Supplement to the National Building Code of Canada: 1985

(1)

I

SUPPLEMENT

to the

NATIONAL BUILDING CODE

of Canada

1985

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I

L

SUPPLEMENT

to the

NATIONAL BUILDING CODE

of Canada

1985

Issued by the

Associate Committee on the National Building Code National Research Council of Canada

Ottawa NRCC No. 23178

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I

First Edition 1980 Second Edition 1985

Printed in Canada

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PREFACE

The Supplement to the National Building Code 1985 is published by the Associate Commit-tee on the National Building Code and contains material intended to assist the Code user in applying the Code. However, the user is not precluded from using other approaches provided that they are acceptable to the authority having jurisdiction.

The Supplement is made up of the following 4 chapters:

Chapter 1: Climatic Information for Building Design in Canada

This Chapter contains information on the climatic loads to be expected in all parts of Canada. It is through the use ofthese climatic factors, with appropriate adjustments for climate variation in different localities, that the Code can be used nationally.

Chapter 2: Fire-Performance Ratings

This Chapter provides a guide to the determination of the combustibility, flame spread rating and smoke developed classification of construction materials and fire-resistance ratings of construction assemblies in relation to the provisions of the Code. It gives a procedure for calculating the fire-resistance rating of construction assemblies based on generic descriptions of materials used in the assemblies.

Chapter 3: Measures for Fire Safety in High Buildings

This Chapter contains material in support of the high-rise requirements in Part 3.

Chapter 4: Commentaries on Part 4

Chapter 4 consists of explanatory material and related technical information useful to the designer in the application of the design requirements in Part 4 of the Code.

Comments and inquiries on aspects of this supplement pertaining to the interpretation and use of the National Building Code should be addressed to the Secretary, Associate Committee on the National Building Code, National Research Council of Canada, Ottawa, Ontario KIA=OR6. Requests for technical information of a non-Code nature are also welcome and should be directed to the Technical Information Group, Division of Building Research, National Research Council of Canada, Ottawa, Ontario KIA OR6.

Ce document est publie en fran(fais.

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THE ASSOCIATE COMMITTEE ON THE

NATIONAL BUILDING CODE OF CANADA

AND ITS

STANDING COMMITTEES

ASSOCIATE COMMITTEE ON THE NATIONAL BUILDING CODE 1. Longworth (Chairman)

A.G. Wilson (Chairman)(l)

R.A. Hewett (Executive Officer)

H.D. Adam (ex officio)

R. W. Anderson B.A. Bonser(l) R.L. Booth K.W.J. Butler D.E. Cornish S. Cumming R. F. DeGrace M.G. Dixon B. Garceau L. Goulard 1.S. Hicks G.A. Hope(l) R.M. Horrocks 1.c. Hurlburt A. Koehli W.O. MacKay

(I) Term completed during preparation of the 1985 Code.

(2) DBR staff who provided assistance to the Committee.

E.!. Mackie W.M. McCance (I) L.L. Merrifield 0.0. Monsen 1.R. Myles F.-X. Perreault W.A. Proudfoot(4) P.1.H. Sheasby (ex officio)

G.W. Shorter M. Stein R. T. Tamblyn( I)

D. L. Tarlton A.D. Thompson

A.M. Thorimbert (ex officio)

1.E. Turnbull

R.H. Dunn(3) A.T. Hansen(3) R.A. Kearney(2) 1.K. Richardson(2)

(3) DBR staff whose involvement with the Committee ended during the preparation of the 1985

Code. (4) Deceased. ix

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STANDING COMMITTEE ON USE AND OCCUPANCY F.-x. Perreault (Chairman) A.1.M. Aikman K.o. Bartlett P. Beauchamp A. Birkhans(l) D.1. Boehmer L.H. Brown(l) R.C. Burnett(1) F. G. Clarke( I ) I. Coop P. Drolet( I) T.1. Dunfield H. Fealdman(l) D.H. Featherstonhaugh C. T. Fillingham S.G. Frost E.H. Geres P.F. Higginson E.S. Hornby(!) M.A. Kabayama H.A. Locke(l) G.P. Lockhart W. MacLean( I) R.L. Maki 1. W. Marshall P. Masson R.R. Philippe G.B. Pope(l) 1.-L. Poulin B. R. de Pourbaix F.M. Ryan H.W. Stainsby(4) 1.D. Stone( I) H. I. Stricker( I) D.B. Uniat G.c. Waddell 1.F. Berndt(2) M. Galbreath(2) G. C. Gosselin(2) A. T. Hansen( 3) R.H.L. McEwen(3) H.W. Nichol(2) 1.K. Summers(3) P. B. Williams(3)

STANDING COMMITTEE ON STRUCTURAL DESIGN R.L. Booth (Chairman)

L.D. Baikie W.D. Campbell 1.1. Clark( I)

A. G. Davenport T. Eldridge (ex officio) V. C. Fenton (ex officio) M.1. Gilmor

L. Hudon(l) A. P. Jessome( I) D.l Kathol(l)

D.IL. Kennedy (ex officio) W.E. Lardner

1.G. MacGregor (ex officio) B. Manasc

C. Marsh (ex officio)

(I) Term completed during the preparation of the 1985 Code.

m DBR staff who provided assistance to the Committee.

A.M. McCrea W. PhiIlips( I) W.G. Plewes R.F. Riffell

R. Schuster (ex officio) G. W. Simonson R. V. Switzer

S.M. Uzumeri (ex officio) G.L. Walt

D.E. Allen(2) R.H. Dunn(3) D.A. Lutes(2) W.R. Schriever(3)

(3) DBR staff whose involvement with the Committee ended during the preparation of the 1985

Code. (4) Deceased. x

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STANDING COMMITTEE ON FIRE PERFORMANCE RATINGS G. W. Shorter (Chairman) B. Alexander 1.R. Bateman A. Birkhans(l) 1.E. Breeze 1.F. Cutler S.G. Frost(\) 1. E. Gillespie D.B. Grant H. Jabbour M.A. Kabayama S.A. Marks W. M. Maudsley R.1. McGrath P. Mercier-Gouin N.S. Pearce 1. Rocheleau P. Sandori 1. U. Tessier C. R. Thomson D.B. Uniat(1) E. Y Uzumeri L. W. Vaughan M.1. Williams(l) M. Galbreath(2) G.c. Gosselin(2) 1.K. Richardson(3) 1.1. Shaver<2)

JOINT NBC/NFC FRENCH TERMINOLOGY COMMITTEE 1.-X. Perreault, (Chairman)

M. Gerard Bessens (ex officio)

G. Harvey (Secretary) S. Lariviere H.C. Nguyen 1. -P. Perreault YE. Forgues(3) L.P. Saint-Martin<2l

(I) Committee tenn completed during preparation of the 1985 Code.

W DBR staff who provided assistance to the Committee.

L" DBR staff whose involvement with the Committee ended during the preparation of the 1985 Code. xi

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(9)

CHAPTER 1 CLIMATIC INFORMATION

FOR BUILDING DESIGN

IN CANADA

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Seismic Zones ... .

References .•...•

Design Data for Selected Locations In Canada ... ~ ....•...

2 ]0 ]0 ]]

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INTRODUCTION

The great diversity of climate in Canada has a considerable effect on the performance of build-ings, consequently, their design must reflect this diversity. The purposes of this Chapter are to explain brieny how the design weather values are computed and to present recommended design data for a number of cities, towns and smaller populated places. It is through the use of such data that appropriate allowances can be made tor climate variations in different localities of Canada and that the National Building Code can be applied nationally.

The design data in this Chapter are based on weather reports supplied by the Atmospheric Environment Service, Environment Canada. They have been collected and analysed, where necessary, for the Associate Committee on the National Building Code by Environment Canada, and appear at the end of this Chapter under the heading Design Data for Selected Locations in Canada. Environment Canada has also devised appropriate methods and estimated the design values for all the locations in this table where weather observations were lacking or inadequate.

As it is not practical to list values for all municipalities in Canada, recommended design weather data for locations not listed can be obtained by writing to the Energy and Industrial Applications Section, Canadian Climate Centre, Atmospheric Environment Service, Environ-ment Canada, 4905 Dufferin Street, Downsview, Ontario M3H 5T4. It should be noted, however, that these recommended values may differ from the legal requirements set by provin-cial or municipal building authorities.

The information on seismic zones has been provided by the Earth Physics Branch of the Department of Energy, Mines and Resources. Information for municipalities not listed may be obtained by writing to the Division of Seismology and Geomagnetism, Earth Physics Branch, Energy, Mines and Resources Canada, Ottawa, Ontario K I A OY3, or to the Pacific Geoscience Centre, Earth Physics Branch,

po.

Box 6000, Sidney, B.C. V8L 4B2.

GENERAL

The choice of climatic elements tabulated in this Chapter and the form in which they are expressed have been dictated largely by the requirements for specific values in several sections of the National Building Code of Canada. Heating degree-days and annual total precipitation are also included. The following notes explain brieny the significance of these particular elements in building design, and indicate what observations were used and how they were analysed to yield the required design values. To estimate design values for locations where weather observations were lacking or inadequate, the observed or computed values for the weather stations were plotted on large-scale maps. Isolines were drawn on these working charts to show the general distribution of the design values.

In the table, design weather data are listed for over 600 locations, which have been chosen for a variety of reasons. Incorporated cities and towns with populations of over 5 000 have been included unless they are close to other larger cities. For sparsely populated areas, many smaller towns and villages have been listed. The design weather data for weather stations themselves are the most reliable and hence these stations have often been listed in preference to locations with somewhat larger popUlations. A number of requests for recommended design weather data for other locations have been received, and where most of the elements could be estimated, they were also added to the list. In some cases the values obtained from the large-scale charts have not been rounded off.

As previously noted in the Introduction to this Chapter, Environment Canada will estimate data for locations not listed in the table using the list of observed or computed values for weather stations, the large-scale manuscript charts and any other relevant information that is available. In the absence of weather observations at any particular location, a knowledge of the local topography may be important. For example, cold air has a tendency to collect in depressions, precipitation frequently increases with elevation and winds are generally stronger near large

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bodies of water. These and other relationships affect the corresponding design values and will be taken into consideration where possible in answering inquiries.

All the weather records that were used in preparing the table were, of necessity, observed at inhabited locations, and hence interpolations from the charts or the tabulated values will apply only to locations at similar elevations and with similar topography. This is particularly signifi-cant in mountainous areas where the values apply only to the populated valleys and not to the mountain slopes and high passes, where, in some cases, very different conditions are known to exist.

JANUARY DESIGN TEMPERATURES

A building and its heating system should be designed to maintain the inside temperature at some pre-determined leveL To do this, it is necessary to know the most severe weather conditions under which the system will be expected to function satisfactorily. Failure to maintain the inside temperature at the pre-determined level w.ill not usually be serious if the temperature drop is not great and if the duration is not long. The outside conditions used for design should, therefore, not be the most severe in many years, but should be the somewhat less severe conditions that are occasionally but not greatly exceeded.

Winter design temperature is based on an analysis of winter air temperatures only. Wind and solar radiation also affect the inside temperature of most buildings, but there is no convenient way of combining their effects with that of outside air temperature. Some quite complex methods of taking account of several weather elements have been devised and used in recent years, but the use of average wind and radiation conditions is usually satisfactory for design purposes.

The winter design temperature is defined as the lowest temperature at or below which only a certain small percentage of the hourly outside air temperatures in January occur. In previous issues of these climatic data the January design temperatures were obtained from a tabulation of hourly temperature distributions for the 10 year period 1951 to 1960 for 118 stations. Hourly data summaries(1) (which include temperature frequency distributions) based on the 10 year period 1957 to 1966 have been published for several stations each year since 1967 and are now available for 109 stations. They provide a second set of January design temperatures. For the 69 stations that appeared in both lists, the current design temperature is the average of these 2, and is, therefore, based on the 16 year period 1951 to 1966 with a 4 year overlap. For the 89 stations that appeared in only I of the lists, the design temperatures were adjusted to make them more consistent.

The January design temperatures for all the other locations in the table are estimates, and, where necessary, have been adjusted to make them more representative of the 16 year period. Most of the adjustments were less than I Celsius degree and only about 16 exceeded 1Y2°. The adjustments mentioned above are an indication of the variation in the design temperature from one decade to another. The design temperatures for the next 20 to 30 years may differ from the tabulated values by I or 2 Celsius degrees and, of course, the year to year variation will be much greater. Most of the temperatures were observed at airports. Design values for the core areas of some large cities could be I or 2 degrees milder, but values for the fringe areas are probably about the same as for the airports. No adjustments have been made, therefore, for the city effect.

The 2Y2 per cent January design temperature is the value ordinarily used in the design of heating systems. In special cases, when the control of inside temperature is more critical, the 1 per cent value may be used.

JULY DESIGN TEMPERATURES

A building and its cooling and dehumidifying system should be designed to maintain the inside temperature and humidity at certain pre-determined levels. To do this, it is necessary to

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a

know the most severe weather conditions under which the system will be expected to function satisfactorily. Failure to maintain the inside temperature and humidity at the pre-determined levels will usually not be serious ifthe increases in temperature and humidity are not great and if the duration is not long. The outside conditions used for design should, therefore, not be the most severe in many years, but should be the somewhat less severe conditions that are occasionally but not greatly exceeded.

The summer design temperatures in this Chapter are based on an analysis of July air temperatures and humidities only. Wind and solar radiation also affect the inside temperature of most buildings and may in some cases be of more importance than the outside air temperature. It seems, however, that no method of allowing for variations in radiation has yet become generally accepted. When requirements have been standardized, it may be possible to provide more complete weather information for summer conditions, but in the meantime only dry-bulb and wet-bulb design temperatures can be provided.

The frequency distribution of combinations of dry-bulb and wet-bulb temperatures for each month from June to September have been tabulated for 33 Canadian weather stations by Boughner. (2) If the summer dry-bulb and wet-bulb design temperatures are defined as the

temperatures that are exceeded 2Y2 per cent of the hours in July, then design values can be obtained directly for these 33 stations.

The dry-bulb design temperatures in previous editions of this Chapter were based on the values for these 33 stations and a relationship between the design temperatures and the mean annual maximum temperatures. Hourly data summariesO ) (which include temperature frequen-cy distributions) based on the 10 year period 1957 to 1966 are now available for 109 stations. They provide a second set of July dry-bulb design temperatures. For the 109 stations the current dry-bulb temperatures are the averages of the values in these 2 sets. For all the other locations in the table the previous values have been adjusted to make them consistent with the calculated values. The adjustments exceeded I Celsius degree in only about 20 cases. All values were converted to degrees Celsius and rounded off to the nearest degree.

The July wet-bulb design temperatures have been obtained in the same way, with one exception. The previous values were obtained directly for the 33 stations in Boughner's publication, (2) and all the rest were estimated from these 33 without using any intermediate statistic. The current values for the 109 stations with hourly data summaries are averages between the previous values and the values from the hourly data summaries. For all the other locations the previous values have been adjusted to make them consistent. The adjustments exceed I Celsius degree in only 6 cases. All wet-bulb values were converted to degrees Celsius and rounded off to the nearest degree.

HEATING DEGREE-DAYS

It has long been known that the rate of consumption of fuel or energy required to keep the interior of a small building at 21°C when the outside air temperature is below 18°C is roughly proportional to the difference between 18°C and the outside temperature. Wind speed, solar radiation, the extent to which the building is exposed to these elements and the internal heat sources also affect the heat required, but there is no convenient way of combining these effects. For average conditions of wind, radiation, exposure and internal sources, however, the propor-tionality with the temperature difference still holds. Heating degree-days based on temperature alone are, therefore, still useful when more complex methods of calculating fuel requirements are not feasible.

Since the fuel required is also proportional to the duration of cold weather, a convenient method of combining these elements of temperature and time is to add the differences between 18°C and the mean temperature for every day in the year when the mean temperature is below 18°C. It is assumed that no heat is required when the mean outside air temperature for the day is 18°C or higher. 5

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The degree days below 18°C have been computed day by day for the length of record available over the period 1951 to 1980, and an average annual total determined and published by the Atmospheric Environment Service. (3) These values are given in the table to the nearest degree-day.

A difference of only 1 Celsius degree in the annual mean temperature will cause a difference of 250 to 350 in the Celsius degree-days. Since differences of a V2 degree in the annual mean temperature are quite likely to occur between 2 stations in the same city or town, it is obvious that heating degree-days can not be relied on to an accuracy of less than about 100 degree-days.

RAINFALL INTENSITY

Roof drainage systems are designed to carry off the rainwater from the most intense rainfall that is likely to occur. A certain amount of time is required for the rainwater to How across or down the roof before it enters the gutter or drainage system. This results in the smoothing out of the most rapid changes in rainfall intensity. The drainage system, therefore, need cope only with the How of rainwater produced by the average rainfall intensity over a period of a few minutes which can be called the concentration time.

In Canada it has been customary to use the 15 min rainfall that will probably be exceeded on an average of once in 10 years. The concentration time for small roofs is much less than 15 min and hence the design intensity will be exceeded more frequently than once in 10 years. The safety factors included in the tables in the ACNBC Canadian Plumbing Code will probably reduce the frequency to a reasonable value and, in addition, the occasional failure of a roof drainage system will not be particularly serious in most cases.

The rainfall intensity values tabulated in the previous edition of this Chapter were based on measurements of the annual maximum 15 min rainfalls at 139 stations with 7 or more years of record. They were the 15 min rainfalls that would be exceeded once in 10 years on the average, or the values that had I chance in 10 of being exceeded in any I year.

It is very difficult to estimate the pattern of rainfall intensity in mountainous areas where precipitation is extremely variable. The values in the table for British Columbia and some adjacent areas are mostly for locations in valley bottoms or in extensive, fairly level areas. Much greater intensities may occur on mountain sides.

ONE DAY RAINFALL

If for any reason a roof-drainage system becomes ineffective, the accumulation of rainwater may be great enough in some cases to cause a significant increase in the load on the roof. Although the period during which rainwater may accumulate is unknown, it is common practice to use the maximum I day rainfall for estimating the additional load.

For most weather stations in Canada the total rainfall for each day is published. The maximum "I day" rainfall (as it is usually called) for several hundred stations has been determined and published by the Atmospheric Environment Service.(4) Since these values are a11 for predeter-mined 24 h periods, beginning and ending at the same time each morning, it is probable that most of them have been exceeded in periods of 24 h including parts of 2 consecutive days. The maximum "24 h" rainfall (i.e. any 24 h period) according to Hershfield and Wilson is, on the average, about II3 per cent of the maximum" 1 day" rainfall.<5)

Most of the 1 day rainfall amounts in the table have been copied directly from the latest edition of Climatic Normals. (4) Values for the other locations have been estimated. These maximum

values differ greatly within relatively small areas where little difference would be expected. The variable length of record no doubt accounts for part of this variability, which would probably be reduced by an analysis of annual maxima instead of merely selecting the maximum in the period of record. 6

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ANNUAL TOTAL PRECIPITATION

The total amount of precipitation that normally falls in 1 year is frequently used as a general indication of the wetness of a climate. As such it is thought to have a place in this Chapter. Total precipitation is the sum in millimetres of the measured depth of rainwater and VIO of the measured depth of snow (since the average density of fresh snow is about Yio that of water). Most of the average annual total precipitation amounts in the table have been copied directly from the latest edition of Climatic N ormals( 4 ) where averages for the 30 year period 1951 to 1980 have been tabulated. For all other locations the values have been estimated.

SNOW WADS

The roof of a building should be able to support the greatest weight of snow that is likely to accumulate on it. Some observations of snow loads on roofs have been made in Canada, but they are not sufficiently numerous to form the basis for estimating snow loads throughout the country. Similarly, observations of the weight or water equivalent of the snow on the ground are inadequate. The observations of roof loads and water equivalents are very useful, as noted below, but the basic information for a consistent set of snow loads must be the measured depth of snow on the ground.

The estimation of the design snow load on a roof from snow depth observations involves the following steps:

1. The depth of snow on the ground, which will be equalled or exceeded once in -30 years on the average, is computed.

2. A density is assumed and used to convert snow depths to loads.

3. An adjustment is added to allow for the increase in the load caused by rainwater absorbed by the snow.

4. Because the accumulation of snow on roofs is often different from that on the ground, certain adjustments should be made to the ground snow load to provide a design snow load on a roof.

These steps are explained in more detail in the following paragraphs.

The annual maximum depths of snow on the ground for periods ranging from 5 to 31 years are now available for about 480 stations. Many of these have such short records that they cannot be considered reliable, but on the other hand they cannot be ignored. About a quarter of the stations have records of at least 20 years which is much more information than was used for previous estimates of snow loads. These data were assembled and analysed using Gumbel's extreme value method as explained by Boyd. (6) The resulting values are the snow depths which will probably

be exceeded once in 30 years on the average, or which have a probability of I in 30 of being exceeded in any 1 year.

The specific gravity of old snow generally ranges from 0.2 to 0.4 times that of water. It is usually assumed in Canada that 0.1 is the average specific gravity of new snow. The 30 year maximum snow depth will almost certainly occur immediately after an unusually heavy snowfall, and hence a large proportion of the snow cover will have a low density. It therefore seemed reasonable to assume a mean specific gravity under these unusual circumstances of 0.2 for the whole snow cover.

Because the heaviest loads.in Canada frequently occur when early spring rain adds to an already heavy snow load, it was considered advisable to increase the snow load by the load of rainwater that it might retain. It is convenient to use the maximum I day rainfall in the period of the year when snow depths are greatest. Boyd has explained how a 2 or 3 month period was selected. (6)

The results from a survey of several winters of snow loads on roofs indicated that average roof loads were generally much less than loads on the ground. The conditions under which the design snow load on the roof may be taken as 80 or 60 per cent of the ground snow load are given in

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Section 4.1 of the National Building Code 1985. The Code also permits further decreases in design snow loads for steeply sloping roofs, but requires substantial increases for roofs where snow accumulation may be more rapid. Recommended adjustments are given in Chapter 4. The ground snow loads computed in kilonewtons per square metre were all plotted on maps as an aid in estimating values for the other locations listed in the table. All values are tabulated to the nearest tenth of a kilopascal but some may be in error by 10 per cent.

Tabulated values cannot be expected to indicate all the local differences in ground snow loads, even where these are known to exist. The values in the table are intended to apply only to the area within a town or village and not necessarily to extended areas such as townships. This fact is particularly important in mountainous areas where much higher snow loads often occur on mountain slopes or high passes.

WIND EFFECTS

All structures should be built to withstand the pressures and suctions caused by the strongest gust of wind that is likely to blow at the site in many years. For many buildings this is the only wind effect that needs to be considered, but tall or slender structures should also be designed to limit their vibrations to acceptable levels. Wind induced vibrations may require several minutes to build up to their maximum amplitude and hence wind speeds averaged over several minutes or longer should be used for design. The hourly average wind speed is the value available in Canada.

The provision of velocity pressures for both average wind speeds and gust speeds for estimating pressures, suctions and vibrations involves the following steps:

I. The annual maximum hourly wind speeds were analysed to obtain the hourly wind speeds that will have I chance in 10, 30 and 100 of being exceeded in any I year. 2. An average air density was assumed in order to compute the velocity pressures for the

hourly wind speeds.

3. A value of 2 was assumed for the gust effect factor to compute the velocity pressures for the gust speeds.

The actual wind pressure on a structure increases with height and varies with the shape of the structure. The factors needed to allow for these effects are tabulated in Section 4.1 of the National Building Code of Canada 1985 and in Chapter 4. The other 3 steps are discussed in more detail in the following paragraphs.

Until recently the only wind speed record kept at a large number of wind-measuring stations in Canada was the number of miles of wind that pass an anemometer head in each hour, or the hourly average wind speed. Many stations are now recording only spot readings of the wind speed each hour, and these may have to be used for design at some future time. For the present, however, the older hourly mileages are the best data on which to base a statistical analysis. The annual maximum hourly mileages for over 100 stations for periods from 10 to 22 years were analysed using Gumbel's extreme value method to calculate the hourly mileages that would have

I chance in 10, 30 and 100 of being exceeded in any I year.

Values of the I in 30 hourly mileages for the additional 500 locations in the table have been estimated. To obtain the I in 10 and I in 100 values for these locations, it was necessary to estimate the value of the parameter lin, which is a measure of the dispersion of the annual maximum hourly mileages. The

tOO

known values were plotted on a map from which estimates of tin were made for the other locations. Knowing the I in 30 hourly mileages and the values of

lin, the I in 10 and

t

in

tOO

values could be computed.

Pressures, suctions and vibrations caused by the wind depend not only on the speed of the wind but also on the air density and hence on the air temperature and atmospheric pressure. The pressure, in tum, depends on elevation above sea level and varies with changes in the weather

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systems. If V is the design wind speed in miles per hour, then the velocity pressure, P, in pounds per square foot is given by the equation

P

=

CV2

where C depends on air temperature and atmospheric pressure as explained in detail by Boyd. (7)

The value 0.0027 is within 10 per cent of the monthly average value of C for most of Canada in the windy part of the year. This value (0.0027) has been used to compute all the velocity pressures corresponding to the hourly mileages with annual probabilities of being exceeded of YIO, Y30 and YIOO. The pressures were then converted from psf to kPa and are shown in the table in

columns headed only by the numerical values of the probabilities.

The National Building Code requires the design gust pressures for structural elements to be twice the corresponding hourly pressures in the table. Because wind speeds are squared to get pressures, this statement is equivalent to saying that the gust factor is the square root of 2. For buildings over 12 m high, the gust velocity pressures and suctions must be increased according to a table in Section 4. I of the National Building Code of Canada 1985 which is based on the assumption that the gust speed increases in proportion to the YIO power of the height. The average wind speeds used in computing the vibrations of a building are more dependent on the roughness of the underlying surface. A method of estimating their dependence on roughness and height is given in Chapter 4.

The calculations for building vibrations in Chapter 4 have been drawn up for wind speeds measured in metres per second. The equation

P CV2

could be used to convert the tabulated pressures to wind speeds provided the constant C was converted to SI units. If P is in kilopascals and V in metres per second, the value of C would be 0.64689. In SI units, however, the equation can be written in the form

P Y2 P V2

where p is the air density in kg/m3. The density of dry air at O°C and the standard atmospheric pressure of 10 1. 325 kPa is 1. 2929 kg/m3. Half this value, or 0.64645, is very close to the converted value of C. The difference (less than I in I 000) is negligible and, therefore, the density of air at O°C and standard atmospheric pressure has been adopted for converting wind pressures to wind speeds. The following table has been arranged to give speeds to the nearest rnIs for all pressures appearing in the main table. The value "P" is assumed to be equal to 0.OOO64645V2.

CONVERSION OF WIND PRESSURES TO WIND SPEEDS

P V P V P V

kPa mls kPa m/s kPa m/s

.14 to .15 15 .46 to .48 27 .96 to 1.00 39 .16 to .17 16 .49 to .52 28 1.01 to 1.06 40 .18 to .19 17 .53 to .56 29 1.07 to 1.11 41 .20 to .22 18 .57 to .60 30 1.12 to 1.16 42 .23 to .24 19 .61 to .64 31 1.17 to 1.22 43 .25 to .27 20 .65 to .68 32 1.23 to 1.28 44 .28 to .29 21 .69 to .72 33 1.29 to 1.33 45 .30 to .32 22 .73 to .76 34 1.34 to .139 46 .33 to .35 23 .77 to .81 35 1.40 to lA5 47 .36 to .38 24 .82 to .86 36 1.46 to 1.52 48 .39 to A2 25 .87 to .90 37 1.53 to 1.58 49 A3 to .45 26 .91 to .95 38 1.59 to 1.64 50 9

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SEISMIC ZONES

The parameters used in establishing the seismic zones are the ground acceleration and ground velocity that have a 10 per cent probability of being exceeded in 50 years. (8) The zones are based on a statistical analysis of the earthquakes that have been experienced in Canada and adjacent regions using a method that provides for inclusion of geological and tectonic information in support of the seismic data. (9),( 10) The assigned zones reflect the opinions of experts in the fields of seismology, geology and engineering, from industry, government and universities, compris-ing members of the Canadian National Committee on Earthquake Engineercompris-ing and various relevant committees responsible to the Associate Committee on the National Building Code. The velocity and acceleration zones and assigned zonal velocity ratio, v, for each zone, as a fraction of a velocity of I mis, are shown in the table. The zone boundaries in terms of peak horizontal velocity and peak horizontal acceleration, are shown in Table J-I of the Commentary on Effects of Earthquakes in Chapter 4. (8)

REFERENCES

(I) Hourly Data Summaries. Dept. of Transport, Meteorological Branch and later Dept. of the Environment, Atmospheric Environment Service, various dates from May 1967 to March 1974.

(2) Boughner, C. C. Percentage Frequency of Dry- and Wet-bulb Temperatures from June to September at Selected Canadian Cities. Dept. of Transport, Meteorological Branch, Canadian Meteorological Memoirs, No.5, Toronto, 1960.

(3) Environment Canada, Canadian Climate Normals, Volume 4, Atmospheric Environ-ment Service, Downsview, Ontario, 1982.

(4) Environment Canada, Canadian Climate Normals, Vol. 3, Atmospheric Environment Service, Downsview, Ontario, 1983.

(5) Hershfield, D.M. and Wilson, W.T. Generalizing Rainfall- Intensity - Frequency Data. International Association of Scientific Hydrology, General Assembly, Toronto, Vol. I, 1957, pp. 499-506.

(6) Boyd, D. W. Maximum Snow Depths and Snow Loads on Roofs in Canada. Proceedings, 29th Annual Meeting, Western Snow Conference, Spokane, Wash., April 1961. (7) Boyd, D. W. Variations in Air Density over Canada. National Research Council of

Canada, Division of Building Research, Technical Note No. 486, June 1967. (8) Commentary on Effects of Earthquakes, Chapter 4 of the Supplement to the National

Building Code of Canada 1985.

(9) Basham, P.W. et al. New Probabilistic Strong Seismic Ground Motion Maps of Canada: a Compilation of Earthquake Source Zones, Methods and Results. Earth Physics Branch Open File Report 82-33, p. 205, 1982.

(10) Heidebrecht, A.C. et al. Engineering Applications of New Probabilistic Seismic Ground-Motion Maps of Canada. Canadian Journal of Civil Engineering, Vol. 10, No.4, pp. 670-680, 1983. 10

j

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DESIGN DATA FOR SELECTED LOCATIONS IN CANADA Design Temperalure

• Hourlv Wind Seismic i January July 21 '2'7r Degree- 15 lone Ann. Gnd. Pre;sures Data

and Days Min. Day Tot. Sn"" _Zonal

₁

Bel"" Rain.. Rain .. Pcpn .. Load.

12'1,,,, I'lL Dr). WeI .• I SoC mm mm mm kl'-a 1'10. 1·30. 1·1(J(1. velocity

'c "C PC kPa kPa kl'-a Z. Z, rallO.

v British Columbia Abbotsford -10 -II 29 20 3146 10 83 15\3 2.4 042 0.55 0.71 4 4 020 Agassiz -13 -15 31 20 2984 8 116 1693 3.1 0.55 0.75 1.00 3 3 0.15 Alberni -5 -7 31 18 3312 10 125 2033 2.6 0.47 0.58 0.70 .5 .5 0.30 Ashcroft -25 -28 34 20 3666 10 45 222 0.28 0.35 043 I 2 0.10 Beaton River -37 -39 25 18 6977 IJ 50 485 32 022 0.27 0.34 0 I 0.05 Burns Lake -30 -JJ 25 17 5773 10 48 490 25 0.30 036 0.43 1 3 0.15 Cache Creek. -25 -28 34 20 3800 10 6.1 250 \.4 0.29 0.35 0.43 I 2 010 Campbell River -7 -9 26 18 3448 JO lOS 1656 2.8 0.46 0.58 0.72 6 6 0.40 Canni -24 -26 33 20 5212 10 98 561 3.4 024 0.)) 0.44 I I 0.05 Castlegar . -19 -22 32 20 3683 JO 51 642 3.4 o.n 0.30 0.39 I I 0.05 Chetwynd -38 27 18 5801 15 6_1 467 '

,

0.32 0.37 0.44 0 I 0.05 Chilliwack -12 -1.1 .10 20 2990 8 122 1594 2.8 048 0.63 O.S3 4 4 0.20 Cloverdale -8 -10 29 20 3102 8 102 \322 0.46 0.58 on 4 -I 0.20 Comox -7 -9 27 18 .1197 10 113 1215 2.5 045 0.58 0.74 6 6 OAO Counenay -7 -9 28 18 3197 10 103 1484 2.5 0.45 0.58 074 6 6 0.40 Cranbrook -27 -30 19 4727 10 43 411 2.4 0.22 0.29 0.37 I I 0.05 Crescent Valley -20 -23 .11 19 4303 10 52 789 3.4 022 0.29 0.37 I I 0.05 Crofton ·6 -8 28 18 3660 8 76 1042 20 0.48 0.58 0.69 5 5 0.30 Dawson Creek -36 -39 27 18 6232 18 67 474 2.0 031 0.37 0.44 0 I 0.05 Dog Creek -28 -30 29 18 5139 \0 47 388 1.9 0.31 0.37 0.44 I 0.10 Duncan -6 -8 29 18 3660 8 110 1042 2.0 0.48 0.58 0.69 5 0.30 Elko -28 -31 29 19 4426 13 54 605 3.5 0.27 OJ? 0.50 I I 0.05 Fernie -29 -32 29 19 4817 13 106 1128 4.6 0.33 0,43 0.55 I I O.OS f-on Nelson. -40 -42 28 18 7087 13 81 452 2.4 0.19 0.24 0.29 0 I 0.05 Fon St. John -36 -38 26 18 6122 15 80 493 2.5 0.31 036 0.42 0 1 005 Glacier -27 -30 27 17 6233 10 71 1833 7.6 0.24 0.29 0.35 I I 0.05 Golden -28 -31 29 17 4930 8 59 477 3.8 0.27 0.32 0.38 I I 0.05 Grand Forks -20 -22 35 20 4046 \0 41 447 2.0 0.26 0.36 0.48 I I 0.05 Greenwood -20 -22 35 20 4524 10 \07 511 1.9 0.29 0.39 0.52 I I 0.05 Haney -9 -II 30 20 3264 10 117 2201 23 0.47 0.60 0.77 4 4 020 Hope -16 -18 32 20 3148 8 106 1636 3.4 -{l,41 0.55 0.73 3 3 0.15 Kamloops -25 -28 34 20 3650 13 57 252 1.8 0.30 0.37 0.45 I 1 0.05 Kaslo -23 -26 29 19 4046 10 51 828 3.0 0.22 028 0.36 I I 0.05 Kelowna -17 -20 33 20 3730 10 64 317 1.9 0.34 0.43 0.53 I I 0.05 Kimberley -26 -29 31 19 4911 10 49 520 ).0 0.22 029 0.37 I I 0.05 Kitimat Plan! -16 -18 23 16 4275 13 185 2299 3.5 0.27 0.33 0.40 2 4 0.20 Kilimal Townsite -16 -18 23 16 4275 13 119 2299 5.3 027 0.33 0.40 2 4 0.20 Langley. .. -8 -10 29 20 3117 8 118 1504 2.2 0.45 058 0.73 4 4 020 Lillooet -23 -25 33 20 3684 10 114 356 2.5 0.32 0.39 0.49 I 2 0.10 Lytton. -19 -22 35 20 3301 10 77 450 3.0 0.31 0.39 0.49 2 2 0.10 Mackenzie -35 -38 26 17 5897 10 63 692 3.6 0.24 0.29 0.35 0 2 0.10 McBride -34 -37 30 18 5078 13 50 652 3.4 0.27 0.32 0.38 0 I 0.05 Mcleod Lake -35 ·37 27 17 5800 10 63 802 2.5 0.24 0.29 0.35 0 2 0.10 Masset ·7 -9 17 15 3855 13 76 1403 1.8 049 0.58 0.68 6 6 0.40 Merritt . -26 -29 34 20 4348 8 57 319 2.0 0.32 0.39 0.49 I 2 0.10 Mission City . ·9 -II 30 20 3064 13 98 1701 2.4 0.47 0.60 077 4 4 0.20 Montrose -17 -20 32 20 3683 10 51 642 3.2 0.22 0.30 0.41 I I 0.05 Nakusp . -24 -27 31 19 3988 10 51 811 3.6 0.24 0.30 0.37 I I 0.05 Nanaimo .. -7 -9 26 18 3065 8 92 1019 2.6 0.47 0.58 0.71 4 4 0.20 Nelson _ -20 -24 31 19 3734 10 66 669 3.3 0.22 0.29 0.37 I I 0.05 New Westminster . -8 ·10 29 19 2947 10 132 1578 2.1 0.44 0.55 0.68 4 4 0.20 Nonh Vancouver -7 -9 26 19 2978 10 100 1889 22 0.44 0.55 0.68 4 4 0.20 Ocean Falls. -12 ·14 23 16 3627 13 234 4387 3.0 0.47 0.55 0.65 2 4 0.20 100 Mile House . -28 -31 30 18 5154 10 51 386 2.6 0.30 0.36 0.43 I I 0.05 Osoyoos -16 -18 33 20 3289 10 35 320 1.4 0_30 0.43 0.59 I I 0.05 Penticton -16 -18 33 20 3502 10 45 274 1.3 OAO 0.52 0.68 I I 0.05 Pon Alberni -5 -7 31 18 3152 10 140 1987 2.6 0.47 0.58 0.70 5 5 0.30 Pon Hardy -5 -7 20 16 3674 13 131 1785 2.1 0.49 0.58 O.v:' 6 6 0.40 Pon McNeill _ -5 22 17 3459 13 127 1555 2.4 OA9 0.58 0.68 6 6 0.40 Powell River . -9 -II _ 26 ₁₈ ₃₀₅₆ ₈ ₈₀ 1174 2.4 0.42 0.55 0.71 5 5 0.30 Prince George .. -33 -36 28 18 5376 15 50 628 2.6 0_25 0.30 0.36 0 2 0.10 Prince Rupen ·14 ·16 19 15 3987 13 141 2463 2.6 0.42 0.50 0.59 3 5 0.30 Princeton. -27 -30 32 20 4531 10 37 372 . 2.3 0.24 0.32 0,42 2 2 0.10 Qualicum Beach . -7 -9 27 18 3236 10 102 i 1317 i 2.6 0.46 0.58 0_72 4 4 0.20 Quesnel _ ·33 -35 30 17 4938 10 72 558 2.7 0.25 0.29 0.34 0 2 0.10 Revelstoke _ -26 -29 32 19 4201 13 78 1006 4.6 0.24 0.29 0.35 I I 005 Richmond -7 -9 27 19 3030 8 114 1113 1.9 0.45 0.55 0.67 4 4 Salmon Ann _. .- -23

-~~

i 33 20 3945 I3 43 533 2.8 0.29 0.35 0.43 I 1 Sandspit .. -6 15 15 3668 IJ 80 1281 • 2.3 0.54 0.63 0.74 6 6 i 0<0 ! Sidney . -6 -8 26 18 3083 8 102 874 1_6 0.46 0.55 0.66 5 5 0.30 Column I 2 3 1 4 5 6 7 8 9 10 II 12 J3 14 15 16 i 11

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DESIGN DATA FOR SELECTED LOCATIONS IN CANADA (Cont'd)

De"gn Temperature

15 I One I Ann Gnd. i Hourlv Wind

ProvlOc~ January July ~ I ~'7r

u:

gree - Pre;,urev Data

and Min. : TO! Sno"

Localtun Rain.. ! Pcpn .. Load. I

v~;~~

121 1C,f. D~. Wet. II'°C mm mm mOl kl'-. 1 10. 130_ 1100.

°C 0C I kPa kPa k?-. Z. Z,

v

Smithe" -~9 -31 25 17 5-DI 13 60 495 '

,

0.'1 0.'7 044 1 3 0.15

Smith R,ver -46 -41' 21l 17 7616 II 68 4XI 1\ 0.19 0.25 (UJ 1 2 0.10

Squami,h -II -13 29 20 J.l79 10 II! 22X5 3.2 0 . .11\ 0.50 OilS .1 3 0.15

Stewart -2.1 -25 23 16 4654 IJ 1711 IX70 84 032 OW OA8 2 4 0.20

Taylor -36 -38 26 II' 6122 15 56 432 2.5 (U2 0 .. '1 0,44 0 I 005

Terrace -20 ~22 25 16 4380 U 117 1234 .5 I 027 0 . .'.1 040 2 4 020

Tolino ·1 -4 19 16 .'316 IJ 174 3288 2 5 054 O.oJ 074 5 'i 030

Trail -17 -20 33 20 .'574 10 51 70.' 32 o 17 024 0.33 I I O.O'i

Ucluelel -2 -4 19 III JI20 IJ 140 DJ'i 24 054 o 113 o 74 .5 5 OJO Vancouver -9 26 19 2924 10 94 1.'19 19 () 45 055 0.67 4 4 0.20

Vernon -20 .2) .1.1 20 3887 13 40 .'81 2 I) (1.12 0 . .19 0,49 I I 0.05

Vicloria -5 -7 24 17 3010 .5 81 845 I 5 OAR 0.58 0.70 5 5 0.30

William, Lake -JI -34 29 17 4920 10 37 4m 29 (130 (1.'5 OAI I 2 0.10

Youbou .'1 19 2945 10 114 1874 2.5 046 0.55 0.06 4 4 0.20

Alberta

Alhaba;ca -35 -38 28 19 11256 III 8R 506 1 2 (} 30 0.37 OA5 0 1 0.05

Banff ·30 ·31 27 17 5057 IX 53 471 8 OW (lAS 052 0 1 0.05

Barrhead --'4 -37 28 19 60811 20 102 407

'

,

032 O.W OA9 0 I 0.05

Beaverlodge -.'5 -.'8 28 18 59R3 25 101 4(,7 I 027 (1.'3 0-10 0 I 0.05

Brook, ·32 -34 32 19 5307 18 89 351 10 0.19 OA8 0.57 0 0 0.00

Calgary -.H ·33 29 17 5321 23 95 437 09 (l.40 0.-16 054 0 I 0.05

Campsie -34 ·37 28 19 0088 20 III 4('7 :!.J 0.32 O.J9 0,49 0 I 0.05

Camrose ·33 -35 29 19 58X5 20 92 448 l.7 021 029 (U9 0 0 000 Card,ton -_'0 -33 2'1 18 4870 20 102 5S0 l.8 074 093 1.15 0 0 000 Claresholm -31 -34 2'1 IR 4848 15 97 -166 10 OM 0.80 0.96 () 0 0.00 Cold Lake -36 -.'8 28 20 6166 15 94 -160 l.5 0.31 0 .. '7 0.44 0 0 0.00 Coleman ·31 -J-I 211 18 5404 15 62 569 2.6 0.5-1 069 0.S7 I I 0.05 Coronation -31 -33 30 19 5879 20 99 374 1.'1 0.23 0.32 0.43 0 0 0.00 -31 -34 2'1 18 5207 IS 74 501 1.7 073 091 113 0 1 0.05 -31 -33 29 18 5283 20 7.1 348 1.6 0.32 0.39 0.49 0 0 000 Edmonton -32 -34 28 19 5782 23 114 -188 IS OJ2 0-10 051 0 I 0.05 Edson -34 ·37 28 18 0027 18 79 553 2.4 0,43 0.50 0 I 005 Embarras Portage -41 --14 27 19 09.'1 10 82 409 1.0 0.37 0-15 0 0 0.00 Fairview -38 -40 27 III 6160 15 64 432 2 I 0.26 0.32 0.39 0 I 0.05

Fon McMurray -39 -41 28 19 6661 IJ 61 472 III 0.27 0._'1 038 0 0 0.00

Fort Saskatchewan -32 -35 28 19 57113 20 78 423 1.5 0.31 039 049 0 I 0.05

Fon Vermilion -41 -43 28 III 6999 13 (,0 JX.' 2.0 0 026 0.32 0 I 0.05

Grande Prairie ·36 ·39 27 18 (,U6 23 78 453 2.1 037 044 052 0 I 0.05

Habay --II -43 28 18 nOO IJ 63 3l!7 2.5 0.20 0.2-1 02l! 0 I 0.05

Hardisty ·33 -35 30 19 5%5 20 56 412 18 0.24 0.32 042 0 0 0.00

High River -3 I 28 17 5455 III III 455 1.9 OSI 0.60 0.72 0 I 0.05

Jasper -32 -35 28 18 5570 10 108 475 2A 0.37 0.43 0.50 I I 0.05

Keg River -40 -42 28 18 6832 13 60 444 2.6 0.19 0.24 029 0 1 0.05

Lac La Biche ·35 -38 28 19 6196 15 82 517 2.1 0.31 0.37 OA4 0 0 O()O

Lacombe ·33 -35 29 18 5M23 23 71 443 1& 0.24 0.31 OAO 0 I 0.05

Lelhbridge -30 -33 31 18 4787 20 93 418 1.5 0.64 0.76 0.91 0 0 0.00

Manning -39 -41 27 18 6850 13 51 404 2.5 0.21 0.26 0.32 0 I 0.05

Medicine Hal -31 -34 33 19 4868 23 122 348 1.4 0.39 0.49 G.60 0 0 0.00

Peace River -37 -40 27 18 0469 15 48 375 2.4 0.24 0.29 0.36 0 I 0.05

Pine her Creek -32 -34 29 18 5028 18 128 551 1.8 0.70 0.88 lOS 0 0 0.00

Ranfurly -34 -37 29 19 6015 18 89 439 1.6 0.23 0.29 0.36 0 0 000

Red Deer -32 -35 29 18 5933 23 154 498 1.5 0.31 0.37 0.44 0 I 0.05 Rocky Mountain House -31 ·33 28 18 5613 20 77 556 1.8 0.26 0.32 0.39 0 I 0.05

Slave Lake -36 -39 27 19 6302 15 76 482 2.4 028 034 0.41 0 I 0.05 Sleuler -32 -34 30 19 5669 20 165 431 1.8 0.24 0.32 0.42 0 0 0.00 Siony Plain -32 -35 28 19 5713 23 102 529 1.8 0.32 0.40 0.51 0 I 0.05 Suffield. ·32 -34 33 19 5095 20 69 338 1.1 0.43 0.52 OM 0 0 0.00 Taber -31 -33 31 19 4772 20 93 382 14 0.57 0.69 0.82 0 0 0.00 Turner Valley -31 -33 28 17 5786 20 82 574 19 0.51 0.60 0.71 0 I 0.05 VaUeyview -37 -40 27 18 5770 18 51 519 2.3 0.35 043 0.51 0 I 0.05 Vegreville -34 -36 29 19 6208 18 69 404 16 0.25 0.32 0.40 0 0 0.00 Vennillion. -35 -38 29 20 6168 18 75 438 1.5 0.23 0.28 0.34 0 0 000 Wagner. -36 -39 27 19 6264 15 72 476 22 0.28 0.34 0.41 0 I 0.05 Wainwright. -33 -36 29 19 6000 20 63 380 1.6 0.24 0.32 0.41 0 0 0.00 Westasli:iwin ·33 -35 29 19 5741 23 78 494 1.7 0_24 0.32 042 0 I 0.05 Wbitecoun -35 -38 27 18 6151 20 89 553 2.2 0.32 0.39 0.48 0 I 0.05 Wimbome. -31 -34 29 18 5783 23 89 458 1.5 0.30 0.37 0,45 0 0 0.00 Sasli:atchewan Assiniboia .. -32 -34 32 21 5462 33 78 397 14 0.44 0.52 0.63 0 0 0.00 i BaltJum. .-: 1

:~;

-34 32 20 5428 28 63 351 1.5 0.49 0.60 0.74 0 0 0.00 Biggar . -36 31 20 6060 23 104 352 L5 0,48 060 I 0.76 0 0 0.00 Column I 2 3 4 5 6 7 8 9 10 II 12 13 14 15 16 12

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DESIGN DATA FOR SELECTED WCATlONS IN CANADA (Cont'd)

I

De,ign Temperature

I

!

Seismic Houri)' Wind

Province

I

JanuaJ) July212<;\ I Vegree· 15 One ! Ann Gnd Pre"ures Data

and Min Day i Tot

1

Location

l'k. I Dry. i Wet.

Rain .. Rain .. I pcpn. . dla" '

I

Zonal

2V~<J( • IX'C mm mm mm kPa 110. I .'(j. 11100. velocil)

"C 'C 'C kPa kPa kPa l., , rallo.

,

Broad,iew .J.t ·.,6 JO _" 612'1 25 104 -l25 1.7 o 2X o J2 (U7 (l (1 OOU Dafoe ·J6 ·.W 29 21 MOe 20 67 .'19 1.9 O.2K O.J-l O.-ll 0 () 000 Dundum . .,~ _{. .'1} 31 20 5X77 10 1:!2 31<0 1.7 (U9 04X 0.57 0 0 000 b(evan · .• 4 .• 2 _" 5.j97 J6 6K 4J.j 1.1< 042 {)51 0.62 () [I O.()O Hudson Bay ·n -J9 29 21 6531< Iii 61 46ti 1.3 (Uti OJ-l lUI () () O.(k}

Humbolt -.'6 -w 11< 11 6 .• 46 W 76 316 I.X 0.29 IU6 04.j 0 () (I{)() Island Falls -J9 -41 21> 20 DI9 10 69 514 1.9 () 45 0.51> 0.70 (} 0 0.00 Kamsack -J~ -.'1 2'1 _" 6.'IX 20 116 Jli6 2.0 IU2 0.37 044 0 () OO() Kinder,ley ·.n -.15 J2 20 5iil4 2.' 'II .• 11> U 045 0.5X on

"

0 OO() Lloydminster -3~ -3K 2'1 20 6051> IX 104 44'1 1.6 OJO (U7 046 0 () O.(K) Maple Creek . -31 -3-1 .'1 10 4'151 21i Jli7 U 0.47 0.5x 0.71 0 0 U.oo Meadow Lake -36 -.W 21i 20 61'19 15 6J 456 1.7 (U6 OAS 0.55 0 () om

Melfort -37 --10 1X 21 M60 I Ii 101 -III 2.4 0.26 {U2 0.40 (I (I 0.00

Melville -34 -36 29 21 6176 2J 59 -I(XI ' , IU2 0 . .'1 0.4 .• 0 0 OIXI Moose Ja" -.11 ·34 31 11 5435 1H XI 37H U lUll 04J 0:11 0 0 IU~)

Nipawin -JX --II 1X 21 M07 IX 60 -1(14 1'1 027 OJ4 (U.' (I (I _o.m

North Battleford -J-I -J6 30 1() f,()71 10 '13 W~ 1.0 O.4~ ().6l ILXJ (I (l IIIXI Prince Albert --'7 -41 1'1 11 655'1 20 74 WX 1.9 0.16 IU4 (144 0 n O.IX) Qu'Appelle -34 -36 JO 21 610'1 2:'1 lU-I -IJ7 1.'1 0.'-1 O .. W 0.46 0 0 om

Regina -J4 --'6 31 11 5'1111 2X 101 3HO 1.7 (U-I ILW (146 () II lUX) Rosetown -_H -)5 31 10 59Xl 15 X5 )W I ~ 0.-17 0.'\1i 0.71 (I () OIX) SasKatoon -35 -,7 .'0 20 5'1'17 1.' X-I 354 1.5 <1.36 0-1-1 0.54 (I 0 (I IX) Scott -J-I -36 )1 10 614.~ 10 I>X J55 U 044 0.5H 0.75 (l (I 0.00 Strasbourg -J4 -36 3() 11 59-15 .:!5 I()(J 4(12 11 (U.~ O.W o .Ill II 0 IUK) Swift Current -.• 1 .)-1 31 5-117 .n 1m 351 I 1 046 0.56 0.6'1 0 II lUX) Uranium Cil) -44 -46 21l 19 7XIlO X -17 J45 '

,

0 . .'7 0.-15 054 II 0 0.00 Weybum -3.~ -35 32 55X'I ).' '17 -'Xl 10 0.31i 0-15 (5) 0 (I 0.00 York!"n -J4 -.'7 2'1 11 (14) 1) '15 -1)0 ' , 0.'2 IU7 (1.44 (I 0 lUX) Manitoba

Beausejour .J) -3'i 1x ~J W51 11\ 1m 540 2 I (I.'I 0)7 (U5 0 (I lUX)

Boi~~evain , -.• 1 -14 .'2 13 57.':' .H 1-16 ~()6 IX 0.44 (1.51 OI>.J 0 II 000 Brandon -.') -V; .11 n 60-11> 31> 141 41>H LX (U7 0.45 (1..'\4 0 0 (10(1 Churchill -_W --II 14 IX '11'10 Ii ~~ -101 2.'1 0.41\ 0.59 0.72 (I 0 (I.IX} Dauphin -.U ' .• 5 30 _" 6151 2'i IIX) 4% 1 O.H 037 0.-14 (I (I O.IXI Flin Flon -.1X -40 27 20 6li46 IJ -I1l6 1.3 0.-11 (151 0.65 () () o.m Gimli -34 -36 2'1 ~J 6166 2x 115 534 2.1 (un II 37 0.-15 0 0 ()IX!

bland Lake -.'6 -31i 11> 10 7J42 L1 6.1 51>7 .1.1 (1.'7 (4) 0.50 0 0 IIIX) Lac du Bon net -3-1 -.• 6 2X ~J 6150 2x 76 51>7 2.3 ().1X OJ4 ()41 (I 0 (I.(X} Lynn Lake --1(1 --11 27 I'! 1i019 Ii 77 4X(I 2.5 ().j7 o ,'Iii lUI (I 0 lUX) Morden -.11 -.J3 J I ~J 551>1 2H 14.' 527 2.0 ().jO O.-IX 0.56 (I II {I.m Neepawa -.• 1 -34 JII _" 59X5 .13 liS 47-1 2.6 (UJ 0.40 04'i (I () lUX) Pine Fall> -3-1 -.16 2H 1J 6176 25 67 540 2.J 02'1 (1.35 0.4.' () (I IUIO Portage la Prairie -J I -.n J() 13 5X11 ",6 iJl 511 16 11..'6 043 0.51 0 0 lUX) Rivers ·.'4 -36 30 _" 1>075 D 13'1 471 LX {U6 043 051 (J 0 om SI. Boniface ·_U ·J5 30 13 I>I(XI 2H 101 530 2.1 (U~ ()-I1 04'i () 0 000 SI. Vital -33 -.• 5 JO 2.' 6(WlO 18 X'I 510 2.1 11.15 0.42 0.4'1 () 0 (UX) Sandilands --'2 -"'4 29 2) 5920 1X X'I 5XO 2.1 lUI 11.37 0.-14 0 0 lUX) Selkirk -)3 19 2.J 51i'l.1 11\ 1''1 507 1.1 11.1.' 03'1 0 ... 7 0 0 o IX) Splil Lake --'X --10 17 1'1 IC50 10 51 4XJ 2/\ 051 ()6() 071 0 0 0.00 Sleinbach -3J ·J5 JO 2.1 5X'l2 2X XJ 515 lUI 0.37 IU-I 0 0 0.0(1 Swan River --'6 -.'8 29

_"

1>30X 20 li5 4% 1.0 IUO IU5 (U2 () 0 0.00 The "'as. -.16 -31i 2X 21 6787 15 7!! 4'16 1.6 (U5 11-13 (1.52 0 (I O.lX) Thompson --12 -45 26 19 HOI 7 III 51 542 11> ()4'i 1I.5!! 0.1>8 0 0 0.00 Transcona -J3 -3S JO 2J 6(XIO 28 X'! Sill 2.1 {US 0.41 04'i 0 () o {Xl Virden -.'-' -35 30 _" 5'1.'J JJ I().l .tXI> 20 (U6 04.' 051 0 0 0.00 Whiteshell -.'4 -.• 6 21\ n 6WO 2X 76 51>7 n 0.11\ 034 0.41 0 0 (WO

Winnipeg -3-' -35 30 13 5871 2X 84 506 2.1 {US 0.41 o .I'! () () (lOn Onlario

Ailsa Craig -17 -1'1 -'0 13 4IXWI 25 8'1 920 1'1 040 0.50 1l.62 0 0 {UWl Ajax -20 ~22 ",0 2J 4080 2J 76 XO(l 1.1 (l-lJ 0.52 OM I I O.OS

Alexandria -24 -21> .• 0 23 4700 21\ 76 9-10 28 O.JO 0.31 045 4 2 0.10 Alliston. -23 -25 29 23 -I-IIXI 2H 114 740 J 2 0.22 0.2'1 (UH I 0 0.05 Almonte -26 -2!! .10 23 477-1 71> 136 2.'1 0 . .10 0 .. '1 OA6 -I 2 010 Armstrong . -39 -42 2X 21 6'191 23 '1'1 7JX J.1i lUI 0_15 0.29 () 0 ()OO

Amprior -27 -29 .10 23 47'11 2.1 71> 741> 29 0.27 0.34 0.-12 4 2 OW

Atikokan -.14 -37 29 22 6209 25 'IJ 72-1 2'1 lUI 0.25 0.1'1 0 () oon

Aurora -11 -2.1 _.n 2.1 4325 2!! 102 800 L, 0.10 O.J'! 05() I () OOS Bancroft ·27 -29 29 22 4919 25 83 !lliO 3.4 0.23 0.29 lUI> 1 I 0.05 Barrie -24 -26 29 22 4575 28 127 '150 2.'1 011 0.2'1 O.W I I 0.05 Barriefield -22 -24 27 B 4200 2J 114 H70

' ,

{U5 OAJ 052 1 I IU)S Column I 2 3 4 ~ 6 7 !i 9 10 11 12 L> l.j I~ II> 13

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(22)

DESIGN DATA FOR SELECTED LOCATIONS IN CANADA (Coot'd) Design Temperature

Hourly Wind 1

Seismic Province January July 2 1t2'>t Degree· 15 lone Ann.

~n';!

_I Pressures Data

and Days Min. i Day Tot.

Location Below Ram.. : Ram. . Pcpn" Load.

1110. 11/30. 11100.1

Z, ) Z,

Zonal 2!1,'>t. l'>t. Dry. Wet. 18'C mm mm mm kPa velocity .

'c 'C 'C °C kPa kPa kPa ratio.

I v

Beaverton ·24 ·26 30 22 4400 28 140 860 2.5 0.24 0.32 0.42 I I O.OS Belleville. ·22 ·24 29 23 4129 23 106 855 2.0 0.32 0.39 0.48 I 1 0.05 Belmont ·17 ·19 30 23 4000 25 89 980 1.8 0.35 O.4S 0.58 0 0 0.00 Big Trout Creek . -27 ·29 28 21 5300 28 89 940 30 0.24 0.29 036 2 I 0.05 Bowmanville . ·20 ·22 30 23 4220 23 76 803 2.1 0.46 0.5S 0.66 I I 0.05 Bracebridge ·26 ·28 29 22 4800 25 114 1020 3.2 0.19 0.25 033 I I 0.05 Bradford -23 ·25 30 23 4241 28 114 716 26 0.24 0.32 0.42 I 0 0.05 Brampton -19 -21 30 23 4321 28 178 816 2.0 0.32 0.39 0.49 I 0 0.05 Brantford ·17 -19 30 23 3922 23 103 746 2.0 031 0.37 0.44 I 0 O.OS Bnghton ·21 -23 29 23 4200 23 76 830 2.0 0.42 050 0.60 I I O.OS Brockville . -23 -25 29 23 4230 25 89 974 2.4 0.32 039 0.49 3 I 0.05 Brooklin -20 -22 30 23 4250 23 76 840 22 038 0.48 0.59 1 I 0.05 Burks Falls ·26 ·28 29 21 5293 25 102 1066 3.3 0.20 0.26 0.34 I I 0.05 Burlington ·17 ·19 31 23 3818 23 77 777 1.6 0.36 0.43 0.51 I 0 O.OS Caledonia -17 ·19 30 23 38S0 23 104 913 22 0.31 0.37 0.44 I 0 0.05 Cambridge ·18 -20 29 23 4100 2S 108 899 2.5 0.26 0.32 0.39 I 0 0.05 Campbell ford ·23 ·26 30 23 4400 25 III 811 2.6 0.29 0.37 0.47 I I 0.05 Camp Borden . -23 -25 29 22 4550 28 114 810 3.2 0.21 0.29 0.39 I 0 0.05 Cannington . -24 -26 30 23 45S0 28 127 890 2.5 0.24 0.32 0.42 I I O.OS Carleton Place ·25 ·27 30 23 4700 25 69 787 2.8 030 0.37 0.46 4 2 0.10 Cavan -22 -25 30 23 442S 28 76 770 2.6 0.31 0.39 0.50 I I 0.05 Centralia. -17 ·19 30 23 4041 25 80 1033 2.0 0.37 0.48 0.60 0 0 0.00 Chapleau -35 -38 27 21 6214 23 104 834 3.5 0.19 0.25 0.31 0 0 0.00 Chatham -16 -18 31 24 3607 28 107 808 1.4 0.32 0.39 0.48 0 0 0.00 Chelmsford -28 -30 29 21 5451 25 76 860 3.2 0.29 0.39 0.53 I 0 0.05 Chesley -19 -21 29 22 4450 28 76 1120 3.6 0.33 0.43 0.55 I 0 O.OS Clinton -17 -19 29 23 4100 23 89 950 2.5 0.37 0.48 0.60 0 0 000 Coboconk ·25 ·27 29 22 4750 25 127 909 2.9 0.22 0.29 0.37 I I 0.05 Cobourg ·21 ·23 30 23 4241 23 76 822 2.1 0.46 0.55 0.65 I I 0.05 Cochrane -34 -36 29 21 6398 20 87 885 3.3 0.26 0.32 0.39 I 0 0.05 Colborne .. -21 ·23 29 23 4OS0 23 76 830 2.1 0.44 0.52 062 I I 0.05 Collingwood . -22 -24 29 22 4242 28 128 858 3.8 0.25 034 0.45 I 0 O.OS Cornwall -23 -25 30 23 4418 28 71 928 2.5 0.30 0.37 0.46 4 2 010 Corunna ·16 -18 31 23 3800 23 89 800 1.5 0.35 0.43 0.52 0 0 0.00 Deep River. -29 -32 30 22 5125 23 89 790 2.6 0.20 0.24 0.28 4 2 0.10 Deseronto . -22 -24 28 23 4100 23 89 870 2.1 0.32. 0.39 0.48 I I 0.05 Dorchester -18 ·20 30 23 4050 28 89 890 1.9 0.33 0.43 0.55 0 0 0.00 Dorion -33 -3S 28 21 5900 20 76 685 3.3 0.25 0.29 0.34 0 0 0.00 Dresden. -16 -18 31 24 3738 28 76 765 1.5 0.32 0.39 0.48 0 0 0.00 Dryden -34 -36 27 22 6087 25 114 698 3.0 0.21 0.25 0.29 0 0 0.00 Dunbarton -19 -21 30 23 4250 23 102 780 2.1 0.43 0.52 0.64 I I 0.05 Dunnville -15 -17 30 24 3851 23 102 905 1.8 0.33 0.39 0.45 I 0 O.OS Durham ·20 ·22 29 22 4671 28 86 1040 3.8 0.31 0.39 0.50 I 0 0.05 Dutton. -16 -18 31 24 3800 28 89 870 1.6 0.34 0.43 0.53 0 0 0.00 Earlton -3) -36 30 21 5915 23 99 822 3.3 0.32 0.40 0.51 I I O.OS Edison. -34 -36 28 22 6050 25 89 680 3.1 0.20 0.24 0.28 0 0 0.00 Elmvale ·24 -26 29 22 4300 28 127 900 3.5 0.24 0.32 0.42 I I 0.05 Embro . -18 -20 29 23 4200 28 89 890 2.4 0.33 0.43 0.54 0 0 0.00 Englehart -33 -36 30 21 5900 23 87 892 3.3 0.29 0.37 0.47 I I 0.05 Espanola ·25 -27 28 21 4950 23 89 840 3.0 0.28 0.37 0.48 I 0 0.05 Exeter. -17 -19 30 23 4101 25 89 962 2.1 0.37 0.48 0.60 0 0 0.00 Fenelon Falls -25 ·27 30 23 4650 25 133 859 2.8 0.25 0.32 0.41 I I O.OS Fergus. -20 -22 29 23 4615 33 118 880 3.8 0.26 0.32 0.40 1 0 O.OS funthill . -15 -17 30 23 3700 23 102 870 2.4 0.33 0.39 0.46 I 0 0.05 fureSl ·16 -18 31 23 3839 23 87 834 1.8 0.39 0.48 0.58 0 0 0.00 furt Erie ·15 -17 30 24 3707 2J 102 995 2.2 0.36 0.43 0.50 2 0 0.05 furt Frances -33 -35 29 22 5624 25 114 696 2.8 0.21 0.2S 0.29 0 0 0.00 Gananoque -22 -24 28 23 4150 23 89 870 2.3 0.35 0.43 0.52 2 I 0.05 Georgetown -19 -21 30 23 4355 28 128 837 2.4 0.27 0.34 0.42 I 0 0.05 Geraldton -35 -38 28 21 6753 20 65 697 3.5 0.20 0.24 0.28 0 0 0.00 Glencoe ·16 -18 31 24 4000 28 66 850 1.6 031 0.39 0.49 0 0 0.00 Goderich . -16 -18 29 23 3900 23 84 910 2.5- 0.40 0.50 0.62 0 0 0.00 Gore Bay ·23 -25 29 21 4930 23 92 866 2.7 0.30 0.36 0.43 0 0 0.00 Graham -37 ·40 29 22 6626 23 62 817 3.3 0.21 0.25 0.29 0 0 0.00 Gravenhurst -26 -28 29 22 4800 25 114 1020 3.1 0.19 0.2S 0.33 I I 0.05 Grimsby -16 -18 30 23 3618 123 876 1.7 036 0.43 0.50 I 0 0.05 Guelph ·IQ ·21 29 23 4304 28 103 833 2.6 0.25 0.30 0.36 I 0 O.OS Guthrie -24 -26 29 22 4520 28 127 870 i 2.7 0.21 0.29 0.39 I I 0.05

l

Hagersvilte -16

I

-18 30 23 3987 25 283

I

842 1 1.7 0.33 0.39 0.46

I

I 0 0.05 Haileybury

.. . I

-32 -35 I 30 21 5427 23 65 849 3.2 0.32 0.39 0.49 2 I 0.05 Haliburton. ... -27 -29 29 22

l

4993 25 I ₁₀₃ _{971 . 3.5} _0.19 _0.2S _0.31 _I _I _0.05 I Column I 2 3 4 5 6 7 8 9 10 II 12 13 14 IS 16 14

Supplement to the National Building Code of Canada: 1985

I

SUPPLEMENT

to the

NATIONAL BUILDING CODE

of Canada

1985

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SUPPLEMENT

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NATIONAL BUILDING CODE

of Canada

1985

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I

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TABLE OF CONTENTS

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