Wind Load Calculations_NBCC 2010.pdf

Practice 000 215 XXXX Date XXXXX Page 1 of 22

WIND LOAD CALCULATION AS PER CANADIAN CODE

PURPOSE

This practice provides recommended procedures for calculation of wind forces on various types of equipment, supporting structures & buildings as per the Canadian codes. This practice does not address tornadoes. This practice is intended to be used in conjunction with NBCC and is not an independent document. document. This document mostly deals with with the types of structures, commonly encountered in petrochemical facilities. facilities. The principles underlaid in the ASCE Task Committee Committee on Wind Loads for Petrochemical Petrochemical Facilities Facilities are included in this practice. This practice is a companion to Structural Engineering practice 000 215 1215 Wind Load Calculation. SCOPE

This practice includes the following topics:           

SCOPE APPLICATION DEFINITIONS GENERAL DISCUSSION VERTICAL VESSELS HORIZONTAL VESSELS ENCLOSED STRUCTURES OPEN EQUIPMENT STRUCTURES LOAD COMBINATIONS OTHER CONSIDERATIONS REFERENCES

APPLICATION

The details, principles and methods methods contained in this practice will be used for the calculation of wind loads as per Canadian codes. Whenever client or local jurisdiction requirements differ or are incomplete, incomplete, this practice practice shall be used used as much as feasible and the more conservative shall be adopted. This practice requires the use of general procedures detailed in in NBCC – part part 4 (1995) Minimum Minimum Design Loads Loads for Buildings and Other Structures and Commentary ‘B’-wind loads. DEFINITIONS

measure of the hourly Reference Wind Speed ( V ) : Reference wind speed is a measure mean wind speed taken at sites (usually airports) chosen in most cases to be representative of a height of 10 m in an open open exposure. This is determined determined by extreme value analysis of meteorological meteorological observations of hourly mean wind speeds. considered as slender and Flexible Buildings & Other Structures : A structure is considered flexible when the ratio of height to least horizontal horizontal dimension exceeds 5 or the fundamental natural natural frequency is is less than 1 HZ.

fp - 000 215 1215 - Wind Load Calculation as per Canadian Code

Structural Engineering



GENERAL DISCUSSION National Building Code of Canada

NBCC forms the basis of this this practice with with due reference to ASCE Task Committee Committee parameters for wind wind loads on petrochemical petrochemical facilities facilities and Structural Structural Engineering Engineering practice 000 215 1215 Wind Load Load Calculation. Reference Wind Pressure

The Reference Wind Pressure (q) is directly available from NBCC, Appendix Appendix “ C ” for many Canadian locations. The values of q are tabulated for three different levels of probability being exceeded per year. (1 in 10, 1 in 30 & 1 in 100). q

= C V

2

The factor C depends on atmospheric pressure and air temperature. For Canadian conditions C = 50 X 10 -6 for V in km/hr. Wind pressure ‘p’ is calculated from from the formula p

= q.Ce.Cg.C p

where p is the specified external pressure acting statically statically and in a direction normal to the surface q

= reference wind pressure ( KPa )

Ce

= exposure factor depending on height for different categories of exposure

Cg

= Gust Effect Factor

C p

= external pressure coefficient averaged over the area of the surface considered

Exposure Factor Ce

The exposure exposure factor ‘Ce’ reflects changes in wind speed with height and effect of terrain category classified classified as A, B & C. For the windward face C e corresponds to that for the height ‘Z’ and therefore increases with height. For the leeward face C e is evaluated at half the height ‘H’ of the building. Exposure Category

scattered buildings, trees or other Exposure A: Open level terrain with only scattered obstructions, open water or shorelines thereof. This is the exposure on which the reference wind speeds are based. Ce

=

(Z /10)

0.28

Ce >1.0

Where Z = height above ground in meters. Urban areas , wooded wooded terrain or centers of large towns. Exposure B: Suburban & Urban Ce

=


0.50

0.5 (Z /12.7)

Ce >0.50




Exposure C: Centers of large cities with heavy concentrations of tall buildings. At least 50% of the buildings should exceed 4 storeys.

Ce

=

0.4 (Z /30)0.72

Ce >0.40

Speed up Over Hills & Escarpments

Buildings on a hill ( with a maximum slope > 1 in 10 ) particularly near a crest may be subject to significantly higher wind speeds than buildings on level ground. The exposure factor shall be multiplied by a ‘speed up factor’ as given in table B-1 of NBCC commentary ’ B’ – Wind Loads. Gust Effect Factor Cg

Gust effect do not consider effects of across wind response, vortex shedding, instability due to galloping or flutter or dynamic torsional effects. Gust factor ‘Cg’ is defined as the ratio of the maximum effect of the loading to the mean effect of the loading. This factor accounts for the dynamics of wind fluctuations and the load amplification introduced by the building dynamics. The total response may be considered as a superposition of a background component with out any structural dynamic magnification and a resonant component due to excitation close to the natural frequency of the structure. A general expression for the peak loading effect (Wp) is given by W p    g p

And the expression for Cg, which is the ratio of peak loading to the mean loading, can be identified as: C g  1  g p ( /  )

Where

  the mean loading effect   the root mean square loading effect g p  statistical peak factor for the loading effect

For majority of the structures the resonant component is small and the dynamic factor can be simplified by considering the background component only. Simple Procedure:

The form of the fluctuating wind loading effect (  ) varies with the excitation – whether due to gusts, wake pressures or motion induced forces. For a large class of smaller structures only the added loading due to gusts must be dealt with and simplified methods are adequate. For small structures and components having relatively high rigidity, a simplified set of dynamic gust factors is given in commentary ‘B’ of NBCC.





Cg = 2.5 for cladding elements and small structural components = 2

for structural systems including anchorages to foundations.

Where combined gust factor & pressure coefficients ( C p C g ) are given in the figures & tables of the Commentary ‘B’ of NBCC, it is not required to determine gust factors separately. Detailed Procedure:

For structures that are tall, slender, lightweight, flexible or lightly damped, the ‘Resonant’ component of the total response may be dominant and hence the value of Cg is obtained by the detailed procedure. The value of  /  is expressed as:

 /  

k

CeH

k C eH

( B 

sF ) 

= a factor related to the surface roughness coeff. of terrain = 0.08

For exposure A

= 0.10

For exposure B

= 0.14

For exposure C

= Exposure factor ( Ce ) at the top of the building

of

height ‘H’ B

= Background turbulence factor as obtained from Fig. B3 of Commentary ‘B’ as a function of W/H where W= Width of windward face of the building H = Height of the windward face of the building

s

= Size reduction factor as obtained from Fig. B-4 of Commentary ‘B’ as a function of W/H and the Reduced frequency  0 H / V H where

 0 = Natural frequency of vibration (Hz) V H = Mean wind speed at top of structure (H) in ‘m/s’

= V C e H F

= Gust energy ratio at the natural frequency of the Structure, as obtained from Fig. B-5 of Commentary ‘B’ as a function of wave No. (  0 / V H )



 Critical damping ratio

= 0.01 for Steel framed building = 0.02 for concrete framed building = 0.0016 to 0.008 for closed circular unlined welded steel stacks





= 0.0048 to 0.0095 for lined welded steel stacks = 0.0095 to 0.019 for unlined reinforced concrete Stacks Note: (i) The lower values of  are appropriate for foundations on rock or piles. Average values are appropriate for f oundations on compacted soils. Higher values are appropriate for vessels supported by elevated structures or soft soils (ii) It is also r ecommended that the User checks the value of  adopted by the Mechanical Engineer and the relevant mechanical software for the design of the vertical vessel The Peak factor ( g p ) is obtained from Fig. B-6 of Commentary ‘B’ as a function of  . 

Where 

  0

sF sF   B

= average fluctuation rate

Pressure Coefficient

Pressure coefficients are usually determined from wind tunnel experiments. They are non-dimensional ratios of wind induced pressures on a building to the dynamic pressure of the wind speed at reference height. Whenever the sign of plus or minus is specified, check both positive and negative values to obtain controlling loads. Sign convention is as follows: 

+

(Plus sign) means positive pressure acting toward the surface.



-

(Minus sign) means negative pressure acting away from the surface.

Figures B-7 to B-27 of NBCC commentary ‘B’ on wind loads covers information on external and internal pressure coefficient required for the design of cladding and the structures as a whole for a variety of building geometry. Fig B-14 gives pressure coefficients for flat roofed buildings greater in height than in width. In Figure B7 to B13, peak pressure coefficients have been determined directly from wind tunnel test and composite values of ( C p. Cg.) are obtained incorporating the aerodynamic shape factors. VERTICAL VESSEL

Vertical vessels must be designed for along-wind response caused by straight wind (drag forces). Flexible vessels must also consider across-wind response caused by vortex shedding (lift forces). The design procedure herein is also appropriate for determining design wind forces on stacks and chimneys. A vertical vessel (or a stack or chimney) will behave like a cantilever beam.





General Procedure

For rounded structures, the pressure varies with the wind velocity depending on the Reynolds number (Re) expressed by the equation: R e Where d

d qC e  2.7 10 6

= =

Diameter of sphere / cylinder in (m).

The roughness of rounded structure is of importance. Common well-laid brickwork without parging can be considered as having a “moderately smooth” surface. Surfaces with ribs projecting more than 2% of dia. are considered “very rough”. As per fig B-18 o f NBCC-1995 commentary ‘B’ on Wind Loads, for a vertical vessel Total Force F

=

q.Ce.Cg.Cf .A

Where A

=

D. h

F

=

Design wind force

Cg

=

Gust effect factor

Cf

=

Force coefficient from fig. B-18 of Commentary ‘B’

D

=

Basic vessel diameter, equal to vessel internal diameter plus 2 times the wall thickness plus 2 times the insulation thickness ( m ).

( where h = height above the ground )

Wind on Appurtenance

The general procedure for vertical vessel requires modification to account for vessel appurtenances such as ladders, piping & platforms. As per the ASCE Task Committee on Wind loads for Petrochemical Facilities: (i) To account for wind on ladders and piping, the C f factor as determined in general procedure is increased by WIF (Wind Increase Factor) Cfm

= Cf (WIF)

The following values of WIF may be used. (Reference Structural Engineering practice 000.215.1215 Wind Load Calculation) D (inches) 24 to 30 36 to 48 54 to 72 78 and greater

WIF 1.5 1.4 1.3 1.2

(ii) For Wind on platforms: F

= q C e C g C f A

Cf Cg

= 2.0 = 2.5 ( as per NBCC Simple Procedure)





A

= Projected area of supporting steel

In absence of information, the criteria to estimate the number and size of platform as given in Structural Engineering practice 000.215.1215 Wind Load Calculation may be adopted. (iii) For Wind on handrails: F

= q C e C g C f A

Cf Cg

= 2.0 = 2.5 ( as per NBCC Simple Procedure) = Projected area (generally a value of 0.80 sq.ft./ft may be adopted)

A Across Wind Response – Vortex Shedding

When the wind blows across a slender, prismatic, cylindrical body vortices are shed alternatively from one side and then the other, giving rise to fluctuating force acting at right angles to the wind direction along the length of the body. The wind speed (VH) at the top of the structure when the frequency of vortex shedding equals the natural frequency ‘  ’ of structure: VH 

1 S

 D

Where 

= Natural frequency of the structure (Hz)

The natural frequency can be calculated by ‘WINPLUS’ or r efer Structural Engineering practice 000.215.1215 Wind Load Calculation section on ‘Fundamental Frequency’

VH = Mean wind speed at the top of structure (H) when the frequency of vortex shedding equals the natural frequency ‘  ’ of the structure (resonance condition) D

= Basic vessel diameter

S

= Strouhal number

As per NBCC Commentary ‘B’, value of VH can be approximated by: (i)

 D 2  0.5 (m 2 /s)

VH  6 D 5

(For Re  2  10 and S  (ii)

1

)

6

0.5 m 2 / s   D 2  0.75 (m 2 /s) 5

VH  3 D 

1.5(m 2 / s ) D

5

For (2  10  Re  2.5  10 ) (iii)

 D 2  0.75 (m 2 /s) For ( Re 

VH  5 D

2.5  105 and S 


1 5

)




Across Wind Response Evaluation Consideration

The evaluation of a vessel for across wind response is not clearly addressed in the NBCC. The following criteria have been picked from various references. (i)

As per Structural Engineering practice 000 215 1215 Wind Load Calculation, Across Wind Response is not a concern if

VH  V C e H 1.3 (Also refer Attachment 07 of Structural Engineering practice 000 215 1215 Wind Load Calculation) This is close to the criteria adopted by Mechanical for Design of Vertical Vessels. As per the Mechanical Criteria, Across Wind Response is not a concern if

VH  V C e H 1.25 (ii)

As per ASTM STS-1-2000 Clause 5.22(3), Across Wind Response can be ignored if

VH  V C e H 1.2  (iii)

There is also a strong opinion that the design procedure outlined in (i) and (ii) above is appropriate for determining design wind forces on stacks and chimneys. For structures like the vertical vessels as typical to the refinery and petrochemical facility, Across Wind Response is not a concern if

VH  V C e H (iv)

As per another school of thought, vertical vessels, as typical to the refinery and petrochemical facility, generally have access platforms and other appurtenances attached on the outside. These act as strakes and dampners, which prevent the formation of vortices and hence Across Wind Response is not a concern at all.

Where V C e H = Hourly mean wind speed at the top of the structure being designed. It is recommended that the criteria outlined in (iii) above be followed. It is also recommended that the User checks the criteria adopted by the Mechanical Engineer and the relevant mechanical software for the design of the vertical vessel. It may not be appropriate to design the vessel foundation for a force greater than ( or less than) the force for which the vessel and its anchorage are designed by the mechanical group. In any case, the criteria adopted for Across Wind Response Evaluation consideration should be acceptable to the Client. Vortex Shedding Force

For a cylindrical structure, the dynamic effect of vortex shedding force can be





approximated by an equivalent static force per unit length ( FL), acting over the top 1/3 of the structure. FL 

  q H

C1  D 2    C 2 M

q H D

= Critical damping ratio = Aspect ratio H/D = Velocity pressure corresponding to VH where VH is in m/s (resonance condition) 2

 0.60V H

(Pa)

M

= Average mass per unit length over top 1/3 of structure (k g/m)



= Density of air  1.2kg / m

C 1

= 3 =

C 2

3

3 4



for

  16

for

  16

= 0.60

In addition: (i)

If VH is low (V H < 10m/s) and   12 (very slender structure), vortex induced motion is significantly increased. In such a case adopt

(ii)

C1

=6

C2

= 1.2

For tapered structures with a diameter variation exceeding 10% over the top third, adopt C1 =3 C2

= 0.6

And no increase in these coefficients is required for low value of V H (iii)

If   C 2

 D 2

then large amplitude motion upto one diameter may result. M Adopt appropriate remedial measures.

Design Wind Force

The wind loads shall be estimated for both the Along Wind Response as well as the Across Wind Response. There are no clear guidelines in the NBCC to suggest whether the Along Wind and the Across Wind loads shall be considered separately or shall be considered as a combined action. The following have been picked from various references. (i)

ASME STS-1-2000 Clause 5.2.2(a) point (1) under the heading ‘Wind Responses – Vortex Shedding’ states





“ The vortex shedding loads need not be combined with along wind loads.” Along wind and Across wind moment and shear shall be taken separately. Adopt more critical of Along or Across Wind Response loads. (ii)

Texts available suggest that the Along wind and Across wind loads shall be taken separately and as a combined action. As a practice, the Across wind loads have been combined with the Along wind loads at wind speed V H. (where VH. is the Mean wind speed at the top of structure (H) when the frequency of vortex shedding equals the natural frequency ‘ ’ of the structure). The Resultant load is expressed by the SRSS of the Across Wind loads and the Along Wind loads at V H. . The more critical of the Along Wind load and the Resultant load is considered as the Design load.

In absence of more definite information, it is recommended to follow (ii) above. It is also recommended that the User checks the criteria adopted by the Mechanical Engineer and the relevant mechanical software for the design of the vertical vessel In any case, the criteria adopted should be acceptable to the Client HORIZONTAL VESSEL General Procedure

For horizontal vessels, no check for dynamic properties is required. As per the ASCE Task Committee on Wind loads for Petrochemical Facilities, Projected diameter of the vessel is equal to the outer diameter of vessel plus 1.5 ft (0.46 m) to account for ladders, nozzles and pipes of diameter 8 inches (including insulation) or smaller. F

= q C e C g C f A

Note: It is assumed that all forces are applied on Centerline. For horizontal vessel and structures having high rigidity, as per the simple procedure adopt: Cg  2.0 Transverse wind:

For wind perpendicular to the longitudinal axis of the vessel use coefficient for walls above ground as per figure B-17 of Commentary ‘B’. Multiply the C f factor from figure B-17 by 0.70 to account for the cylindrical shape of vessel. Generally for

l h

 10 and   40

o

Cf = 1.6 x 0.70 = 1.12, may be adopted ( all values are from Table B-17)





Longitudinal wind:

For wind in the longitudinal direction adopt C f from figure B-17 On the conservative side, the end of the vessel is considered flat. For determining the force coefficient Cf the vessel and the pier are considered together and the force coefficient for walls on ground is adopted. Generally for

l h

 1 and   50

o

Cf = 1.5, may be adopted (all values are from Table B-17) Appurtenances :

(i)

For wind on Pipes larger than 8” refer figure B-22 of Commentary ‘B’

(ii)

For wind on Piers, C f = 1.5

(iii) For wind on Platforms, follow the procedure as outlined under ‘Vertical Vessel’ (iv) For Ladders (if required to be considered separate) As per the ASCE Task Committee on wind loads for Petrochemical Facilities

C f  2.0 A  0.1524 sq. m /m, i.e. 0.50 sq.ft./ft.

(for ladder without cage)

A  0.2286 sq. m /m, i.e. 0.75 sq.ft./ft.

(for ladder with cage)

ENCLOSED STRUCTURES

The general procedure for enclosed structure requires C g to be calculated as per the detailed procedure if the fundamental frequency (first mode) of vibration of the structure is less than 1 Hz or if the height to width ratio exceeds 5. While calculating C g, the value of the critical damping ratio (  ) should be selected as appropriate for the structural system. The pressure coefficient can be obtained from Fig. B-14 of NBCC Commentary ‘B’. The net specified pressure due to wind on part or all of a surface of a building shall be the algebraic difference of the external pressure (p = qCeCgC p)and the specified internal pressure or suction ( pi = qC eCgC pi) where

C p

= external pressure coefficient

C pi

= internal pressure coefficient

pi

= specified internal pressure acting statically and in a direction normal to the surface as a pressure or suction

OPEN EQUIPMENT STRUCTURES

It is not conservative to assume that an upper bound to wind force on an open structure is given by the force on that structure as if it were enclosed. ASCE Task Committee on Wind loads for Petrochemical Facilities comments that model test of fp - 000 215 1215 - Wind Load Calculation as per Canadian Code




open buildings have demonstrated that wind force on an open structure can exceed wind force on that structure when subsequently enclosed. Open equipment structures support equipment and piping within an open structural frame, generally unenclosed by siding or other shielding appurtenances. Open equipment structures include: 

Open Equipment Structures



Pipe racks or cable tray racks



Framed or trussed towers



Structural frames supporting appurtenances

The main wind force resisting system includes, wind forces acting on the structural frame and the appurtenances such as ladders, handrails etc. p  q C e C g C f The wind forces on vessels, piping and cable trays located on or attached to the structure shall be calculated separately and added to the wind forces acting on the main wind force resisting s ystem. Adopt the applicable value of C g as per simple or detailed procedure conforming to NBCC Commentary ‘B’. Wind Loads with no shielding

Wind loads force coefficient for design of individual components, cladding and appurtenance (excluding vessels, piping and cable trays) shall be calculated as per figure B-23 of NBCC Commentary B. The force coefficient is applicable for structural members of infinite lengths and this is multiplied by the reduction factor ‘k’, for finite length of members. (If member projects from large plate or walls, the reduction factor ‘k’ should be calculated for slenderness based on twice the actual length.) Wind load is calculated on the Effective solid area exposed to the wind. (Elements such as cladding, bracing, ladders, stairs and handrails can be considered as part of the solid area.) ASCE Task Committee on Wind Loads for Petrochemical Facilities – Recommended guidelines

For the main force resisting system The ASCE Task Committee on Wind Loads for Petrochemical Facilities suggests value of Cf to be used for piperack and other similar structures based on no shielding (except as defined for piping and cable tray). For all structural members C f = 1.8 or alternately C f = 2.0 below the first level and C f = 1.6 for members above the first level. Loads on Frame and Shielding

In addition to the use of figure B-23 of NBCC Commentary B as explained above (Wind load with no shielding), for framing members that are located behind each other in the direction of the wind, the shielding effect may be taken into account. The





windward member and the unshielded part of the leeward member should be designed for the full pressure (q). The shielded part of the leeward member should be designed for the reduced pressure (q x) as per figure B-25 of Commentary B. The solidity ratio  

Where A As

As A

= Gross area (envelope area) of the frame. = Effective Solid area (Elements such as cladding, bracing, ladders, stairs and handrails can be considered as part of the solid area.)

The effective solid area of a frame is defined as the solid area of each element in the plane of the frame projected normal to the nominal wind direction. (As per the ASCE Task Committee on Wind Loads f or Petrochemical Facilities, the presence of flooring or decking does not cause an increase of solid area beyond the inclusion of the thickness of the deck.) ASCE Task Committee on Wind Loads for Petrochemical Facilities – Recommended guidelines

Refer Attachment 01. The structure is idealized as two sets of orthogonal frames. The maximum wind load on each set of frame is calculated independently. The force coefficient is defined for wind f orces obtained normal to the frames, irrespective of the actual wind direction. It accounts for entire structure in the direction of wind. The value obtained for each axes of the structure is the maximum force coefficient for the component of force acting normal to the frames for all horizontal wind angles. The force coefficient CDg was developed from wind tunnel test for use on the gross area of the structure. These are converted to force coefficient applied to the solid area as per the equation.

C f  Where CDg

C Dg



= Force coefficient for a set of frames.

As



= Solidity ratio,  

As

= Effective solid area of the windward frame (Elements such as cladding, bracing, ladders, stairs and handrails can be considered as part of the solid area.)

A

= Gross area (envelope area) of the windward frame.

A

The force coefficient (CDg ) depends on (i)

Frame spacing ratio S F/B, where ‘SF ‘ is measured center to center and ‘B’ is measured from outside edge to outside edge.

(ii)

N = Number of framing lines normal to the nominal wind direction.

CDg is obtained from graph between ‘ ’ and N for various values of S F/B. Refer Attachment 03. fp - 000 215 1215 - Wind Load Calculation as per Canadian Code




The force coefficient CDg were developed for structure with a vertical aspect ratio (Height/Width, perpendicular to the wind flow direction) = 4. The coefficient CDg from the graphs will be slightly conservative for relatively shorter structures and slightly non-conservative for relatively taller structures. The force coefficient CDg is applicable for frames of typical sharp edged steel shapes such as wide flanged shapes, channels and angles. The graphs are available for SF/ B varying from 0.10 to 0.50 and  varying from 0.10 to 0.35. (Linear interpolation may be used for values of S F/B not given in the graphs.) For the range of values falling outside the graphs, the force coefficient C f can be obtained directly from the following equations. (Reference Structural Engineering practice 000 215 1215 Wind Load Calculation) 0.45

-0.06

For N = 2 to 4

C f = 1.8 + 1.4 N - (1.0 + 1.2 N) 

For N = 5 to 7

C f = 3.0 + 1.2 N - (1.2 + 1.2 N) 0.45 -0.02 (N-1)



Where  = SF / B. (i)

Expressions above are based on data for 0.10    0.50 from ASCE Wind Load on Petrochemical Facilities and for SF/ B = 1.0 with N = 2 from ASCE 7-95.

(ii)

They also agree well with test data reported by Whitbread for parallel trusses normal to wind. His data are for 2  N  5 and 0.5  SF / B 4.0.

(iii)

For smaller solidity ratios, neglect shielding and use C f = 2.0 for each member in each frame. For larger solidity ratios, use these expressions with caution

Area of Frames

For structures with frames of equal solidity, the effective solid area should be taken as the solid area of windward frame. Where the solid area of windward frame exceeds the solid area of the other frames, As

= Solid area of windward frame.

If the solid area of windward frame is less than the solid area of the other frames, As

= Average of the solid area of all the frames.

Pipe Racks and Cable Tray Racks

Pipe racks or cable tray racks are specialized open equipment structures whose principal function is to support horizontal runs of piping, cable trays, or both. Calculate wind forces on the structure as described above -- wind forces on piping and trays are calculated separately. If the rack is significantly longer than its width, only wind force in the transverse direction of the rack need be considered. Wind load in the longitudinal direction may fp - 000 215 1215 - Wind Load Calculation as per Canadian Code




not be critical. For short racks with small pipe anchor loads, effects of longitudinal wind force shall be evaluated. Pipes

The ASCE Task Committee on Wind Loads for Petrochemical Facilities recommends that, for piperack and other similar structures, the tributary area for piping should be based on the diameter of the largest pipe, plus 10% of the width of the piperack. This sum is multiplied by the length of pipes (bent spacing) to determine the tributary area. The force coefficient Cf = 0.70 should be used as a minimum. The force coefficient can also be obtained from figure B-22 of NBCC Commentary B. The value of Cg = 2.0 can be adopted as per the simple procedure. Cable Trays

The ASCE Task Committee on Wind Loads for Petrochemical Facilities recommends that the tributary area for Cable trays should be based on the height of the largest tray, plus 10% of the width of the piperack. This sum is multiplied by the length of the tray (bent spacing) to determine the tributary area. For cable trays the Force coefficient C f = 2.0 should be used. The force coefficient can also be obtained from figure B-17 of NBCC Commentary B for

L h

 10  

(or applicable) for walls above ground. Use Cg = 2.0 as per the simple procedure. Note: The above is applicable for the cable tray configuration as shown in Figure 1 of Attachment 02. For configurations shown in Figures 2 and 3 of the same attachment, estimation of the tributary area by the above approach will yield very conservative values. Based on common practice, for configurations as shown in Figures 2 and 3 of Attachment 02, the following is recommended. (i)

The top cable tray layer shall be considered separate and as defined for Figure 1 above.

(ii)

The remaining portion of the cable tray rack shall be considered as a frame, with or without the shielding effect. If shielding is considered, the frame spacing shall be W/2 and W for Figure 2 and 3 respectively.

Shielding of equipment

For wind load on equipment inside structures, follow the recommendation of ASCE ‘Wind Load on Petrochemical Facilities’ as detailed in practice 000.215.1215 Wind Load Calculation LOAD COMBINATIONS

Use load combinations from NBCC - 1995 and Structural Engineering Specification fp - 000 215 1215 - Wind Load Calculation as per Canadian Code




000.215.00910, Structural Engineering Criteria, unless applicable local codes or Client requires otherwise. Enclosed Structures

For wind loads on enclosed structures, use full and partial loading as described in NBCC - 1995 Open Equipment Structures

For wind loads on open equipment structures, follow the recommendation of ASCE ‘Wind Load on Petrochemical Facilities’ as detailed in practice 000.215.1215 Wind Load Calculation. OTHER CONSIDERATIONS Drift Control

PIP STC 01015 addresses allowable drift limits for structures in petrochemical facilities, and provides for the following limits:  

For pipe racks

Height / 150

For process structures, pre-engineered metal buildings, and personnel access platforms Height / 200



For structures with bridge cranes

The smaller of 2 inches or Height / 200



For occupied buildings which may be damaged by excessive drift

Height / 400

Also refer Appendix I of CAN/CSA-S16.1-94. Overturning Stability

Follow 000.215.1215 Wind Load Calculation. Shielding

No reduction in wind loads shall be made for the shielding effects of vessels or structures adjacent to the one being designed. NBCC - 1995 does not permit consideration of possible shielding of one building or structure by another unless verified by tests. REFERENCES

ASCE (American Society of Civil Engineers). Wind Loads on Petrochemical Facilities. New York, 1997. ASME (American Society of Mechanical Engineers) STS-1-2000. Steel Stacks. PIP (Process Industry Practices) STC 01015. Structural Design Criteria. Austin, TX, 1998. NBCC (National Building Code of Canada) Commentary B Wind Loads Structural Engineering Practice 000 215 1215 Wind Load Calculation.





ATTACHMENTS Attachment 01: XXXXX03 Typical Arrangement of Frames for calculation of force coefficient, as per ASCE Task Committee on Wind Load for Petrochemical Facilities, considering shielding. Attachment 02: XXXXX03 Arrangement of Cable Trays Attachment 03: XXXXX03 Force Coefficient Graphs for a set of Frames with shielding effect – as per ASCE.





Typical Arrangement of Frames for Calculation of Force Coefficient, as Per ASCE Task Committee on Wind Load for Petrochemical Facilities, Considering Shielding

Plan View of Framing SF

Nominal Wind Direction

SF

SF

B

Number of Frames, N





Arrangement of Cable Trays FIGURE 1: FIGURE 2: FIGURE 3:

W (Width of Piperack) Figure 1

Consider separate

ht


Consider separate

ht
















Wind Load Calculations_NBCC 2010.pdf

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