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Project 2

Project 2. Ans - Files and snaps are attached below. Aim - To Model & Design a Proposed PEB Warehouse using STAAD. Pro. Introduction - Here we model and design the PEB warehouse building. As per given description, material data, specification we can design it. PEB - Pre engineered buildings are factory…

SAURABH KULKARNI
updated on 09 Nov 2021

Project 2.
Ans -
Files and snaps are attached below.
Aim - To Model & Design a Proposed PEB Warehouse using STAAD. Pro.
Introduction - Here we model and design the PEB warehouse building. As per given description, material data, specification we can design it.
PEB - Pre engineered buildings are factory built buildings shipped to site and assembled by bolting together.
The columns and beams are custom fabricated I sections with end plate and holes for bolting at both ends.
I sections are made by cutting steel plates of desired thickness and welding them together.
Engineering is done specifically for that building to satisfy structural and asthetic requirements.
To optimize the structural efficiency the shape of beams can be tailored.
This is one construction from where the structures are designed to carry exactly the loads envisioned and not more.
Advantages of Pre engineered building (PEB) -
PEB is cost saving structure.
It is 30% cost saving than convetional steel.
PEB is time saving structure.
It is 30-50% saving in time.
It have fast delivery.
It can quickly erected.
PEB have superior quality, cutting and welding in factory controlled atmosphere.
PEB is enegy efficiant building, walls and roofs are insulated properly.
PEB is larger than spans.
PEB requires less maintainace.
PEB is flexible for future expansions.
Components of pre engineered building -
Primary structural elements -
Main frame.
Gable frame.
Secondary structural elements -
Purlins and girts.
Eave strut.
Bracing.
Roof and wall cladding.
Canopy -

A canopy is an overhead roof structure that has open sides. Canopies are typically intended to provide shelter from the rain or sun, but may also be used for decorative purposes, or to give emphasis to a route or part of a building. In classical architecture, canopy was a projecting hood or cover that was suspended over an altar, statue or niche, and was commonly found in churches throughout the Middle Ages.
Canopy in construction evolved as an architectural feature during the Renaissance. During that period, it was employed as a fixed structure supported on pillars. Canopies can be supported by the building attached to ground mountings cables, upright support posts, and stanchions. Today, canopies are also constructed as independent structures.
Mezzanine floor - A mezzanine floor is an intermediate floor between main floors of a building, and therefore typically not counted among the overall floors of a building. Often, a mezzanine is low-ceilinged and projects in the form of a balcony. The term is also used for the lowest balcony in a theatre, or for the first few rows of seats in that balcony.
Applications - In industrial applications, mezzanine floor systems are semi-permanent floor systems typically installed within buildings, built between two permanent original stories. These structures are usually free standing and in most cases can be dismantled and relocated. Commercially sold mezzanine structures are generally constructed of three main materials; steel, aluminium, and fibreglass. The decking or flooring of a mezzanine will vary by application but is generally composed of b-deck underlayment and wood product finished floor or a heavy duty steel, aluminium or fibreglass grating.

The mezzanine is often used in shops and similar spaces for storage of tools or materials. The high roof of the shop is ideal for a mezzanine, and offices can be put either below or above it. Mezzanines are frequently used in industrial operations such as warehousing, distribution or manufacturing. These facilities have high ceilings, allowing unused space to be utilized within the vertical cube. Industrial mezzanine structures are typically either structural, roll formed, rack-supported, or shelf supported, allowing high density storage within the mezzanine structure.
Bracings - A braced frame is a really strong structural system commonly used in structures subject to lateral loads such as wind and seismic pressure. The members in a braced frame are generally made of structural steel, which can work effectively both in tension and compression.
Advantages of bracings -
Under bending loads compression flange of the main beam tend to buckle horizontally. The Bracing systems resist the buckling of the main beam.
Bracing system help in distributing the vertical and lateral loads between the main beams.
Sag rod - a rod for preventing the sagging of an open-web steel joist that is used as a purlin with its depth at right angles to a roof slope.
All sag rods shall be min. 16mm dia rod confirming to IS; 2062 Grade A, made from first quality steel of standard manufacturer like TISCO / SAIL / IISCO / VSPL / ESSAR / JINDAL. If sag angles are used, they must be GI, Min 1.6 mm thk and must have slenderness ratio less than 350 in case of IS Codes and 300 in case of AISC 360 - 2010.
Loads on pre engineered buildings (PEB) -
Dead load - self weight, connections and other accessories. Weight of roof sheets, purlins, sag rod, fly braces, bracings.
Mezzanine floor, deck slab. crane self weight, gantry girder self weight.
Live load - Gravity load produced by occupancy of structure. Roof live load 75 kg/m^2. Water in eave gutter. Mezzanine floor live load as per occupancy.
Collateral load - sprinkler system, drop ceilings, HVAC equipment, lighting fixtures.
Wind load - Wind pressure, as per site loaction. External wind coefficiants as per dimensions of building. Internal wind coefficiants as per openings.
Seismic/Earthquick load - response structure to design spectrum as in IS 1893. Masses considered in structure to generate seismic load due to dead load + live load (25 or 50%) depending or intensity (No LL on roof).
Zone factor, importance factor, reduction factor, damping ratio as in IS 1893.
Crane load - Impact factor for vertical 1.25 of static load. For transverse 10 % of crab and lifting weight. Longitudinal 5% of static wheel load.
Load combinations of pre engineered building as per IS 800 : 2007.
Strength design -
1.5DL + 1.5LL.
1.2DL + 1.2LL + 1.2WL/EL.
1.5DL + 1.5WL/EL.
0.9DL + 1.5WL/EL.
Servicebility design -
1.0DL + 1.0LL.
1.0DL + 1.0WL/EL.
1.0DL + 0.8LL + 0.8WL/EL.
Strength design with crane -
1.5DL + 1.5LL + 1.05CL.
1.5DL + 1.05LL + 1.5CL.
1.2DL + 1.2LL + 0.53CL + 1.2WL/EL.
1.5DL + 1.5 WL/EL.
0.9DL + 1.5WL/EL.
Servicebility design with crane -
1.0DL + 1.0LL + 1.0CL.
1.0DL + 1.0WL/EL.
1.0DL + 0.8LL + 0.8LL + 0.8WL/EL.
Analysis of pre engineered building -
Static method based on stiffness matrix method is carried out in staad pro.
Rafter column frames modeled and analysed as moment frame system in transverse direction to resist both gravity and lateral loads.
Longitudinal bracing system along with wall and roof functions as lateral load resisting system in longitudinal direction.
Bracings are analysed and designed using staad and validated spread sheets.
Secondary members (purlins/girts) are analysed manually as continuous beams using validated spread sheets.
After analysis is done we can access various results in post processing mode and output file is generated.
Various results available are displacements, reactions, base pressure, instabilities, member forces and moments, stresses, unity check, animations, contour diagrams etc.
Limit states -
The structural analysis results are studied under two limit states.
Limit state is state beyond which the structure no longer fulfills the specified performance requirements.
Classification -
Limit state of strength.
Limit state of servicebility.
Limit state of strength -
Limit state of strength includes member forces and moments, reactions, unity check etc.
The section is safe in limit state of strength when utilization ratio < 1.0.
Utilization ratio of typical frame is shown below. It is frame in given ratio.
Limit state of servicebility -
Deflection limits shall be considered as per table 6 of IS 800:2007.
Maximum deflection limits if purlins checked under various combinations of dead and live load is to be restricted to span/240.
For combination of dead, imposed and wind loads, purlins, deflection is to be limited to span/150.
Maximum deflection limit for rafter checked under various combinations of dead loads and imposed loads is to be restricted to span/180.
Maximum permissible deflections at tip of cantilever shall be limited to span/120.
For columns nott supporting crane girders, under worst load case combination of DL, LL, WL/EL and temperature load the deflection limit shall be considered as L/150.
Given -

TYPE OF BUILDING	Pre Engineered building (Rigid frame structure) as per architectural drawings.

	BUILDING INPUT
	Length	630 (inside sheet to C/L of column) + (2 X 8045 + (19 X 8000) of columns) + 630 (C/L of column to inside of sheeting) = 169350 mm inside to inside sheeting.
	Width	630 (inside sheet to C/L of column) + (8905 + 8000 + ( 5 X 7200) +6585 c/c of columns) + 630 (C/L of column to inside of sheeting) = 59450 mm inside to inside sheeting.
	Height	Clear height from FFL to Bottom of rafter at eaves shall be 9200 mm
		Bottom level of base plate for all PEB columns shall be 250mm below from FFL
	Roof slope	1:20 OR as suggested by PEB vendor but not less than 1:20
	Internal column spacing	Internal column shall be provided 16.00 m c/c length wise. Jack beam shall be provided to compensate for eliminated column.

CANOPY
	Canopy 1	Between grid 4 to 7 and on grid A
	Length	3 * 8000 = 24000 MM c/c of canopy rafter.
	Width	Center line of PEB column to outside of canopy shall be 5250 mm.
	Clear Height	Clear height from bottom of steel of canopy to Finish floor level shall be 3900 mm.
	Roof slope	1:20 - Slope as shown in architectural drawing - Canopy sloping towards building - Valley gutter to be provided.

	Canopy 2	Between grid 16 to 19 and on grid A
	Length	3 * 8000 = 24000 MM c/c of canopy rafter.
	Width	Center line of PEB column to outside of canopy shall be 5250 mm.
	Clear Height	Clear height from bottom of steel of canopy to Finish floor level shall be 3900 mm.
	Roof slope	1:20 - Slope as shown in architectural drawing - Canopy sloping towards building - Valley gutter to be provided.

MEZZANINE FLOORS
	Mezzanine - 1	Between grid 1 to 3 and grid A to C
	Columns for mezzanine	Mezzanine columns shall be provided only on grid lines B2, B3, C2 & C3
		These extra mezzanine columns on grid B3, C2 & C3 shall extend up to rafter level, however, these columns shall not be treated as support for rafter.
		Mezzanine columns on grid B2 shall not extend above mezzanine floor.
	Clear height below mezzanine	Clear height from bottom of rafter at knee to top of RCC slab of mezzanine floor shall be 5.000m
		Clear height from top of RCC slab of mezzanine floor to FFL shall be 4.200m
		Clear height from bottom of steel of mezzanine beam to top of RCC grade slab shall be 3.000m minimum.
	Extent of Mezzanine floor	Mezzanine floor shall extend up to inside of sheeting on peripheral and on remaining sides Mezzanine floor shall be provided up to outside flange of columns.

	Mezzanine - 2 (Future)	Between grid 20 to 22 and grid A to C
	Columns for mezzanine	Mezzanine columns shall be provided only on grid lines B20, B21, C20 & C21
		These extra mezzanine columns on grid 20B, 21C & 20C shall extend up to rafter level, however, these columns shall not be treated as support for rafter.
		Mezzanine columns on grid 21B shall not extend above mezzanine floor.
	Clear height below mezzanine	Clear height from bottom of rafter at knee to top of RCC slab of mezzanine floor shall be 5.000m
		Clear height from top of RCC slab of mezzanine floor to FFL shall be 4.200m
		Clear height from bottom of steel of mezzanine beam to top of RCC grade slab shall be 3.000m minimum.
	Extent of Mezzanine floor	Mezzanine floor shall extend up to inside of sheeting on peripheral and on remaining sides Mezzanine floor shall be provided up to outside flange of columns.

SOLID PARTITION
	Construction	Solid partition shall be constructed using single skin colour coated galvalume sheet same as side cladding sheet duly supported with side runners and structural columns.
		Waffle wall shall be provided in bottom 3.0 M height from FFL, along grid 11
		Solid partition shall be designed for only internal wind load (cpi - + / 0.2)
		Portal on solid partition grid shall be safe without solid partition also.
		Full height and width on grid. Solid partition cladding shall be provided up to inside edge of roofing sheet and side cladding sheet.

DESIGN SPECIFICATIONS
	LOADS
	Dead Load (DL)
		Self weight of structure including all structural members & fasteners + Approx. 10 Kg / M2 for purlins and 15 KG / M2 for portal.
		Self weight of 150 thk. RCC slab + self weight of structural members shall be considered on mezzanine floors.
		Loss of 230 thk. Brick wall - 4m high shall be considered on entire periphery of mezzanine.
		Floor finish / Waterproofing loads of 150 Kg / M2 shall be considered on mezzanine floors.
		Additional Load of 500 Kg/m2 shall be considered on mezzanine floors.

	Live Load (LL)
		On roof and on canopy - 57 Kg. / M2
		On Mezzanine floor 1 & 2, as defined above - 400 Kg/ M2
		In sunk slab area (Toilet area - as marked in architectural drawings) -Live Load of 200 Kg. / m2 to be considered.

	Collateral Load (CL)
	Due to electrical fittings	10 Kg / m2 to be considered for design of purlin and portal.
	Due to sprinklers & fire fighting system	Sprinkler are provided @ 2.8 m c/c in both directions. Feeder pipes are connected to sprinklers. Sprinklers may be suspended from purlins. Hence following loads to be considered in design.
		All purlin to be designed for points load of 25 Kg. at 2.8m c/c centrally placed. As such purlins should be checked for 2 point load, 3 point load & 4 point load case.
		Portal and other structural members to be designed for 3 Kg / M2 of uniform load.
	Due to Service lines & electrical cable tray support	This supporting arrangement is to be provided as below.
		All along periphery supporting platform and bracket shall be provided at one level and only bracket shall be provided at second level as shown in architectural drawings.
		All along internal column lines, only bracket shall be provided at one level on either side.
		All along solid partition supporting platform and bracket shall be provided at one levels and only brackets shall be provided at second level.
		All these platforms shall be 600mmwide and shall be provided with secondary members at 1.2m c/c.
		Loads to be considered.
		All these platforms & brackets shall be designed for load of 150 Kg / RM
		Jack beam should also be checked for one side platform condition i.e., UDL of 150 Kg/RM & Torsional moment of 45 KG m / RM.

	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.
		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.

	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.
	Due to False ceiling support arrangement in	False ceiling supporting members (Purlin / Columns / Rafters / jack beam) in mezzanine area should be designed for additional load of 10 kg / m2 apart from loads specified above.

	Wind Load (WL)
		As per IS : 875 - Part 3 - 2015
		Basic Wind speed - 39 m / sec.
		K1 - 1.00
		K2 - 1.05 (Terrani Catogory-1. Building height at eaves = 10.50 m)
		K3 - 1.00
		K4 - 1.00 (For other structures)
		Coefficient of cyclonic wind may be taken as 1, since site is located more than 60 Km away from Coast)
		Kd -0.9
		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
		Kc -0.9
		Cpe - As per table 5 & 6 of IS: 875 (Part 3) - 2015
		Cpi - 0.2
		Consider load cases with internal pressure (Cpi +ve) and internal suction (Cpi -ve)
		Purlins / Side runners must be designed for local co-efficient as given in IS: 875 (Part 3) 2015, Table 5 & 6
		Solid partition shall be designed for only internal wind pressure i.e., only cpi.

	Seismic Load (SL)
		As per IS: 1893 - 2016
		Seismic zone - III - Z = 0.16
		Rf - 4.0
		I - 1.0
		SS - 3.0
		25% of Live Load on roof shall be considered for calculation of seismic forces.
		100% of collateral load on roof shall be considered for calculation of seismic forces.
		50% of (Live load + Collateral load) on mezzanine floor shall be considered for calculation of seismic forces.
		100% of Dead load shall be considered for calculation of seismic forces.
		For seismic in longitudinal direction, diaphragm action due to purlin and sheeting can be considered. Diaphragm actions should not be used while designing bracing system for wind load.
		Provisions of Chapter 12 of IS: 800 - 2007 need not be considered while designing structure.

LOAD COMBINATION
	For Strength (Limit State design)	1.5 DL + 1.5 LL + 1.5 CL
		1.5 DL + 1.5 WL (No increase in permissible stresses)
		0.9 DL + 1.5 WL (No increase in permissible stresses)
		1.2 DL + 1.2 LL + 1.2 CL + 1.2 WL (Loads reduced. No increase in permissible stresses)
		1.5 DL + 1.5 SL (No increase in permissible stresses)
		0.9 DL + 1.5 WL (No increase in permissible stresses)
		1.2 DL + 1.2 LL + 1.2 CL + 1.2 SL (Loads reduced. No increase in permissible stresses)
		Any other load combination that may be found necessary for design.
	For Strength (Working stress design)	1.0 DL + 1.0 LL + 1.0 CL
		1.0 DL + 1.0 WL (No increase in permissible stresses)
		0.6 DL + 1.0 WL (No increase in permissible stresses)
		1.0 DL + 0.8 LL + 0.8 CL + 0.8 WL
		1.0 DL + 1.0 SL (No increase in permissible stresses)
		0.6 DL + 1.0 SL (No increase in permissible stresses)
		1.0 DL + 0.8 LL + 0.8 CL + 0.8 SL
		Any other load combination that may be found necessary for design.
	For Serviceability	1.0 DL + 1.0 LL + 1.0 CL
		1.0 DL + 1.0 WL (No increase in permissible stresses)
		0.6 DL + 1.0 WL (No increase in permissible stresses)
		1.0 DL + 0.8 LL + 0.8 CL + 0.8 WL
		1.0 DL + 1.0 SL (No increase in permissible stresses)
		0.6 DL + 1.0 SL (No increase in permissible stresses)
		1.0 DL + 0.8 LL + 0.8 CL + 0.8 SL

Process -
Open the staad -> then define nodes and beams as per given data -> draw beams and columns -> draw bracings, purlins, girts, walls and canopy.
Complete the model of pre engineered building structure.
To create groups for assign of properties and loads.
Go to utilities -> groups -> create groups as per names and select the section of structure.
Go to properties -> define and assign the property to structure.
Go to specification -> add specification to member of structure.
Go to supports -> create support as fixed support.
Go to loading -> add and assign loads as dead,live and wind load.
Dead load -
Self weigth on purlins = 10 Kg/m^2 = 0.1 Kn/m^2.
= 0.1 x 8.045 + 0.1 x 8.0 = 1.60 Kn/m.
Seft weight on portals = 15 Kg/m^2 = 0.15 Kn/m^2.
= 0.15 x 8.045 + 0.15 x 8.0 = 2.41 Kn/m.
Assumed weight of purlin = 100 x 100 x 10 = 14.9 kg/m.
Udl load due to purlin over the main frame = (no. of purlin x weight of purlin per m)/rafter length.
No of purlin = round off (Rafter length/purlin specing)+1
= round off (31.34/8.916)+1
= 5.
Udl due to purlin over main rafter = 5 x 8 x 14.9 = 596/31.34 = 19.0 Kg/m = 0.19 Kn/m.
Total udl on main rafter = 1.60 + 0.19 = 1.79 Kn/m.
Total udl on roof on gable rafter = 1.79/2 = 0.895 Kn/m.
Weight of side wall sheet = 5 Kg/m^2 = 5 x 8.045 + 5 x 8.0 = 80.225 Kg/m = 0.802 Kn/m.
Weight of sag rods and bracing = 5 Kg/m^2 = 0.802 Kn/m.
Weight of girts = 22.1 Kg/m = 0.221 Kn/m.
Total weight of girts = 0.221 + 0.802 = 1.02 Kn/m.
Assumed weigth of eave strut = 10.7 Kg/m.
Weight of eave gutter = 5.89 Kg/m.
Load due to eave gutter and eave strut = 10.7 + 5.89 = 16.59 Kg.
= 16.59 x 8.045 + 16.59 x 8.0 = 266.18 kg = 2.66 Kn.
Self weight of RCC slab 150 mm thick for mezzanine = 25 x 0.15 x 7.2 = 27 Kn/m.
Density of concrete = 25 Kn/m^3.
Self weight of structural member for mezzanine = 44.2 Kg/m = 0.442 Kn/m.
Floor finish load for mezzanine = 150 Kg/m^2 = 1.5 Kn/m.
Addition load for mezzanine = 500 Kg/m^2 = 5 Kn/m.
Total load on mezzanine floor = 27 + 0.442 + 1.5 + 5 = 33.94 Kn/m.
Live load -
On roof and canopy = 57 kg/m^2 = 57 x 8.045 + 57 x 8.0 = 914.56 Kg/m = 9.14 Kn/m.
On gable rafter = 9.14/2 = 4.57 Kn/m.
On mezzanine floor = 400 Kg/m^2 = 400 x 8.045 + 400 x 8.0 = 64.18 Kn/m.
Assume eave gutter size = 250 x 250 x 1 mm.
= 0.25 x 0.25 x 10 = 0.625 Kn/m.
On main column = 0.625 x 8.045 + 0.625 x 8.0 = 10.0 Kn.
On gable column = 10/2 = 5 Kn.
Collateral load -
Due to Electric fittings = 10 Kg/m^2 = 10 x 8.045 + 10 x 8.0 = 160.45 Kg/m
Due to electric fittings = 1.6 Kn/m.
Due to sprinklars and fire fightning system = 3 Kg/m = 3 x 8.045 + 3 x 8.0 = 48.135 Kg.
Due to sprinklars and fire fightning system = 0.481 Kn.
Load due to insulation = 10 Kg/m^2 and 5 Kg/m^2 = 10 x 8.045 + 10 x 8.0 = 160.45 Kg/m.
= 5 x 8.045 + 5 x 8.0 = 80.225 Kg/m = 0.80 Kn/m.
Total Load due to insulation = 1.6 + 0.80 = 2.4 Kn/m.
Load due to solar panels = 15 Kg/m^2 = 15 x 8.045 + 15 x 8.0 = 240.67 Kg/m.
Load due to solar panels = 2.4 Kn/m.
Load due to false ceiling support = 10 Kg/m^2 = 1.6 Kn/m.
Total load = 1.6 + 2.4 + 2.4 + 1.6 = 8 Kn/m.
Seismic load -
Member weight =
Live load = 9.14 x 0.25 = 2.285 Kn/m.
Collateral load = 8 x 1 = 8 Kn/m.
Dead load = 1.79 x 1 = 1.79 Kn/m.
Live load + Collateral load = (9.14 + 8) x 0.5 = 8.57 Kn/m.
Wind load -
Basic wind speed Vb = 39 m/s.
K1 = 1.00.
K2 = 1.05.
K3 = 1.00.
K4 = 1.00.
Coefficiant of cyclonic wind = 1.0.
Kd = 0.9.
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.
Area averaging factor = (0.8 + 0.8245 + 0.9721 + 0.978)/4 = 0.89.
Kc = 0.9.
Cpi = +/- 0.2.
Design wind speed = Vb x K1 x K2 x K3 x K4.
= 39 x 1.0 x 1.05 x 1.0 x1.0 = 40.95 m/s.
Wind pressure = 0.6 x 40.95^2 = 1.00 Kn/m^2.
Design wind pressure = 1 x 0.9 x 0.89 x 0.9 = 0.72 Kn/m^2.
External pressure coefficiant (Cpe) for roof = IS 875 part 3
0 degree 0 degree 90 degree 90 degree

EF GH EG FH

-0.9 -0.4 -0.8 -0.4
External pressure coefficiant (Cpe) for Column =
Degree A B C D

0 0.7 -0.25 -0.6 -0.6

90 -0.5 -0.5 0.7 -0.2
Use Cpe - Cpi.
WL - 0+CPI -
Load on EF = (-0.9-0.2) x 0.72 x 8.045 + (-0.9-0.2) x 0.72 x 8.0 = - 12.70 Kn/m.
Load on GH = (-0.4-0.2) x 0.72 x 8.045 + (-0.4-0.2) x 0.72 x 8.0 = - 6.93 Kn/m.
Load on column A = (0.7-0.2) x 0.72 x 8.045 + (0.7-0.2) x 0.72 x 8.0 = 5.77 Kn/m.
Load on column B = (-0.25-0.2) x 0.72 x 8.045 + (-0.25-0.2) x 0.72 x 8.0 = - 5.198Kn/m.
Wl - 0-CPI -
Load on EF = (-0.9+0.2) x 0.72 x 8.045 + (-0.9+0.2) x 0.72 x 8.0 = - 8.08 Kn/m.
Load on GH = (-0.4+0.2) x 0.72 x 8.045 + (-0.4+0.2) x 0.72 x 8.0 = - 2.31 Kn/m.
Load on column A = (0.7+0.2) x 0.72 x 8.045 + (0.7+0.2) x 0.72 x 8.0 = 10.39 Kn/m.
Load on column B = (-0.25+0.2) x 0.72 x 8.045 + (-0.25+0.2) x 0.72 x 8.0 = - 0.577 Kn/m.
Wl - 90+CPI -
Load on EG = (-0.8-0.2) x 0.72 x 8.045 + (-0.8-0.2) x 0.72 x 8.0 = - 11.55 Kn/m.
Load on FH = (-0.4-0.2) x 0.72 x 8.045 + (-0.4-0.2) x 0.72 x 8.0 = - 6.93 Kn/m.
Load on column A = (-0.5-0.2) x 0.72 x 8.045 + (-0.5-0.2) x 0.72 x 8.0 = - 8.082 Kn/m.
Load on column B = (-0.5-0.2) x 0.72 x 8.045 + (-0.5-0.2) x 0.72 x 8.0 = - 8.082 Kn/m.
Wl - 90-CPI -
Load on EG = (-0.8+0.2) x 0.72 x 8.045 + (-0.8+0.2) x 0.72 x 8.0 = - 6.93 Kn/m.
Load on FH = (-0.4+0.2) x 0.72 x 8.045 + (-0.4+0.2) x 0.72 x 8.0 = - 2.31 Kn/m.
Load on column A = (-0.5+0.2) x 0.72 x 8.045 + (-0.5+0.2) x 0.72 x 8.0 = - 3.465 Kn/m.
Load on column B = (-0.5+0.2) x 0.72 x 8.045 + (-0.5+0.2) x 0.72 x 8.0 = - 3.465 Kn/m.
Go to loading -> add load combination case.
Go to design -> select Codes -> define and assign the design parameters
Go to analysis -> run the analysis -> check results.