.4-0.5)*5*1.419=-6.385 (SUCTION)
FORCE ON FH -CPI
FORCE ON FH =(CPE-(-CPI)) *AE*P@D =(-0.4+0.5)*5*1.419= 0.7095 (PRESSURE)
SEISMIC LOAD
SELECT IS 1893 2002/2005
ZONE (3)= 0.16
RESPONSE REDUCTION FACTOR (R)= 4 (STEEL FRAME WITH CONCENTRIC BRACES )
IMPORTANCE FACTOR (I)= 1 (ALL OTHER BUILDINGS)
ROCK AND SOIL SITE FACTOR (SS)= 1
TYPE OF STRUCTURE (ST) =1
DAMPING RATIO (DM)= 0.05
DEAD LOAD CALCULATION
MAIN FRAME
DEAD LOAD =0.14 KN/M^2 (FOR MAIN PORTION WO FALSE CEILING)
DEAD LOAD =(0.14+0.15) KN /M^2 =0.26 KN/M^2 (FOR ROOF EXTENSION)
PURLIN WEIGHT =8.77 KG/M
AS POINT LOAD WHERE PURLIN IS LOCATED =8.77 *10/2=43.85=0.44 KN
WALL
TOTAL NUMBER OF PURLIN IN NSW IS=5 (ON WALL)
TOTAL NUMBER OF PURLIN IN NSW (CRANE SUPPORTING COLUMN) IS =3 (ON WALL)
TOTAL NUMBER OF PURLIN IN FSW IS =2 (ON WALL)
PURLIN LOAD ON NSW= 5*8.77/6.1=7.2 KG/M^2=0.072 KN/M^2
PURLIN LOAD ON NSW= 3*8.77/3.5=7.52 KG/M^2=0.075 KN/M^2
PURLIN LOAD ON FSW= 2*8.77/2.1=8.35 KG/M^2=0.0835 KN/M^2
TOTAL DEAD LOAD OVER TRUSS =0.14*10=1.4 KN/M (TOP CHORD)
TOTAL DEAD LOAD OVER CANTILEVER PORTION =0.26*10=2.6 KN/M (EXTENSION PORTION )
TOTAL DEAD LOAD ON NSW = (0.14+0.072)*10 =2.12 (ABOVE CRANE SUPPORTING COLUMN)
TOTAL DEAD LOAD ON NSW = (0.14+0.075)*5 = 1.075 (IN CRANE SUPPORTING COLUMN)
TOTAL DEAD LOAD ON FSW = (0.14+0.0835)*10 =2.24 (ON WALL ABOVE CANTILEVER)
GANTRY WEIGHT =158.24 KG/M
RAIL WEIGHT = 53 KG/M
WEIGHT ON BRACKET = 211*5 = 1056 KG= 10.56 KN
LATTICE TIE OF 200KG IS BETWEEN THE COLUMN
LOAD ON COLUMN =200 FOR 10 M SPAN =200 KG= 2 KN AS JOINT LOAD
FOR LEAN TO COLUMN
ON ROOF
4 NOS OF PURLIN =4*8.87/5.21=6.81 KG/M^2 =0.07 KN /M^2
DEAD LOAD DUE TO SHEETING =0.14 KN/M^2
SPACING OF COLUMN =5 M
TOTAL LOAD ON RAFTER =(0.14+0.07)*5 =1.05 KN/M
LIVE LOAD CALCULATION
LIVE LOAD =75 KG/M^2
CALCULATION =75*10 =750 KG/M =7.5 KN/M (ON TOP CHORD )
LIVE LOAD = 3.75 KN/M (ON LEAN PORTION),(CONSIDERING HALF OF TOP CHORD)
CRANE LOAD
CRANE CAPACITY =30 MT
CRANE WEIGHT = 35 MT INCLUDING HOIST
VERTICAL IMPACT= 25 PERCENT
AT ONE END RIGHT =1.25(300+ (350/2))= 593.75 KN
LATERAL IMPACT = 20 PERCENT
= 0.2*CRANE WEIGHT=0.2*35= 70 KN
AT OTHER END LEFT = HALF OF CRANE SELF WEIGHT ACT ON LEFT SIDE
DEAD LOAD CALCULATION
GABLE FRAME
DEAD LOAD =0.14 KN/M^2 (FOR MAIN PORTION WO FALSE CEILING)
DEAD LOAD =(0.14+0.15) KN /M^2 =0.26 KN/M^2 (FOR ROOF EXTENSION)
PURLIN WEIGHT =8.77 KG/M
AS POINT LOAD WHERE PURLIN IS LOCATED =8.77 *10/2=43.85=0.44 KN
WALL
TOTAL NUMBER OF PURLIN IN NSW IS=5 (ON WALL)
TOTAL NUMBER OF PURLIN IN NSW (CRANE SUPPORTING COLUMN) IS =3 (ON WALL)
TOTAL NUMBER OF PURLIN IN FSW IS =2 (ON WALL)
PURLIN LOAD ON NSW= 5*8.77/6.1=7.2 KG/M^2=0.072 KN/M^2
PURLIN LOAD ON NSW= 3*8.77/3.5=7.52 KG/M^2=0.075 KN/M^2
PURLIN LOAD ON FSW= 2*8.77/2.1=8.35 KG/M^2=0.0835 KN/M^2
TOTAL DEAD LOAD OVER TRUSS =0.14*5=0.7 KN/M (TOP CHORD)
TOTAL DEAD LOAD OVER CANTILEVER PORTION =0.26*5=1.3 KN/M (EXTENSION PORTION )
TOTAL DEAD LOAD ON NSW = (0.14+0.072)*5 =1.06 KN/M (ABOVE CRANE SUPPORTING COLUMN)
TOTAL DEAD LOAD ON NSW = (0.14+0.075)*2.5 =0.5375 KN/M (IN CRANE SUPPORTING COLUMN)
TOTAL DEAD LOAD ON FSW = (0.14+0.0835)*5 =1.1175 KN/M (ON WALL ABOVE CANTILEVER)
GANTRY WEIGHT =158.24 KG/M
RAIL WEIGHT = 53 KG/M
WEIGHT ON BRACKET = 211*5 = 1056 KG= 10.56 KN
LATTICE TIE OF 200KG IS BETWEEN THE COLUMN
LOAD ON COLUMN =200 FOR 10 M SPAN =200 KG= 2 KN AS JOINT LOAD
LIVE LOAD CALCULATION
LIVE LOAD =75 KG/M^2
CALCULATION =75*5=375 KG/M =3.75 KN/M (ON TOP CHORD )
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
ISMB 350 (CRANE SUPPORTING COLUMN)
ISA 65*65*10 ( LD LONG LEG BACK TO BACK DOUBLE ANGLE ) ( FOR DIAGONAL AND VERTICAL MEMBER BRACING MEMBER )
ISA 130*130*10 ( LD LONG LEG BACK TO BACK DOUBLE ANGLE ) (FOR TOP AND BOTTOM CHORD)
ISMB 450
ISMB 500
ISMB 400
TAPER
STEP 4.
GO TO SPECIFICATION
ASSIGN MEMBER TRUSS TO ALL BRACING MEMBERS
STEP 5.
DEFINE SUPPORT CONDITION
FIXED SUPPORTS TO COLUMN SUPPORTING CRANE
PINNED SUPPORT TO LEAN SUPPORTING COLUMN
MAIN FRAME LOAD ASSIGN
GO TO LOADING IN RIBBON TOOL BAR
DEFINE LOAD 1 SEISMIC EQ +X
DEFINE LOAD 2 SEISMIC EQ -X
DEFINE LOAD 3 SEISMIC EQ +Z
DEFINE LOAD 4 SEISMIC EQ -Z
DEFINE SEISMIC LOAD DEFINTION
GO TO EQ +X
ADD
SEISMIC LOADS
FACTOR DIRECTION
X DIRECTION
FACTOR +1
GO TO EQ -X
ADD
SEISMIC LOADS
FACTOR DIRECTION
X DIRECTION
FACTOR -1
GO TO EQ +Z
ADD
SEISMIC LOADS
FACTOR DIRECTION
Z DIRECTION
FACTOR +1
GO TO EQ -Z
ADD
SEISMIC LOADS
FACTOR DIRECTION
Z DIRECTION
FACTOR -1
DEFINE LOAD 5 DEAD LOAD AS DL
GO TO
DL
ADD
SELFWEIGHT
DIRECTION =Y
FACTOR = -1.1 ASSIGN TO VIEW
GO DL
NODAL LOAD
NODE
FY =-2 KN
ASSIGN TO BOTTOM CHORD NODE AND CRANE SUPPORTING COLUMN NODE
GO DL
NODAL LOAD
NODE
FY =-10.56 KN
ASSIGN TO OVERHANGING BEAM ON CRANE SUPPORTING COLUMN NODE
GO TO DL
MEMBER LOAD
UNIFORM FORCE
W1= -1.4 KN/M DIRECTION =GY
ASSIGN TO TOP CHORD
GO TO DL
MEMBER LOAD
UNIFORM FORCE
W1= -2.6 KN/M DIRECTION =GY
ASSIGN TO EXTENSION CANTILEVER PORTION BEAM
GO TO DL
MEMBER LOAD
UNIFORM FORCE
W1= -2.12 KN/M DIRECTION =GY
ASSIGN TO COLUMN ABOVE CRANE SUPPORTING COLUMN LEFT SIDE
GO TO DL
MEMBER LOAD
UNIFORM FORCE
W1= -1.075 KN/M DIRECTION =GY
ASSIGN TO CRANE SUPPORTING COLUMN LEFT SIDE
GO TO DL
MEMBER LOAD
UNIFORM FORCE
W1= -2.24 KN/M DIRECTION =GY
ASSIGN TO EXTENSION PORTION CANTILEVER WALL RIGHT SIDE
GO TO DL
MEMBER LOAD
UNIFORM FORCE
W1= -1.05 KN/M DIRECTION =GY
ASSIGN TO LEAN PORTION ROOF
DEFINE LOAD 6 LIVE LOAD AS LL
GO TO LL
MEMBER LOAD
UNIFORM FORCE
W1= -7.5 KN/M DIRECTION =GY
ASSIGN TO TOP CHORD
GO TO LL
MEMBER LOAD
UNIFORM FORCE
W1= -3.75 KN/M DIRECTION =GY
ASSIGN TO LEAN PORTION ROOF BEAM
DEFINE LOAD 7 WIND LOAD AS WL +X
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 2.838 DIRECTION =GX
ASSIGN TO COLUMN ABOVE CRANE SUPPORTING COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 1.419 DIRECTION =GX
ASSIGN TO COLUMN SUPPORTING LEAN ROOF LEFT
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 17.2 DIRECTION = GY
ASSIGN TO LEFT TOP CHORD
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 11.06 DIRECTION = GY
ASSIGN TO RIGHT TOP CHORD
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 11.07 DIRECTION = GY
ASSIGN TO CANTILVER ROOF EXTENSION PORTION
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1=8.6 DIRECTION = GY
ASSIGN TO LEAN ROOF
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 10.64 DIRECTION = GX
ASSIGN TO RIGHT COLUMN ABOVE CRANE SUPPORTING COLUMN
DEFINE LOAD 8 WIND LOAD AS WL -X
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 17.028 DIRECTION =GX
ASSIGN TO COLUMN ABOVE CRANE SUPPORTING COLUMN LEFT
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 3.54 DIRECTION =GX
ASSIGN TO COLUMN ABOVE CRANE SUPPORTING COLUMN RIGHT
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 8.514 DIRECTION =GX
ASSIGN TO COLUMN SUPPORTING LEAN ROOF
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 4.916 DIRECTION =GY
ASSIGN TO LEFT TOP CHORD
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1=1.23 DIRECTION =GY
ASSIGN TO RIGHT TOP CHORD
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 2.5 DIRECTION =GY
ASSIGN TO CANTIVER ROOF EXTENSION PORTION
DEFINE LOAD 9 WIND LOAD AS WL +Z
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1=-14.19 DIRECTION =GX
ASSIGN TO COLUMN ABOVE CRANE SUPPORTING COLUMN LEFT
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1=14.19 DIRECTION =GX
ASSIGN TO COLUMN ABOVE CRANE SUPPORTING COLUMN RIGHT
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1=-7.095 DIRECTION =GX
ASSIGN TO COLUMN SUPPORTING LEAN ROOF
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1=15.97 DIRECTION =GY
ASSIGN TO TOP CHORD LEFT AND RIGHT
DEFINE LOAD 10 WIND LOAD AS WL -Z
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1=3.68 DIRECTION =GY
ASSIGN TO TOP CHORD LEFT AND RIGHT AND CANTILVER ROOF EXTENSION PORTION
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1=1.85 DIRECTION =GY
ASSIGN TO LEAN ROOF
DEFINE LOAD 10 WIND LOAD AS WL -Z
GABLE FRAME LOAD ASSIGN
GO TO LOADING IN RIBBON TOOL BAR
DEFINE LOAD 1 SEISMIC EQ +X
DEFINE LOAD 2 SEISMIC EQ -X
DEFINE LOAD 3 SEISMIC EQ +Z
DEFINE LOAD 4 SEISMIC EQ -Z
DEFINE SEISMIC LOAD DEFINTION
GO TO EQ +X
ADD
SEISMIC LOADS
FACTOR DIRECTION
X DIRECTION
FACTOR +1
GO TO EQ -X
ADD
SEISMIC LOADS
FACTOR DIRECTION
X DIRECTION
FACTOR -1
GO TO EQ +Z
ADD
SEISMIC LOADS
FACTOR DIRECTION
Z DIRECTION
FACTOR +1
GO TO EQ -Z
ADD
SEISMIC LOADS
FACTOR DIRECTION
Z DIRECTION
FACTOR -1
DEFINE LOAD 5 DEAD LOAD AS DL
GO TO
DL
ADD
SELFWEIGHT
DIRECTION =Y
FACTOR = -1.1 ASSIGN TO VIEW
GO DL
NODAL LOAD
NODE
FY =-2 KN
ASSIGN TO BOTTOM CHORD NODE AND CRANE SUPPORTING COLUMN NODE
GO DL
NODAL LOAD
NODE
FY =-10.56 KN
ASSIGN TO OVERHANGING BEAM ON CRANE SUPPORTING COLUMN NODE
GO TO DL
MEMBER LOAD
UNIFORM FORCE
W1= -0.7KN/M DIRECTION =GY
ASSIGN TO TOP CHORD
GO TO DL
MEMBER LOAD
UNIFORM FORCE
W1= -1.3 KN/M DIRECTION =GY
ASSIGN TO EXTENSION CANTILEVER PORTION BEAM
GO TO DL
MEMBER LOAD
UNIFORM FORCE
W1= -1.06 KN/M DIRECTION =GY
ASSIGN TO COLUMN ABOVE CRANE SUPPORTING COLUMN LEFT SIDE
GO TO DL
MEMBER LOAD
UNIFORM FORCE
W1= -0.5375 KN/M DIRECTION =GY
ASSIGN TO CRANE SUPPORTING COLUMN LEFT SIDE
GO TO DL
MEMBER LOAD
UNIFORM FORCE
W1= -1.1175 KN/M DIRECTION =GY
ASSIGN TO EXTENSION PORTION CANTILEVER WALL RIGHT SIDE
DEFINE LOAD 6 LIVE LOAD AS LL
DEFINE LOAD 7 WIND LOAD AS WL +X
DEFINE LOAD 8 WIND LOAD AS WL -X
DEFINE LOAD 9 WIND LOAD AS WL +Z
DEFINE LOAD 10 WIND LOAD AS WL -Z
DEFINE LOAD COMBINATION
GO TO DESIGN IN RIBBON TOOL BAR
CHOOSE CURRENT CODE
IS 800 2007 LSD
CLICK DESIGN 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
CLICK FYLD
YIELD STRENGTH OF STEEL
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ASSIGN
CLICK LY
LENGTH IN LOCAL Y AXIS FOR SLENDERNESS RATIO VALUE KL/R = 1.5 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 = 5 FOR BOTTOM CHORD
USING ASSIGN TO SELECTED BEAMS ASSIGN TO BOTTOM CHORD
CLICK LY
LENGTH IN LOCAL Y AXIS FOR SLENDERNESS RATIO VALUE KL/R = 5 FOR COLUMN
USING ASSIGN TO SELECTED BEAMS ASSIGN TO COLUMN SUPPORTING CRANE SUPPORTING COLUMN
CLICK LX
EFFECTIVE LENGTH FOR LATERAL TORSIONAL BUCKLING =1.5 M
USING ASSIGN TO SELECTED BEAMS ASSIGN TO COLUMB SUPPORTING COLUMN AND COLUMN ABOVE CRANE SUPPORTING COLUMN
LICK MAIN
ALLOWABLE SLENDERNESS LIMIT FOR COMPRESSION MEMBER =180
ADD
USING ASSIGN TO SELECTED BEAMS ASSIGN TO ALL COLUMN
CLICK TMAIN
ALLOWABLE SLENDERNESS LIMIT FOR TENSION MEMBER =400
ADD
USING ASSIGN TO SELECTED BEAMS ASSIGN TO TIE MEMBERS
CLICK RATIO
PERMISSIBLE RATIO OF ACTUAL TO ALLOWABLE STRESS =1
ASSIGN TO VIEW
CLICK STP HOT ROLLED SECTION
CLICK TRACK
TICK 2 PRINT THE DESIGN OUTPUT AT MAXIMUM DETAIL LEVEL
ASSIGN TO VIEW
GO TO COMMANDS
CLICK CHECK CODE