VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001
Rev: B
Page 1 of 41
DESIGN BASIS FOR (Civil, Structural & Architectural)
Mott MacDonald Consultants (India) Pvt. Ltd.
Hindustan Petroleum Corporation Ltd
Kothari House, CTS No. 185
Krishna Shree, 2 Floor, Gandhi Nagar
Off Andheri - Kurla Road
1 Main Road - Adyar
Andheri (East)
Chennai 600 020
nd
st
Mumbai 400 059
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VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001
Rev: B
Page 2 of 41
DESIGN BASIS FOR (Civil, Structural & Architectural)
Client
HINDUSTAN PETROLEUM CORPORATION LTD.
MMCI Project No.
256324
Issue and Revision Record: Rev
Date
Originator
Checked
Approved
Description
A
24/03/09
GBP
PKB
KGN
Issued for Approval
B
26/06/09
DIN
PKB
SMA
Issued for Design
C
Group Disclaimer "This document has been prepared for the titled project or named part thereof and should not be relied upon or used for any other project without an independent check being carried out as to its suitability and prior written authority of Mott MacDonald being obtained. Mott MacDonald accepts no responsibility or liability for the consequences of this document being used for a purpose other than the purposes for which it was commissioned. Any person using or relying on the document for such other purpose agrees, and will by such use or reliance be taken to confirm his agreement, to indemnify Mott MacDonald for all loss or damage resulting therefrom. Mott MacDonald accepts no responsibility or liability for this document to any party other than the person by whom it was commissioned.”.
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VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001
Rev: B
Page 3 of 41
List of Contents
Page No
1
Scope
7
2
Codes, Regulations, Specifications and Standards
7
2.1
Specifications:
7
2.2
Analysis & Design: 2.2.1 Loads: 2.2.2 Concrete Design: 2.2.3 Structural Steel Design: 2.2.4 Roads, Culverts, Drainage & Pavement Design: 2.2.5 Foundation Design: 2.2.6 Masonry Design: 2.2.7 Misc. Specifications:
7 7 8 8 8 9 9 9
3
General Topography & Climatic Conditions
9
4
Materials of Construction
9
5
Design Loads
10
5.1
General
10
5.2
Dead Loads (D)
10
5.3
Static & Dynamic Equipment Empty Loads (E)
10
5.4
Equipment Operating Loads (EO)
11
5.5
Equipment Hydro-Test Load (EH)
11
5.6
Piping Loads (P) for Pipe Supports/Trestles
11
6
7
8
DESIGN REQUIREMENTS FOR SPECIFIC APPLICATIONS
12
6.1
Vertical Loading
12
6.2
Friction Force (Longitudinal and Transverse)
12
6.3
Anchor and Guide Force (Thermal load)
13
6.4
Loading on Intermediate Beam at Tier Level
13
6.5
Loading on Longitudinal Beams
13
Live Loads (L)
13
7.1
General
13
7.2
Live Loads on different structures/buildings 7.2.1 DG house 7.2.2 Service Platform 7.2.3 Substation/Control Room 7.2.4 Office building 7.2.5 Laboratory 7.2.6 Staircase
14 14 14 14 14 14 14
Contingency Loads
15
8.1
15
RCC Structures
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VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001 8.2
Rev: B
Page 4 of 41
Structural Steel
15
9
Earth pressure (H) & Buoyancy:
15
10
Wind Loads (W)
15
11
Seismic Loads (S)
16
12
Thermal Loads (TL)
17
13
Impact Loads (I)
18
14
Vibration Loads (V)
18
15
Surcharge/Overburden Loads (B)
18
16
Load Combinations
18
16.1
General
18
16.2
Load Factors and Combinations
18
17
18
19
20
21
Concrete Structures – Design
20
17.1
General
20
17.2
Foundations
20
17.3
Minimum Foundation Sizes
21
17.4
Piles and pile caps
21
17.5
Anchor Bolts
22
17.6
Minimum Cover Requirements to Main Reinforcement
22
17.7
Staircase
22
17.8
Concrete Grade
23
17.9
Reinforcement Bars
23
17.10
Minimum Thickness of concrete members
23
17.11
Allowable Deflections for concrete buildings
23
Masonry Structures
24
18.1
General
24
Steel Structures design
24
19.1
General
24
19.2
Miscellaneous
25
Allowable Deflections for structural steel buildings
25
20.1
General
25
20.2
Crane Beams or Girders
25
Surface Drainage, Paving & Sewerage: -
26
21.1
26
Table showing paving type selection
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VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001 21.2 22
23
24
25
Rev: B
Page 5 of 41
Joints
27
Drainage General
27
22.1
Drain details
27
22.2
Storm Water Drainage
28
Site grading & roads: -
29
23.1
Site Grading: -
29
23.2
Roads:-
29
Substations buildings and blast resistant design:
29
24.1
General
29
24.2
General principles of steel tank foundation design:
30
24.3
Analysis & design procedure for ring walls & RCC pile caps for Steel Tanks:
30
24.4
Analysis & design procedure for RCC underground tanks:
30
Design Philosophy/Criteria
31
25.1
Architectural Design 25.1.1 Spatial Requirements 25.1.2 Functional Spaces 25.1.3 Circulation Spaces 25.1.4 Amenity Spaces 25.1.5 Utility Spaces 25.1.6 Sizes of Spaces 25.1.7 Day Light and Natural Ventilation 25.1.8 Natural Ventilation 25.1.9 Acoustics and Sound Insulation 25.1.10 Safety Requirements
31 31 31 32 32 33 33 33 33 33 34
25.2
Site Planning
34
25.3
Building Services 25.3.1 Water supply, Distribution and Drainage Sanitary Services 25.3.2 Electrical Services 25.3.3 Air conditioning and Heating
35 35 35 35
25.4
Aesthetics
35
25.5
Structural and Architectural Construction Elements 25.5.1 Plinth protection 25.5.2 Finished Floor Level (FFL) 25.5.3 Steps/ ramps/ Staircases 25.5.4 Walls 25.5.5 Doors 25.5.6 Windows/ ventilators 25.5.7 Canopy/Overhang 25.5.8 Shading Devices 25.5.9 Parapet 25.5.10 Roof Gutter 25.5.11 Rain Water Pipes Spouts 25.5.12 Entrance Lobby 25.5.13 Passages/Corridors
36 36 36 36 37 38 38 39 39 39 39 39 39 40
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VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001
Rev: B
Page 6 of 41
25.5.14 Service Entry 25.5.15 Air-Lock Lobby 25.5.16 Emergency Exits 25.5.17 Railings 25.5.18 Toilets 25.5.19 False Ceiling 25.5.20 False/Cavity flooring 25.5.21 Transformer Gate 25.5.22 Under deck Insulation 25.5.23 Architectural Finishes 26
Mounded Bullets
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40 40 40 40 40 40 41 41 41 41 41
VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001
1
Rev: B
Page 7 of 41
Scope
The engineering design basis defines the minimum design criteria that shall form the basis for carrying out detailed civil, architectural and structural design of all structures like Fire water tank foundations, TW Gantry , Tank Truck Gantry, connecting platforms, Pipe tracks, plant buildings (like DG Sheds/Pump Sheds/MCC-Air Compressor Room etc.), non-plant buildings (like Administration/Security/Amenity/Planning buildings etc.) included in bid document.
This document also includes the design criteria that shall form the basis for carrying out design and engineering of items under general civil (viz. roads, paving drainage etc.). This document shall be read in conjunction with technical specifications and scope of works. This specification describes the materials, l oads, design requirements and methods to be used for design of structures / buildings as described below: (Reference drawing:– Overall Plot Plan Drg. No 256324-500-PIP-3000) The various structures, buildings and equipment included in the scope are:
SCHDULE OF LPG FACILITIES As per Plot Plan
LPG PUMP DETAILS As per Plot Plan
2
Codes, Regulations, Specifications and Standards
Following technical specifications shall be referred along with this design basis.
2.1
Specifications: Sr. No
2.2
Title
STD. Specification No.
1.
Technical Specification for Earthwork (Excavation & Filling )
2.
Specification for Plain & Reinforced concrete works 256324-500-SP-CIV-002
3.
Technical Specification for Structural Steel Works
256324-500-SP-CIV-003
4.
Specification for Masonry works
256324-500-SP-CIV-004
5.
Specification for Roads & Storm Drain works
256324-500-SP-CIV-005
256324-500-SP-CIV-001
Analysis & Design:
(For general notes, legend and abbreviations refer Drg. No. (256324-500-CIV-2801) P:\Andheri\IndiaProject\256324 HPCL- LPG\10 Procurement\TENDER\07 PEB\Final Tender to be uploaded-24-Aug09\Editable\Annexure - X- Attachments\Civil design basis.doc
VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001
2.2.1
IS 875 : Part 2 : 1987 IS 875 : Part 3 : 1987 IS 1893: -1984
Part 1, 2002– Code of practice for earthquake resistant design of structures – General Provisions & buildings
- Pt II , 2005
Part IV, 2005- Code of practice for earthquake resistant design of structures –Industrial structures including stack like structures. Code of practice for earthquake resistant design and construction of buildings.
Concrete Design: IS 456 – 2000
Plain & Reinforced Concrete
Special Publication, SP 16: IS 13920 :1993
Design Aids to IS 456
IS 3370 Parts I – 1965 IS 3370 Parts II – 1965 IS 3370 Parts III – 1967 IS 3370 Parts IV – 1967 All 4 parts reaffirmed in 1999.
- Code of practice
Ductile detailing of Reinforced Concrete Structures subjected to Seismic Forces – Code of Practice Code of Practice for concrete structures for storage of liquids : Part I - General Requirements Part II – Reinforced Concrete Structures Part III – Pre stressed concrete structures Part IV – Design Tables
Structural Steel Design: IS 800 :2007 for allowable (Working)stress design ** IS 806 :1968 IS 1161 :1998 IS 1905 :1986 IS 4991 - 1968
2.2.4
Code of practice for design loads ( other than earthquakes) for buildings & structures ,Part 1 – Dead loads Code of practice for design loads ( other than earthquakes) for buildings & structures ,Part II – Imposed loads Code of practice for design loads ( other than earthquakes) for buildings & structures ,Part III – Wind loads 1984- Criteria for earthquake resistant design of structures
- Pt I , 2002
IS 4326 :1993
2.2.3
Page 8 of 41
Loads: IS 875 : Part 1: 1987
2.2.2
Rev: B
General construction in steel – Code of practice Code of practice for use of structural steel tubes in General Building Construction Code of practice for steel tubes in general building construction Code of practice for structural use of un-reinforced masonry Criteria for blast resistant design of structures for explosions above ground
Roads, Culverts, Drainage & Pavement Design: IRC 5 -1998
Code of practice for roads & bridges
IRC 6 -2000
Code of practice for roads & bridges, Section II Loads & Stresses
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VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001
Guidelines for the design of flexible pavements
IRC 58 -2001
Guidelines for the design of rigid pavements
IS 1172-1993
Code of basic requirements for water supply, drainage & sanitation Code of practice for building drainage Code of practice for water supply in buildings Guidelines for design of surface drains
Foundation Design: IS 1080 :1985 IS 1904 :1986 IS 2950, Part 1 1981 IS 2911 Pt. 1 Section- I 1979 IS 2911 Pt. 1 Section- II 1979 IS 2911 Pt. IV 1985 IS 6403 1981
2.2.6
Code of practice for structural use of un-reinforced masonry
Misc. Specifications: OISD-STD-109-Aug1999 OISD-STD-118-July2008 OISD-STD-163-Sept 2004 OISD-STD-164-July 1998
3
Code of practice for design & construction of shallow foundations in soil Code of practice for design & construction of foundations in soil general requirements Code of practice for design & construction of raft Foundations, Part I - Design Code of Practice for Design and Construction of Pile Foundation.- Driven Cast in situ concrete pile Code of Practice for Design and Construction of Pile Foundation. – Bored cast in situ piles Code of Practice for Design and Construction of Pile Foundation – Load test on piles Code of Practice for determination of bearing capacity of shallow foundations
Masonry Design: IS 1905 :1987
2.2.7
Page 9 of 41
IRC 37 -2001
IS 1742-1983 IS 2065-1983 IS 8835-1978
2.2.5
Rev: B
Process Design & operating philosophy on blow down & sewer systems Layouts for oil and gas installations Safety of Control Room for Hydrocarbon Industry Fireproofing in Oil & Gas Industry Safety Factory Rules
General Topography & Climatic Conditions Refer Project Design Basis.
4
Materials of Construction The materials used for construction shall be strictly as per the relevant technical specifications and as per the relevant I. S. Codes & specifications. All non plant buildings shall be R.C.C. frame type buildings with foundations as per soil report. For e.g. the non plant buildings include following; Administration Building, Security Office, Drivers Block, Weighbridge & Weighbridge Cabin etc,
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VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001
Rev: B
Page 10 of 41
All plant buildings shall be R.C.C. frame type buildings with foundations as per soil report. For e.g. the plant buildings include following; DG Sheds, MCC & Air Compressor Room etc. All Pipe/Cable Tracks shall be Slippers with Either Open/Pile foundations as per soil report. All Tanks shall be supported on pile foundations with ring beam as per final soil report. The shed type buildings shall be following Tank truck Gantry sheds, Cylinder Storage Shed, DG Shed, Cylinder Loading Platform, Cylinder unloading Platform etc.
5
Design Loads
5.1
General
5.1.1
Structures shall be designed to have sufficient structural capacity and integrity to resist safely and effectively all loads and effects of load combinations that may reasonably be expected.
5.1.2
The design loads used for the structures, buildings and foundations shall conform to the requirements of the governing codes and specifications. As a minimum the design loads shall include dead load, operating loads, live load, rain load, wind load and seismic load. Where applicable, the design loads shall also include thermal load, anchor loads, hydro test load, impact load, vibration load, surcharge load and bundle pull loads.
5.1.3
The units to be used for design and drawings are SI units.
5.2
Dead Loads (D)
5.2.1
Dead load comprises of the weight of all permanent construction including walls, fireproofing, floors, roofs, partitions, stairways, fixed services and other equipments excluding their content. Dead loads (D) shall consist of total loads due to the structure (framing, walls, roofing etc.), equipment, piping, insulation, refractory, overburden soil, and other load permanently supported by the structure. If in-situ hydro test is planned, the dead load shall include water filled vessels and piping. Foundation dead loads shall contain the weight of the soil immediately above the foundation. Weight of the structure: The self-weight of the structure shall be calculated based on the following unit weights of the structure: Items Steel Reinforced Concrete Plain Concrete Water Soil (dry earth ) Soil in Ground Water Bricks Masonry Dry Sand
5.3
3
Unit Weight (kN/m ) 78.5 25 24 10 18 8 20 18
Static & Dynamic Equipment Empty Loads (E) Equipment loads shall be supplied by Vendor drawings and/or data sheets and shall include empty weight.
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VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001
Rev: B
Page 11 of 41
The empty weight of the static process equipment including all fixtures, platforms, ladders, attached piping, pipe supports & insulation (if applicable) shall be considered. If piping weight is not indicated separately or included in the weight of the equipment, the same shall be considered as 10% of the weight of the equipment. The empty (dead) weight shall be considered as per inputs received from vendors. Static equipments viz. Vessels, tanks etc. Dead/Empty Weight of equipment – Weight of dynamic/rotary equipment like pumps/motors, D.G. Sets, and skid-mounted equipment shall be derived as far as possible from manufacturer’s data and includes piping data. Insulation installed on piping and equipment shall be also considered. Empty/dead weight – Fabricated/Erected equipment weight from manufacturer’s data.
5.4
Equipment Operating Loads (EO) Operating Weight of equipment – Weight of equipment like pumps, tanks and vessels shall be derived as far as possible from manufacturer’s data and includes mechanical/piping data. Insulation installed on piping and equipment shall be also considered. The operating loads (OP) for the process and utility equipment, including piping (P), shall be the dead loads plus weight of the liquid / contents under normal conditions at maximum operating level. Permanent stored materials for operation shall be included as operating loads. Vessels, Tanks etc. – The weight to be included in the calculations depend on the extent to which it is filled with liquid. Operating weight = Weight of the maximum contents of the equipment during operating condition of plant plus the empty weight.
5.5
Equipment Hydro-Test Load (EH) Hydrostatic test load = The weight of Full volume of the water filled in Equipment plus the empty weight. Equipment hydro test loads (EH) shall consist of the equipment empty weight plus the weight of the test content (usually water) contained in the system to be considered. Foundation design to take account of: - fully dressed load with hydro test. - undressed condition with worst wind load effects. For hydro testing of vessels, piping and the like allow for test case full of water. Under hydro-test condition the wind force shall be considered as 25% of normal loading.
5.6
Piping Loads (P) for Pipe Supports/Trestles
5.6.1
Pipe loads (P) in Operating Condition shall be considered as follows: Up to 300 mm diameter
0.8 KN/ Sq. m Dead Load (Self weight) 1.2 KN/ Sq. m Live Load (Contents weight)
300 mm dia. and over
Consider individual/actual point loads as per piping inputs
Friction Force (Longitudinal & Transverse)
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VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001
Rev: B
Page 12 of 41
Longitudinal & transverse friction force in (both directions) 10 % of design vertical load of pipes for four or more pipes supported on a t ier. (This is done due to reversible flow dire ctions and forces) Longitudinal & transverse friction force in (both directions) 10 % of design vertical load of pipes for four or more pipes supported on a t ier. (This is done due to reversible flow dire ctions and forces) Longitudinal friction force (30 % of design vertical load of pipes) & transverse force (10 % of design vertical load of pipes) for single to three pipes supported on a tier for global design where as for local beam member design for single pipe frictional force of 30% to be considered in longitudinal and transverse direction or as per piping/stress load inputs. The local beam member design shall not be combined with seismic/wind loads. For Pipe-racks; longitudinal friction force shall be considered as uniformly distributed over the entire span of the beam at each tier and transverse friction force shall be considered as a concentrated load at each tier level. Friction forces on T-supports & trestles shall be considered as longitudinal 30% of the vertical loading & transverse 10% of the vertical loading. Both longitudinal and transverse friction forces shall be considered to act simultaneously. 5.6.2
Electrical information shall be investigated to determine the approximate weight, location of the electrical trays and/or conduits. A minimum weight of 1.2 KN/ Sq. m shall be used for single level trays and 3.0 KN/ Sq. m for double trays, regardless of the tray width.
5.6.3
Special consideration shall be given to unusual loads such as large valves, unusual piping or electrical configurations, etc.
5.6.4
Anchor loads (TA) shall be as per the Stress analysis piping loads provided by Stress Group.
5.6.5
Anchor loads shall be only applied on piping level.
6
DESIGN REQUIREMENTS FOR SPECIFIC APPLICATIONS PIPE RACK For designing the pipe rack superstructure and foundation the following loads shall be considered.
6.1
Vertical Loading Actual weights of pipes coming at each tier shall be calculated. In calculating the actual weight of pipe, the class of pipe, material content and insulation, if any, shall be taken into consideration. Minimum Insulation density shall be taken as 2600 N/m3. In case of gas/steam carrying pipes, the material content shall be taken as 1/3rd volume of pipe filled with water. The total actual weight thus calculated shall then be divided by the actual extent of the span covered by the pipes to get the uniform distributed load per unit length of the span. To obtain the design uniformly distributed load over the entire span, the udl (uniformly distributed load) obtained as above shall be assumed to be spread over the entire span. However, minimum loading for any pipe rack shall not be less than 2.0 KN/m2. In case, the calculated loading is higher than 2.0 kN/m2, this shall be rounded off to the nearest multiple of 0.25 (i.e. 2.25, 2.50, 2.75 kN/m2).
6.2
Friction Force (Longitudinal and Transverse) Where the pipes are of similar diameter and service condition, the friction force at each tier on every portal, both in longitudinal and transverse directions shall be 10% of the design vertical
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VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001
Rev: B
Page 13 of 41
loading of the pipes for four or more pipes supported on a tier for global design, and 30% of the design vertical loading of the pipes in longitudinal direction & 10% of the design vertical loading of the pipes in transverse direction for single to three pipes supported on a tier. Longitudinal friction force shall be considered as uniformly distributed over the entire span of the beam at each tier and transverse friction force shall be considered as a concentrated load at each tier level. Friction force on T-supports and trestles shall be taken as 30% and 10% in longitudinal and transverse directions respectively of the vertical loading. Both longitudinal and transverse friction forces shall be considered to be acting simultaneously. For local beam/member design shall be checked for frictional forces 30% of the vertical loads in both longitudinal and transverse directions acting simultaneously. The l ocal beam design shall not be checked for seismic/wind loads acting simultaneously along with the frictional forces.
6.3
Anchor and Guide Force (Thermal load) The Anchor or Guide Forces in longitudinal and transverse directions shall be as per piping inputs.
6.4
Loading on Intermediate Beam at Tier Level Intermediate beam at tier level shall be designed for 25% of load on main portal beams in transverse direction. A reduction of 10% in vertical loading shall be considered for main portal beams if intermediate beams are provided.
6.5
Loading on Longitudinal Beams Longitudinal beams connecting portal columns shall be sufficiently strong to sustain 25% of the load on the transverse beams. This total load shall be assumed as two equal concentrated loads acting at 1/3rd span. Other longitudinal axial forces coming on it from the design of the supporting system shall also be simultaneously taken into account in the design of the longitudinal beam. Friction and Anchor Forces, if specifically given by the piping stress engineer shall also be catered for in the design. Loads from monorails, when supported from these beams, shall also be considered to be acting simultaneously along with all other loads mentioned above. These beams shall be designed locally for monorail loads. The monorail loads shall not be combined with wind & seismic. It shall be considered for local monorail member design.
7
Live Loads (L)
7.1
General
7.1.1
Live loads (L) shall consist of loads due to the intended use and occupancy of the structure. Minimum live loads due to use and occupancy shall be as follows, unless otherwise specified on process / assignment drawings. Reduction in Live load shall be per Cl 3.2 of IS: 875 - Part II. Area
Specified Uniform Loads 2 (KN/m )*
Specified Point Loads (KN)**
-
2.2
Office floor, labs, walkways
5.0
9.0
Minimum roof load
1.5
3.75
Ladder Rungs
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VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001
Rev: B
Page 14 of 41
Operating, maintenance, platform
5.0
6.7
Suspended piping on main roof
1.0
None
Vessel platform
5.0
None
Access platform
3.0
None
Electrical, computer and control room
10.0
9.0
Toilet bathroom
2.0
9.0
Stair / Corridors / Passages
5.0
4.5
*
Minimum specified uniform loads and minimum specified concentrated loads do not act concurrently.
**
Distribute concentrated loads over 300mm x 300mm area. For evaluation of local effects of crushing (Ref. Cl 3.1.1 IS 875 Part II).
7.1.2
For railings, a horizontal force of 1.0kN at any one point or uniform load of 0.75kN/m shall be used.
7.1.3
For structural calculations, the actual loading situation shall be adhered to if these are more stringent. If heavy equipment has to be supported, the weight of this equipment in excess of the live load specified above shall be taken into account.
7.1.4
For garages and fire stations, the live loads shall also include the maximum weight of the trucks and/or fire fighting equipment.
7.2
Live Loads on different structures/buildings Live loads shall, in general, be as per IS: 875. However, the following minimum live loads shall be considered in the design of structures to account for maintenance and erection as well:
7.2.1
DG house Operating area Maintenance area
7.2.2
Service Platform Vessel/Tower Isolated platform (for valve operation) Access way Cross over
7.2.3
2
3.0 KN/m 2 3.0 KN/m 2 2.5 KN/m 2 2.0 KN/m
Substation/Control Room Panel floor Partitions
7.2.4
2
7.5 KN/m 7.5 KN/m2 (or as specified by machine vendor)
2
10.0 KN/m 2 1.0 KN/m
Office building Office area Lobby Exit way Partitions
3.0 KN/m2 2 5.0 KN/m 2 5.0 KN/m 2 1.0 KN/m
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VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001
7.2.5
Rev: B
Laboratory 4.0 KN/m2
Upper floors
7.2.6
Page 15 of 41
Staircase 2
Office Substation/Control Room Laboratory Service platform
8
Contingency Loads
8.1
RCC Structures
5.0 KN/m 2 5.0 KN/m 2 3.0 KN/m 2 2.5 KN/m
All floor slabs and beams shall be designed for a concentrated load of 10 KN acting simultaneously with the uniform live load, but not with actual concentrated loads from equipment, piping etc. This load shall be placed to result in maximum moment and / or maximum shear, it shall not be considered for the design of columns, foundations and in overall frame analysis. For floor slabs, the load shall be considered to be distributed over an area of 0.75 m x 0.75 m.
8.2
Structural Steel For process plants, the following contingency additional loading shall be applied to individual beam elements. These shall be applied as point loads to produce worst shear and bending stresses:
9
Platform Walkways
3 KN
Secondary Floor Trimmers
5 KN
Primary beams
10 KN
Earth pressure (H) & Buoyancy: For evaluating earth pressure on walls of trenches and pits co-efficient of earth pressure at rest shall be considered, its minimum value being taken as 0.5. If a higher value is obtained from soil characteristics, the same shall be adopted. Temporary rise of ground water level shall be duly considered and hydrostatic pressure arising there from shall be considered for design of trenches, pits and basements more than 1.25 m in depth. Maximum permanent ground water level is around 1 m ( Hold) below Finished Ground Level. Factor of safety for underground tanks etc against floatation shall be greater than 1.2. During construction, factor of safety shall be at least greater than 1.05.
10
Wind Loads (W) Wind loads (W) shall be in accordance with the applicable codes, specifications and recommended practices listed in IS 875, Part III.
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The effects of wind induced vibration shall be taken into effect as required by the applicable codes, specifications and recommended practices listed in Section 2.1. Basic wind loading parameters at HPCL site: Basic wind speed at Visakhapatanam, Vb = 50 metres / sec k 1 = Probability factor (Risk coefficient for different class of structure in different wind speed zone)
= 1.0 for general buildings & structures.
k 2 = Terrain, height & structure size factor , for terrain category 2 , Structure class B, (structure Size between 20m & 50m) at height 10 m = 0.98 k 3 = Topography factor = 1.0 Design wind speed, Vz = k 1*k 2*k 3*Vb = 49 metres /sec 2
2
2
Design wind pressure, p z_gen = 0.6*Vz = 1441 N/m = 1.44 Kn /m for general buildings at structures at height 10 m above FGL The sheds with louvers as cladding shall be considered as fully clad. The design life span of all structures (units & offsite) shall be taken as 50 years. Temporary structures shall be designed for a design life span of 25 years. Design life span for boundary wall shall be as provided in IS: 875. To account for surface area of piping, platforms and other attachments fixed to the equipment the surface area of the equipment (vessel/column) exposed to wind shall be increased by 20% or as specified in the mechanical data sheet of the equipment.
11
Seismic Loads (S)
11.1
Categorisation of Structures / Equipment Structures / equipment shall be classified into the following four categories. Category -I The Structures/equipments whose failure can lead to extensive loss of life /property to population at large in the surrounding of the plant complex Category - II Structures/equipments whose failure can lead to serious fire hazard / extensive damage within the plant complex Structures/equipments which are required to handle emergencies immediately after an earthquake Category - III Structures/equipments whose failure, although expensive does not lead to serious hazard within the plant complex Category - IV All non-plant and non-hazardous structures / equipment fall within this category. Above philosophy of categorisation is meant to ensure, on one hand safety and on other hand economy in total capital outlay. Generally structures / equipment have large capacities of energy absorption in its inelastic region. Structures which are detailed as per IS: 4326/IS: 13920 or IS: 800 and equipment which
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Rev: B
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are made of ductile materials can withstand earthquakes with spectra four times higher than the design spectra without collapse; and damage in such cases is restricted to cracking only. In view of above it may be noted and the term "failure" used in the definition of categories implies cracking and not complete collapse. Pressurised equipment where cracking can lead to rupture may be categorised by the consequences of rupture. Such equipment / structures where cracking will not lead to hazards are to be placed in category-III and where it may lead to hazards within the complex are to be placed in category - II. Category -I earthquake is an extreme event with little possibility of its occurrence. Nevertheless in the remote case when it occurs, structures / equipment whose failure can lead to loss of life at large are to be designed so as to avoid failure. Following is the grouping of the areas/structures. Category –I: Blast Resistant Control Building Category –II: All equipments and their supporting structures, Bullets, Tanks & their foundations etc. Category –III: Pipe-racks, Control Room-Substations Buildings, DG Sheds, F.W. Tank etc. Category –IV: Non-plant Buildings viz. Pump houses, Admin Building, Security Room, Planning Room etc. 11.2
Seismic load (S) induced on structures, buildings, equipments, and foundations shall be calculated in accordance of the requirements the IS standard as mentioned in Section 2.
11.3
Factors for the calculation of the seismic loading, i.e. seismic zone, soil profile, etc. shall be as per Geotechnical Investigation and in accordance with the requirements of the IS standard as mentioned in Section 2.
11.4
Basic Seismic Loading parameters: Ref. Annex E, IS 1893 Part 1, 2002, Seismic Zone for HPCL site – II, Seismic Zone factor, Z = 0.10, Design horizontal seismic coefficient, Ref. Cl 6.4.2, IS 1893: 2002
The Fundamental natural period shall be as per, Ref. Cl 7.6, IS 1893: 2002
For percentage of live load to be considered during seismic action for load evaluation, Ref Table 8, IS 1893, Pt 1, 2002. The seismic base shear V B = Ah* W
12
Thermal Loads (TL) Generally the thermal loads shall be issued by piping stress analysis group. These loads shall be used for design of pipe supports/structures. The design of structure and foundation shall satisfy following minimum requirements.
12.1
The calculation of thermal loads (TL) shall be as per the requirements of the governing codes and specification.
12.2
Thermal Loads caused by expansion and contraction due to a change in temperature from the erection condition shall be carefully considered. Included are forces due to anchorage of
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Rev: B
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piping and equipment, sliding and rolling of equipment, and expansion and contraction of structures. 12.3
Thermal loads due to the constraints and frictional forces of piping shall be considered as follows: (a) A minimum of 10% (in both longitudinal & transverse directions) of the gravity load for the pipe supports / sleepers carrying 4 or more lines. (b) A minimum of 30% of the gravity load in longitudinal direction & 10% in transverse direction on pipe supports / sleepers carrying less than 4 lines. Equipment on structural supports shall be analyzed for thermal loads to be resisted by the structure and provisions shall be made to relieve the forces too large for the equipment or the supporting structure. The friction factors to be used are the ones defined hereunder. Steel To Steel = 0.3 Steel to PTFE Pad = 0.08 Steel to Concrete = 0.4
13
Impact Loads (I) Impact loads (I) shall be calculated in accordance with the requirements of IS: 875 (Part 5) and IS: 2974 codes. For loads being given by equipment supplier, impact loads shall be as per information given on civil assignment drawing of equipment supplier. Impact loads shall be considered for local member design & it shall not be used with wind/seismic load cases.
14
Vibration Loads (V) Vibration loads (V) shall be as per manufacturer’s recommendations & Indian standards. A three-dimensional vibration analysis for rotating equipment foundations shall be done to satisfy manufacturer’s recommendation if any, and provisions of Indian standards. The natural frequency of the supporting structures and foundations shall be below 80 % or above 120 % of the natural frequency of the machine in the first mode.
15
Surcharge/Overburden Loads (B) Surcharge loads (B) shall be considered for structures (tanks, pits etc.) and walls retaining soil, if any, in addition to usual soil pressure. Surcharge pressure shall be generally considered as 15kN/m2 on top slab and also on adjacent ground.
16
Load Combinations
16.1
General
16.1.1
Structures, buildings and foundations shall be designed for all individual load cases and the various load combinations that may act together.
16.1.2
Load combinations using Working Stress Design or Limit State Design shall be as per the requirements of the IS standard as mentioned in Section 2.
16.2
Load Factors and Combinations
16.2.1
Load notations shall be as follows :
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VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001 D L E EH EO W S OP TL TA BP V H B f 1 16.2.2
– – – – – – – – – – – – – – –
Rev: B
Page 19 of 41
Dead Load Live / Imposed Load Equipment Load (Empty Equipment) Equipment Hydro test Load (Equipment with water load) Equipment Operating Load (Equipment with operating fluid) Wind Load Seismic / Earthquake Load Operating Load of piping and fluids Thermal Load Thermal Anchor Load Bundle Pull Load Vibration Loads Earth Pressure Load Surcharge Load factor for Load
Strength load combinations for buildings with or without equipment shall be as per IS: 4562000. 1.5*D 1.5*D + 1.5*L 1.5*D + 1.5*L + 1.5*E 1.5*D + 1.5*EH 1.5*D + 1.5*L + 1.5*EO 1.5*D + 1.5*(W or S) 0.9*D + 1.5*(W or S) reversible wind/seismic forces 1.5*D + 1.5*E + 1.5*(W or S) reversible wind/seismic forces 0.9*D + 0.9*E + 1.5*(W or S) reversible wind/seismic forces 1.5*D + 1.5*EO + 1.5*(W or S) reversible wind/seismic forces 1.2*D + 1.2*L + 1.2*(W or S) reversible wind/seismic forces 1.2*D + 1.2*L +1.2*E + 1.2*(W or S) reversible wind/seismic forces 1.2*D + 1.2*L +1.2*EH + 1.2*(W or S) reversible wind/seismic forces 1.2*D + 1.2*L +1.2*EO + 1.2*(W or S) reversible wind/seismic forces
16.2.3
Service load combinations for general buildings shall be as per IS: 456-2000. 1.0*D 1.0*D + 1.0*L 1.0*D + 1.0*L + 1.0*E 1.0*D + 1.0*EH 1.0*D + 1.0*L + 1.0*EO 1.0*D + 1.0*(W or S) reversible wind/seismic forces 1.0*D + 1.0*E + 0.8*(W or S) reversible wind/seismic forces 1.0*D + 1.0*EO + 0.8*(W or S) reversible wind/seismic forces 1.0*D + 1.0*L + 0.8*(W or S) reversible wind/seismic forces 1.0*D + 0.8*L +1.0*E + 0.8*(W or S) reversible wind/seismic forces 1.0*D + 0.8*L +1.0*EH + 0.8*(W or S) reversible wind/seismic forces 1.0*D + 0.8*L +1.0*EO + 0.8*(W or S) reversible wind/seismic forces
16.2.4
IS: 800 Allowable stress design method shall be used with following load combinations for design of structural steel open structures/sheds/pipe-racks. This is done in view of use of STAAD PRO software for the analysis & design. D + OP + TA + TL + V
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D + OP + TA + TL + V +E D + OP + TA + TL + V +EH D + OP + TA + TL + V +EO D + OP + L + TA + TL + V D + OP + L + TA + TL + V +E D + OP + L + TA + TL + V +EH D + OP + L + TA + TL + V +EO D + OP + TA + TL + EO D + OP + TA + TL + EO + W reversible wind forces D + OP + TA + TL + EO + S reversible seismic forces D + OP +H + L D + OP + H + B 0.9*D +0.9*OP +W reversible wind/seismic forces 0.9*D + 0.9*OP +S reversible wind/seismic forces 16.2.5
Strength load combinations for design of foundations shall be as per IS: 456-2000. 1.5*D + 1.5*OP + 1.5*L 1.5*D + 1.5*OP + 1.2*EO + 1.2*TA + 1.2*TL + 1.2*V + 1.2*B 1.2*D + 1.2*OP + 1.2*EO + 1.5*L + 1.2*TA + 1.2*TL + 1.2*V 1.2*D +1.2*OP + 1.2*EO + 1.2*TA + 1.5*W + f1*L + 1.2*B 1.2*D +1.2*OP + 1.2*EO + 1.2*TA + 1.5*S + f1*L + 1.2*B 1.2*D + 1.2*H + 1.5*L + 1.5*W reversible wind forces 1.2*D + 1.2*H + 1.5*L + 1.5*S reversible seismic forces 1.2*D + 1.2*EO + 1.5*L + 1.2*B + 1.2*H 0.9*D + 0.9*E + 1.5*W reversible wind forces 0.9*D + 0.9*E+ 1.5*S reversible seismic forces
16.2.6 Service load combinations for foundations shall be as per IS: 456-2000. 1.0*D + 1.0*OP + 1.0*L 1.0*D + 1.0*OP + 1.0*EO + 1.0*TA + 1.0*TL + 1.0*V + 1.0*B 1.0*D + 1.0*OP + 1.0*EO + 1.0*L + 1.0*TA + 1.0*TL + 1.0*V 1.0*D +1.0*OP + 1.0*EO + 1.0*TA + 1.0*W + f1*L + 1.0*B 1.0*D +1.0*OP + 1.0*EO + 1.0*TA + 1.0*S + f1*L + 1.0*B 1.0*D + 1.0*H + 1.0*L + 1.0*W reversible wind forces 1.0*D + 1.0*H + 1.0*L + 1.0*S reversible seismic forces 1.0*D + 1.0*EO + 1.0*L + 1.0*B + 1.0*H 1.0*D + 0.8*E + 0.8*W reversible wind forces 1.0*D + 0.8*E+ 0.8*S reversible seismic forces 16.2.7
The factor f1 for load L (Live loads) shall be as following: •
•
16.2.8
1.0 for floors in places of public assembly, for live loads in excess 5 kN/m 2, and for garage live loads; 0.5 for other loads.
The load combinations for deflection calculations shall be: 1.0*(D or/& OP) + y* (L + E + W or S + T L or TA) y = 1.0 when one of the loads L/E, W/S, or T act. y = 0.7 when two of the loads L/E, W/S, or T act. Y = 0.6 when all of the loads L/E, W/S, and T act.
16.2.9
Where loads other than those mentioned in Section 16.2.5 are to be considered in design, each applicable load shall be added to the above load combinations with a factor of 1.0 for service
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load combinations and 1.5 or 1.2 for strength load combinations. For permanent loads for strength design factor 1.5 shall be used & for transient loads .factor 1.2 shall be used.
17
Concrete Structures – Design
17.1
General
17.1.1
All structures shall be analysed/designed in STAAD PRO and mainly in limit state as per IS: 456-2000, by allowable stress design as per IS 3370. Generally the concrete beam members shall be so designed that the span/depth ratio is 10.
17.2
Foundations
17.2.1
All major foundations shall be on piles for LPG. For minor structures shallow spread foundations or mat/raft foundations shall be designed if specified in soil report.
17.3
Minimum Foundation Sizes
17.3.1
The minimum width for a strip footing is 1000 mm. The minimum width for a spread footing is 1200 mm. The minimum thickness of footing shall be 300mm.
17.3.2
Minimum cover to the Foundation/Anchor bolts: Minimum distance from the centre line of the foundation anchor bolts to the edge of the pedestal shall be the maximum of the following:(a) Clear distance from the edge of the base-plate/base frame to the outer edge of the pedestal shall be minimum 50 mm (b) Clear distance from the face of the pocket/ edge of pipe sleeve to the outer edge of the pedestal shall be minimum 100 mm Generally the distance of the bolt centre from the pedestal face shall be 125-150 mm. The centre to centre distance between the anchor bolts shall be 8 times bolt diameter and the edge distance from the bolt centre to the face of pocket 4 times bolt diameter.
17.3.3
The top of concrete elevation shall be a minimum of 300 mm above grade for pedestals, piers and pads and 150 mm above finished floors (concrete grade slabs).
17.3.4
For the support of items at close spacing, such that the footings or pile caps utilize more than 50 percent of the gross plan area, it is common to use a mat type of spread footing, or pile cap, that supports several items.
17.4
Piles and pile caps a) All major foundations are considered to be supported on 500 & 600 mm diameter piles, the capacity shall be arrived per calculation based on soil strata or as per pile load test whichever is less. b) Pile shall be spaced at 3.0*d (d = diameter of piles) apart in regular grids in rectangular square, trapezoidal or triangular pile cap system or along concentric rings for pile cap supporting tank. c) Piles shall be cast in situ, driven type approximately 24 m long. For piling specification refer document no. 256324-500-SP-CIV-006 d) Pile cap shall be designed in flexure and shear. Minimum thickness shall be 750 mm and are to be designed per IS 2911.
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e) The capacity of the piles shall be as per final soil investigation report. TABLE FOR PILE CAPACITIES Sr. No.
1 2
17.5
Size in MM. 500 Dia. 600 Dia.
Pile Description Length Type In Metres 24 Driven Cast In Situ 24 Driven Precast
Pile load capacities Compression Tension Shear KN KN KN 1000
75
50
1200
100
60
Remarks
Anchor Bolts For reference of standard details of anchor bolts refer standard drawing.
17.5.1
Anchor bolts shall be designed to resist the applied tensile loads and shear.
17.5.2
Anchor bolts that resist tensile loads shall be designed with an anchor head or plate to transfer the load through tension in the concrete.
17.5.3
Anchor bolts for all equipments viz. vertical vessels/tanks & structural steel structures like columns of pipe-racks, sheds, trestles, portals shall have double nuts.
17.5.4
Anchor bolts on horizontal vessels shall have 1 nut per anchor bolt at the fixed end and 2 nuts per anchor bolt at the sliding end, 1 loose nut and 1 locknut.
17.6
Minimum Cover Requirements to Main Reinforcement
17.6.1
All reinforcement shall have clear concrete cover requirements as per following table & General Notes, Legend & Abbreviation Drg. No. 256324-500-CIV-2801 whichever is more. Cast-in-place Concrete Cast against and permanently exposed to earth for major foundation
Exposed to earth, weather or water for less important structures
Not exposed to weather or in contact with the ground
Minimum cover (mm) 75 bottom for open footing, (Ref Table 16, IS 456)
50 top & sides 100 at bottom for pile-caps 50 for foundations, walls, beams, columns in contact with earth 70 pedestals/columns in contact with earth 40 for beams & 50 for columns/pedestals above ground 25 for walls & slabs above ground
Precast Concrete Exposed to earth, weather or water
Wall panels Other members
Not exposed to earth, weather
Slabs, walls, joints
Minimum (mm) 40 50 30
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or in contact with the ground
Beams, girders, columns
50
In contact with or above sea water
Underside and sides of slab Top side of slab Beams
75 50 75
17.7
Staircase
17.7.1
Minimum width of stairs shall be 900 mm. Stairs shall have a maximum riser height of 175 mm and a minimum tread width of 250 mm for equipment support platform, maximum riser height of 150 mm and a minimum tread width of 300 mm for buildings. No of risers shall be restricted preferably to 12 depending on occupancy. At least one staircase shall be provided for access to the roofs for maintenance.
17.7.2
Stairway in a single run shall have the same slope. The vertical rise of the stairways shall not exceed 2.5 m for a single flight.
17.8
Concrete Grade The minimum M30 grade of reinforced cement concrete shall be used for all structures and foundations except for grade slabs / paving for which M20 may be used. Severe condition of exposure as per IS: 456 shall be considered for concrete mix designing for all RCC structures except for RCC in pavements which shall be designed for moderate exposure condition. If soil investigation report recommendations require a higher cement content and/or specific type of cement the same shall have precedence. 75 mm thick lean concrete of grade M10 (nominal mix) shall be provided under all RCC foundations except under base slab of liquid retaining structures where 100 thick concrete of mix M-10 (nominal mix) shall be used. The lean concrete shall extend 75 mm beyond the foundation for normal foundations and under liquid retaining structures. Concrete for encasing shall be M20 with 10 mm down aggregate. Plain cement concrete (PCC) of grade M10 (nominal mix) of minimum 150 mm thickness shall be provided under all masonry wall foundations.
17.9
Reinforcement Bars High strength deformed steel bars of grade Fe 500- corrosion resistant conforming to IS: 1786 shall be used. M.S. round bars (Grade-I) conforming to IS: 432 may be used for holdfasts of inserts.
17.10
Minimum Thickness of concrete members For structural concrete elements, the following minimum thickness shall be followed: Footings (all types including raft foundations
300 mm
with out beams) Pile Cap
750 mm
Slab thickness in raft foundations with beam
300 mm
& slab construction. Floor / Roof slab, Walkway canopy, slab
125 mm
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resting on beams Cable / Pipe Trench / Launder Walls &
100 mm
Base Slab. Pre-cast Trench Cover / Floor Slab
100 mm
Blast resistant wall
230 mm
Parapets, Louvre, fins, cantilever canopy
75 mm
Liquid retaining structure wall/ base slab above ground
150 mm
17.11
Allowable Deflections for concrete buildings
17.11.1
The deflections of the structures and buildings based on the worst load combination shall be limited to an acceptable level as defined below.
17.11.2
Deflections in concrete structures shall be limited by adherence to the limits on span/depth ratio for beams, slabs & length/lateral dimensions for columns as specified in IS: 456. Calculated vertical deflections for structural members shall not exceed the following: For concrete structures (Ref. Cl 23.2.1 of IS 456: 2000): (a ) For cantilever beams
7
(b) For simply supported beams
20
(c) For continuous beams 17.11.3
26
Total vertical deflection due to all loads including the effects of temperature, creep & shrinkage = Span/250
17.11.4
The calculated lateral deflections due to load combinations for building shall not exceed the following: (a) Occupied buildings = h/250 (b) Wall stanchions = h/350 or 20 mm whichever is less
18
Masonry Structures
18.1
General Where needed, masonry structure design shall be in accordance with the applicable codes, specifications and recommended practices listed i n Section 2.2.6
19
Steel Structures design
19.1
General
18.1.1
All steel structures shall be modelled, analyzed in STAAD PRO and designed as per IS 8001984. All structures shall be framed in transverse direction and braced in longitudinal direction. Both induced stresses and deflection shall be kept within provisions of IS codes & good engineering practices.
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Structural Components The minimum thickness of structural sections shall as given below; Trusses/bracings
6 mm
Purlins, side girts/runners
6 mm
Columns, beams
7 mm
Gussets in trusses & girders Up to & inclusive of 12 m span
8 mm
Above 12 m span
10 mm
Stiffeners
8 mm
Base-plates
12 mm
Chequered plates
6 mm on plain
Grating
25 mm
Grout for structural columns
As required but minimum 25 mm
Grout for equipments
As required but minimum 40 mm
19.2
Miscellaneous
18.2.1
Gutter shall be made of mild steel quality of minimum 6 mm thickness; the section shall be trapezoidal with proper supporting arrangement from purlin at regular interval of 1m to 1.5 m spacing.
18.2.2
Materials for sheeting: Roof sheeting for structural buildings shall be pre-coated/ corrugated GI sheeting 20 CGI sheet & 22 CGI sheet (corrugated) for side cladding. Translucent sheet shall be used covering 10%-20% of the area of side sheet & roof sheet with polycarbonate.
18.2.3
Down comer pipes at suitable positions as per design shall be fixed below gutter made of mild steel of 3.55 mm thickness and minimum 150 mm diameter.
18.2.4
Wind bracing/tie runners of minimum size L50X50X6 shall be provided at 4 points in a truss (one at each corner) for structural roof system i.e. this shall be designed as structural members for proper transfer of wind forces to the foundation.
18.2.5
Forms of construction shall be rigid as per Cl. 4.2.1.1 of IS: 800-2007. Class of sections to be used shall be Class 3 semi compact per Cl 3.7.2 of IS: 800- 2007. All steel sections shall be of minimum thickness 8 mm except rolled sections (e.g. web of ISMB, ISMC etc) For trusses , camber shall be provided in such a way that for truss span > 15 m , that maximum deflection due to Dead Load + 50% of superimposed load = Maximum camber.
20
Allowable Deflections for structural steel buildings
20.1
General
20.1.1
The deflections of the structures and buildings based on the worst load combination shall be limited to an acceptable level as defined below. Generally the structural steel members shall be so designed that the span/depth ratio is 20.
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20.2
Crane Beams or Girders
20.2.1
Calculated deflection of crane beams or girders (without impact) shall not exceed the following: a) Vertical (Ref. Table 6, IS 800 - 2007) •
L/500, light manual operated cranes
•
L/750, electric operation up to 50T
•
L/1000, electric operation over 50T
a) Lateral (Ref. Table 6, IS 800 – 2007) •
20.2.2
L/400, but not to exceed 10 mm
for steel structures, (Ref. Table 6, IS 800 -2007): a) Pipe rack, Industrial Shed spans = L/240 ( Simple span, Elastic cladding for sheds ) b) Spans supporting equipment = L/360 ( Buildings, elements susceptible to cracking ) c) Simply supported beams = L/300 ( Workshops /sheds, Brittle cladding – brick ) d) Cantilever beams = L/120 (Workshops / sheds, Elastic cladding ) e) Purlins & Girts = L/150 (Workshops, elastic claddings) f)
Spans supporting plastered ceilings = L/300 ( Buildings , spans not susceptible to cracking )
g) Gratings/Chequered plates= L/200 or 6 mm which ever is lesser 20.2.3
Lateral deflections shall be as per Table 6, IS 800 -2007. The maximum total horizontal deflections of the portal frames for sheds shall not exceed L/200 of the height.
21
Surface Drainage, Paving & Sewerage: -
21.1
Table showing paving type selection The surface treatment for the various areas shall be provided as enumerated in the t able below. AREA
Concrete Paving
Roads Approaches to units Fire water Tanks T/T Loading Gantry Sheds Pump Sheds Area Around Non plant Bldgs.
Asphalt (Bituminous) Paving
Concrete/Brick Gravels Or Compacted Tiles Dressed Stones Earth Surface
Acid/ Alkali Proof Coating
√ √ √ √ √
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Rev: B
Transformer Yard
Page 27 of 41 √
Notes: 1) Existing services where interfering with the new construction should be located and rerouted as instructed by HPCL. 2) Micro grading shall be carried out by the Contractor over graded areas to bring the FGL to indicated levels including provision of required slopes and finishes. 3) 75 thick PCC (1:3:6) over compacted earth shall be provided under pipe track areas to prevent vegetation growth in case the area is not concrete/asphalt paved. 20.1.1
Paving within areas for Maintenance / Dropout/ Loading / Unloading / Vehicular movementType 1 (200 mm thick RCC M20)
20.1.2
Non vehicular movement areas i. Pump Sheds - Type 2 (150 mm thick RCC M20) ii. Utilities - Type 2 (150 mm thick RCC M20)
20.1.3
Hard surface of 75 thick PCC (1:3:6) over compacted earth shall be provided below all new pipe rack. This shall extend as indicated in respective layouts and it shall have approach @ 500 m c/c from nearest road.
20.1.4
Hard surface in PCC 1:3:6 (100 mm thick) over suitable bedding (gravel soiling) of suitable size (1 m x 1 m or as specified) shall be provided with proper approach near drain point of offsite piping, near drinking water installations, at washing facilities and at other places as required / instructed by Engineer in charge, with suitable curbing and drainage arrangements as required for the fluid being handled.
20.1.5
Suitable drainage arrangements will be provided within curbed areas around pumps, for draining leaks, floor washes, rainwater falling in the area etc. Finishes, slopes will be as per materials handled in the area.
20.1.6
Concrete Paving (Within Plant Areas) Concrete paving shall be laid in alternate cast-in-situ panels of suitable size laid edge to edge, except at expansion joints spaced not more than 15.0 m c/c.
20.1.7
Hard stands should be designed and provided based on required crane capacity, demolished and surface made good on completion. Provision of trenches, drains, sealing of trench covers, inserts, thickening for pipe / equipment supports etc. shall be made while constructing pavements, as detailed in drawings.
20.1.8
Acid / alkali / chemical resistant coating as specified in equipment layout shall be applied in areas where they are likely to come in contract with concrete.
21.2
Joints Expansion joint of 20 mm shall consist of 20 thick impregnated fibre board, filled at top with joint sealing compound 20 x 25. Equipment / column pedestals will be separated from paving with 20 thick sand fill and sealing compound 20 x 25 as shown in standard / drawings.
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Rev: B
Page 28 of 41
Contraction joints will be sealed by sealing compound 20 x 40 as shown in the drawings. Moving Machinery foundation/column pedestals will be separated from paving with 25 thk. Shalitex Board.
22
Drainage General
22.1
Drain details Surface drainage includes all surface water discharge from clean plant areas attributable to rainwater, firewater (except from bunds) and overflow water from water tank to drain via open surface water drains, trenches and natural water courses to ultimate discharge point avoiding accidental oily contaminated water system. Drain section shall be rectangular type in and around units and in other areas. Material of construction shall be brick drains with 20thk. Cement mortar plaster (1:4) and neat cement punning shall be provided. Hot dipped Galvanised electro forged steel grating covers, or pre-cast RCC (M20) covers of designed thickness, hand railing, chain link fencing wherever necessary shall be provided to minimise the risk of falls by personnel. Oil water separator shall be provided with trenches, sumps, valves and pipes including connecting to nearest OWS network for disposing the collected oil to OWS. The separated oil to be transferred to slop tank and the remaining water to the nearest storm water drain outlet/nallah. Design rainfall intensity of 75 mm /hr shall be considered for design of storm water drainage system. Generally, the slope of the paving shall be 1:100 but the maximum drop in paving shall be limited to 150 mm. Two way slopes in paving shall be avoided as far as possible. Slope of main drain along shall be 1:1000. Slope of secondary drain shall be 1:750. Slope of tertiary drains along east-west shall be 1:500.
22.2
Storm Water Drainage Storm water drains shall be sized for the higher discharge arising out of either rain water or fire fighting water and shall be connected to existing drain of adequate capacity. Rain water run-off shall be computed by the formula:Q= (KIA)/360 where, K= Surface run off coefficient A= Catchments’ Area in hectares contributing towards the drain I= Design Rainfall intensity in mm per hour Q= Discharge Runoff Coefficient shall be considered as foll ows; a) b) c) d)
Concrete Paved area = 1.0 Bituminous Paved area = 0.9 Compacted but Unpaved areas = 0.7 Unusable/Green Belt area = 0.4
Design of drains shall be based on Manning’s formula:2/3
1/2
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Rev: B
Page 29 of 41
R= Hydraulic radius S= Slope n= Roughness Coefficient Roughness Coefficient shall be considered as follows; a) Plastered surfaces = 0.013 b) Cast in situ concrete = 0.015 c) Concrete/Brick Lining = 0.017 The following points are to be followed while sizing the storm water drains Minimum velocity in drains = 0.6 m/s Maximum (Scouring) velocity in drains = 2.4 m/s Preferred (Self cleansing) velocity in drains = 1.0 m/s Minimum depth of drains = 300 mm Minimum width of rectangular drains = 300 mm (for depths ≤ 500 mm) Minimum width of rectangular drains = 500 mm (for depths ≥ 500 mm)
Contaminated rain water / Oily water drainage are routed underground to OWS tanks as appropriate. Sewage to be passed to septic tank & then routed through soak pit & sewage treatment plant Concrete pavement run-off surfaces shall slope at 1:100 to perimeter channels. Systems shall be sized to cope with worst of storm water run-off or fire water run-off.
23
Site grading & roads: -
23.1
Site Grading: The site is rough graded to RL 4.2 considering HFL RL 3.5
23.2
Roads:All roads shall be asphalt roads and shall be designed for heavy vehicular traffic movements per IRC loadings. Design of cross section of roads, including roads for crane access shall be as per IRC 37. However, the minimum section to be adopted shall be as given below under minimum cross section. Ruling gradient shall be 1 in 30. Main plant road widths shall be 7.5 m inclusive of 0.75 m wide shoulders on either side. The internal access roads to individual areas shall be minimum 4.0 m wide with 0.75 m wide shoulders. Design life of the same shall be 15 years (Ref. Cl 3.3.3 IRC 37-2001- ‘pavements for Nationals and State highways shall be designed for a life of 15 years’). Category i. ii.
All Internal Roads Access to building
Width
Carriageway Width
7.5 m
6m
4m
2.5 m
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Rev: B
Page 30 of 41
Camber: 1 In 50 Radius Of Curve: 6 m for 6 m wide road Extent: As per Plot Plan & Equipment (Unit Area) Layouts
24
Substations buildings and blast resistant design:
24.1
General These buildings house electrical switchgear and motor control centres with associated HVAC, telecoms and battery accommodation. The buildings shall provisionally be designed as indicated in equipment layout. The screeded concrete floor shall be finished with an epoxy based hardener and sealant with corrosion resistant finishes used in battery rooms. Overhead monorail of nominal capacity if indicated in equipment layouts shall be provided in the main switchgear rooms per detailed design requirements. There shall be cut-outs provided in cellar floor slab for supporting the panels. The c/c distance between the stub columns shall be 2.0 m on which the cable trays shall be supported. There shall be channels/insert plates all around cut-outs to support panels. In cable cellar, cable tray support shall be of structural steel fixed with mild steel base plate at bottom or top, at regular interval as per electrical requirement. Access to the raised floor level shall be via concrete stair and platforms with equipment access and demountable steel handrails. All doors shall be insulated metal construction with the addition of removable transformer panels for equipment access where required. A roller shutter door shall be provided for equipment entry to the main switchgear room. Fire rated concrete walls shall be provided between the transformers and cable basement and the transformer compound where required, for the separation of the larger non-sealed type of transformers. All mesh infill panels; gates, doors, locks etc. shall be specified to meet the requirements of relevant codes and standards.
24.2
General principles of steel tank foundation design: Tanks are utilised for storage of liquids – Fire water, Service water ,oil . Tanks are often provided with ring wall support. Concrete ring wall takes weight of shell as also hoop stress generated due to active earth pressures & lateral pressure due to surcharge from product weight and tank base weight.
24.3
Analysis & design procedure for ring walls & RCC pile caps for Steel Tanks: a)
Ring walls shall be designed to transfer vertical loads due to tank shell wall, roof, and incident load due to water or product /oil stored and abutting on ring wall top inside the shell to firm bearing strata. The vertical load due to product stored or water in tank during hydro test is transferred directly through tank base plate to firm bearing strata.
b)
Ring walls shall also be designed to resist all horizontal loads due to earth pressure, surcharge pressure due to product stored or water stored in tank. Simultaneously ring walls shall also resist all horizontal loads due to wind & seismic forces and moments thereof. Hoop tension due to surcharge pressure shall be the primary stress in ring walls.
c)
Sand fills or compacted earth fills shall be provided on the inside of the ring wall from conical tank bottom till founding level of ring wall.
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Rev: B
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d)
For tanks which are supported on piles they are provided with RCC pile caps with or with out ring walls. Ring wall shall rest on the RCC pile cap at a minimum depth of 1.2m below Finished Ground Level (T/o pile cap at 1.2 m below FGL).
e)
Pile cap shall take all vertical & horizontal loads from ring walls as described in i) & ii) above as also the weight of product liquid or water during hydro test transferred directly through tank bottom plate & sand fill. Load from ring wall shall be applied as a concentric uniform load along centreline of ring wall. Product load & water load shall be applied as area load on top of pile cap. Bending moments due to wind or seismic horizontal loads shall be calculated at bottom of pile cap level.
f)
Pile group shall be designed to resist both vertical loads resulting from external loads, self weight & vertical surcharge pressure as also all unbalanced external horizontal loads, earth pressure & horizontal surcharge pressure. Pile group shall be preferably arranged concentrically with ring wall centreline as the guiding circle. Critical horizontal & vertical loads to be calculated in corner piles and they shall be kept within safe pile capacities obtained from pile test report.
g)
Pile cap shall be designed as bending member & pile shall be considered as hinged support with provision for tension reinforcement at bottom of pile cap.
h)
Tanks may be resting on different systems of foundation: a) On RCC piles and pile caps. b) On earthen tank pad with or without ring wall.
24.4
Analysis & design procedure for RCC underground tanks: i)
Underground RCC tank has to be stable against buoyant water pressure from below. Critical load case shall be for tank empty condition. Factor of safety for buoyancy during operation of the tank shall be 1.2. Factor of safety against buoyancy for tank empty condition during construction shall be at least greater than 1.05.
ii)
For tanks with top slab, wall shall be taken as propped at top & fixed at bottom. For tanks without top slab or major portion of top slab is cut out due to system requirements the wall shall be designed as pure cantilever.
iii)
If soil water is present and Ground water table (GWT) is above top of tank foundation raft, outside water pressure shall be added on to earth pressure to find out wall reinforcement for tank empty condition.
iv)
Evaluate dead load of RCC tank wall, RCC tank top slab & RCC tank raft.
v)
Evaluate water load and product load inside tank.
vi)
Evaluate earth pressure & surcharge pressure from outside. These loads shall be critical for wall reinforcement when tank is empty. Underground RCC tank shall be a rigid structure and earth pressure coefficient shall be earth pressure at rest (K a=0.5) bearing against tank wall.
vii)
Evaluate water pressure from inside when tank is full.
viii) The coefficient for wall moments & shear shall be taken from IS: 3370 (Pts I –IV) & Reynolds’s /Moody’s charts. The boundary conditions for the tank walls considered as plate elements shall be fixed at bottom & hinged (tank slab at top) or free (no slab at top). ix)
Tank raft & wall shall be designed as un-cracked section.
x)
For underground RCC tanks resting on piles, piling arrangement shall be provided in parallel lines & in staggered fashion on either side of the walls. The middle raft shall be
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Rev: B
Page 32 of 41
provided with additional piles at centre or the slab can be suspended as dictated by the criticality of load. xi)
If the tank bottom slab is suspended the section shall be thinner at middle & thicker at edges below wall (i.e. for the pile cap portion).
xii)
Depending on criticality of underground tank analysis & design may be checked by STAAD-PRO software using finite element method also after routine calculation in excel.
25
Design Philosophy/Criteria
25.1
Architectural Design Architectural design of buildings/sheds shall be in accordance with this design basis and references as stated herein, in addition to the applicable statutory requirements, layout planning requirements and so on.
25.1.1
Spatial Requirements Spatial requirements inside a building/shed shall be decided based on activities to be performed in the building and consequent occupancy pattern, equipment layout etc. Spaces can be generally classified as follows, which shall be provided in all the buildings/sheds.
25.1.2
Functional Spaces Functional area of any building/shed is constituted by the main activity for which the building is required. Various spaces/rooms shall be judiciously sized and shall be integrated logically to generate the total building plan taking into account the following parameters. Activities, group of activities and consequent work-flow pattern Site conditions i.e. dimensions, contours etc. Climatic conditions vis-à-vis orientation Safety regulations Lighting and ventilation Acoustics Services Security Economy Aesthetics Any specific requirement pertaining to particular buildings All other established architectural design parameters The objective of spatial arrangement shall be to satisfy functional requirements and physical comfort and safety regulations as well as aesthetics which has significant role in creating a favourable working and living condition.
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25.1.3
Rev: B
Page 33 of 41
Circulation Spaces Following spaces are classified as circulation spaces. These spaces shall be provided as per required building services for integrating various types of spaces and as means of access/exit/escape. Corridors & passages Staircases Entrance lobby/Foyer including Reception & waiting Gangway/walkways Equipment loading/unloading platforms Emergency Exits
25.1.4
Amenity Spaces Following spaces are classified as amenity spaces. Out of the following areas, Toilet, Drinking water, First Aid enclosures shall be mandatory requirement for human occupied buildings/sheds. Other facilities shall be provided as required. Toilet (Gents & Ladies) Drinking Water Facility Locker & Change Room Rest room/Lunch room Canteen/Pantry room Wash rooms & space for drying clothes First-aid room
25.1.5
Utility Spaces Utility spaces are space requirements, which materialise due to provision of services like airconditioning, pressurisation, fire fighting, electrical, telephone etc.
25.1.6
Sizes of Spaces Sizes of various types of spaces shall be decided based on occupancy / equipment/ panel/furniture layout, clearance, maintenance & safety requirements & ventilation requirements. Following are the limiting sizes/dimensions for various purposes, which shall be adhered to: 2
Minimum area of any habitable room
=
9.5 m with minimum dimension restricted to 2.5 m
Minimum height of any habitable room
=
3 m which may be reduced to 2.75 m for air conditioned areas. Headroom below beams to min. 2.4 m
Maximum ht. Of habitable room
=
as stipulated by the local bye-laws
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Rev: B
Page 34 of 41
Scale of accommodation for industrial work spaces = @ 14m3 per occupants. Minimum clear heights such workspaces shall be 3.6 m. Height above 4.25 m shall not be taken into account.
25.1.7
Day Light and Natural Ventilation Established level of illumination shall be maintained for all parts of the buildings by means of windows, skylights etc. Following references shall be adhered to in this regard. National Building Code of India State Factories Act The objective of day lighting shall be as follows: Direct solar illumination shall not be considered and only sky radiation shall be taken as contributing to illumination of the building Openings shall be provided with shading devices to avoid glare. For the purpose of illumination, day lighting shall also be supplemented by artificial illumination particularly at fire exit.
25.1.8
Natural Ventilation Established level of ventilation in terms of air changes per hour shall be maintained for all spaces. Following references shall be adhered t o for the purpose. National Building Code of India State Factories Act Natural ventilation shall also be supplemented by mechanical or electrical means of ventilation in all areas of habitation.
25.1.9
Acoustics and Sound Insulation Specified acceptable noise level and reverberation time shall be maintained inside a building/shed. Following references shall be referred to for the purpose. National Building Code of India State Factories Act Required noise level in any space shall be maintained by means of Segregating noise sources by buffer zones. Dampening of noise levels by damping devices Providing Acoustic treatment with acoustic material (on waifs, ceilings, floors, as required)
25.1.10 Safety Requirements Safety from fire and like emergencies shall be taken into account in building/shed design. Every building/shed meant for human occupancy shall be provided with exits sufficient to permit safe escape of occupants in case of an emergency. The exits shall be in terms of doorway, corridors, and passageways to internal/external staircase or to areas having access to the outside. Following references shall be adhered to in this regard. Control room building shall be provided with emergency exit on the other side of the entrance. National Building Code of India Part IV P:\Andheri\IndiaProject\256324 HPCL- LPG\10 Procurement\TENDER\07 PEB\Final Tender to be uploaded-24-Aug09\Editable\Annexure - X- Attachments\Civil design basis.doc
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Rev: B
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State Factories Act OISD-STD/GDN-115 OISD-STD-116 OISD-STD-117 OISD-STD-173 OISD-STD-144
25.2
Site Planning Site planning of buildings shall take into account aspects like inter-relationship of the building with the whole system, movement pattern, traffic and road network, safety regulations, service network, fire safety, climatic and environmental aspects, site conditions like site dimension, contour, drainage, noise level, view, future expansion, visual aspects etc. Main and service/maintenance entrances of buildings shall be provided with vehicular access. Parking space in accordance with traffic load shall be provided to all buildings. Road network and open space around the buildings shall be designed considering movement and functioning of fire tenders. Climatic factors like wind direction, solar geometry shall be taken into account in orienting the building. Orientation of building shall also consider noise and smell propagation, views, and visual effect from various directions. Sufficient open space shall be provided for planned expansion of building. Sufficient open space shall also be provided around the buildings for lighting and ventilation in accordance with Factories Acts. Site plan shall also take into account landscaping aspects. The inherent characteristics of site, such as contours, land form, vegetation and terrain shall be fully utilised in the design. Open Space Requirement Open spaces in a plot and around buildings proportional to the height of the structure shall satisfy the requirements of the local byelaws.
25.3
Building Services Following services shall be provided for all building/sheds as essential services.
25.3.1
Water supply, Distribution and Drainage Sanitary Services This service is essential for all habitable buildings/sheds. All buildings with human occupancy shall have toilet and drinking water facility as per following references. National Building Code of India Part IX, Section 1 & 2 State Factories Act Drinking water provisions, including sufficient number of water cooler, minimum one per area shall be provided within an enclosure separated from the toilets. Space for janitor shall be provided in the toilets. All service pipes on the external wall shall be suitably concealed or shall be provided within a shaft.
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25.3.2
Rev: B
Page 36 of 41
Electrical Services This service shall be provided as essential service for all buildings/sheds. Electrical services for buildings shall consist of electrical supply and distributions. Electrical lighting installations, telephone network, fans, exhaust fans, lighting protection system etc. including all accessories, cabling etc. All electrical switches / sockets shall be of modular type (AnchorRoma or equivalent as per Electrical design basis or drawings).
25.3.3
Air conditioning and Heating Areas of control room, administration building, medical centre, substations etc spaces housing equipment/machinery/panels etc. which require conditioned environment and certain specified areas like offices, specific office accommodation shall be air-conditioned if specified by means of Room air-conditioner/split unit or A.C. plant (AHU) depending on the load.
25.4
Aesthetics Apart from the fulfilment of functional & safety requirement, aesthetic requirement of the building/sheds shall be taken care of in the design. As specific guidelines for achieving required aesthetics are difficult to establish, following guidelines shall be followed: Preliminary Drawings including schematic plans, elevations/views indicating architectural treatment proposals shall be submitted for Owner's approval. Following elements shall be considered as contributory elements to aesthetics and their design etc. shall be subjected to the Owner's approval. Any change/modifications sought for aesthetics improvements with regards to these elements shall be carried out. Any incidental elements like brickwork, RCC work etc. required for such changes/modifications shall also be added. Building/shed shape and features Canopies, overhangs & shading devices Gutters Entrance/exit steps, door Window/Ventilator composition External wall location with respect to columns Colour scheme, grooves in plaster Spatial arrangement
25.5
Structural and Architectural Construction Elements Type of structure & construction shall be as per structural design. Control Room building shall be either blast resistant (fully R.C.C.) structure or otherwise as per equipment layout to withstand the specified blast pressure. Other buildings (Sub Stations etc.) shall be R.C.C. framed structure (columns, beams and R.C.C. roof slab) as per relevant equipment layouts. Type of Structure & Construction shall be as required as per structural design. The structural system shall be as specified in Design Basis/Design Philosophy.
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25.5.1
Rev: B
Page 37 of 41
Plinth protection All the buildings & sheds shall be provided with minimum 1000 mm wide plinth protection around the building/shed.
25.5.2
Finished Floor Level (FFL) In general, FFL of the Building shall be determined with respect to top of approach road or pavement. Following schedule shall be adhered to for FFL of the building: Control Room Building: Top of Approach road level + 150 mm + Height of false flooring (800mm) Electrical Sub Station Buildings: Top of approach Road level + height of false floor minimum 300 mm (Assumed Cable Cellar floor height as 300 minimum) Top of approach Road level +150 mm (Transformer bays) with pebbles/gravels FGL (Finished Ground Level) + approx. 1000 mm high from top of road (in case of single storey Substation Building with trenches as per electrical equipment layout requirement. Plant Buildings (Unit area) floors (HPP) shall be maintained as per site grading with respect to Design Basis & relevant area equipment layouts. Other Non Plant Buildings: Top of approach Road level +300 mm to 450 mm and or as per functional requirement. Vehicle scooter, cycle shed including fire tender bays, repair shop: Top of approach Road level +300 mm Loading, Unloading bays Platforms: Top of approach Road level +1100 mm Notes: In case of approaches with different top levels, the highest top level of approach road/pavement shall be considered. FFL shall be same throughout in a building. FFL of external loading/unloading bays/ platforms, toilet, pantry, and kitchen shall be 6-12 mm lower than that of the building’s/shed’s FFL to check ingress/spillage of water.
25.5.3
Steps/ ramps/ Staircases Staircases shall be provided for vertical circulation & emergency exits. Number of staircases shall be based on building sizes more than 500 Sq.M ground covered area shall have two stairs (NBC-Part IV). Emergency exit requirements shall be as per safety distance requirement. At least one no. staircase / ladder shall be provided for access to the flat roof top for maintenance. Total number of staircase shall depend on a travel distance to exit points as determined by statutory rules. Steps/ ramps shall be provided for access to the Building for pedestrian/ vehicular, equipment entry as per relevant code. Minimum 1000 mm wide platform shall be provided in between entrance door and steps/ramps. Following dimensions of the steps/ ramps shall be adhered to. TABLE 1
Stairs width
= 1200 mm minimum = 1000 mm minimum (Emergency exit)
2
Tread
= 260 mm minimum
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25.5.4
Rev: B
Page 38 of 41
3
Riser
= 175 mm maximum & 150 mm minimum
4
Slope of Ramp
5
Ratio of Tread & Riser
= 2 Riser + Tread= 600 to 650 mm
6
No. of risers per flight
= 12 Nos. In general = 16 Nos. Emergency Exits
7
Landing width
= 1000 mm minimum
=
Not steeper than 1:6 but preferred 1:10 or as Per layout requirement
Walls Following schedule shall be adhered to for wall material and thickness: External Walls = 230 mm thick brick wall Internal partition wall= 230/115 mm thick brick wall depending on the overall length and height of the wall (Refer note below) Transformer Perfect Party/Fire resistant Walls= 350 mm (including plaster) thick brick wall or 200 mm thick RCC wall Concrete wall (Blast resistant) = Minimum 230 thick RCC wall as per structural design Notes: 115 mm Thick brick partition walls (with nominal steel requirement as per structure design) shall be provided with 230 mm thick brick pillars or RCC transoms/mullions for stability. Wherever conduits or pipes are required to be concealed within partition wall, the wall thickness shall be increased suitably. Wherever, bricks are not commonly available, suitable alternative material (fly ash bricks)shall be used after obtaining owner’s approval. Fly Ash bricks of the first quality (class 5.0 as per IS:12894,) Compressive strength of the Brick 50 kg/cm2 . External wall = 230 mm thick Half Fly ash brick wall = 115 mm 115 mm Thick brick partition walls (with nominal steel requirement as per structure design) shall be provided with 230 mm thick brick pillars or RCC transoms/mullions for stability.
25.5.5
Doors Doors shall be provided for access, security and safety at all entry & exits of rooms, functional areas & the buildings. Air tight door shall be provided in pressurized area and in gaseous protection area. Fire door shall be with two hours rating as per statuary requirement. Emergency door shall be opened outwards. Sizes of the doors shall be determined on the basis of the following schedule: Equipment, Panel area: Size of maximum equipment including packing. Other areas: Volume of movement through door, W.C., Bath etc. Cubicle Door: 800 mm x 2100mm (masonry wall opening size)
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VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001
Rev: B
Page 39 of 41
Minimum Size of other doors: 1000mm x 2100mm (masonry wall opening) Notes: Entrance doors shall be provided covering full width of the entrance lobby. In that case the door shall be of composite type consisting of operable shutters & fixed panels. Entrance lobby shall be provided with elaborate canopy. Rolling shutters shall be provided wherever size of opening exceeds 2500 mm x 2500 mm. Rolling shutters shall be provided for equipment entry for Switchgear Room/ Electrical Room, A.C. Plant Room etc. Mechanically operated rolling shutters shall be provided for opening sizes exceeding 8 m2. Fireproof door shall be provided as per TAC, electrical, process statutory requirements etc. All doors except toilet door will be glazed, anodized Aluminium door with 5.5 mm thick. toughened glass. For internal area plain glass shall be used.
25.5.6
Windows/ ventilators Windows/ ventilators shall be provided in all areas for natural lighting, ventilation and visibility at working level. For the purposes of ventilation, total operable area of the windows/ventilators shall be as per Factory Act subjected to a minimum of 15% of the floor area to be ventilated. However, for control room and in office areas, etc. where visibility from inside is also important, increased window area shall be provided as per OISD guide line. Areas accommodating panels/equipments shall be normally provided with ventilators at high level for unobstructed distributed lighting. Wherever due to limitation of external wall area or any other reasons, stipulated area of window/ ventilation cannot be provided, suitable mechanical devices shall be provided. For Workshop/Warehouse sheds etc. with precoated/corrugated GI roof sheeting etc. suitable monitor may added in provide additional ventilation. Blast resistant Control room windows openings through wall may be provided as per OISDSTD 163. Notes: Requirements of window/ventilations area as stipulated above is for maximum room height of 4000 mm. For heights more than 4000 mm, additional window/ventilator shall be provided in the same manner at every work area/platforms at all levels. Fly mesh shutters shall be provided for windows/ventilators in Kitchen, Pantry, Dining hall etc. Ventilator shall be able to serve as smoke vents in the event of fire. Fireproof windows shall be provided as per TAC, electrical, process etc. statutory requirements. All windows/ventilators will be glazed, anodized Aluminium window/ventilator. All glazing on external faces of building shall be toughened glass (5 mm thick).
25.5.7
Canopy/Overhang RCC/steel Canopy/Overhangs shall be provided at all entrances for rain and sun protection, accentuation of the entrance and pedestrian movement as per the following schedule:
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VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001
Rev: B
Page 40 of 41
For all offices, control rooms, composite buildings/sheds accommodating offices, canopy shall be provided at all entrances. Size of the canopy shall be decided based on vehicle parking and pedestrian movement in addition to aesthetics of the building/shed. Overhangs shall be provided over all exits. Size of the overhang shall be decided on the aesthetics of the building/shed subjected to minimum of 1000 mm. Blast proof Control Rooms shall not have any projections with outer face of its walls except with false treatment for aesthetics of the building.
25.5.8
Shading Devices RCC Shading devices shall be provided over all windows, operable ventilators for rain and sun protection. These devices shall be in form of horizontal projections, vertical projected fins in addition as per building facade treatment. Minimum projection shall be 600 mm.
25.5.9
Parapet Parapets shall be of RCC for all buildings with minimum 300 mm high for non-approachable roof and 1000 mm high for approachable roof.
25.5.10 Roof Gutter Gutter with rain water pipes or R.C.C. shafts shall be provided for all the buildings/sheds with pitched roof for roof water drainage. Sizing of the gutter shall be based on area to be drained and number of outlets. Gutters shall be of RCC or sheet metal. For Workshop/ Warehouse shed with Corrugated pre-coated GI roof sheeting, pre-coated GI sheets gutters may be provided and for big size of workshops/warehouse. RCC shaft may be provided at the end of gutter.
25.5.11 Rain Water Pipes Spouts Rain water pipes shall be provided for roof water drainage. Number of rain water pipes shall be decided on the basis of roof area, slope and rainfall intensity as per NBC-IX Section 2. Rain water pipes shall be embedded in concrete. RCC/PVC/CI/ GI spouts may be used for drainage of chajja /small canopies of ground floor. The minimum diameter of rain water pipe shall be 150 mm.
25.5.12 Entrance Lobby Entrance lobby shall be provided as a common entrance for all buildings/sheds accommodating separate functional spaces integrated together. Individual entries to such functional spaces shall be from this lobby by means of passages/corridors. Apart from common entry lobby, separate independent entries to these functional spaces shall also be provided if functionally required. Size of the entrance lobby shall be decided on the basis of volume of movement.
25.5.13 Passages/Corridors Passages/corridors shall be provided to integrate passages/corridors shall be as per statutory requirements.
various
spaces.
Width
of
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the
VISAKH MARKETING INSTALLATION REISTEMENT PROJECT LPG TERMINAL Doc No:256324-500-DB-CIV-001
Rev: B
Page 41 of 41
25.5.14 Service Entry Separate service entry shall be provided for service areas such as kitchen, air-conditioning /pressurisation plant room, and electrical rooms. A common service entry may be provided depending on spatial arrangement.
25.5.15 Air-Lock Lobby Air-lock lobby shall be provided to entry of pressurised/centrally air conditioned areas e.g. control room.
25.5.16 Emergency Exits Emergency exits shall be provided for the building as per State Factory Rules & OISD Norms, NBC-Part IV and for individual functional spaces such as control room equipment room, Electrical room etc. Emergency exits shall be located in such a manner that escape route is direct, unobstructed & without passing through any other functional areas to safe area.
25.5.17 Railings Railings shall be provided in roofs, stairs, and in all unprotected openings in slabs as a safety device. Steel railings in high level loading/ unloading bay of substations shall be of removable type. Parapets shall be given precedence over railings on roofs. All railings shall be as per standard drawings issued.
25.5.18 Toilets Toilets shall be provided for all habitable buildings/sheds. Gents & ladies toilet, drinking water enclosure and janitor space, all shall be provided as required. The fittings/fixtures provided for bath / toilet shall be of luxury/coloured type.
25.5.19 False Ceiling False ceilings shall be provided in the all air-conditioned areas for the purpose of reducing room volume and to hide air conditioned ducting etc. and also to maintain acoustic level inside any space. Also it reduces habitable room, corridor, lobby, toilet heights located in high ceiling building/shed to a reasonable & satisfactory height of 3 metre. In fire rated areas where walls & doors are required to be fire rated, false ceiling shall also have complementing fire rating. It is to be noted that false ceiling have limitations in their fire performance due to openings in them for lighting & air-conditioning. Therefore, alternative systems to prevent puncturing of ceiling must be used.
25.5.20 False/Cavity flooring False/ cavity flooring shall be provided to accommodate under floor cabling in Instrumentation areas like Console Room, Rack Room, Computer Room etc. Extent of false/ cavity flooring shall be as per Electrical/Instrumentation requirements.
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