Project 2

S No.

SPECIFICATION

1

BUILDING DESCRIPTION

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.

2

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

Any other load combination that may be found necessary for design.

STANDARDS TO BE FOLLOWED

For structural steel design

IS: 800 - 2007 / AISC 360 - 2010

For design loads and load combinations

IS: 875 - 1987 (Part 1, 2, 4 & 5) / IS 875 - PART 3 - 2015 / IS 800 - 2007

For design of cold roll formed sections

IS: 801 / AISI

For welding

IS 816 & IS 9595 / AWS

For welding electrodes

IS 814

For fabrication tolerances

IS: 7215

For erection tolerances

IS: 12843

for fasteners

IS: 1367 / IS: 4000

Any other deviation in these standards should be submitted and approved prior to placement of order. No deviation in this shall be acceptable after placement of order.

DESIGN REQUIREMENTS - BRACING

All bracing shall be either of rod or hot rolled angles confirming to IS:2062 grade A. If rods are used for bracing they must be at least 24 mm dia with turn buckle arrangement to ensure that diagonal bracings are always pre-tensioned. If angle bracings are used, slenderness ratio of bracing must confirm to provisions of IS: 800 - 2007.

Along with diagonal members of bracings, horizontal tie must be provided to act as compression member. Purlins / Side runner should not be used as compression members for bracing.

No bracing shall be provided inside building. Portal bracing (Moment connection) may be provided wherever required.

No bracing shall be provided in bottom 5m portion on Grid A. Portal bracing (Moment connection) maybe provided wherever required.

No bracing shall be provided in Mezzanine area for full height on grid A1 to A3, A20 to A22. Portal bracing (Moment connection) may be provided wherever required.

DESIGN REQUIREMENTS - SAG RODS

All sag rods shall be min. 16mm dia rod. If sag angles are used, they must be GI, min 1.6 mm thk.

Inclined sag rods must be provided for purlins and side runners at eaves & ridge.

Inclined sag rods for purlin must be provided between two purlins at eaves and at ridge for entire length of building.

Inclined sag rods for side runner must be provided between two side runners at eaves and at louver location for entire length of building.

Inclined sag rods should be provided between two top side runners in gable end and on solid partition.

Straight and inclined sag rods must be provided between two side runners supporting louver. Side runners which supports louver, must be straight for entire length.

In case of Indian standards, slenderness ratio of sag rod / sag angle should be less than 350. In case of AISC standards, slenderness ratio of sag rod / sag angle should be less than 300.

Purpose & Extent required.

Flange braces shall be provided on both sides of rafter / column / jack beam to stabilize the inner flanges.

Hot Rolled Flange braces

Material specifications shall be same as that given below for Hot rolled sections.

Hot rolled flange braces must confirm to slenderness ratio requirements of respective standards. For Indian standard this should be 250.

Cold Roll Formed Flange Braces

Material specifications shall be same as that given below for Cold roll formed sections.

Cold roll formed flange braces must confirm to slenderness ratio requirements of respective standards. For Indian Standard this should be 250

Cold roll formed flange braces must be min. 1.6m thk and GI having minimum coating of 275 GSM

DESIGN REQUIREMENTS - MEZZANINE FLOOR MEMBERS

Decking Sheet

Decking sheet shall be designed for following loads.

Dead Load of wet concrete of slab - 3.75 KN / m2

Live load during casting of slab - 2.5 KN / m2

Contribution of concrete shall be neglected while checking structural sufficiency of decking sheet.

Secondary Members

Secondary Members in mezzanine floor must be provided at max. 2.5 m c/c. If secondary members are designed as composite members, they must be checked for load of wet concrete and construction live load.

Main Structural Members

Main structural members should not be designed as composite members.

False ceiling arrangement in mezzanine area

False ceiling along with cable trays, AC ducts, Fire pipes etc., shall be supported from rafter using supporting grid in mezzanine area.

Peripheral columns of Mezzanine floor shall be extended above mezzanine as per requirement of architectural drawing.

Entire area of mezzanine floor must be provided with grid of cold roll formed members placed @ 1.2m c/c in both directions. These cold roll formed members must be minimum 1.6m thk.

Rafter / column / jack beam / Purlins shall be designed for additional load of 10 Kg / M2 in this area.

DESIGN REQUIREMENTS - OVERHEAD GUTTER, VALLEY GUTTER AND DOWN TAKE PIPES

All overhead gutter and down take pipe shall be designed in accordance with National Building Code of India - 2005, for rain intensity of 80 mm / Hr. Maximum two nos. down take pipes shall be provided at each column location.

DESIGN REQUIREMENTS - SOLID PARTITION

Solid partition shall be designed for only internal wind load (cpi - + / 0.2)

DESIGN REQUIREMENTS - EXPANSION JOINT

Expansion Joint shall be provided on grid - 11. On these grid lines double portal needs to be provided to cater for thermal expansion.

IMPORTANT DESIGN REQUIREMENTS

Limiting b/t Ratio

In case of Indian Standard - As per IS: 800 - 2007,
Table 2

In case of AISC - As per table B4.1b - AISC - 360 - 2010. Page No. 16.1-17

Limiting d/t ratio

In case of Indian Standard - As per IS: 800 - 2007, Table 2 for non slender sections.

In case of Indian Standard - Slender section - Various requirements of IS:800 - 2007 shall be satisfied.

In case of AISC - As per table B4.1b - AISC - 360 - 2010. Page No. 16.1-17

In case of AISC - Slender section - Various requirements of AISC - 360-2010 shall be satisfied.

Design Software

Design must be performed in latest version of STAAD Pro software. Design code specification in STAAD must be IS 800 - 2007 LSD / IS 800 - 2007 WSD / AISC UNIFIED 2010 - MTHOD ASD. Only for checking design of rod bracings IS 800 - 1984 code can be used in STAAD Pro software.

Limiting Deflections

As per IS: 800 - 2007, Table 6 - Irrespective of standard followed for design.

Erection Condition

Entire structure including cold roll formed members must be checked for various loads arising in erection condition.

Provisions of Chapter 12 of IS 800 - 2007

This being single storey warehouse building, various provisions of Chapter 12 - IS 800 - 2007 need not be considered. However, structure must be designed for various seismic loads and it’s combinations as defined above.

Number of joints in web / Flange of built-up sections

Maximum 1 welded joints shall be provided in web / flange of each built up member having total length of 6m or less. Maximum 2 welded joints shall be provided in web / flange of each built up member having total length of more than 6 m.

MINIMUM PLATE THICKNESS

Built up sections

Web : 3 mm, Flange : 4mm

SHS / RHS / CIRCULAR TUBE

4mm

Cold roll formed sections such as Purlin / Side Runner / Sage angles etc.,

1.6mm

Decking Sheet

0.8mm

DESIGN SUBMISSION

Following must be submitted for design validation.

Staad input file showing design of complete structure in 3D including all portals, gable end portal, bracing, mezzanine floors, canopy, lean-to shed etc.,

Design of purlin and side girts.

3

MATERIAL SPECIFICATIONS

PRIMARY STRUCTURAL STEEL MEMBERS SUCH AS RAFTER, COLUMN, MEZZ BEAM - ETC.,

All primary steel shall be manufactured out of steel plates confirming to IS: 2062, having min. yield strength of 345 Mpa. All steel shall be manufactured by reputed manufacturers only. Some approved manufacturers are SAIL, TISCO, JINDAL, WELLSPUN, ESSAR, VSP, IISCO. All material must be straight for entire length and shall not have waviness. Flanges shall be welded to the web by a continuous 3 mm thk (Roof thickness) weld deposited by an automatic submerged arc welding on both sides.

COLD ROLL FORMED SECTIONS SUCH AS PURLINS, SIDE RUNNERS ETC.,

All cold roll formed sections shall be manufactured from pre-galvanised steel coils having min. galvanising thickness of 250 GSM. Material shall confirm to IS: 1079, having min. yield strength of 345 Mpa. All elements of secondary framing shall be supplied with pre-drilled, pre-punched holes. No hot work or fabrication work at site is allowed. Vendor shall use first quality branded steel manufactured by reputed manufacturers like TISCO / SAIL / IISCO / VSPL / ESSAR / JINDAL only. Necessary test certificates shall be provided by vendor for the steel used.

HOT ROLLED READYMADE SECTIONS USED FOR BRACING, STAIRS, HAND RAILING ETC.,

All hot rolled structural ready made structural steel sections shall confirm to requirements of IS: 2062 Grade A having minimum yield strength of 250 Mpa. All such steel shall be of prime quality (No re-rolled steel to be used) manufactured by reputed manufacturers only. Some approved manufacturers are SAIL, TISCO, JINDAL, WELLSPUN, ESSAR, VSP, IISCO.

All bracing shall be either of rod or hot rolled angles confirming to IS: 2062 grade A. If rods are used for bracing, they must be at least 24 mm dia with turn buckle arrangement. If angle bracings are used, angle shall confirm to IS: 2062 grade A.

All pipes used for bracing shall confirm to IS: 1161 - 1998. All pipes must be straight for entire length and shall be of prime quality (No re-rolled)

SAG RODS

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.

ROOFING SHEET

All roofing sheet shall be manufacture out of 0.5mm T.C.T. Bare galvalume sheets with min. yield stress of 345 Mpa. Roofing sheet shall be of standing steam and clip fixing type.

Roofing sheet shall be MR - 24 or equivalent monolithic roofing system, factory pre-punched profiled sheet of 600 mm effective cover width with two major corrugations, 50 mm high (80 mm including seam). The flat of the panel shall contain cross flutes 430 mm on the pan centre perpendicular to the major corrugations over the entire length of the panel on top side.

Roofing sheet shall be clip fixed as per specifications of manufacturer.

Galvalume roof sheet shall confirm to AS 1397 / ASTM A 792

Galvalume sheet shall be cold roll formed to profile as per IS: 513

Steel substrate shall have coating of Aluminium Zinc alloy by hot dip process. The Aluminium Zinc alloy composition by weight shall be normally 55% Aluminium, 43.4 Zinc & 1.6% Silicon. The coating mass of minimum 150 gm / sq.m confirming to AZ 150 shall be complied.

Roof sheet shall be guaranteed for at least 20 years against manufacturing defects and rusting and 5 years against leakproofness. Roof sheet shall be manufactured and installed in single length to avoid leakages.

PEB vendor may suggest alterative roofing system. However, this shall be subject to approval by Consultant and Client.

In case of MR - 24 panel, the Panel lap shall be joined by means of a two-piece clamped connection consisting of a bottom reinforcing plate and a top panel strap as per manufacturer's recommendation and approved by the Client's Project Manager / Architect.

SIDE CLADDING SHEET

As per Architectural drawings, waffle wall is provided up to 3.675m Height from FFL, on entire periphery except mezzanine area (not in PEB Vendor's Scope) Side cladding sheets are to be provided above this height only.

Side cladding sheet shall be of trapezoidal profile , roll formed from 0.5mm TCT colour coated galvalume sheet with min. yield strength of 550 Mpa.

Steel substrate shall have coating of Aluminium zinc alloy by hot dip process. The Aluminium zinc alloy composition by weight shall be nominally 55% Aluminium, 43.4% Zinc & 1.6% Silicon. The coating mass of minimum 150 gm / sq.m confirming to AZ 150 shall be complied.

The paint finish thickness shall have a total coating thickness of nominal 35 um, comprising of nominal 20 um on exterior face and nominal 5 um reverse coat on interior face over nominal 5 um epoxy primer coat on both surfaces of approved colour shade by Client's Project Manager / Architect.

Galvalume side cladding sheet shall confirm to AS 1397 / ASTM A 792

Galvalume sheet shall be cold roll formed to trapezoidal profile as per IS 513

Colour pattern of side cladding sheet shall be suggested by Architect and shall have two different colours. Exact colour pattern shall be as provided in architectural drawing.

Side cladding sheet shall be guaranteed for at least 20 years against manufacturing defects and rusting and 5 years against leakproofness.

Side cladding sheet of approved make shall be sized such that, they are installed in single length without any length wise overlap.

Sheets shall have min. one corrugation side laps and min. 300 mm length overlap.

Profile dimensions outer panel : Trapezoidal type profile sheet shall have 1015 mm effective cover width, nominal 28 mm deep ribs with subtle square fluting in the five pans at nominal 203 mm c/c. The end rib shall be designed for anti-capillary action, to avoid any seepage of water through the lateral overlap.

ALTERNATIVELY VENDOR MAY ALSO SUGGEST AN APPROPRIATE WALL PANEL SYSTEM.

DECKING SHEET

Decking sheet shall be, roll formed from 0.8mm or higher TCT bare GI sheets with min. yield strength of 345 Mpa.

Decking sheet shall have minimum 52mm trough depth and shall serve as permanent shuttering material for RCC slab.

Decking sheet shall have corrugations and cross flute as per manufacturer specifications.

TRIMS, GUTTER, VALLEY GUTTER, HEADER PIPE & DOWN TAKE PIPE

Wall flashing, flashing between sheet & wall termination and trims (gable, corner, framed opening, accessories etc., ) are cold-formed from the same material (colour & finish) as wall panels.

Roof flashing and trims (parapet flashing, transition trims, expansion joint trims and ridge caps) are cold-formed from the same material (colour & finish) as roof panels.

Eave gutters, Valley gutter for canopy, downspouts and rain water down take pipes are cold-formed from the same material (colour & finish) as wall panels.

Down take pipe shall be provided up to 150mm above Finished ground level.

FOUNDATION BOLTS

Foundation bolts shall be manufactured from EN8 grade steel or equivalent having min. yield strength of 345 Mpa.

Foundation bolts must be supplied with 80NB pipe sleeves at least 200 mm long. Pipe sleeves must be supplied loose and should not be welded to foundation bolt.

Each foundation bolt must be supplied with Nut, Check nut and washer - all confirming PC 8.8 grade.

PEB vendor should supply necessary foundation templates - Made of MS plate / angle along with foundation bolts.

Installation of foundation bolts to be done by Civil Contractor under Supervision of PEB Vendor.

Grade of Concrete M25

FASTENERS

All fasteners used for connecting primary members shall confirm to IS: 1364, PC 8.8 grade.

All fasteners shall be zinc plated with a bronze finish for easy identification.

All primary fasteners must be fully lightened using torque wrench to specified torque values.

All fasteners used for connections of secondary framing members shall be of PC 4.6 grade confirming to IS: 1363 or equivalent.

Steel sheets shall be fixed with hexagonal head self-drilling, self taping screws of approved make with EPD seals. Fasteners shall be 45 micron thickness zin tin alloy plated and confirm to AS 3566 class 3. Preferred make for self tapping screws shall be BuildEx, Corroshield, Hilti, Any other make shall be pre-approved by Customer.

All fasteners shall be procured from M/s. LAXMI / TVS or an equivalent source approved by Customer.

All foundation bolts shall be provided with pipe sleeve of 200 mm long. Nut - PC 8.8 grade. Check Nut - PC 8.8 grade & two washers - PC 4.6 grade, Foundation bolts shall be manufactured out of EN 8 grade steel.

The panel clip shall be fastened to structural members with Scrubolt fastener as per manufacturer's recommendation. The size of the fastener shall be calculated as per the design load and approved by concern authority.

INSULATION

AC area

Roof

Roof Insulation to be provided from grid.

50mm thick 48KG / M3, rockwool insulation is to be provided on roof.

Insulation is to be provided at bottom of purlin.

Insulation shall be provided with liner panel 0.5mm thk. Colour coated galvalume panel in this area to maintain clean room environment.

Side Insulation

Provide 70mm thk. PUF panels on sides on grid.

PUF panels shall have same specification as above for solid partition sandwich panel.

All other area

12mm thk bubble wrap insulations to be provided on roof of balance area.

This insulation shall be provided at bottom roofing sheet.

4

ACCESSORIES

LOUVERS

"z" type louvers shall be provided on both sides for entire length & on both gable ends - as shown in architectural drawings.

Louvers shall have height of 0.6m - 1.5m to suit side runner spacing and extent required.

Louvers shall be designed as air inlet for building. Louvers shall be sufficient to provide 6 air changes per hour inside building. While sizing louvers, wind velocity through louver must be assumed max 1m/sec. While calculating wind velocity through louver only half area of louver should be considered effective.

For sizing of louvers entire volume of building / Room must be considered effective.

For typical details of louver, refer enclosed sketch. Any deviation in design of louver from enclosed sketch, must be approved prior to placement of order.

Louvers shall be manufactured from same material as that for side cladding. Colour of louvers shall be as approved by Client.

All louvers shall be provided with SS mosquito mess with min. wire thickness of 1mm. Mosquito mess shall be fixed with suitable steel / aluminium frame on inside of louvers.

ROOF MONITOR

Full length roof monitor except last bay on either ends shall be provided with min. throat width of 1.4m

Roof monitor shall be treated as air outlet for the building / Room. Roof monitor must be sized assuming max wind velocity of 1m/sec through roof monitor. If above min. sizes do not meet requirements, size shall be suitable increased by PEB vendor.

For sizing of roof monitor entire volume of building / room must be considered effective.

For typical details of roof monitor refer enclosed sketch. Any deviation in design of roof monitor from enclosed sketch, must be approved prior to placement of order.

Main member for roof monitor shall be built-up section or standard hot rolled section confirming to IS: 808. Cold roll formed sections shall not be used as main members for roof monitor.

Roof monitor shall be provided with colour coated galvalume sheet same as side cladding.

Entire length and width of roof monitor throat shall be provided with GI bird mesh with min. wire thickness of 2mm and maximum opening size of 25m x 25mm

SERVICES SUPPORTING ARRANGEMENT

Extent Required

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.

Construction Requirements

All these platforms shall be 600mm wide and shall be provided with secondary members at 1.2m c/c.

These platforms shall be made with two cold roll formed channels, minimum 1.6mm thk, connected with cold roll formed connecting member, 1.6mm thk, provided @ 1.2m c/c

FRAMED OPENINGS

For Rolling Shutter

Framed opening shall be provided by PEB vendor for B7E.RS1 rolling shutter of size 3.0m (H) X 5.0m (W) at all locations shown in architectural drawings.

Typical details of framed opening enclosed herewith for better clarity. In case of deviation from this detail, approval must be obtained by PEB vendor prior to order placement.

Framed opening shall be made up from min. 5 mm thick plate or from Hot rolled section. Cold roll formed section should not be used for frame opening of rolling shutter.

Part of wind load acting on framed opening will be transferred to main portal column. PEB vendor to design portal for this load.

For Windows

Framed opening for windows shall be made using cold roll formed section.

Framed opening for windows need to be provided along with necessary flashing at all windows opening in PEB as per architectural drawing.

Framed opening are required on grid 13. These windows are in mezzanine floor.

For Nos and size of framed opening at various locations - please refer Architectural drawing.

STRUCTURAL STEEL STAIR WITH HAND RAILING FOR MEZZANINE ACCESS.

Vendor to provide one structural steel stair as shown in architectural drawing in mezzanine area. These stair shall have height of 4.2m (FFL to top of concrete of mezzanine floor) as per architectural drawing. Stair shall be min 1.5m wide (clear width) for access to mezzanine floor, Stringer for stair shall be minimum ISMC 200, Tread 300 mm and rise 150mm. Tread shall be 4 thk. chequered plate with necessary structural steel framing.

PEB vendor to provide MS hand railing on both sides of stair and all around opening in mezzanine floor. Specifications shall be 1 mtr. Height. Top rail of 50 NB (L) MS pipe Maid rails Two Nos. 25 NB (L) MS pipe - Rail post shall be 50 NB (L) MS pipe placed at max 1.2 mtr. c/c Toe guard 100 x 5 thk (MS) shall be provided at all horizontal platforms.

WAFFLE CRETE SUPPORTING MEMBER

Brick wall / Waffle crete wall shall be provided up to 3.675m Height on periphery (Not in PEB Vendor's Scope)

PEB Vendor to supply and install support member for waffle crete at top of waffle crete This shall be Built up sections with depth of 200mm, Flange width of 75mm & made of 5mm thk. Plate. This member is required on entire periphery of the building where waffle wall is provided.

Part of wind load acting on wall will be transferred to main portal column. PEB vendor to design portal for this load.

Typical details of connection between waffle crete and PEB is enclosed herewith. Any deviation in this detail must be approved prior to placement of order.

FALSE CEILING SUPPORTING ARRANGEMENT

False ceiling along with cable trays, AC ducts, Fire pipes etc., shall be supported from purlin / rafter in mezzanine area.

Peripheral of columns of Mezzanine floor shall be extended above mezzanine as per requirement of architectural drawing.

Entire area of mezzanine floor must be provided with grid of cold roll formed members placed @ 1.2m c/c in both directions. These cold roll formed members must be minimum 1.6mm thk.

Purlin / Rafter shall be designed for additional load of 10 Kg / M2 in this area.

SKY LIGHT TRANSPARENT PANELS

Polycarbonate skylight panels (5% of roof area) shall be nominal 2 mm thick of LEXAN / PALRAM or equivalent make and UV coating. The profile should match with roofing profile. The fixing shall be done wit specially designed Lapseal and weather-tight washer for fixing the polycarbonate sheeting. The profile and properties shall be approved by Client's Project Manager / Architect before installation. Vendor to provide the complete specifications and details of the polycarbonate sheet. Safety mesh must be provide below skylight panels. This mesh shall be 2 inch X 2 inch, sufficient to take load of 200kg in case of failure of transparent sheet.

STAIR AT FIRE EXIT

PEB vendor to provide structural steel stair at all fire escape as per architectural drawing. Stairways shall have main stringer of ISMC-200, treads of 5mm thk. Chequered plate bent in "z" shape and hand railing of 32 NB GI pipe, mid railing of 32 NB GI Pipe and rail post of 32 NB GI pipe @ max 1.2m c/c. Platform portion of stair shall be provided with toe flat - ISF 100 X 5 thk.

LADDER WITH SAFETY CAGE

Vendor to provide TWO nos. Ladder with Safety Cage. All these ladders shall be approx. 11.5 mtr. Length for roof access.

Ladder shall be made of hot rolled channels - min. ISMC 100 or as required by design. Ladder shall have steps made of min 24 dia rod and placed at 250mm.

The cage shall be made with min. 75X6 thk flats placed such that, it protects person climbing up.

ROOF CLIPS

Specially designed roof clips shall be used to hold roof panels to the supporting structural member. The clip shall be design to move freely in both directions to take care of thermal expansion and contraction. The supporting structural member (galvanized purlin) shall be factory pre-punched as per design requirements.

SEALANT

Special grade of silicone sealant non-hardening, neutral cure type of Dow corning or GE or approved equivalent made and grade shall be applied at all side laps and end laps (with flowable mastic) as per manufacturer's recommendation and as approved by the Client's Project Manager / Architect.

BEAD MASTIC

Bead mastic is an extruded elastomeric butyl rubber based sealant supplied in rolls on silicon release paper conforming to Federal specification TT-C-1796 A Type II Class B (or equivalent)

FLOWABLE MASTIC

Flowable mastic (Caulking Sealant) is a neutral cure silicone rubber sealant that is chemically inert and non corrosive. It is UV resistant and suitable for exterior applications against we4athring and rainwater. When cured it is non-toxic and will accommodate high thermal and shrinkage changes in structural movement joints.

FOAM CLOSURES

Foam closures shall match the panel profile and should be used to stop leakages. They are made of expanded polyurethane or similar material.

LIGHTENING ARRESTOR SUPPORTING ARRANGEMENT

Necessary supporting arrangement for lightening arrestor shall be provided by PEB Vendor.

PROVISION FOR FIXING SAFETY HARNESS SYSTEM

PEB vendor shall make provision to fix safety harness line.

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PAINTING

ALL PRIMARY BUILT UP AND HOT ROLLED STRUCTURAL STEEL MEMBERS

Surface cleaning: Grit blasting / Shot blasting to Sa 2.5

Primerless finish paint (Monocoat system) : Epoxy based finish paint -One coat at factory - 80 micron - Second coat at site - 40 micros. - Total 120 micron DFT.

ALL SECONDARY COLD ROLL FORMED SECTIONS

All cold roll formed sections shall be manufactured from pre galvanised coils having min GI coating of 250 GSM.

PEB vendor shall be wholly responsible for structural stability of structure all the time - During site handling, during erection and after completion of erection.

All material supplied to site and under erection shall be treated as PEB vendor's property till entire structural erection is completed and structural stability certificate is issued. As such, PEB Vendor shall ensure safety of all PEB material at site.

PEB vendor shall comply with all safety requirements of customer.