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PRE ENGINEERED STEEL BUILDINGS
BY
MAYANK PATEL
SHAISHAV JETHWA
SAKIB KATHIB
MUNEEB MOUMIN
GUIDED BY
PROF. PRANJALI KAMDE
CONCEPT, DESIGN & CONSTRUCTION
PRE ENGINEERED STEEL BUILDINGS
PRE ENGINEERED BUILDINGSPRE ENGINEERED BUILDINGS
The buildings are design as per client’s requirement & actual design calculations using tapered sections.
A combination of built up section, hot rolled section, cold formed elements and profiled sheets
Designing and casting is done in factory
Building components are brought to site
Then fixed/jointed at the site All connections are bolted.
Steel was very expensive item in USA The concept of PEB originate from here. The idea was that section should be provided as per B.M.D. This lead to the saving in steel and development of PEB
concept.
BRIEF HISTORYBRIEF HISTORY
APPLICATIONS
Industrial Buildings Warehouses Commercial Complexes Showrooms Offices Schools Indoor Stadiums Outdoor Stadiums with canopies Gas Stations Metro Stations, Bus Terminals, Parking Lots Primary Health Centers, Angan wadi’s And many more…
Industrial Building
Parking lotsParking lots
Indoor StadiumsIndoor Stadiums
Railway StationRailway Station
Aircraft Hangars Metro StationMetro Station
Wear HouseWear House High Rise BuildingHigh Rise Building
ADVANTAGES
Aesthetic Appeal Faster Completion Economical Seismic Resistance Ease of Expansion Maintenance Free Large Clear Spans Controlled Quality Hassle Free
Self weight 30% lighter Primary Member is tapered
section Secondary members are light
weight rolled framed “Z” and “C” section
Self weight More heavy Primary members are Hot
rolled “I” section Secondary members are “I”
or “C” section which are heavy in weight.
Delivery – average 6 to 8 weeks
Foundation-simple design, easy to construct & light wt.
Erection cost and time- accurately known
Erection process is easy, fast, step by step
Delivery- average 20 to 26 weeks
Foundation- expensive, heavy foundation required.
Erection cost and time- 20% more than PEB
Erection process is slow and extensive field labor is required.
Seismic Resistance- low weight flexible frames offer higher resistance to seismic forces
Overall price -30%lower architecture-achieved at low
cast
Seismic Resistance- rigid heavy weight structures do not perform well in seismic zones
Overall price - Higher Price per square meter.
Architecture- achieved at higher cost
COMPONENTS
MAIN FRAME PRIMARY MEMBERS (Main Frame)
ColumnsRafters
SECONDARY MEMBERSPurlinsGirts
SHEETINGSHEETING RoofRoof WallWall Fascias etcFascias etc
AccessoriesAccessories VentilatorsVentilators Sky LightsSky Lights Misc.Misc.
OTHER MAJOR COMPONENTS OF PEB
CRANE BRACKETS & BEAMS
MEZZANINE FLOORS
STRUCTURAL PARTIONS
FASCIAS CANOPIES
Load 1X
Y
Z
PRE-ENGINEERED BUILDINGS NOMENCLATURE – STANDARD FRAMING SYSTEMS
TCCS = TAPERED COLUMN CLEAR SPAN
Load 1X
Y
Z
TCMS-1 TAPERED COLUMN MULTI-SPAN WITH 1 INTERMEDIATE COLUMN.
Load 1X
Y
ZSSCS = SINGLE SLOPE CLEAR SPAN.
Load 1X
Y
Z
SSMS-1= SINGLE SLOPE MULTI-SPAN WITH 1 INTERMEDIATE COLUMN
GUIDELINES FOR PEB DESIGN AT PROPOSAL STAGE
All Designs Shall Be As Per MBMA [Metal Building Manufacturer Association] &Client Specifies As Per Is Code.
Live load as Per American Code = 0.57 KN/M2 and as Per IS Code = 0.75 KN/M2. (Reduction in live load to be incorporated for buildings having higher slopes)
As Per American Code :Horizontal Deflection = L/180 & Vertical Deflection = eh/100 For Main Frames.
Wind terrain category 3 is to be selected unless more data is available.
In American Design , Wind Coefficients To Be Followed As
Given In MBMA.
In Is Design, Internal & External Building Wind Coefficients
As Per Is -875 (Part-3).
Generally Buildings Are To Be Designed As Pinned Except
For Building Span >30m Or Crane Capacity Of More Than 5
Tons Or Height Greater Than 9 M
Standard Purlin Laps Should Be 385 mm
design codes generally used:
AISC : American institute of steel construction manual
AISI : American iron and steel institute specifications
MBMA : Metal building manufacturer’s code
ANSI : American national standards institute specifications
ASCE : American society of civil engineers
UBC : Uniform building code
IS: Indian standards
Equivalent to Indian standard
IS 800: For design of structural steel
IS 800-2007: For design of structural steel by LSM
IS 801: For design of cold formed section
IS 875: For calculation of load
STRUCTURAL DESIGN PROCESS LOOP
OPTIMAL STRUCTURAL DESIGN
ANALYSIS :-1.Dead load calculations2.Live load calculations3.Wind load calculations
LOAD COMBINATIONS :-A. 1.5(DL + LL)B. 1.5(DL + WL)
PLOT THE MAXIMUM SFD AND BMD OF THE MEMBERS :-DESIGNING :-
1.Design of the primary members2.Design of connection plate3.Purline Design4.Girt Design5.Base Plate6.Anchor Bolt design for Moment Condition7.Anchor Bolt design for Shear Condition8.Cranes Design
DESIGN STEPS
Optimisation of frame
Basic Frame• Width of the frame = 16 M• Height of the frame = 8 M• Length of the frame = 35 M• Wind speed V = 43 M/S• Bay spacing L = 7 M• Slop of roof I= 1:10• Seismic zone = 4
LOAD COMBINATION:- 1.5(DL + LL)
LOAD COMBINATION:- 1.5(DL + LL)
1 2
3 4
LOAD COMBINATION:- 1.5(DL + WL)
LOAD COMBINATION:- 1.5(DL + WL)
1222
43
DESIGN RESULT : BY LIMIT STATE METHOD
DESIGN RESULT: BY WORKING STATE METHOD
•USING SAME SECTION THAT USED IN LIMIT STATE METHOD
DESIGN RESULT : BY WORKING STATE METHOD
ERECTION SYSTEM
Understanding The Engineering Documents.1. Anchor Bolt Setting Plan2. Cross section3. Roof framing plan4. Roof sheeting & framing5. Sidewall sheeting & framing6. Other drawings7. Bill of materials
Preparation for Erection1. Pre Erection checks2. Receiving Materials at site3. Unloading Containers
Erection of the Framing1. Preparation of the First Bay2. Main frames3. Mezzanine floors4. Crane Beams
Sheeting & Trimming
Sheeting preparation Sheeting the walls Sheeting the roofs Miscellaneous trimmings Fascia