Civil Engineering Design Criteria

THE DOW CHEMICAL COMPANY ENGINEERING CRITERIA CIVIL/ARCHITECTURAL K2Z-0001-01 1-MAR-2004

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DOW RESTRICTED - For internal use only

CIVIL ENGINEERING DESIGN CRITERIA

TABLE OF CONTENTS

1. INTRODUCTION

1.1 GENERAL 1.2 SCOPE 1.3 ASSUMPTIONS FOR WRITING CRITERIA

2. DEFINITIONS

3. CODES, RELATED DOW MANUALS, AND RELATED DESIGN ENGINEERING STANDARDS

3.1 CODES AND REGULATIONS 3.2 RELATED DOW MANUALS AND GUIDELINES

4. DESIGN LOADS

4.1 GENERAL 4.2 DESIGN LOAD CONDITIONS 4.3 DEAD LOADS 4.4 LIVE LOADS 4.5 WIND LOADS 4.6 EARTHQUAKE LOADS 4.7 BLAST LOADS 4.8 LOADS FROM VIBRATIONS 4.9 LOADS DUE TO PULLING TUBE BUNDLES OR EXTRUDER SCREWS 4.10 UPSET LOAD 4.11 FALL RESTRAINT FORCES

5. CONSIDERATIONS FOR FUTURE EXPANSIONS

6. CLEARANCES AND HEADROOM

7. FOUNDATIONS

7.1 GENERAL 7.2 FOUNDATIONS ON SPREAD FOOTINGS OR MATS 7.3 FOUNDATIONS ON PILES AND DRILLED SHAFTS 7.4 TANK FOUNDATIONS

7.5 FOUNDATIONS FOR HORIZONTAL VESSELS 7.6 FOUNDATIONS FOR TRANSFORMERS


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8. CONCRETE CONSTRUCTION

8.1 GENERAL 8.2 REINFORCING STEEL COVER 8.3 ANCHOR BOLTS 8.4 CONCRETE PAVING 8.5 DIKE WALLS 8.6 RETAINING WALLS

9. STRUCTURAL STEEL AND CONCRETE STRUCTURES

9.1 STRUCTURAL DESIGN 9.2 BEAM LATERAL SUPPORT REQUIREMENTS 9.3 STRUCTURAL STEEL CONNECTIONS 9.4 DEFLECTIONS 9.5 FLOOR GRATING AND FLOOR PLATE 9.6 TORSION FOR STEEL BEAMS 9.7 ELEVATED CONCRETE FLOORS 9.8 CABLE TRAY SUPPORT 9.9 FABRICATION AND ERECTION DOCUMENTS

10. BUILDINGS 10.1 GENERAL 10.2 EGRESS 10.3 DOORS 10.4 CEILING HEIGHT 10.5 SEWER AND DRAIN SYSTEMS 10.6 MATERIALS OF CONSTRUCTION 10.8 HVAC 10.9 WAREHOUSE BUILDINGS 10.10 RAMPS 10.11 LABORATORIES 10.12 MOTOR CONTROL CENTERS, MEDIUM VOLTAGE STARTERS AND ELECTRICAL ROOMS

11. ROADS

11.1 LAYOUT 11.2 ROAD BASE AND SURFACE


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12. DRAINAGE AND SPILL CONTAINMENT

12.1 GENERAL 12.2 DESIGN FLOWS FOR DRAINAGE SYSTEMS 12.3 DESIGN VOLUMES - CLOSED OR CONTROLLED DISCHARGE SYSTEM

13. FIRE PROTECTION CRITERIA

13.1 GENERAL 13.2 PIPERACKS AND PROCESS STRUCTURES


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1. INTRODUCTION

1.1 GENERAL

1.1.1 This book contains the minimum design criteria to be applied for civil engineering.

1.1.2 The objective of these criteria is to provide a basis for commonality in civil engineering design within Dow.

1.1.3 These criteria are minimum requirements and should be adhered to except in cases where laws (regulations, building codes, etc.) are more stringent. They should lead to safe but not over design.

1.1.4 The contents of this book answer the questions WHAT design engineering criteria are to be applied and for WHICH application.

1.1.5 The Civil Engineering Design Criteria makes reference to documents such as Standard Details, Guidelines and Design Aids.

1.2 SCOPE

1.2.1 Dow covers a wide spectrum of diverse locations and types of manufacturing facilities.

1.2.2 To cover this diversity of requirements, the design criteria will vary relative to:

- Type of site and plant - Geographic location - Local legal and code requirements

1.3 ASSUMPTIONS FOR WRITING CRITERIA

1.3.1 Engineering and design is carried out by professional and experienced people.

1.3.2 There is an adequate quality control system in workshops and on construction sites.


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1.3.3 Construction work is carried out by skilled people.

1.3.4 Structures will get appropriate maintenance during their lifetime.

1.3.5 Structures will only be used for loads as designed for.

1.3.6 Where units are quoted in both Imperial and SI units, the conversion is "soft", in order to maintain rational, easy-to-use numbers.

2. DEFINITIONS

O.S.B.L. (OutSide Battery Limits) are the facilities related to the Site which fall outside the ownership of the production plants i.e. Utilities, site roads, main sewers, electrical distribution systems, site cooling systems, other.

I.S.B.L. (InSide Battery Limits) are the facilities related to a specific plant and falling under the ownership of the plant.

SITE VARIATIONS The site variation or deviation from the basic Design Engineering Criteria related to a specific requirement for a particular site or plant. These normally relate to the geographical location of the plant, or to the national or local codes and regulations, or to special requirements defined by site Management.

3. CODES, RELATED DOW MANUALS AND RELATED DESIGN ENGINEERING STANDARDS

3.1 CODES AND REGULATIONS.

3.1.1 The Civil Design Engineering Criteria are to be used in conjunction with the local Codes and Regulations. The applicable Codes can be found in the Civil Job Instructions.


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3.2 RELATED DOW MANUALS AND GUIDELINES.

3.2.1 These Criteria take into account complete Loss Prevention Principals, and Dow's Safety, Environmental and Maintenance policies.

4. DESIGN LOADS

4.1 GENERAL

4.1.1 The loads given here are the minimum. Codes and regulations may require more stringent loading.

4.2 DESIGN LOAD CONDITIONS

4.2.1 The exact composition of dead and live loads will vary under different loading conditions in order to arrive at the most credible severe effect on the structure. The magnitude of dead load (D), live load (L), wind load (W), and earthquake load (Q) will vary depending upon the condition. Apply Load Factors, Allowable Stress Increases, and Probability Factors to Load Combinations as defined in Local Codes.

4.2.2 Design buildings, process structures, vessels and their foundations to resist the following loading conditions:

4.2.3 Erection/Construction

Dead load (D) - erection weight of equipment and modules

Live load (L) - Apply construction loads for roofs and floors such as stacks of construction materials, ponding of concrete, etc.


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Wind load (W) - See site variations for wind loads during the erection time period and while lifting heavy equipment. Do not apply stress increase factors for this condition.

4.2.4 Test Conditions

Dead load (D) - dressed weight of equipment

Test Load (T) - use 100% of weight of water, but increase the allowable stresses by 33% since this is a temporary condition like wind or earthquake. For ultimate strength design use a load factor of 1.3.

4.2.5 Operating

Dead load (D)

- weight of structure or building, including uniform dead load (UDL) allowances (see 4.2) - equipment weight, including contents, as follows:

Vertical Vessels - - Weight of vessel, including re-boilers, internals, attachments, insulation, and catalyst - Normal operating weight of vessel and re-boiler contents

Horizontal Vessels - - Weight of vessel, including internals, insulation, and attachments - Weight of the greatest possible charge of operating medium

Storage Vessels - - Weight of vessel, including internals, insulation, and attachments - Weight of full contents


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Live load (L)

- Uniform Live Load (ULL) allowances - snow & rain

Wind (W) or earthquake (Q) - See Site Variations

4.2.6 Shutdown

Dead load (D)

- weight of structure or building, including allowances - dressed weight of equipment and vessel - weight of full contents for storage vessels

Live load (L)

- ULL allowances - snow & rain

Wind (W) or earthquake (Q) - See Site Variations

4.3 DEAD LOADS

4.3.1 Unless otherwise defined or calculated, use the following Uniformly Distributed Dead Loads (UDL) in addition to the self-weight of the structure:

Loading kN/M2 (psf) -----------------

- On process structure /warehouse floors & roof where applic- 0.5 (10) able to cover weight of small piping, and other miscellaneous permanent loads


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Loading kN/M2 (psf) -----------------

- On compressor building operating 1.5 (30) floors to cover piping and misc. loads

- On floors in office buildings to cover 1.0 (20) movable or future partitions

- On roof members of offices,laboratories control rooms, storage warehouses to cover lighting fixtures, suspended 0.25 (5) ceiling, air condi- tioning ducting and small piping loads

- On roof members or elevated floors of 1.0 (20) control and switch- gear bldgs in desig- nated areas to account for cable trays and cable dead loads.

4.4 LIVE LOADS

4.4.1 Unless otherwise defined or calculated, use the following Uniform Distributed Live Loads (ULL) on floors in:

Loading kN/m2 (psf) -----------------

- Offices 2.4 (50)

- Control rooms,change 3.6 (75) rooms, and

laboratories


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Loading kN/m2 (psf) -----------------

- DCS rooms, not 7.2 (150) including cables

- Compressor buildings 4.5 (90)

- Mechanical equipment 6.25 (130) areas

- Electrical equipment 6.25 (130) battery rooms

- Operating floors in 4.5 (90) process structures (Note 1) - Accessible roofs 2.0 (40) - Pitched roofs 0.8 (15)

- Walkways, platforms 1.5 (30) (4' wide or less). Does not apply to major escape routes. (Note 2) Stairs 4.8 (100) (Note 3)

- For pipeways supporting cable tray or pipes use the actual distribution of trays loaded to their rated capacity and pipes filled with water or process fluid. If unknown use this load per layer of cable tray or pipe. 2.0 (40) See Notes 4, 5.


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NOTES: 1. For operating floors in multi-story process structures, a 50% reduction may be applied to uniform live loads for the design of columns and foundations. No deduction is allowed for the roof, except for storage warehouses where applicable code prescribed live load reduction shall be used.

2. Or 1.5 kN (300 lb.) concentrated load

3. Or 4.5 kN (1000 lb.) concentrated load

4. The load allowance for piperacks is defined as a Live Load in order to get consistency. It is not intended that this allowance be broken down into Dead Load and Live Load components for normal loading conditions. The allowance is based on 8" diameter steel pipes full of water, and spaced at 400 mm (16") centre-to-centre. Apply a concentrated load for pipes which are larger than 12" diameter or larger. Check the design against actual loads when known, and revise as required.

5. In the case of uplift only, where exact calculation of the structure weight is not practical, a reasonable approximation of the Dead Load is 50% of the distributed load allowance. This number may be used without further reduction when combined with wind load for D + W.

4.4.2 Standard Concentrated Load on Beams

4.4.2.1 This is intended to cover the load resulting from occasional lifting or maintenance activity.

4.4.2.2 Apply this load to above-grade beams in process structures, acting at midspan. Deflection from this concentrated load should not be used for sizing the beam. Do not apply this load to beams in piperacks. This load is not cumulative with other loads.

Loading kN (KIPS) --------------------

Standard concentrated 15 (3.0) load


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4.4.3 Roads and Bridges

4.4.3.1 Design OSBL and ISBL roads for a minimum axle load of 150kN (32k). See Site Variations for other load requirements.

4.4.4 Snow, Ice and Rain Loads

- See Site Variations.

- Do not apply snow load or ice load on open gratings.

4.5 WIND LOADS

4.5.1 General

4.5.1.1 Design pressure shall be applied as defined by local codes or site variations.

4.5.1.2 Account for height, gust, shape, and terrain.

4.5.1.3 A special analysis should be made for flexible structures. These are structures with height to width ratios greater than 5 or a fundamental natural frequency less than 1 Hz. This would include tall towers. Use a recognized rational method.

4.5.2 Pressure Versus Shape - Shape Coefficients, "Cf".

Certain structures, due to their shape, can be designed for more or less than the effective wind pressure. Use the following shape factors as multipliers:

~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~

Type of Structure "Cf" Factor ---------------------- --------------

- Open Frame Structures: See FIGURE 1 use a factor based on the This Document Solidity Ratio Chart


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~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~

Type of Structure "Cf" Factor ---------------------- --------------

- Cylindrical and Spherical Storage Tanks having a height/diameter ratio of less than 1 and smooth surfaces: 0.5

- Cylindrical columns having a height/diameter ratio of 7: 0.6

- Cylindrical Columns having a height/diameter ratio of more than 25: 0.7

- Values for height/diameter ratios for cylindrical columns between 1 and 25 may be inter- polated.

- Roofs for storage tanks -1.0

- Structural shapes 2.0

- Pipe 0.7

- Platforms on columns: 1.6

- Pipeways: 1.0 (Factors based on individual pipes and structural members can be used instead.)

- Treat cable trays the same as pipeways

- Buildings: Use applicable codes.

4.5.3 Application of Wind Loads

Assume that the wind is coming from any direction, applied in one principal direction at a time.


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- Open Frame Structures

Apply the wind load as a horizontal concentrated load at each floor level. The concentrated load equals the effective wind pressure times the gross projected area of the structure times the shape factor.

- Towers and Tanks

Apply the wind load as a uniformly distributed load. The uniform distributed load in each height zone is equal to the effective wind pressure times the effective diameter of the vessel times the shape factor. The effective diameter is equal to the diameter of the vessel; plus insulation; plus a minimum of 300 mm (12") to cover ladders and small vertical piping; Add the projected area for pipes greater than 300 mm (12") diameter if applicable.

- Note that the Cf factor for tank roofs is negative, implying uplift.

- Platforms on Process Columns

Apply the wind load as a concentrated load at each platform level. The concentrated load is equal to the effective wind pressure times the area of exposed members and elements projected on a plan normal to wind direction times the shape factor. See FIGURE 2 this document.

- Pipeways

Apply the effective wind pressure to the full length of the pipeway and to each tier of pipe. Use a height of 1 m (3') for each tier over 3.6 m (12') wide and a height of 600 mm (2') for each tier less than 3.6 m (12') wide.

Treat longitudinal beams over 300 mm (12") deep separately. Apply a shape factor of 2.0.


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Treat piperacks wider than 6 m (20') as an open structure above the lowest tier. Use appropriate factors for Solidity Ratio from FIGURE 1 this document.

4.6 EARTHQUAKE LOADS

4.6.1 Apply Seismic Design Criteria as per applicable codes. See site variations for seismic design requirements.

4.7 BLAST LOADS

4.7.1 Refer to Design of Blast Resistant Buildings in Petrochemical Facilities published by American Society of Civil Engineers.

4.8 LOADS FROM VIBRATIONS

4.8.1 These are the loads resulting from rotating equipment, vibration and resonance. Apply these loads when designing structures, compressor foundations, etc. See Guidelines For Structures Supporting Vibrating Machines G2D-1090-10.

4.9 LOADS DUE TO PULLING TUBE BUNDLES OR EXTRUDER SCREWS

4.9.1 Use a pulling force equal to the weight of the tube bundle applied at centerline of bundle. For pulling of extruder screws, use the manufacturer's recommendations, or 30% of the weight of the extruder as a minimum. However, the force required to remove an extruder screw can vary depending on the chemical process being used (i.e. polyethylene polymers adhere to the barrel and screw). Therefore, it is IMPORTANT to contact the maintenance personnel associated with the chemical process being used to determine if special conditions apply.

4.10 UPSET LOAD

4.10.1 Upset load is the load in addition to the normal operating load that could occur due to operations and should be considered the same as wind load to increase allowable stresses or decrease load factors.

4.11 FALL RESTRAINT FORCES

4.11.1 See Fall Restraint Anchorage Design Guidelines G2D-5535-00.


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4.12 CABLE TRAY SUPPORTS

4.12.1 Provide cable tray supports at locations described in G7C-0324-06.

5. CONSIDERATIONS FOR FUTURE EXPANSIONS

5.1 Apply and document the following allowances for expansion which would be expensive to implement at a later date, but can be added to the job at a small cost in the initial design and

construction of the plant:

- For pipeways, allow for 1 extra tier. - For warehouses and similar buildings, design the end frame as an intermediate frame to facilitate expansions. - Planned expansions. - Where appropriate, design for the future addition of equipment for multi-product and pilot plants.

5.2 For projects with aggressive schedules or with black box areas, use appropriate conservative estimated loads to eliminate costly redesign and field modifications.

6. CLEARANCES HEADROOM AND ELEVATIONS

6.1 For clearances and headroom under pipes and pipe bridges and for roadways and railroads see G2D-2001-01.

7. FOUNDATIONS

7.1 GENERAL

7.1.1 Design using either proven available soil data or a job specific soil investigation.

7.2 FOUNDATIONS ON SPREAD FOOTINGS OR MATS

7.2.1 General Design


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7.2.1.1 Extend foundations past the frost level, with the exception of minor foundations, e.g. stair pads, minor pipe supports, and sleepers. For frost depth see Site Variations. Avoid ladder and stair pads unless located in unpaved area.

7.2.2 Stability

7.2.2.1 The following influences shall be checked:

Uplift.

- The minimum safety factor against uplift from buoyancy is 1.1. - Assume the highest credible groundwater level.

Overturning.

- The minimum safety factor against overturning is 1.5.

Sliding.

- The minimum safety factor against sliding is 1.5.

7.2.3 Safety Factors

7.2.3.1 The selection of adequate safety factors for soil is dependent on the extent of the soils investigation, knowledge of local soils, and history of foundation performance in the area.

7.2.3.2 Use a minimum safety factor of 3 on ultimate capacity for sustained loads (D) to prevent significant (greater than 15 mm or 1/2") settlement. A factor of 2.5 may be suitable if based on local experience.

7.2.3.3 Use a minimum safety factor of 2 on total load to prevent a shear failure.

7.2.3.4 Use a minimum safety factor of 2 for wind (W) or other short term loads (less than 24 hours) when acting alone or combined with other loads.

7.3 FOUNDATIONS ON PILES AND DRILLED SHAFTS


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7.3.1 General Design

7.3.1.1 Design piles by any recognized published method to calculate skin friction and end bearing.

7.3.2 Uplift

7.3.2.1 Resist uplift by skin friction and weight.

7.3.3 Safety Factors

7.3.3.1 Use the same safety factors as spread footings.

7.4 TANK FOUNDATIONS

7.4.1 Tank Foundation design is very much dependent on local soil conditions and acceptable settlement for a particular application and use. Proven past designs and settlement data for different sites, where available, are of great value as a design reference.

7.5 FOUNDATIONS FOR HORIZONTAL VESSELS

7.5.1 The normal assumption from Process Containment Equipment is that a special slide plate is not required. The vessel and foundation should be designed for the friction forces resulting from steel/concrete under service loads without additional consideration for bond between the grout and baseplate. Normal friction factor is 0.3.

7.5.2 Special slide plate assemblies will only be specified by Process Containment Equipment when vessel conditions match their defined criteria. Increase the foundation stiffness or consider asking Process Containment Equipment to provide slide plates if the foundation has excessive deflection under friction loads:

7.5.3 Cementitious grout should be used, and installation should be according to G2G-3050-11. Nuts for anchor bolts on "sliding end" are to be installed according to Process

Containment Equipment installation specifications.


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7.5.4 Design anchor bolts for shear equal to 0.3 X (vessel weight).

7.6 FOUNDATIONS FOR TRANSFORMERS

7.5.1 TRANSFORMER FOUNDATIONS AND ACCOMPANYING OIL SEPARATOR SUMP SHALL BE DESIGNED ACCORDING TO CORPORATE LPP 3.7, G7C-09119-00, G7C-0911-01, AND G7C-0911-02.

8. CONCRETE CONSTRUCTION

8.1 GENERAL

8.1.1 Concrete for all structural, environmental and miscellaneous applications shall be Type S Concrete. Typical uses for Type S include, but are not limited to:

above-ground structures foundation mats pavements in process areas pedestals on foundation mats and process area pavements general plant roadways & pavements in non-process areas spread footings pedestals on spread footings slabs in buildings trenches sumps

8.2 REINFORCING STEEL COVER

8.2.1 The following minimum concrete cover to all reinforcement shall be used, unless otherwise shown on design drawings:

Formed concrete in contact with the ground 75 mm Concrete exposed to weather 50 mm Liquid retaining structures 75 mm Marine exposure 75 mm Inside Buildings:

a) Slabs, walls 30 mm b) Beams, columns 40 mm

8.3 ANCHOR BOLTS

8.3.1 Use hot dip galvanized machine bolts or hot dip galvanized threaded rods with a nut at the bottom for


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anchor bolts.

8.3.2 The minimum diameter of anchor bolts is 20 mm (3/4") for structural steel.

8.3.3 See Design Aid - Anchor Bolts, G2D-3070-01.


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8.4 CONCRETE PAVING

8.4.1 Paving in non process areas shall be designed according to the expected vehicular traffic loads. For detail guidelines relating to concrete paving in process areas, refer to Spill Containment Guidelines G2D-K100-00.

8.5 DIKE WALLS

8.5.1 Walls up to 4 feet (1.2 m) height to be a minimum of 6 inches (150 mm)thick with a single layer reinforcement: Taller walls shall be designed for full hydrostatic pressure and shall have two layers of reinforcement, with a minimum thickness of 10

inches (250 mm).

8.6 RETAINING WALLS

8.6.1 Use the neutral (at rest) earth pressure to calculate the horizontal force on earth-retaining walls where movement required to develop active pressure is not allowed.

9. STRUCTURAL STEEL AND CONCRETE STRUCTURES

9.1 STRUCTURAL DESIGN

9.1.1 Use four (4) bolt base plate connections except where it is not desirable or possible to transfer moments to the foundations.

9.1.2 The decision to use either moment connected or braced frames should be on a case by case basis. Where there are major piping corridors, or where access is required for equipment installation or maintenance, moment connections would be preferred. Where the structure supports vibrating equipment, such as fin-fan exchangers, compressors, etc, bracing is preferred. For additional information, see Guideline for Structures Supporting Vibrating Machines, G2D-1090-10 and Guideline for Bracing in Structures, G2D-5001-25.

9.1.3 Modular construction techniques are preferred for erection of structures.

9.1.4 Provide drain holes for draining rain water in all beams and columns at locations were rainwater could be collected in the structural elements. E.G. shapes with flanges positioned vertical.


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9.2 BEAM LATERAL SUPPORT REQUIREMENTS

9.2.1 Adequate lateral support of beams, according to most texts, is somewhat a matter of judgement.

9.2.2 Steel floor plate and grating that is welded to all of the supporting beams, and positively attached metal decking and concrete slabs, may provide lateral support for support beams where attached to do so.

9.2.3 Grating or decking may provide lateral support for its supporting beams when it provides a uniform lateral resistance of 5% of the force in the compression (top) flange. Grating may provide this resistance by friction when a floor bay is loaded uniformly. However, the beam must be checked for the standard concentrated load of 15 kN (3000 pounds) without considering lateral support by the grating.

9.2.4 Bracing members assumed to provide lateral support to the compression flange of beams and girders or to the compression chord of trusses shall be designed to resist a force equal to 1% of the force in the compression flange or chord at the point of support.

9.3 STRUCTURAL STEEL CONNECTIONS

9.3.1 Moment connections, special, or unusual connections should be designed and detailed by the EPC rather than left to the fabricator.

9.3.2 For diagonal beams (i.e. skewed connections), use end plate connections or some other type of connection that will prevent torsion in the beams.

9.3.3 Design beam connections for the reactions from the larger of the design load or the maximum allowable uniform beam load.

9.3.4 Design the connections at the ends of tension or compression members for the maximum of the design load or 50% of the tensile or full compression capacity of the section.

9.3.5 Minimum bolt diameter for structural connections is 20 mm (3/4") unless specifically noted otherwise. Use a minimum of two bolts per connection.


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9.4 DEFLECTIONS

9.4.1 For determining deflections, use the actual total loads, forces or moments without load factors or reductions. Exclude the 15kN (3000) pound concentrated load. Calculate deflections for the most critical load combinations.

9.4.2 The following are maximum recommended values:

Steel roof beams and purlins ---------------------- L/200

Steel beams in piperacks and process structures --- L/300

Steel bridge crane runways ------------------------ L/600

Steel monorail beams ------------------------------ L/450

Steel cantilever crane beams --------------------- L/225 [Note: Includes deflection of supporting system]

Sidesway due to sustained loads ------------------ H/200

Sidesway due to wind for steel structures ------- H/150

Sidesway due to wind for concrete structures - See Local Codes

Concrete beams - See Local Codes

Elements supporting masonry ------------------------L/600

9.4.3 Design beams supporting weigh cells so that all load cell support points deflect the same (within load cell tolerance).

9.5 FLOOR GRATING AND FLOOR PLATE

9.5.1 For pedestrian comfort, deflection should not exceed 6 mm (1/4") under a uniform load of 4.5 kN/sq.m (90 psf).

9.6 TORSION FOR STEEL BEAMS

9.6.1 Avoid torsion in beams where possible by using a framing arrangement that will prevent it.


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9.7 ELEVATED CONCRETE FLOORS

9.7.1 Anchor precast and cast in place concrete floors to supporting steel beams.

9.8 CABLE TRAY SUPPORT

9.8.1 See G7C-0321-01 section 4., G7C-0324-05, and G7C-0324-06 for cable tray support requirements.

9.9 FABRICATION AND ERECTION DOCUMENTS

9.9.1 Fabrication and erection documents from structural steel fabricators shall be reviewed and approved by the EPC engineer of record.

10. BUILDINGS

10.1 GENERAL

10.1.1 Design buildings to meet the minimum requirements of Section 12 of the Corporate Loss Prevention Principles and the Local Building Codes. See also G2D-D120-10, G2D-D120-11, G2D-D120-12 and G2D-D120-13, for additional building criteria.

10.1.2 See Site Variations for requirements related to local Codes.

10.1.3 Walls separating conference rooms, locker, change and toilet rooms, and certain offices from the rest of the building should extend to and seal against the deck above, and be insulated with a sound attenuating insulation.

10.2 EGRESS

10.2.1 The requirements for egress are generally covered in the local codes and regulations.

10.3 DOORS

10.3.1 The nominal minimum size for personnel access doors is 910 mm x 2130 mm (3' x 7').


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10.4 CEILING HEIGHT

10.4.1 The nominal minimum ceiling height is 2440 mm (8') in office areas and 3050 mm (10') in Control Rooms. Set actual ceiling height to account for standard length of wall studs.

10.5 SEWER AND DRAIN SYSTEMS

10.5.1 Design sewer and drain systems according to Loss Prevention Principals Section 2.4, and G2D-2700-00 Drainage Design Aid.

10.6 MATERIALS OF CONSTRUCTION

10.6.1 Use Dow construction products where available and applicable.

10.6.2 Use laminated safety glass for all windows in buildings. See local Codes for requirements related to windows where fire resistance ratings are required.

10.6.3 Use fire resistive or non-combustible construction for process buildings.

10.6.4 Notwithstanding the requirements of local Codes, construct interior walls with the following minimum fire resistance ratings:

- Separating flammable process from occupied building or warehouse areas - 2 hours

- Separating MCC or DCS rooms from rest of building - 2 hours

- Separating Control Room from rest of building - 1 hour


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10.8 HVAC

10.8.1 In general, HVAC design should provide for separate temperature control zones between conference rooms and offices.

10.8.2 Provide for separate air flow and temperature zones between change, locker and toilet rooms, and the remainder of the building.

10.8.3 Zones around the perimeter of the building should not be mixed with interior zones, or at least be separate temperature control zones.

10.8.4 For office buildings use the space above the ceiling as a return air plenum. Specific code requirements exist with respect to certain wiring and cables in this air space.

10.8.5 Do not locate air handlers or other HVAC equipment requiring periodic service, in the space above the ceiling.

10.8.6 In order to minimize roof leaks and improve access for maintenance, do not locate HVAC or other equipment on the building roof.

10.9 WAREHOUSE BUILDINGS

10.9.1 See Corporate Loss Prevention Principals Section 12.4.

10.9.2 For dockboard height at road and railroad entrances see design aid G2D-2001-10.

10.9.3 Minimum truck door openings at dockboards is 2600 mm x 2600 mm (8' x 8').

10.10 RAMPS

10.10.1 Set slope of pallet truck ramps based on the specific trucks that will be used. In the absence of detailed information, see G2D-2001-10


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10.11 LABORATORIES


10.11.2 Lab HVAC Systems

10.11.2.1 The HVAC system for a lab should be separated from the rest of the building. Generally, do not return air from a lab to the common building system.

10.11.2.2 The lab room should be at slightly negative pressure as compared to the rest of the building.

10.11.2.3 Labs with hoods require special care when designing HVAC systems.

10.12 MOTOR CONTROL CENTERS, MEDIUM VOLTAGE STARTERS, AND ELECTRICAL ROOMS


10.12.2 Use only metal doors for starter rooms. Install panic hardware on all doors, without locks. Use double doors sized to allow equipment installation and removal. The recommended minimum size of double door is 1800 mm x 2130 mm high (6' x 7') with a 610 mm (2') high removable transom on top.

10.12.3 Install a surface sealer on unfinished concrete floors to prevent dusting.

10.12.4 Floors in MCC rooms require special consideration with respect to levelness.

10.12.5 Attention should be given to roof deck loads in rooms with cable trays. Special attention should be given to overlapping trays, i.e., two or three levels of tray that are supported from the same point.


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11. ROADS

11.1 LAYOUT

11.1.1 The minimum inside radius for pavement at intersections of OSBL roads is 9 m (30').

11.1.2 The minimum inside radius for pavement at intersections of ISBL roads is 6 m (20'). Slope crown 2% for paved roads.

11.2 ROAD BASE AND SURFACE

11.2.1 See the specification for Asphalt Pavement for design of road base and type of surface.

12. DRAINAGE AND SPILL CONTAINMENT

12.1 GENERAL

12.1.1 Rainfall run-off and design flows may be calculated using the Rational Method or any other recognized design method. See ETS G2D-2700-00 Drainage Design Aid for a detailed description of drainage system design.

12.2 DESIGN FLOWS FOR DRAINAGE SYSTEMS

12.2.1 For drainage areas less than 160 ha (400 acres), peak runoff shall be calculated using the Rational Method. Use a storm duration equal to the time of concentration for the catchment area in question. Determine the rainfall intensity from local Intensity-Duration-Frequency curves.

12.2.2 Design flow for all drainage systems shall be the greater of:

- normal process flow plus 10-year return storm; or - discharge from fire protection systems.

12.2.3 Construct critical facilities above the water elevation that would result from a 100-year return storm.

12.2.4 Unless otherwise specified in the project criteria, use the following for discharge from fire protection systems:


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- fire hose discharge = 45 liters/sec (750 usgpm) per hydrant or 80 liters/sec (1250 usgpm) per fire truck. See LPP Chapter 4. - fixed water spray = 90 liters/sec (1500 usgpm) per 220 sq. m (2400 sq. ft.) for each system.

12.3 DESIGN VOLUME - CLOSED OR CONTROLLED DISCHARGE SYSTEM

12.3.1 Runoff from process areas shall be collected in a remote impoundment. Storage volume, without overflow or flooding, shall

be the greater of:

- 25-year return storm, 24 hour duration; or - 45 minutes of fire water discharge.

12.3.2 Total storage, including impoundments, conveyances, paved areas and roadways should be such that critical facilities are still operable in the design scenario. All such facilities shall be constructed above the level of water which would result from a 100-year return storm with a duration equal to the greater of 24 hours or the length of time required to pump out the facility.

12.3.3 Design diked areas for the volume defined in LPP 7.5.


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13. FIRE PROTECTION CRITERIA

13.1 GENERAL

13.1.1 Specific fire protection criteria required for the individual projects should be defined in the project instructions.

13.2 PIPERACKS AND PROCESS STRUCTURES

13.2.1 Different methods can be applied depending on local economics.

These include

- precast concrete;

- steel with troweled or spray applied fireproofing; or

- steel with concrete cover

Thickness and type of protective material will depend upon the required fire resistance rating.


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Documents

Civil Engineering Design Criteria