Project 2
SOLUTION 1.
DESIGN CODE
Design code as per IS 800- 2007
RIDGE HEIGHT
TAN^(1/20)=2.862
29.745*TAN(2.862)= 1.487 M
Determining Wind load for certain category and condition as per IS 875 Part 3 :2015
PLAN DIMENSION = 169.080 m x 59.49 m
HEIGHT OF BUILDING = 9.7 M
BAY SPACING = 8 m.
THE BASIC WIND SPEED FROM WIND ZONE MAP IS
V@B= 39 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 , IT IS CONSIDERED TO BELONG TO TERRAIN CATEGORY 1.
THE TERRAIN FACTOR FOR A HEIGHT OF 10.50 M
K2=1.05
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 (FOR OTHER STRUCTURES )
DESIGN WIND SPEED V@Z=V@B*K1*K2*K3*K4= 39*1*1.05*1*1= 40.95 M/S
WIND PRESSURE, P@Z= 0.6*V@Z^2 =0.6*40.95^2 =1006.14 N/M^2 =1.006 KN/M^2
WIND DIRECTIONALITY FACTOR, K@D=0.9
AREA AVERAGING FACTOR K@A
Ka(Rafter) - 0.8 or as per tributary area.
Ka(Column) - 0.8245 or as per tributary area.
Ka(Purlin) - 0.9721 or as per tributary area.
Ka(Side Runner) - 0.978 or as per tributary area
COMBINATION FACTOR =K@C=0.9
DESIGN WIND PRESSURE P@D= P@Z*K@D*K@A*K@C =1.006*0.9*0.8245*0.9=0.671 KN /M^2
THE VALUE OF PD IS LESS THAN 0.7 HENCE VALUE IS TAKEN AS 0.7
Cpi =+/- 0.2
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 OPENING SINCE OPENING IS LESS THAN 5 PERCENT .
HENCE INTERNAL PRESSURE COEFFICIENT = +0.2 AND -0.2
EXTERNAL PRESSURE COEFFICIENT
BUILDING HEIGHT RATIO
H/W =9.7/59.49 = 0.19 H/W<1/2
BUILDING PLAN RATIO
L/W =168.09/59.49 =2.82 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
WL +X +CPI
GABLE
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(0.7-0.2)*4*0.7=1.4 (PRESSURE)
MAIN
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(0.7-0.2)*8*0.7=2.8(PRESSURE)
GABLE
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.25-0.2)*4*0.7=-1.26 (SUCTION)
MAIN
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.25-0.2)*8*0.7=-2.52 (SUCTION)
GABLE
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(-0.6-0.2)*3.375*0.7=-1.89 (SUCTION)
MAIN
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(-0.6-0.2)*6.75*0.7=-3.78 (SUCTION)
GABLE
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.6-0.2)*3.375*0.7=-1.89 (SUCTION)
MAIN
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.6-0.2)*6.75*0.7=-3.78 (SUCTION)
GABLE
FORCE ON PARTITION CORNER COLUMN =(CPE-CPI) *AE*P@D =(-0.2)*3.375*0.7
=-0.4725 (SUCTION)
MAIN
FORCE ON INTERNAL PARTITION COLUMN =(CPE-CPI) *AE*P@D =(-0.2)*6.75*0.7=-0.945 (SUCTION)
WL +X -CPI
GABLE
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(0.7+0.2)*4*0.7=2.52 (PRESSURE)
MAIN
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(0.7+0.2)*8*0.7=5.04 (PRESSURE)
GABLE
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.25+0.2)*4*0.7=-0.14 (SUCTION)
MAIN
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.25+0.2)*8*0.7=-0.28 (SUCTION)
GABLE
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(-0.6+0.2)*3.375*0.7=-0.945 (SUCTION)
MAIN
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(-0.6+0.2)*6.75*0.7=-1.89 (SUCTION)
GABLE
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.6+0.2)*3.375*0.7=-0.945 (SUCTION)
MAIN
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.6+0.2)*6.75*0.7=-1.89 (SUCTION)
GABLE
FORCE ON PARTITION CORNER COLUMN =(CPE-CPI) *AE*P@D =(0.2)*3.375*0.7
=0.4725 (PRESSURE)
MAIN
FORCE ON INTERNAL PARTITION COLUMN =(CPE-CPI) *AE*P@D =(0.2)*6.75*0.7=-0.945 (PRESSURE)
WL +Z +CPI
GABLE
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(-0.5-0.2)*4*0.7=-1.96 (SUCTION)
MAIN
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(-0.5-0.2)*8*0.7=-3.92 (SUCTION)
GABLE
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.5-0.2)*4*0.7=-1.96 (SUCTION)
MAIN
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.5-0.2)*8*0.7=-3.92 (SUCTION)
GABLE
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(0.7-0.2)*3.375*0.7=1.181 (PRESSURE)
MAIN
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(0.7-0.2)*6.75*0.7=2.362(PRESSURE)
GABLE
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.1-0.2)*3.375*0.7=-0.708 (SUCTION)
MAIN
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.1-0.2)*6.75*0.7=-1.417 (SUCTION)
GABLE
FORCE ON PARTITION CORNER COLUMN =(CPE-CPI) *AE*P@D =(-0.2)*3.375*0.7
=-0.4725 (SUCTION)
MAIN
FORCE ON INTERNAL PARTITION COLUMN =(CPE-CPI) *AE*P@D =(-0.2)*6.75*0.7=-0.945 (SUCTION)
WL +Z -CPI
GABLE
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(-0.5+0.2)*4*0.7=-0.84 (SUCTION)
MAIN
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(-0.5+0.2)*8*0.7=-1.68(SUCTION)
GABLE
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.5+0.2)*4*0.7=-0.84 (SUCTION)
MAIN
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.5+0.2)*8*0.7=-1.68 (SUCTION)
GABLE
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(0.7+0.2)*3.375*0.7=2.126 (PRESSURE)
MAIN
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(0.7+0.2)*6.75*0.7=4.252 (PRESSURE)
GABLE
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.1+0.2)*3.375*0.7=0.236 (PRESSURE)
MAIN
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.1+0.2)*6.75*0.7= 0.472 (PRESSURE)
GABLE
FORCE ON PARTITION CORNER COLUMN =(CPE-CPI) *AE*P@D =(0.2)*3.375*0.7
=0.4725 (PRESSURE)
MAIN
FORCE ON INTERNAL PARTITION COLUMN =(CPE-CPI) *AE*P@D =(0.2)*6.75*0.7=-0.945 (PRESSURE)
WL -X +CPI
GABLE
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(0.7-0.2)*4*0.7= -1.4 (SUCTION)
MAIN
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(0.7-0.2)*8*0.7=-2.8(SUCTION)
GABLE
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.25-0.2)*4*0.7=+1.26 (PRESSURE)
MAIN
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.25-0.2)*8*0.7=+2.52 (PRESSURE)
GABLE
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(-0.6-0.2)*3.375*0.7=+1.89 (PRESSURE)
MAIN
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(-0.6-0.2)*6.75*0.7=+3.78 (PRESSURE)
GABLE
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.6-0.2)*3.375*0.7=+1.89 (PRESSURE)
MAIN
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.6-0.2)*6.75*0.7=+3.78 (PRESSURE)
GABLE
FORCE ON PARTITION CORNER COLUMN =(CPE-CPI) *AE*P@D =(0.2)*3.375*0.7
=0.4725 (PRESSURE)
MAIN
FORCE ON INTERNAL PARTITION COLUMN =(CPE-CPI) *AE*P@D =(0.2)*6.75*0.7=-0.945 (PRESSURE)
WL -X -CPI
GABLE
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(0.7+0.2)*4*0.7= -2.52 (SUCTION)
MAIN
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(0.7+0.2)*8*0.7= -5.04 (SUCTION)
GABLE
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.25+0.2)*4*0.7=+0.14 (PRESSURE)
MAIN
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.25+0.2)*8*0.7=+0.28 (PRESSURE)
GABLE
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(-0.6+0.2)*3.375*0.7=+0.945 (PRESSURE)
MAIN
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(-0.6+0.2)*6.75*0.7=+1.89 (PRESSURE)
GABLE
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.6+0.2)*3.375*0.7=+0.945 (PRESSURE)
MAIN
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.6+0.2)*6.75*0.7=+1.89 (PRESSURE)
GABLE
FORCE ON PARTITION CORNER COLUMN =(CPE-CPI) *AE*P@D =(-0.2)*3.375*0.7
=-0.4725 (SUCTION)
MAIN
FORCE ON INTERNAL PARTITION COLUMN =(CPE-CPI) *AE*P@D =(-0.2)*6.75*0.7=-0.945 (SUCTION)
WL -Z +CPI
GABLE
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(-0.5-0.2)*4*0.7=+1.96 (PRESSURE)
MAIN
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(-0.5-0.2)*8*0.7=+3.92 (PRESSURE)
GABLE
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.5-0.2)*4*0.7=+1.96 (PRESSURE)
MAIN
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.5-0.2)*8*0.7=+3.92 (PRESSURE)
GABLE
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(0.7-0.2)*3.375*0.7=-1.181 (SUCTION)
MAIN
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(0.7-0.2)*6.75*0.7=-2.362(SUCTION)
GABLE
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.1-0.2)*3.375*0.7=+0.708 (PRESSURE)
MAIN
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.1-0.2)*6.75*0.7=+1.417 (PRESSURE)
GABLE
FORCE ON PARTITION CORNER COLUMN =(CPE-CPI) *AE*P@D =(0.2)*3.375*0.7
=0.4725 (PRESSURE)
MAIN
FORCE ON INTERNAL PARTITION COLUMN =(CPE-CPI) *AE*P@D =(0.2)*6.75*0.7=-0.945 (PRESSURE)
WL -Z -CPI
GABLE
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(-0.5+0.2)*4*0.7=+0.84 (PRESSURE)
MAIN
FORCE ON COLUMN A =(CPE-CPI) *AE*P@D =(-0.5+0.2)*8*0.7=+1.68(PRESSURE)
GABLE
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.5+0.2)*4*0.7=+0.84 (PRESSURE)
MAIN
FORCE ON COLUMN B =(CPE-CPI) *AE*P@D =(-0.5+0.2)*8*0.7=+1.68 (PRESSURE)
GABLE
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(0.7+0.2)*3.375*0.7=-2.126 (SUCTION)
MAIN
FORCE ON COLUMN C =(CPE-CPI) *AE*P@D =(0.7+0.2)*6.75*0.7=-4.252 (SUCTION)
GABLE
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.1+0.2)*3.375*0.7=-0.236 (SUCTION)
MAIN
FORCE ON COLUMN D =(CPE-CPI) *AE*P@D =(-0.1+0.2)*6.75*0.7= -0.472 (SUCTION)
GABLE
FORCE ON PARTITION CORNER COLUMN =(CPE-CPI) *AE*P@D =(-0.2)*3.375*0.7
=-0.4725 (SUCTION)
MAIN
FORCE ON INTERNAL PARTITION COLUMN =(CPE-CPI) *AE*P@D =(-0.2)*6.75*0.7=-0.945 (SUCTION)
ROOF
X+CPI
FORCE ON EF +CPI
GABLE
FORCE ON EF =(CPE-CPI) *AE*P@D =(-0.9-0.2)*4*0.7=-3.08 (SUCTION)
MAIN
FORCE ON EF =(CPE-CPI) *AE*P@D =(-0.9-0.2)*8*0.7=-6.16 (SUCTION)
X-CPI
FORCE ON EF -CPI
GABLE
FORCE ON EF =(CPE-(-CPI)) *AE*P@D =(-0.9+0.2)*4*0.7= -1.96(SUCTION)
MAIN
FORCE ON EF =(CPE-(-CPI)) *AE*P@D =(-0.9+0.2)*8*0.7= -3.92 (SUCTION)
FORCE ON GH +CPI
GABLE
FORCE ON GH =(CPE-CPI) *AE*P@D =(-0.4-0.2)*4*0.7=-1.68 (SUCTION)
MAIN
FORCE ON GH =(CPE-CPI) *AE*P@D =(-0.4-0.2)*8*0.7=-3.36(SUCTION)
FORCE ON GH -CPI
GABLE
FORCE ON GH =(CPE-(-CPI)) *AE*P@D =(-0.4+0.2)*4*0.7= -0.56 (SUCTION)
MAIN
FORCE ON GH =(CPE-(-CPI)) *AE*P@D =(-0.4+0.2)*8*0.7= -1.12 (SUCTION )
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)
SEISMIC LOAD
SELECT IS 1893 2002/2005
ZONE (3)= 0.16
RESPONSE REDUCTION FACTOR (R)= 4 (STEEL FRAME WITH ORDINARY MOMENT RESISTING FRAME )
IMPORTANCE FACTOR (I)= 1 (ALL OTHER BUILDINGS)
ROCK AND SOIL SITE FACTOR (SS)= 3
TYPE OF STRUCTURE (ST) =1
DAMPING RATIO (DM)= 0.02
DEAD LOAD
WEIGHT OF SHEET =5 KG/M^2
WEIGHT OF PURLIN ,SAG ROD ETC =5 KG/M^2
ADDITIONAL LOAD =5 KG/M^2
TOTAL LOAD =15 KG/M^2 =0.15 KN/M^2
DEAD LOAD ON GABLE RAFTER =0.15*4=0.6 KN/M
DEAD LOAD ON MAIN RAFTER =0.15*8=1.2 KN/M
DEAD LOAD MEZZANINE FLOOR
Self weight of 150 thk. RCC slab + self weight of structural members shall be considered on mezzanine floors.=0.15*25=3.75 KN/M^2
Floor finish / Waterproofing loads of 150 Kg / M2 shall be considered on mezzanine floors=
1.5 KN/M^2
Additional Load of 50 Kg/m2 shall be considered on mezzanine floors. =0.5 KN/M^2
TOTAL LOAD=5.75 KN/M^2
LIVE LOAD
On roof and on canopy - 57 Kg. / M2=0.57 KN/M^2
LIVE LOAD ON GABLE FRAME =0.57*4=2.28 KN/M
LIVE LOAD ON MAIN FRAME =0.57*8=4.56 KN/M
On Mezzanine floor AS FLOOR LOAD - 400 Kg/ M2 = 4 KN/M^2
Collateral Load (CL)
10 Kg / m2 to be considered for design of purlin and portal.=0.1 KN/M^2
Due to sprinklers & fire fighting system
Portal and other structural members to be designed for 3 Kg / M2 of uniform load.=0.03 KN/M^2
Load due to Insulation
50mm thick rockwool insulation along with liner panel is to be provided on roof Additional load of 10 Kg / m2 to be considered for design or purlin and portal. =0.1 KN/M^2
12mm thick bubble wrap insulation is to be provided on roof area. Additional load of 5 Kg / m2 to be considered for design of purlin and portal.=0.05 KN/M^2
Load due to Solar Panels
Additional load of 15 Kg / m2 to be considered for design of purlin and portal for provision of fixing solar panel.=0.15 KN/M^2
additional load of 10 kg / m2=0.1 KN/M^2
TOTAL LOAD =0.53 KN/M^2
CL LOAD GABLE FRAME =0.53*4 =2.12 KN/M
CL LOAD MAIN FRAME =0.53*8 =4.24 KN/M
COLLATERAL LOAD CONCENTRATED FORCE =150 KG/RM^2=1.5 KN/M^2*8 M=12 KN
COLLATERAL LOAD CONCENTRATED MOMENT =12KN *0.6 M=7.2 KNM
CANOPY CALCULATION
UPWARD
-1.08*0.7*8=6.048 KN/M
-1.08*0.7*4=3.024 KN/M
DOWNWARD
0.35*0.7*8=1.96 KN/M
0.35*0.7*4=0.98 KN/M
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
STEP 4.
GO TO SPECIFICATION
ASSIGN MEMBER TRUSS TO ALL BRACING MEMBERS
APPLY RELEASE
APPLY RELEASE
APLLY PARTIAL MOMENT RELEASE
MP =0.99
STEP 5.
DEFINE SUPPORT CONDITION
FIXED SUPPORTS TO COLUMN
PINNED SUPPORTS TO COLUMN
STEP 5
ASSIGN BETA ANGLE TO COLUMN
STEP 6
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 DEFINITION
DEFINE LOAD 1 SEISMIC EQ +X
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 = -1.15 ASSIGN TO VIEW
GO TO DL
MEMBER LOAD
UNIFORM FORCE
W1= -0.6 KN/M DIRECTION =GY
ASSIGN TO GABLE FRAME
GO TO DL
MEMBER LOAD
UNIFORM FORCE
W1= -1.2 KN/M DIRECTION =GY
ASSIGN TO MAIN FRAME
GO TO DL
MEMBER LOAD
UNIFORM FORCE
W1= -18.4 KN/M DIRECTION =GY
ASSIGN TO PERIPHERY MEZZANINE FLOOR
GO TO DL
FLOOR LOAD
GROUP
MEZNFLOOR 1
PRESSURE= -5.75 KN/M^2 DIRECTION =GY
ONE WAY DISTRIBUTION
ASSIGN TO MEZZANINE FLOOR
GO TO DL
FLOOR LOAD
GROUP
MEZNFLOOR 2
PRESSURE= -5.75 KN/M^2 DIRECTION =GY
ONE WAY DISTRIBUTION
ASSIGN TO MEZZANINE FLOOR
DEFINE LOAD 6 LIVE LOAD AS LL
GO TO LL
MEMBER LOAD
UNIFORM FORCE
W1= -2.28 KN/M DIRECTION =GY
ASSIGN TO GABLE FRAME
GO TO LL
MEMBER LOAD
UNIFORM FORCE
W1= -4.56 KN/M DIRECTION =GY
ASSIGN TO MAIN FRAME
GO TO LL
FLOOR LOAD
GROUP
MEZNFLOOR 1
PRESSURE= -4 KN/M^2 DIRECTION =GY
ONE WAY DISTRIBUTION
ASSIGN TO MEZZANINE FLOOR
GO TO LL
FLOOR LOAD
GROUP
MEZNFLOOR 2
PRESSURE= -4 KN/M^2 DIRECTION =GY
ONE WAY DISTRIBUTION
ASSIGN TO MEZZANINE FLOOR
DEFINE COLLATERAL LOAD AS CL
GO TO CL
MEMBER LOAD
UNIFORM FORCE
W1= -2.12 KN/M DIRECTION =GY
ASSIGN TO GABLE FRAME
DEFINE COLLATERAL LOAD AS CL
GO TO CL
MEMBER LOAD
UNIFORM FORCE
W1= -4.24 KN/M DIRECTION =GY
ASSIGN TO MAIN FRAME
GO TO CL
MEMBER FORCE
CONCENTRATED MOMENT
P=-7.2 KNM
D1=8.7 M
DIRECTION =GZ
ASSIGN TO INTERIOR COLUMN ALONG LENGTH
GO TO CL
MEMBER FORCE
CONCENTRATED MOMENT
P=7.2 KNM
D1=8.7 M
DIRECTION =GZ
ASSIGN TO INTERIOR COLUMN ALONG LENGTH
GO TO CL
MEMBER FORCE
CONCENTRATED MOMENT
P=-7.2 KNM
D1=3.85 M
DIRECTION =GZ
ASSIGN TO LEFT EXT COLUMN ALONG LENGTH
GO TO CL
MEMBER FORCE
CONCENTRATED MOMENT
P=-7.2 KNM
D1=3.7 M
DIRECTION =GZ
ASSIGN TO LEFT EXT COLUMN WITH BRACING ALONG LENGTH
GO TO CL
MEMBER FORCE
CONCENTRATED MOMENT
P=7.2 KNM
D1=3.85 M
DIRECTION =GZ
ASSIGN TO RIGHT EXT COLUMN ALONG LENGTH
GO TO CL
MEMBER FORCE
CONCENTRATED MOMENT
P=7.2 KNM
D1=3.7 M
DIRECTION =GZ
ASSIGN TO RIGHT EXT COLUMN WITH BRACING ALONG LENGTH
GO TO CL
MEMBER FORCE
CONCENTRATED MOMENT
P=7.2 KNM
D1=3.3 M
DIRECTION =GZ
ASSIGN TO RIGHT EXT COLUMN WITH BRACING AND CANOPY ALONG LENGTH
GO TO CL
MEMBER FORCE
CONCENTRATED FORCE
P=-12 KN
D1=8.7M
DIRECTION =GY
ASSIGN TO INTERIOR COLUMN AND WIND COLUMN
GO TO CL
MEMBER FORCE
CONCENTRATED FORCE
P=-12 KN
D1=3.85 M
DIRECTION =GY
ASSIGN TO LEFT AND RIGHT COLUMN WITHOUT BRACING
GO TO CL
MEMBER FORCE
CONCENTRATED FORCE
P=-12 KN
D1=3.3M
DIRECTION =GY
ASSIGN TO RIGHT COLUMN WITH CANOPY
GO TO CL
MEMBER FORCE
CONCENTRATED FORCE
P=-12 KN
D1=3.7M
DIRECTION =GY
ASSIGN TO LEFT AND RIGHT COLUMN WITH BRACING
GO TO CL
MEMBER FORCE
CONCENTRATED FORCE
P=-12 KN
D1=1 M
DIRECTION =GY
ASSIGN TO COLUMN SUPPORTING MEZZANINE FLOOR
DEFINE LOAD 7 WIND LOAD AS WL +X
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 1.4 KN/M DIRECTION =GX
ASSIGN TO LEFT CORNER COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 2.8 KN/M DIRECTION =GX
ASSIGN TO LEFT EXTERNAL COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 1.26 KN/M DIRECTION =GX
ASSIGN TO RIGHT CORNER COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 2.52 KN/M DIRECTION =GX
ASSIGN TO RIGHT EXTERNAL COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= -1.89 KN/M DIRECTION =GZ
ASSIGN TO BACKSIDE CORNER COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= -3.78 KN/M DIRECTION =GZ
ASSIGN TO BACKSIDE EXTERNAL COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 1.89 KN/M DIRECTION =GZ
ASSIGN TO FRONT CORNER COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 3.78 KN/M DIRECTION =GZ
ASSIGN TO FRONT EXTERNAL COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 3.08 KN/M DIRECTION =GY
ASSIGN TO FRONT AND BACK GABLE LEFT FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 6.16 KN/M DIRECTION =GY
ASSIGN TO ALL INTERNAL MAIN LEFT FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 1.68 KN/M DIRECTION =GY
ASSIGN TO FRONT AND BACK GABLE RIGHT FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 3.36 KN/M DIRECTION =GY
ASSIGN TO ALL INTERNAL MAIN RIGHT FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= -0.472 KN/M DIRECTION =GZ
ASSIGN TO ALL INTERNAL CORNER COLUMN OF PARTITION FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= - 0.945 KN/M DIRECTION =GZ
ASSIGN TO ALL INTERNAL COLUMN OF PARTITION FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 3.024 KN/M DIRECTION =GY
ASSIGN TO EXTERNAL CANOPY
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 6.048 KN/M DIRECTION =GY
ASSIGN TO INTERNAL CANOPY
DEFINE LOAD 7 WIND LOAD AS WL -X
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 2.52 KN/M DIRECTION =GX
ASSIGN TO LEFT CORNER COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 5.04 KN/M DIRECTION =GX
ASSIGN TO LEFT EXTERNAL COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 0.14 KN/M DIRECTION =GX
ASSIGN TO RIGHT CORNER COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 0.28 KN/M DIRECTION =GX
ASSIGN TO RIGHT EXTERNAL COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= -0.945 KN/M DIRECTION =GZ
ASSIGN TO BACKSIDE CORNER COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= -1.89 KN/M DIRECTION =GZ
ASSIGN TO BACKSIDE EXTERNAL COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 0.945 KN/M DIRECTION =GZ
ASSIGN TO FRONT CORNER COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 1.89 KN/M DIRECTION =GZ
ASSIGN TO FRONT EXTERNAL COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 1.96 KN/M DIRECTION =GY
ASSIGN TO FRONT AND BACK GABLE LEFT FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 3.92 KN/M DIRECTION =GY
ASSIGN TO ALL INTERNAL MAIN LEFT FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 0.56 KN/M DIRECTION =GY
ASSIGN TO FRONT AND BACK GABLE RIGHT FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 1.12 KN/M DIRECTION =GY
ASSIGN TO ALL INTERNAL MAIN RIGHT FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 0.472 KN/M DIRECTION =GZ
ASSIGN TO ALL INTERNAL CORNER COLUMN OF PARTITION FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 0.945 KN/M DIRECTION =GZ
ASSIGN TO ALL INTERNAL COLUMN OF PARTITION FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 3.024 KN/M DIRECTION =GY
ASSIGN TO EXTERNAL CANOPY
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 6.048 KN/M DIRECTION =GY
ASSIGN TO INTERNAL CANOPY
STEP 3
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= -1.96 KN/M DIRECTION =GX
ASSIGN TO LEFT EXTERNAL COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 3.92 KN/M DIRECTION =GX
ASSIGN TO RIGHT CORNER COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 1.96 KN/M DIRECTION =GX
ASSIGN TO RIGHT CORNER COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 3.92 KN/M DIRECTION =GX
ASSIGN TO RIGHT EXTERNAL COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 1.181 KN/M DIRECTION =GZ
ASSIGN TO BACKSIDE CORNER COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 2.362 KN/M DIRECTION =GZ
ASSIGN TO BACKSIDE EXTERNAL COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 0.708 KN/M DIRECTION =GZ
ASSIGN TO FRONT CORNER COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 1.417 KN/M DIRECTION =GZ
ASSIGN TO FRONT EXTERNAL COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 2.8 KN/M DIRECTION =GY
ASSIGN TO FRONT AND BACK GABLE LEFT AND RIGHT FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 5.6 KN/M DIRECTION =GY
ASSIGN TO ALL INTERNAL MAIN LEFT AND RIGHT FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= -0.472 KN/M DIRECTION =GZ
ASSIGN TO ALL INTERNAL CORNER COLUMN OF PARTITION FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= - 0.945 KN/M DIRECTION =GZ
ASSIGN TO ALL INTERNAL COLUMN OF PARTITION FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 3.024 KN/M DIRECTION =GY
ASSIGN TO EXTERNAL CANOPY
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 6.048 KN/M DIRECTION =GY
ASSIGN TO INTERNAL CANOPY
STEP 4
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= -0.84 KN/M DIRECTION =GX
ASSIGN TO LEFT EXTERNAL COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= -1.68 KN/M DIRECTION =GX
ASSIGN TO RIGHT CORNER COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 0.84 KN/M DIRECTION =GX
ASSIGN TO RIGHT CORNER COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 1.68 KN/M DIRECTION =GX
ASSIGN TO RIGHT EXTERNAL COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 2.126 KN/M DIRECTION =GZ
ASSIGN TO BACKSIDE CORNER COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 4.252 KN/M DIRECTION =GZ
ASSIGN TO BACKSIDE EXTERNAL COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= -0.236 KN/M DIRECTION =GZ
ASSIGN TO FRONT CORNER COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= -0.472 KN/M DIRECTION =GZ
ASSIGN TO FRONT EXTERNAL COLUMN
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 1.68 KN/M DIRECTION =GY
ASSIGN TO FRONT AND BACK GABLE LEFT AND RIGHT FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 3.36 KN/M DIRECTION =GY
ASSIGN TO ALL INTERNAL MAIN LEFT AND RIGHT FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 0.472 KN/M DIRECTION =GZ
ASSIGN TO ALL INTERNAL CORNER COLUMN OF PARTITION FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 0.945 KN/M DIRECTION =GZ
ASSIGN TO ALL INTERNAL COLUMN OF PARTITION FRAME
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 3.024 KN/M DIRECTION =GY
ASSIGN TO EXTERNAL CANOPY
GO TO WIND LOAD
MEMBER LOAD
UNIFORM FORCE
W1= 6.048 KN/M DIRECTION =GY
ASSIGN TO INTERNAL CANOPY
DESIGN LOAD COMBINATION
GO TO DESIGN IN RIBBON TOOL BAR
SELECT DESIGN PARAMETERS
SELECT CODE AS IS 800 2007 LSD
STAAD ANALYSIS AND DESIGN
POST PROCESSING MODE
FAILED MEMBERS NONE
BEAM END FORCES
DISPLACEMENT
DEFLECTION
UTILIZATION RATIO
REACTIONS
