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United States Department of Commerce

Technology Administration

National Institute of Standards and Technology

NIST Technical Note 1415

Developmental Computer-Based Version of

ASCE 7-95 Standard Provisions for Wind Loads

M. M. Schechter, E. Schechter, and E. Simiu
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NIST Technical Note 1415

Developmental Computer-Based Version of

ASCE 7-95 Standard Provisions for Wind Loads

M. M. Schechter^

E. Schechter^

and

E. Simiu"

^ Expert Systems Consultants

K. Adenauer Str. 39

D 67663 Kaiserslautern, Germany

^Building and Fire Research Laboratory

National Institute of Standards and Technology

Gaithersburg, MD 20899-0001

November 1995

j^e^ioFco,

'As

®^4rEs o*

U.S. Department of Commerce

Ronald H. Brown, Secretary

Technology Administration

Mary L Good, Under Secretary for Technology

National Institute of Standards and Technology

Arati Prabhakar, Director
National Institute of Standards U.S. Government Printing Office For sale by the Superintendent of and Technology Washington: 1995 Documents

Technical Note 1415 U.S. Government Printing Office

Natl. Inst. Stand. Technol. Washington, DC 20402

Tech. Note 1415

49 pages (Nov. 1995)

CODEN: NTNOEF
TABLE OF CONTENTS

Page

ABSTRACT v

1 . INTRODUCTION 1

PART I. BRIEF INTRODUCTION TO AND DESCRIPTION OF WIND LOADING

PROVISIONS OF ASCE STANDARD 7-95 3

2 . FACTORS DETERMINING WIND LOADS 5

3. BRIEF DESCRIPTION OF ANALYTICAL METHOD SPECIFIED IN

ASCE 7-95 STANDARD FOR CALCULATION OF WIND LOADS 7

3 . 1 Calculation of Wind Loads : Basic Steps 7

3 , 2 Calculation of Aerodynamic Pressures 8

3 . 3 Calculation of Aerodynamic Forces 11

PART II. INTERACTIVE COMPUTER PROGRAM: INSTRUCTIONS FOR THE USER,

AND SOFTWARE 13

INSTRUCTIONS FOR THE USER 15

I

.

System Requirements 15

II. Installing and Starting Wind Load 7-95 15

III

.

Menu Commands 16

IV

.

Running the Program 17

V

.

Archiving 18

VI

.

Printing from the Program 20

VII. What to Do if 21

APPENDIX. CALCULATION NOTES, AND NOTES ON THE

COMPUTER PROGRAM 23

A. 1 Building (Mean Roof Height h<18 .29 m (60 ft)

)

25

A. 2 Building in Exposure B (Mean Roof Height h<18.29 m

(60 ft)) , Components and Cladding 29

A. 3 Partially Enclosed Building 29

A. 4 Building With Parapet (Mean Roof Height h<18.29 m

(60 ft)

)

30

A. 5 Building With Roof Overhangs (Mean Roof Height

h<18 . 29 m (60 ft)

)

31

A. 6 Building With Parapet (Mean Roof Height h>18.29 m

(60 ft)

)

34

A. 7 Building (Mean Roof Height 18.29 m (60 ft)<h<27.43 m

(90 ft)) and Height-to-Width Ratio < 1, Components and

Cladding 35

A. 8 Low-Rise Building 36

A . 9 Hipped Roof 38

111
A. 10 One-stepped Roof 38

A. 11 Two-stepped Roof 39

A, 12 Multi-span Gabled Roof 40

A. 13 Monoslope Roof 40

A. 14 Sawtooth Roof 41

A. 15 Tall Flexible Building, Main Wind Force Resisting System. . .42

A. 16 Arched Roof, Main Wind Force Resisting System 42

A. 17 Monoslope Roof Over Open Building 43

A. 18 Tank 44

A. 19 Chimney 45

A. 20 Solid Sign Above Ground Level 46

A. 21 Solid Sign at Ground Level 46

A. 22 Open Sign With Flat-sided Members 47

A. 23 Open Sign With Rounded Members 48

A. 24 Trussed Tower 49

A. 25 Topographic Factor K^t 50

IV
ABSTRACT

This report includes a brief introduction to and description of the wind loading

provisions of the ASCE (American Society of Civil Engineers) Standard 7-95. An

interactive computer program representing those provisions was developed and

tested by the authors and NIST staff. The resulting software is included in a diskette presented in this report. Instructions for the user of the program are also included. An appendix contains excerpts from a large number of calculations

aimed at verifying the performance of the interactive program. Following its

completion, the program was submitted for beta-testing by an ASCE-assembled team.

The program presented in this report does not: reflect the results of that

testing, and is not an official version of the ASCE 7-95 Standard . A main purpose

of this report is to serve the needs of professionals interested in the

application of knowledge systems to the development of computer—based models of

standards

.

Key words: Building technology; aerodynamics; building codes; climatology;

structural engineering; wind engineering.

THE SOFTWARE INCLUDED IN THIS REPORT WAS PRODUCED BY THE NATIONAL INSTITUTE OF

STANDARDS AND TECHNOLOGY (NIST) , AN AGENCY OF THE U.S. GOVERNMENT, AND BY STATUTE

IS NOT SUBJECT TO COPYRIGHT IN THE UNITED STATES. RECIPIENTS OF THIS SOFTWARE

ASSUME ALL RESPONSIBILITY ASSOCIATED WITH ITS OPERATION, MODIFICATION,

MAINTENANCE, AND SUBSi^QUENT RE-DISTRIBUTION.

ANY MENTION OF COMMERCIAL PRODUCTS IS FOR INFORMATION ONLY; IT DOES NOT IMPLY

RECOMMENDATION OR ENDORSEMENT BY THE NATIONAL INSTITUTE OF STANDARDS AND

TECHNOLOGY NOR DOES IT IMPLY THAT THE PRODUCTS MENTIONED ARE NECESSARILY THE BEST

AVAILABLE FOR THE PURPOSE.

1. INTRODUCTION

The power of desktop computers makes it practical to develop computer-based

versions of standards allowing designers to use complex standards efficiently

while significantly reducing the possibility of errors. Recognition of this fact

led one of the authors (E. Simiu) to initiate, as a pilot project, the

development of an interactive computer version of the ASCE 7-93 Standard

provisions for wind loads. To keep software development costs low it was decided

to use a commercial shell. The pilot project was supported by the Structures

Division, Building and Fire Research Laboratory, National Institute of Standards

and Technology (NIST) . The support included about half of the funds needed for

software development. The balance of the software development costs was covered

by a "revenue—sharing" grant from the American Society of Civil Engineers (ASCE)

.

Upon the successful completion of the pilot project, NIST and ASCE agreed to

engage in an effort to develop a similar computer version of the ASCE 7-95

Standard provisions for wind loads, which differ significantly from and are considerably more complex than those of the ASCE 7—93 Standard. One stipulation

for this effort, imposed by tight NIST and ASCE budgets, was that the cost of the

software should again be kept low. NIST funded the development of the present

report and the attendant software. A virtually identical version of this software

was reviewed by the beta-testing team. The support provided by ASCE covered the

development from the software attendant to this report of a version incorporating

examples and improvements requested by beta testers.

The development of the present report involved NIST^ and M.M. Schechter Expert

Systems Consultants. The report consists of a brief introduction to and

description of the wind loading provisions of the ASCE Standard 7—95, a diskette

containing a developmental interactive computer version of those provisions,

instructions for the use of the software , and excerpts from calculations

performed to verify the interactive program's performance. In developing the

present report the responsibilities were divided as follows. The software and the

instructions for the user were developed by M.M. Schechter Expert System

Consultants under contract with NIST. NIST provided guidelines on the structure

of the interactive program and assisted the software contractor in the

interpretation of the Standard wind loading provisions. NIST also maintained

liaison with the ASCE 7-95 Subcommittee on Wind Loads to (a) alert the

Subcommittee on the existence of unclear, ambiguous, impractical or incorrect

provisions in the draft Standard, and (b) inform the software contractor of the

final version of those provisions as amended by the Subcommittee. This scrutiny

and the numerous consequent improvements of the draft Standard were among the

main motivations of the NIST effort, and helped materially in the developemnt of

the final version of the Standard. Finally, NIST subjected the software to

extensive verification, part of which is documented in the Appendix. The tasks

described in this paragraph that did not involve writing of the software were performed by R.D. Marshall, E. Simiu, and NIST reviewers of this report.

^ Drs . J.L. Gross, L. Phan, and A.E. Schultz of the Structures Division,

Building and Fire Research Laboratory, NIST, performed careful reviews of the

calculations and offered many useful comments and suggestions.
ASCE assembled a group of professionals to perform the beta-testing of the

software. With NIST assistance, ASCE drew up a list of verification tasks for the

group and divided the verification tasks among its members . ASCE then evaluated

the performance of these tasks. The results of the beta-testing are not reflected

in this report. Therefore, the software included in this report is not an official version of the ASCE 7-95 Standard . The intent of this report is to serve

the needs of professionals and students interested in the application of

knowledge systems to the development of computer—based models of standards.

The report is organized as follows. Part I contains three sections. Section 1

consists of this introduction. Section 2 lists the main factors determining wind

loads and helps to understand the rationale of the wind loading provisions of the

ASCE 7-95 Standard. Section 3 presents a summary description of those provisions.

Part II contains a hard copy of the instructions for the user of the interactive

computer program, and a diskette containing the program software. An Appendix

contains typical calculation examples from among a large number of hand

calculations performed by Dr. R.D. Marshall, the authors, and reviewers of

various portions of this report, to verify the performance of the computer

program. The Appendix also includes some notes on the computer program.

Bibliography

S.J. Fenves, R.N. Wright, F.I. Stahl, and K.A. Reed, Introduction to SASE:

Standards Analysis. Synthesis, and Expression ." National Institute of Standards

and Technology, NBSIR 87-3513, May 1987.

E. Simiu, J.H. Garrett and K.A. Reed, "Development of Computer-based Models of

Standards and Attendant Knowledge-base and Procedural Systems," in Structural

Engineering in Natural Hazards Mitigation . Structures Congress '93, pp. 841-846,

American Society of Civil Engineers, New York, 1993.
PART I

BRIEF INTRODUCTION TO AND DESCRIPTION OF WIND LOADING PROVISIONS

OF ASCE STANDARD 7-95

2. FACTORS DETERMINING WIND IXJADS

Wind loads on buildings and structures are functions of the wind flow and of the

effect of that flow on the structural system or structural or nonstructural

component being considered.

The wind flow depends on

(i) the basic wind speed

(ii) the mean recurrence interval of the wind speed judged to be

appropriate for the design of the type of building or structure under

consideration

(iii) the characteristics of the terrain surrounding the building or structure

(iv) the characteristic height above ground for the point or system being

considered

(v) directional properties of the wind climate (these properties are not

accounted for clearly and explicitly in the ASCE 7-95 Standard)

.

The effect of the wind flow on the structural system or structural or nonstructural component being considered depends upon

(vi) the aerodynamics of the building or structure

(vii) the position(s) of the area(s) acted on by the wind flow

(viii) the magnitude(s) of the area(s) of interest

(ix) the porosity of the building envelope

(x) the selection of the probability that the peak fluctuating wind load

acting on a system or element will be exceeded during the wind storm

considered in design

(xi) the susceptibility of the structural system under consideration to

steady and time-dependent (dynamic) effects induced by the wind load.

3. BRIEF DESCRIPTION OF ANALYTICAL METHOD SPECIFIED IN ASCE 7-95 STANDARD

FOR CALCULATION OF WIND LOADS

The ASCE 7-95 Standard recognizes two methods for estimating wind loads: the

analytical procedure and the wind tunnel procedure . This section reviews and

summarizes the wind loading provisions of the Standard pertaining to the

analytical procedure. The reader should use this section, as well as the Appendix

containing excerpts from calculation notes, in conjunction with the Standard

itself, that is, with its provisions, figures and tables.

3 . 1 Calculation of Wind Loads: Basic Steps .

The analytical procedure proceeds in two steps. The first step is intended to

reflect the properties of the wind flow (items (i) through (v) of sect. 2 above).

The second step reflects the aerodynamic properties of the structure and dynamic

properties associated with effects of the longitudinal (alongwind) wind

turbulence (items (vi) through (xi) of sect. 2 above).

Step 1 : Determination of Velocity Pressure.

The velocity pressure at elevation z, q^ , in psf is determined as follows:^

q^ = G.eiSAK^K^tV^I (q^ in Pa, V in m/s) - (l.a)

q^ = O.OOlSeK^K^^y^l (q^ in psf; V in mph) (l.b)

In the particular case in which q^ is evaluated at elevation h it is denoted by

q^^. The Standard also uses the generic notation q to denote velocity pressure,

and indicates in Table 6-1 whether in a particular instance q=qz or q=qh.

The basic wind speed V corresponds nominally to a 50—year mean recurrence

interval and is given in miles per hour^ for most geographical locations by Fig.

6.1 of the Standard. It represents the speed from any direction at an elevation

of 10 m above ground in flat open country (Exposure C, see below).

The velocity pressure exposure coefficient K^ reflects the dependence of the

velocity pressure on terrain roughness, that is, exposure category, and height

above ground. It is given in Table 6-3 of the Standard. Section 6.5.3.1 of the

Standard defines in detail four exposure categories: A, B, C and D. In summary

terms exposure A corresponds to terrain in large city centers; exposure B to

urban and suburban areas; exposure C to flat open country; and exposure D to

terrain close to a shoreline and with wind coming from over the water.

The importance factor 1 is provided in Table 6-2 of the Standard as a function

of the building and structure classification given in Table 1-1. For Category II

buildings/structures, that is, for most ordinary buildings/structures, 1=1. For

^1 psf=47.88 Pa.

^1 mph=0. 44704 m/s
Category I buildings/structures, that is, buildings/structures representing a low

hazard in the event of failure (including, e.g., agricultural facilities),

1=0.87. For Category III and Category IV buildings/structures, that is,

buildings/structures representing a substantial hazard to human life in the event

of failure (e.g., buildings where more than 300 people congregate in one area,

and essential facilities such as fire stations), 1=1.15. The importance factor

may be interpreted as defining the mean recurrence interval of the effective

velocity I-^'^^V. For I>1 (Kl), that interval is larger (smaller) than 50 years.

The topographic factor

K,t=(l+KiK2K3)2 (2)

reflects the speed-up effect over hills and escarpments. The multipliers K^, K2

and K3 are given in Figure 6-2 of the Standard.

Step 2 : Estimation of Aerodynamic Pressures or Forces.

Aerodynamic pressures are specified in the Standard for buildings other than open

buildings.'' The aerodynamic force on an area acted upon by a uniform pressure

is equal to the pressure times the area. However, the Standard has specific

provisions for aerodynamic forces acting on: monoslope roofs over open buildings

chimneys, tanks , and similar structures; solid signs; open signs and lattice

frameworks; and trussed towers. The calculation of aerodynamic pressures and

forces as specified in the Standard is described in the sections 3.2 and 3.3.

3 . 2 Calculation of Aerodynamic Pressures .

The Standard specifies aerodynamic pressures used in the design of buildings.

This is done separately for main wind force resisting systems and for components

and cladding.

3.2.1 Main Wind Force Resisting Systems . Pressures calculated for the design of

main wind force resisting systems are specified in the Standard for non-flexible

buildings,^ low-rise buildings^ (which are a class of non-flexible buildings),

flexible buildings, and arched roofs.

^Open buildings are buildings having all walls at least 80% open (Section

6.2 of the Standard).

^Flexibility is defined in Table 6-1 of the Standard by at least one of two

properties: ratio height/least horizontal dimension > 4, fundamental frequency

of vibration f < 1 Hz

^Low-rise buildings are defined in sect. 6.2 of the Standard as buildings

that are not open, and have mean roof height not exceeding 18.29 m (60 ft) and

the building's least horizontal dimension. The designer has the option of using

for their design either Fig. 6-3 or Fig. 6-4.

8
Non-flexible Buildings . Pressures are given by the equation (Table 6-1):

p = qGCp - qh(GCpi) (3)

The first and second term in Eq (3) represent the external and the internal

pressure, respectively. In Eq (3):

q=q2 for windward wall, q=qh for leeward wall and side walls, and h denotes

the mean roof height

G is a gust effect factor that accounts for the fact that the wind load is

not perfectly coherent throughout the surface over which it acts (0=0.8

for exposures A and B and 0=0.85 for exposures C and D — sect. 6.6.1 of

the Standard)

Cp—external pressure coefficient from Fig. 6-3 of the Standard

OCpi is a factor proportional to the internal pressure, which depends on

the degree to which the building is open (see sect. 6.2 and Table 6-4 of

the Standard, which provides, among others, for the case where the degree

to which a building is open may increase during a hurricane owing to

breakage of windows)

Figure 6-3 of the Standard was developed from tests on flat roofs and gabled

roofs. To the writers' knowledge there is no published evidence that it applies

to buildings with other types of roofs.^

Low-rise Buildings . If Fig. 6—4 of the Standard is used (see p. 8, footnote

6) , pressures are given by the equation

P = qh[(GCpf)-(GCpi)] - (4)

The factor (OCpf) is proportional to the external pressure. (GCp^) is defined as for Eq (3)

Flexible Buildings . Pressures are given by the equation

P = qGfCp (5)

While the gust effect factor G (see Eq (3)) accounts only for the imperfect

spatial coherence of the wind loads, Of accounts in addition for the dynamic

amplification of the along-wind response due to the variation of the wind loading

with time. The Standard iself does not specify methods for estimating Of, and

limits itself to indicating that Of is obtained by rational analysis. A method

that may be used to estimate Of is provided in sect. C6 . 6 of the Commentary to

the Standard.

^However, according to Note 4 of Figure 6-3 of the Standard, coefficients

Cp of that figure may also be used for the estimation of pressures for the

calculation of main wind force resisting systems of monoslope roofs.

9
Arched Roofs. Pressures are given by Eq (3), where the coefficient C- is

obtained from Table 6-5 of the Standard.

Effects of Parapets . The Standard is based on the assumption that the effect

of parapets on the main wind force resisting system is merely to add the load

acting on the external surface of the parapets to the wind load acting on the

walls up to the level of the intersection between wall and roof.

Roof Overhangs . Roofs overhangs must be designed for a positive pressure on bottom surface of windward roof overhangs corresponding to C =0.8 in combination

with pressures indicated in Fig. 6-3 or 6-4 (sect. 6.7.2.1 of the Standard).

Torsional Effects. For buildings with mean roof height h>18.29 m (60 ft),

torsional effects shall be accounted for (sect. 6.8 of the Standard).

3.2.2 Components and Cladding . The Standard provides procedures for the

calculation of pressures on building components and cladding for two types of

building: buildings with mean roof height h < 18.29 m (60 ft) and buildings with

height h > 18.29 m (60 ft). We do not address in this report the calculation of

pressures on components and cladding of arched roofs. Pressures depend on the

location (pressure zone) covered by the component/cladding, as indicated in the

Standard. If a component/cladding covers more than one zone, the pressures are automatically calculated in the program on the basis of the weighted mean method

described in the Guide to the Use of the Wind Loading Provisions of ASCE 7-88

(formerly ANSI A58.1) by K.C. Mehta, R.D. Marshall and D.C. Perry, American

Society of Civil Engineers, New York, 1991.

Buildings with Height h < 18.29 m (60 ft). Pressures are given by the

equation

P = qh[(GCp)-(GCpi)] (6)

where q^ is calculated using Exposure C regardless of terrain, (GCp) is given in

Figs. 6-5, 6-6 and 6-7 of the Standard, and (GCp^) is defined as in Eq (3). For

buildings sited within Exposure B the pressures given by Eq(6) must be multiplied

by the factor 0.85. The Standard contains provisions for pressures on wall

components or cladding only for buildings with gabled roofs or flat roofs (Fig.

6-5A of Standard) ; no such provisions are available in the Standard for buildings

with hipped roofs (Fig. 6-5B) , stepped roofs (Fig. 6-5C) , multi-span gabled roofs

(Fig. 6-6), and monoslope roofs or sawtooth roofs (Fig. 6-7).

Buildings with Height h > 18.29 m (60 ft). Pressures are given by the

equation

p = q[(GCp)-(GCpi)] (7)

where q=qz for positive pressures and q=qh for negative pressures, the factor

(GCp) is given in Fig. 6-8 of the Standard, and (CGp^) is defined as in Eq (3),

If 18.29 m (60 ft)< h < 27.43 m (90 ft). Table 6-1 of the Standard stipulates:

"GCp values of Figs. 6-5, 6-6 and 6-7 shall not be used unless the height-towidth ratio does not exceed 1, q is taken as qjj, and Exposure C is used for all

terrain.

10
Effects of Parapets . For flat, gabled, hipped and stepped roofs of

buildings with h<18.29 m (60 ft), if a parapet with height of 0.91 m (3 ft) or higher is provided around the perimeter of the roof then the roof corner zones shall be treated as the roof edge zones

Roof Overhangs. Roof overhangs must be designed for pressures determined from

pressure coefficients given in Fig. 6-5B (sect. 6.7.2.2 of Standard).^

3.3 Calculation of Aerodynamic Forces .

The Standard contains design information on aerodynamic forces for main wind

force resisting systems. For structures that are not flexible the aerodynamic

forces are calculated in accordance with the formula (Table 6-1 of Standard)

F==q,GCfAf (8)

G is a gust effect factor that accounts for the imperfect coherence of the

wind load on the surface over which it acts (G=0.8 for exposures A an B

and G=0.85 for exposures C and D — sect. 6.6.1 of the Standard),

Gf is a force coefficient given in Tables 6-6 to 6—10,

Af is an area defined in Table 6-1.

For flexible structures the following formula is specified:

F=q,GfCfAf, (9)

that is, the gust effect factor Gf must be used in lieu of the factor G.

For comments on the gust effect factor Gf see text following Eq (5) . The method

for estimating Gf provided in Section C6.6 of the Commentary to the Standard is

applicable to rectangular buildings whose horizontal cross—section is uniform

with height. However, that method can also be used. to obtain rough estimates of

Gf for structures such as chimneys or trussed towers. If the chimney or trussed

tower is tapered, then reasonable approximate results can be obtained by assuming

that throughout the structure's height the cross-sectional dimensions are equal

to those at two—thirds of the height of the structure. However, the fundamental

frequency used as input in the program should be calculated on the basis of the

®If the tributary area for a component includes (a) areas outside the

overhang and (b) an overhang area, depending upon the application the designer

might need to calculate the average pressure over areas (a) (i.e., excluding the

overhang area), and the average pressure over areas (a) and (b) (that is,

including the overhang area). The program effects both calculations.

11
actual dimensions of the structure.'

^In implementing this approach in the computer program, the following

reasonable assumptions have been made for the purpose of estimating the gust

effect factor Gf. For circular structures depth = 0, width = diameter; for

hexagonal and octagonal structures, depth = 0, width = diameter of circumscribed

circle; for square structures: depth = width = side of square (wind normal to

side), and depth = 0, width = (2)^^^*side (wind along diagonal); trussed towers

with triangular cross-section: depth=0, width = side of triangle.

12
PART II

INTERACTIVE COMPUTER PROGRAM

INSTRUCTIONS FOR THE USER, AND SOFTWARE

NOTE. The software is included in the diskette

attached to the back cover of the report,

Also included in the diskette is a file

containing ten examples

.

13

INSTRUCTIONS FOR THE USER

/. System Requirements.

II. Installing and Starting Wind Load 7-95.

III. Menu Commands.

IV. Running the Program.

V. Archiving.

VI. Printing from the Program.

VII. What to Do If...

I. System requirements

Hardware:

Wind Load 7-95 will run on any 80386 or 80486 (SX, DX, DX2) or Pentlunn

based computer. If you want to reduce waiting tinnes, a 486DX2, or Pentium

processor is the best. You need about 4 megabytes of disk space for the

installation of the files. A display resolution of 640x480 (or better) is recommended. Your system must have a Microsoft Windows*) supported mouse.

Software:

Wind Load 7-95 runs under Microsoft Windows 3.1 or higher.

Fonts:

Files are displayed automatically in the screen font 'Terminal" of Windows

(on some original IBM computers under the name "8514oem").

Do not change the font you find after installation . Some printers (e.g., Hewlett

Packard) however, require a recent version of the Microsoft True Type Font

MS LineDraw. For further details on how to install this font see Section VII.

//, Installing and Starting Wind Load 7-95

1

.

Insert diskette in Drive A or B

2. In the Windovy^ Program Manager select File/Run...

3. Type A'.lnstall or B:lnstall

4. Instead of the default Target Directory C:\WL795 you may type another

target directory. You can also install the program in an existing Program

Group, by selecting the corresponding name during the installation.

The installation program creates a Program Manager Group "WIND LOAD

7-95" containing two icons: one for the Program, the other for this file (Read

Mel). To start the program you only have to double click the Winestar icon.

*) Microsoft is a registered trademark and Windows is a trademark of

Microsoft Corporation.

15
If you have an already installed older version of the program, we recommend,

in order to avoid duplicating the icons, to delete first the existing ones.

After installation you should find in the directory \WL795 (the directory vy^here

you have installed the program) the following 46 files:

Text FWe: READ_ME.WRI (this file) System Files: BWCC. DLL ESTA ERR

WINESTAR.DEF

WINESTAR.EXE

WiNESTA.FON

WINESTA.MAP

Knowledge Base:INITIAL.KB ARCH_PAR KB

ARChId.R KB

BLD FLX.KB CCL STEP. KB

CCR HIGH. KB CCR HIP.KB CCR LOW.KB

CCR MONO.KB

CCR_MULT.KB

CCR_SAW.KB

CCR_STEP.KB

CCW HIGH.KB

CCW LOW. KB CHIMNEY KB

CHIMNEY1 KB

GENERAL.KB

GENERAL1.KB

LOWRISE.KB

LOWRISEB.KB

MONO. KB

ROOF. KB

RESPONSE.KB

SIGN. KB

TOWER.KB

TOWER1.KB

WALLS. KB

PICTURES. DBA

Do not use these names when saving your files. Othen/vise you risk to

ovenft'rite them. However, before overwriting you will be asked if you want to do so.

///. Menu Commands

The main window has a standard Windows menu-bar at the top, and a

status line at the bottom. In the middle you have the working area, where

windows and dialog boxes will be presented.

The menu-bar contains the main menu commands:

File Edit Consult Window

16
They are pop-up menus, i.e., by clicking you open a submenu. Some of these

windows appearing when using the menu commands will subsequently

disappear when you click on the OK button or press Enter. Other windows

remain open until you close them explicitly using their system menus.

Besides the main menu commands, the consultation is directed by

consultation button commands as part of the consultation dialog boxes. The

dialog boxes contain also Windows system button commands, such as the

command closing the box.

Some windows have scroll bars allowing to view information that exists

beyond the borders of the windows. To see the whole contents of the window

drag the scroll box to the bottom position of the vertical scroll bar.

The whole knowledge base of the program is incorporated in the files having

the extension "KB", called knowledge bases and in the picture database file PICTURES. DBA. The current KB file is shown in the window title. Knowledge

bases are divided into sections. The current section is shown in the status

line.

IV. Running the program

The program is essentially self-explanatory. It is Microsoft Windows based.

For this reason it would be helpful if the users of the program - who are in fact also users of Windows ~ did have some minimal exposure to Windov\«

manuals so that they become more familiar with various Windov^

capabilities, options and procedures.

The interactive consultation is chiefly directed by menus. You only have to answer the questions being asked and select the appropriate options in order

to obtain the desired results.

Question windows have an "Explain" button. If this button is active, you may

click it to obtain supplementary information about the question posed.

Some options allow restarting the consultation with the old or new values.

If for some reason you decide to interrupt the consultation without leaving the

program (option "Stop"), and do not w/ant to wait for the next programmed

restart option, you should proceed as follows:

- Select option File/ Open...

- Select INITIAL. KB

- Select Consult/Begin Consultation.

An alternative way is to select instead of "INITIAL. KB" the file "GENERAL. KB". In this case however you can only repeat your consultation

with the old inputted data.

Caution:

DO NOT resume an Interrupted consultation with a knowledge base other

than "INITIAL.KB" or "GENERAL.KB". Use the next "Stop" option and

restart in the recommended v»/ay.

17
Values introduced by yourself can, in general, be changed by using the

option Consult/What if - parameter changes its value as long as you don't

leave the current knowledge base. The internal name of the parameter is showed in the Status Line of the screen.

V. Archiving

A. Report ofa session

Creatina a report of a session:

You may wish to save a report of the session (or of a part of it). Then:

1. Select File/New...

2. Select the button command Dialog in the dialog box.

3. In the next dialog box "Select items to be included"

you may check one or more of the four options:

"Pictures",

"Question/Answers",

"Advice"

"Title"

4. As a result, a second window "Dialog untitled.log" is displayed on

the consultation screen. The selected items of dialog are written in this window simultaneously with the consultation. The Dialog window

remains open until you close it by clicking on the left upper corner

button.

Save the report file: Before closing the file you will be asked if you want to save it: "Update untitled.log before closing?".

If the answer is 'Yes" you will be asked for a name.

Save a selection from the report file:

1

.

Select Edit/Copy

2. In the new Window with the title "Copy text from dialog to clipboard"

select with the mouse the text to copy to the clippboard,

3. Click on Copy, (Selected text is now on the clipboard)

4. Choose, using the File menu, a file in which you v»«nt to copy

the selected text : a new file selecting File/New... or an already

existing file selecting File/Open...

5. Select Edit/Paste, after the chosen file becomes active.

This procedure can be used repeatedly, allowing saving several selected

texts from the consultation report. Just keep open the window "untitled.log".

6. Tables

In order to facilitate archiving, you will be asked for the tables with results that

have been displayed, e.g.: "Save Table(s) in file WALLS.TXT ?"

for the pressures on v»/all or "Save Table(s) in file GUST.TXT ?"

18
for the predictions of along-wind response.

If you answer with 'Yes", the files will be created independently of the fact

that you asked for a report or not. The tables are kept unaltered until a new

consultation with new values takes place, when they are overwritten with new

results. If you wish to avoid overwriting tables you have to store thenn under a

different name, e.g., WALLS1.TXT and GUST1.TXT before you begin a new

consultation with new input. One of the vy^ys to do this, after finishing the

consultation is as follows:

1With the main menu option File/Open... select WALLS.TXT

2. The table will be displayed on the screen

3. Select File/Save As... and save under a new name

<filename>.TXT ( e.g. WALLS1 .TXT ) in a directory at your

convenience.

C. Inserting tables or report files in other files

The tables can also be inserted in other files, using the Windovi^ word

processor Write and the clippboard facility of Windows in the following way,

starting from the program;

1. Select File/Open, then select <filename>.TXT

respectively <filename>.LOG

2. The table will be displayed on the screen

3. Select text to be inserted

4. Select Edit/Copy.

The selected table is placed on the clipboard.

You switch now the word processor and proceed as follows:

1Select New or Open (to open an existing file), 2. Select Character/Fonts.. ./Terminal (or equivalently see

section VII for details)

3. Select a small Size .The size number can be also written

by hand if the default numbers are not small enough.

4. Select Edit/Paste to insert the table in this file.

D. Save a selection of the screen display:

1Highlight the fragment you wish to copy with keyboard

using Shift+Arrows or mouse

2. Copy the fragment to the clipboard using Ctl+lns

3. Click the button Stop

4. Choose, using the File menu, a file in which you

vrant to copy the selected text: a new file selecting

File/New and then Text file... or an already existing file selecting File/Open...

5. Insert with Shifl+lns.

Note: If you do not wish to interrupt the consultation perform only

operations described in items 1 . and 2. . Insertion (paste) from

the clipboard as described by points 4. and 5. can be carried

out after completing the consultation.

19
Warning:

If the output has an undesired form, it is because the selected Font is different from Terminal or because the size of font is too big. You can remedy

this by choosing Terminal after selecting again the table text. If this font is not on your list, you should find an equivalent (see Section VII). It is also possible

that a table is too wide for the selected font size and its lines appear broken.

After selecting the text to be fixed, choose Character/ Fonts.. ./Terminal and

a smaller Size .

You can proceed in a similar way using a different word processor under

Windows.

VI. Printing from the Program

Print ttie report file while the file is on the screen:

Select File/Print.

Print a selection of the report file:

1. Select Edit/Copy,

2. In the new Window with the title "Copy text from dialog to clipboard"

the text appears highlighted: deactivate highlighting by clicking

3. Select the text to copy to the clippboard

4. Click on Copy (Selected text is now on the clipboard)

5. Select File/New

6. Select Edit/Paste

7. Select File/Print

Printing Files (Tables):

1. Select File/Open, then select <filename>.TXT

2. The table will be displayed on the screen

3. Select File/Print.

Print the content ofan entire screen:

1Copy the contents of the active window onto the Clipboard

a. Make sure that the information you want to copy is in the

active window

b. Press Alt+Print Screen

2. Paste into an application accepting bitmaps, e.g. Write

(the Word Processor of Windows) as follows:

a. Click on the icon of Write or on the icon Read Me! in the

Program Manager Group ASCE 7-95

b. Select File/New

c. Select Edit/Paste.

3. Print by selecting File/Print.

If this procedure doesn't work, press Shift+Print Screen (instead of Alt+Print

Screen).

20
Vll. What to Do If...

1. If instead of vertical and horizontal lines your display shows other

characters, you have to change the font and perhaps also the size of

the font (this can be done selecting the Size nunnber or by entering a nunnber in the size box);

a. Select Edit/Fonts

b. Select the Font Terminal or 8514oem or

IVIS LineDraw (True Type).

2. You have on the screen points instead of letters you need a more

recent version of IMS LineDraw (True Type) (see 3. and 4. belov«/).

3. If your print output changes the vertical and horizontal lines you see on

screen into other characters:

a. Select Edit/Fonts

b. Select the Font Terminal or8514oem.

c. If your printer output is still unsatisfactory, change to the font MS

LineDraw (True Type) using the nnenu command Edit/Fonts.

Of course, you can keep "Terminal" for display only.

d. If this font is not on your list: d1 . Activate the Main Group

d2. Activate the Control Panel

d3. Activate the Icon Fonts (or Select Settings/Fonts ) d4. Select Add...

d5. In the window: "Add Fonts" select the directory...

\Windows\System and OK.

d6. From the list displayed (list on fonts installed on your

hard disk) select MS LineDraw (True Type) if available.

4. If you wish to install the font MS LineDraw (True Type):

a. Insert the diskette in drive a: or b: b. Activate the Main Group

c. Activate the Control Panel

d. Activate the Icon Fonts (or Select Settings/Fonts ) e. Select Add...

f. Select Drive a: or b:. g. Check if "Copy Fonts to Windows Directory" is crossed,

h. Click on Select All.

i. OK

21
5. If the tables are correctly displayed on the screen, but when trying to print

the files, a Windows error message Is flashed:

This means that your Display Driver is not completely compatible with the

Windows operating system. (Test by printing a text written in Write with the

font Terminal or 8514oem). You need an updated display driver for your video

board.

Three other solutions can also fix this problem:

a. For printing use the Microsoft True Type Font MS LineDraw.

To install it see point 3 and 4.

b.Change your System Settings using the Windows Setup program

and install an original Microsoft driver in the following way:

b1. Exit Windows.

b2. From the DOS prompt change to the Windows directory

from the hard disk where Windows is installed with the

command cd\ windows (press return). b3. Type setup (press return). b4. You will see the list "System Information"

with your current Windows configuration:

Select with the arrow the option Display:

and press return. b5. A new menu with display configurations is flashed.

b6. Select a new Microsoft display driver compatible with the

monitor, i.e with a resolution not higher than supported

(e.g.,a VGA with appropriate resolution)

b7. If Windows doesn't start, it means that you have to chose a lower resolution. Call the setup program again

and repeat the procedure.

c. Go to DOS Prompt. Any existing *.TXT file can be displayed and

printed with the usual DOS commands "type" and "print," respectively.

You can also use the DOS editor "EDIT' for the same purpose.

Caution: Do not call text files containing tables directly from File Manager

using the "Note Pad". Changing the files called In this manner can damage

them.

22
APPENDIX

CALCULATION NOTES, AND NOTES ON THE COMPUTER PROGRAM

23

CALCULATION NOTES, AND NOTES ON THE COMPUTER PROGRAM

This Appendix contains excerpts from a large number of calculations performed for

the purpose of testing the interactive computer program. We suggest that the

reader perform these calculations independently by using the provisions of the

ASCE Standard 7-95. The reader can then check the results of his/her hand

calculations against the results yielded by the interactive computer program. The

material included in this Appendix is intended to help the reader trace the source of errors in his/her calculations, in the event that such errors occur. This exercise should help the reader gain familiarity with the use of the ASCE

Standard 7—95 provisions for wind loads. Since the reader is expected to use the

Standard, notes and figures included therein are not reproduced in this Appendix.

We also include in this section a few notes on the computer program. Occasional

small differences between hand calculation and computer program results are due

to round-off errors and are usually on the order of 0.1%. Examples A.l, A. 5,

A. 7, A. 18, and A. 20 to A. 24 were kindly supplied by Dr. R.D. Marshall.

A.l Building (Mean Roof Height h<18.29 m (60 ft))

Wind and Building Characteristics

V=44.70 m/s (100 mph)

Exposure C

Building classification: category II

Building not situated on or near hills or escarpments

Building not open

Building dimension normal to ridge line: 12.19 m (40 ft)

Building dimension parallel to ridge line: 18.29 m (60 ft)

Eave height: 2.44 m (8 ft)

Gabled roof with slope ^=20°

No openings in walls (i.e., building is not partially enclosed, see Section 6.2 of Standard)

Building not in a hurricane—prone region

No parapets

No overhangs

Fundamental frequency larger than 1 Hz

.

Importance factor: 1.00 (Table 6-2 of Standard)

Mean roof height: h=3.55 m (i.e., h=8+(40/4) tan(20°)=ll. 64 ft)

Kh=0.85 (Table 6-3 of Standard)

K^t"! (no topographic effects)

qh=1041.87 Pa (qh=(0 .00256) (0 . 85) (1 .0) (100)^(1 . 0)=21 . 76 psf — see Eq (1)

GCpi=±0.18 (Table 6-4 of Standard)

Internal pressure-187 . 69 Pa ( (21. 76) (±0. 18)=±3 . 92 psf).

25
Al. 1 Main Wind Force Resisting System

WALLS (see Eq (3) of this report, and Table 6-1 and Fig. 6-3 of Standard)

Wind Normal to Ridge (L/B=40/60=0. 67)

(see Fig. 6—3 of Standard; L and B are, respectively, horizontal dimension

of building parallel and normal to wind direction)

.

From Fig. 6-3 of Standard:

Windward Wall: Cp= 0.8

Leeward Wall: Cp=—0.5

Side Wall: Cp—0.7

From Section 6.6.1 of Standard:

G=0.85

(see definition following Eq (3) of this report)

.

Windward Wall:

External pressure: 708.63 Pa [ (21 . 76) (0. 85) (0. 8)=14. 80 psf]

Net pressure: 896.32 Fa [14. 80-(-3 . 92)=18 . 72 psf] (neg. int. press.)

520.94 Pa [14. 80-(3 . 92) =10.88 psf] (pos. int. press.)

Leeward Wall:

External pressure: 442.89 Pa [ (21. 76) (0. 85) (-0. 5)=-9 . 25 psf]

Net pressure: -255.20 Pa [-9.25-(-3.92)=-5. 33 psf] (neg. int. press.)

-630.58 Pa [-9.25-(3.92)=-13.17 psf] (pos. int. press.)

Side Wall:

External pressure: -620.05 Pa [ (21. 76) (0. 85) (-0. 7)=-12 . 95 psf]

Net pressure: -423.36 Pa [-12 . 95-(-3 . 92)=-9 .03 psf] (neg. int. press.)

-791.40 Pa [-12.95-(3.92)=-16.87 psf] (pos. int. press.)

Wind Parallel to Ridge (L/B=60/40=l. 5)

Windward Wall: Same as above (up to eave level)

Leeward Wall:

External pressure: -354.31 Pa [ (21. 76) (0. 85) (-0.4)=-7 .40 psf]

Net pressure: -166.62 Pa [-7 .40-(-3 . 92) —3.48 psf] (neg. int. pressure)

-542.00 Pa [-7.40-(3.92)=-11.32 psf] (pos. int. pressure)

Side Wall: Same as above.

26
ROOF (see Eq 3 of this report, and Table 6-1 and Fig. 6-3 of Standard)

Wind Normal to Ridge:

h/L=ll. 64/40=0. 291

Windward Slope (Cp values obtained by linear interpolation from Fig. 6-3 of

Standard between values for h/L=0.25 and h/L=0. 5):

Cp=-0.3+(-0.1) (0.291-0.25)7(0. 5-0. 25)=-0. 316

Cp=(0. 2) (0.5-0.291)7(0. 5-0. 25)=0. 167

Leeward Slope:

Cp=-0.6

Windward Slope:

External pressure=-279 .62 Pa [ (21. 76) (0 . 85) (-0 . 316)=-5 . 84 psf]

Net pressure: -91.93 Pa [-5 . 84-(-3 . 92)^—1.92 psf] (neg. int. press.)

-467.31 Pa [-5.84-(3.92) =-9.76 psf] (pos. int. press.)

External pressure: 147.95 Pa [ (21.76) (0.85) (0.167)=3. 09 psf]

Net pressure: 335.64 Pa [3 .09-(-3 . 92)=7 .01 psf] (neg. int. press.)

-39.74 Pa [3.09-(3.92)=-0.83 psf] (pos. int. press.)

Leeward Slope:

External pressure: -531.47 Pa [ (21 . 76) (0. 85) (-0 . 6)=-ll. 10 psf]

Net pressure: -343.78 Pa [-11.10-(-3.92)^— 7.18 psf] (neg. int. pressure)

-719.16 Pa [-11.10 -(3. 92)=-15. 02 psf] (pos. int. pressure)

Wind Parallel to Ridge:

h7L=ll . 64760=0 . 194

Horizontal Distance From Windward Edge:

0-h72: 0-1.77 m (0-5.82 ft)

Cp=-0.9; Ext. press. =-797. 73 Pa [(21.76)(0.85)(-0.9)=-16.65 psf]

h72-h: 1.77-3.55 m (5.82-11.64 ft)

Cp=-0.9; Ext. press. =-797. 73 Pa (-16.65 psf)

h-2h: 3.55-7.10 m (11.64-23.28 ft)

Cp=-0.5; Ext. press. =-443. 18 Pa [ (21. 76) (0. 85) (-0.5)=-9.25 psf]

>2h: >7.10 m (>23.28 ft)

Cp=-0.3; Ext. press.—265.73 Pa [ (21 . 76) (0. 85) (-0 . 3)=-5 . 55 psf]

27
O-h/2: Net press. =-609. 52 Pa [-16.65-(-3.92)—12.73 psf]

(neg. int. press.)

—984.90 Pa [-16.65-(3.92) —20.57 psf]

(pos. int. press.)

h/2-h: Saae as above

h-2h: Net press. ^—255.20 Pa [-9 .25-(-3.92)—5 . 33 psf] (neg. int. press.)

—630.58 Pa [-9. 25-(3 . 92)—13. 17 psf] (pos. int. press.)

>2h: Net press. 78.04 Pa [-5. 55-(-3. 92)—1. 63 psf] (neg. int. press.)

—453.43 Pa [-5. 55-(3 . 32) —9.47 psf] (pos. int. press.)

A. 1.2 Components and Cladding

Recall that pressures depend on location of component or cladding, and on its

area (sections 2 and 3.2.2 and Eq (6) of this report, and Fig. 6-5 of Standard).

WALLS

See Fig. 6-5 of Standard. In the calculations that follow the component is

assumed to be located in two pressure zones, with respective areas as follows:

Zone 4: A=3.72 m^ (40 sq ft)

Zone 5: A=0.93 m^ (10 sq ft)

Total area of component: 4.65 m^ (50 sq ft)

As was pointed out in Section 3.2.2 of this report, if a component is located in

more than one zone, the pressure on the component is calculated by the weighting

mean method, which is used below.

External pressure coefficients (based on total 3.72 m^ (50 sq ft) area)

Zone 4: GCp=0.877 and -0.977

Zone 5: GCp=0.877 and -1.153

Zone 4: Neg. external press. —1018.89 Pa [ (21. 76) (-0. 978)=-21. 28 psf]

Net press.- -831.20 Pa [-21.28-(-3.92)—17.36 psf]

(neg. int. press.)

—1206.58 Pa [-21.28-(3.92) —25.20 psf]

(pos. int. press.)

Pos. external press .-913 . 55 Pa [ (21. 76) (0. 877)=19 .08 psf]

Net press. = 1101.24 Pa [19.08-(-3 . 92)= 23.00 psf]

(neg. int. press.) - 725.86 Pa [19 .08-(3 . 92) = 15.16 psf]

(pos. int. press.)

10

^°The value GCp=0.877 is obtained by interpolation as follows. For A=10 ft^,

GCp=1.0; for A-500 ft^, GCp-0.7 (Fig. 6-5 of Standard). From these two points it

is possible to obtain the values a and b of the line ain(A)+b = GCp. The results

are a={-0. 3/[in(500)-in(10) ] ), b=l+{0. 3[in(10) ]/[in(500)-in(10) ] }

, so that for

A=50 ft^, GCp=0.877.

28
Zone 5: Neg. external press .—1200. 35 Pa [ (21. 76) (-1 . 152)'>-25 .07 psf]

Net press.—1012.66 Pa [-25 . 07-(-3 . 92)—21 . 15 psf]

(neg. int. press.)

—1388.04 Pa [-25 .07-(3 . 92) —28.99 psf]

(pos. int. press.)

Pos. ext. press. -913. 55 Pa [ (21. 76) (0. 877)-19 .08 psf]

(same as for zone 4)

Net press.- 1101.25 Pa [19 .08-(-3 . 92)= 23.00 psf]

(neg. int. press.)

- 725.86 Pa [19 .08-(3. 92) - 15.16 psf]

(pos. int. press.)

Average neg. press.: -1242.96 Pa [ (40) (-25. 20)+(10) (-28 . 99) ]/50—25 . 96 psf]

Average pos. press.: 1101.24 Pa [ (40) (23 .00)-»-(10) (23 .00) ]/50 - 23.00 psf]

For the sake of comparison, the reader should obtain computer program outputs^^.

A2 Building in Exposure B ("Mean Roof Height h<18.29 (60 ft)). Components and

Cladding

We consider the same building as in Example A.l, but assume that the terrain

corresponds to exposure B. The pressures on components and cladding are calculated as follows. Pressures are first calculated exactly as in Example A.l,

by assuming Exposure C. The results so obtained are multiplied by the reduction

factor 0.85 (see Note 11, Fig. 6-5 of Standard). For example, for the component

described in Example A. 1.2, the pressures are -1056.72 Pa [ (0. 85) (-25. 96)=-22 .07

psf] and 936.06 Pa [ (0.85) (23.00)=19.55 psf].

A. 3 Partially Enclosed Building

We consider the same building as in Example A.l, except that the walls and roof

have openings specified as follows:

First long wall: Ao=10.31 m^ (111 sq ft); second long wall: 0.93 m^ (10 sq ft);

first short wall: 1.86 m^ (20 sq ft); second short wall: 1.86 m^ (20 sq ft);

roof: 4.65 m^ (50 sq ft) (order of walls is immaterial).

The total area of openings in the building envelope not including the opening Aq

is Aoi=9.29 m^ (10+20+20+50=100 sq ft). The gross area of the wall with opening

Aq is Ag=44.59 m^ (60x8=480 sq ft). The gross area of the building envelope not

including the area of the wall with opening A^ is Agi=368.38 m^ (3965.2 sq ft)

^^To print a record of a session or part thereof, after starting the session

the user should click "Stop," "File," "New," "Dialog," "Questions/Answers and

Advice," "Consult," "Continue Consultation." Before end of session click "Stop,"

"File," Print." To print a file (e.g., file CC_WALLS.TXT), when asked "Save

Tables in file CC_WALLS.TXT?" answer yes, click "Stop" and "Open," enter

CC_WALLS.TXT in highlighted space underneath "File Name," and click "OK," then

"File" and "Print." For more details see instructions for the user.

29
(this includes the gable wall ends).

It can be verified that this building is partially enclosed (see sect. 6 . 2 of

Standard). The internal pressure coefficients (GCpJ are therefore +0.8 and -0.3

(Table 6-4 of Standard). If, instead of Ao=10.31 m^ (111 sq ft), we had assumed

Ao=10.13 m^ (109 sq ft), it can be verified that the conditions for a building

to be partially enclosed would not have been met (see sect. 6.2 of Standard), and

the pressure coefficients would have been the same as for the building of Example

A.l, that is, ±0.18.

A. 4 Building With Parapet (Mean Roof Height h<18.29 m (60 ft^

Wind and Building Characteristics

V=44.7 m/s (100 mph)

Exposure C

Building classification: category II

Building not situated on or near hills or escarpments

Building not open

Building plan dimensions: 15.24 m x 15.24 m (50 ft x 50 ft)

Eave height: 6.1 m (20 ft)

Flat roof

No openings in walls (i.e., building is not partially enclosed, see

sect. 6.2 of Standard)

Building not located in a hurricane-prone region

No overhangs

Fundamental frequency greater than 1 Hz

Parapets: 1.52 m (5 ft) high.

Mean Wind Force Resisting System:

Parapets are ssumed to have no effect other than adding to the wind force

acting on the walls the force due to external pressures acting on the

parapets

Components and Cladding:

Roof component, assumed in this example to have a 0.93 m^ (10 sq ft) area

in zone 3

Mean roof height 6.1 m (h=20 ft).

Kh=0.9 (Table 6-3 of Standard).

Importance factor 1=1.0 (Table 6-2 of Standard).

qh= 1103.16 Pa (23.04 psf) (see Eq. 1 of this report).

(GCp)=-1.8 (Fig. 6-5B of Standard; in accordance with note 6, for buildings

with roof slopes ^<10 degrees, if a parapet with height equal to or larger than 0.91 m (3 ft) is provided, zone 3 (corner zone) shall

be treated as zone 2 (edge zone)).

Internal pressure coefficient (GCpi)=±0.18 (Table 6-4 of Standard, building

not open, not partially enclosed, and not sited in hurricane-prone

region)

30
Negative pressures (see Eq (6) of this report):

-1785.93 Pa [ (23 .04) (-1.8+0. 18)- 37.3 psf] (neg. int. press.)

-2184.30 Pa [ (23.04) (-1.8-0. 18)=-45. 62 psf] (pos. int. press.)

A. 5 Building With Roof Overhangs (Mean Roof Height h<18.29 m (60 ft')

Wind and Building Characteristics

V=44.7 m/s (100 mph)

Exposure C

Building classification: category II

Building not situated on or near hills or escarpments

Building not open

Building dimension parallel to ridge: 30.48 m (100 ft)

Building dimension normal to ridge: 15.24 m (50 ft)

Eave height: 6.1 m (20 ft)

Gable roof with slope ^=20°

No openings in walls (i.e., building is not partially enclosed, see

sect. 6,2 of Standard)

Building not in a hurricane—prone region

No parapets

Fundamental frequency larger than 1 Hz

Overhangs: 1.22 m (4 ft).

Mean roof height h=7.48 m [20+(50/4)tan(20°)=24. 55 ft]

Kh=0.936 (Table 6-3 of Standard)

qh=1147.21 Pa (23.96 psf) (Eq (1) of this report).

Internal pressure coefficient (GCpi)-=±0. 18 (Table 6-4 of Standard, building

not open, not partially enclosed, and not sited in hurricane-prone

region)

Roof component no. 1 is assumed to have 1.86 m^ (20 sq ft) area in zone 1:

(GCp) —0.870 and 0.440 (Fig. 6-5B of Standard)

Net pressures based on negative external pressures:

-791.46 Pa [(23.96)[(-0.870-(-0.18)]=-16.53 psf] (neg. int. press.)

-1204.67 Pa [ (23.96) [ (-0.870-(0.18) ]= -25. 16 psf] (pos. int. press.)

Net pressures based on positive external pressures:

711.5 Pa [(23.96) [0.440-(-0.18)]=14. 86 psf] (neg. int. press.)

298.3 Pa [(23.96)[0.440-(0.18)]= 6.23 psf] (pos. int. press.)

Roof component no. 2 is assumed to have 3.72 m^ (40 sq ft) area, of which 1.86

m^ (20 sq ft) in zone 1 and 1.86 m^ (20 sq ft) in zone 2. For a similar

set of calculations, see Section A. 1.2 in this Appendix.

Zone 1: (GCp)—0.840 and 0.380 (based on the 3.72 m^ (40 sq ft) area of the

entire component — see Fig. 6—5B of Standard)

Zone 2: (GCp)—1.679 and 0.380 (based on the 3.72 m^ (40 sq ft) area of the

entire component)

31
Calculated net pressures assuming entire component extends over one zone only:

Zone 1: -756.98 Pa (-15.81 psf) and -1170.19 Pa (-24.44 psf)

; 642.55 Pa

(13.42 psf) and 229.35 Pa (4.79 psf)

Zone 2: -1719.84 Pa (-35.92 psf) and -2132.57 Pa (-44.54 psf); 642.55 Pa

(13.42 psf) and 229.35 Pa (4.79 psf)

Weighted net pressures:

For negative internal pressures:

-1238.66 Pa {[ (20) (-15. 81)+(20) (-35.92) ]/40—25.87 psf])

642.55 Pa (13.42 psf)

For positive internal pressures:

-1651.38 Pa {[(20)(-24.44)+(20)(-44.54)]/40=-34.49 psf]

229.35 Pa (4.79 psf)

Roof component no. 3 is assumed to have 3.72 m^ (40 sq ft) total area. It is

further assumed that a 2.23 m^ (24 sq ft) portion of the component is not an overhang area; and that, of this portion, a 1.86 m^ (20 sq ft) area is in zone

1 and a 0.37 m^ (4 sq ft) area is in zone 2. The balance of the area of component

3, that is, a 1.49 m^ (16 sq ft) portion is assumed to be an overhang area belonging to zone 2.

First set of calculations (only area over zone 1 and zone 2 not including the

overhang (i.e., only 2.23 m^ (24 sq ft) area) is considered):

External pressure coefficients based on the total 2.23 m^ (24 sq ft) area:

Zone 1: (GCp)—0.862 and 0.424

Zone 2: (GCp)=-1.834 and 0.424

Net pressures:

Zone 1: -782.36 Pa { (23.96) [-0.862-(-0.18) ]=-16.34 psf) and

-1195.56 Pa {(23.96)[-0.862-( 0.18)]—24.97 psf)

692.82 Pa { (23.96) [0.424-(-0.18) ]=14.47 psf)

280.10 Pa {(23.96)[0.424-(0.18)] = 5.85 psf)

Zone 2: -1897.48 Pa { (23 . 96) [-1 . 834-(-0. 18) ]=-39 . 63 psf)

-2310.69 Pa { (23 . 96) [-1. 834-(0. 18) ] =-48.26 psf)

692.82 Pa { (23.96) [0.424-(-0.18) ]=14.47 psf)

280.10 Pa {(23.96)[0.424-(0.18)] = 5.85 psf)

Weighted net pressures:

For negative internal pressures:

-968.13 Pa {[(20)(-16.34)+(4)(-39.63)]/24=-20.22 psf)

692.82 Pa (14.47 psf)

For positive internal pressure:

-1381.34 Pa {[(20)(-24.97)+(4)(-48.26)]/24=-28.85 psf)

280.10 Pa (5.85 psf)

32
Second set of calculations (based on the total 3.72 m^ (40 sq ft) area, that

is, overhang area is also considered):

External pressure coefficients:

Zone 1: (GCp)—0.840

Zone 2: (GCp)—1.679

Overhang: (GCp)^—2.200 (independent of area, see Fig. 6-5B of Standard)

Net pressures:

Zone 1: -756.98 Pa { 23.96 ) [-0.840-(-0. 18)—15.81 psf)

-1170.19 Pa { 23.96 )[-0.840-(0. 18)- -24.44 psf)

Zone 2: -1719.85 Pa {(23.96) [-1.679-(-0.18>—35. 92 psf}

-2132.58 Pa { (23. 96) [-1.679-(0. 18)- -44.54 psf)

Overhang: -2523.75 Pa [ (23 . 96) (-2. 2)=52 . 71 psf] (not affected by internal

pressures)

Weighted net pressures:

For negative internal pressures:

-1559.93 Pa { [ (20) (-15 . 81)+(4) (-35 . 92)+(16) (-52 . 71) ]/40—32 . 58 psf)

For positive internal pressures:

-1807.95 Pa { [ (20) (-24.44)+(4) (-44. 54)+(16) (-52 . 71) ]/40—37 . 76 psf)

Roof component no. 4 — assumed total area 9.29 m^ (100 sq ft). A 3.34 m^ (36 sq

ft) portion of the component is not an overhang area. Of this portion 2.32 m^ (25

sq ft) are in zone 1, 0.929 m^ (10 sq ft) in zone 2, and 0.093 m^ (1 sq ft) in zone 3. A 5.95 m^ (64 sq ft) portion of the component is an overhang area, of

which 3.72 m^ (40 sq ft) are in zone 2 and 2.23 m^ (24 sq ft) in zone 3.

First set of calculations (based on area over zone 1, and zones 2 and 3 not

including overhang, that is, based on 3.34 m^ (36 sq ft) area):

External pressure coefficients [based on the total 3.34 m^ (36 sq ft area)]

Zone 1: (GCp)— 844 and 389

Zone 2: (GCp)—

1

711 and 389

Zone 3

:

(GCp)—

1

711 and 389

Net pressures (calculation is left as an exercise for the reader)

:

Zone 1: -761.77 Pa (-15.91 psf) and -1174.98 Pa (-24.54 psf)

652.60 Pa (13.63 psf) and 239.88 Pa (5.01 psf)

Zone 2: -1756.24 Pa (-36.68 psf) and -2169.44 Pa (-45.31 psf)

652.60 Pa ( 13.63 psf) and 239.88 Pa (5.01 psf)

Zone 3: -1756.24 Pa (-36.68 psf) and -2169.44 Pa (-45.31 psf)

652.60 Pa ( 13.63 psf) and 239.88 Pa (5.01 psf)

Weighted net pressures:

For negative internal pressure:

-1065.81 Pa {[(25)(-15.91)+(10)(-36.68)+(l)(-36.68)]/36—22.26 psf)

652.60 Pa (13.63 psf)

33
For positive internal pressure:

-1479.01 Pa {[(25)(-24.54)+(10)(-45.31)+(l)(-45.31)]/36=-30.89 psf)

239.88 Pa (5.01 psf)

Second set of calculations [based on total 9.29 m^ (100 sq ft area)]:

External pressure coefficients:

Zone 1 (GC„)=-0.8 and 0.3

Zone 2 Zone 3

Overhang, zone 2: (GCp)=-2.2

Overhang, zone 3: (GCp)==-2.5

(GCp)=-1.4 and 0.3

(GCp)=-1.4 and 0.3

Net pressures (calculation is left as an exercise for the reader)

Zone 1: -711.50 Pa (-14.86 psf) and -1124.22 Pa (-23.48 psf)

Zone 2: -1399.53 Pa (-29.23 psf) and -1812.74 Pa (-37.86 psf)

Zone 3: -1399.53 Pa (-29.23 psf) and -1812.74 Pa (-37.86 psf)

Overhang, zone 2: -2523.75 Pa (-52.71 psf)

Overhang, zone 3: -2868.12 Pa (-59.90 psf)

Weighted net pressures:

For negative internal pressure:

-2029 .63 Pa { [ (25) (-14 . 86) + (10+l) (-29 . 23) + (40) (-52 . 71) + (24) (-59 . 9) ]/100

=-42.39 psf)

For positive internal pressure:

-2178.06 Pa { [ (25) (-23 .48)+(10+l) (-37 . 86)+(40) (-52 . 71)+(24) (-59 .9) ]/100

=-45.49 psf)

A. 6 Building With Parapet (Mean Roof Height 18.29 m) (h>60 ft)

Wind and Building Characteristics

V=100 mph (44.70 m/s)

Exposure C

Building classification: category II

Building not situated on or near hills or escarpments

Building not open

Building plan dimensions: 15.24 m x 15.24 m (50 ft x 50 ft)

Eave height: 28.96 m (95 ft)

Flat roof

No openings in walls (i.e., building is not partially enclosed, see

sect. 6.2 of Standard)

Building not in a hurricane—prone region

No overhangs

Fundamental frequency larger than 1 Hz

Parapets: 1.52 m (5 ft) high.

Main Wind Force Resisting System:

Parapets are assumed to have no effect on the main wind force resisting system

other than adding the wind force acting on them to the wind force acting on the

walls

34
Components and Cladding

Mean roof height h-28.96 m (95 ft)

Kh-1.25 (Table 6-3 of Standard)

qh-1532.16 Pa (32.00 psf) (Eq. 1 of this report).

Roof component 1, asstimed to have area 0.93 m^ (10 sq ft) in zone 1. (GC- )=-1.4

(Fig. 6-8 of Standard). Pressures are 1868.24 Pa {32[-1.4-(-0. 18) ]—39 .04 psf)

and 2420.81 Pa {32[-1.4-(0. 18) ]—50. 56 psf).

Roof component 2, assumed to have area 0.93 m^ (10 sq ft) in zone 2. (GCp )=-2.3

(Fig. 6-8 of Standard). Pressures are -3248.18 Pa {32 [-2 . 3-(-0. 18) ]=-67 . 84 psf)

and 3799.76 Pa {32[-2.3-(0. 18) ]=-79.36 psf).

Roof component 3 is assumed to have total area 0.93 m^ (10 sq ft) of which 0.186

m^ (2 sq ft) in zone 1, 0.278 m^ (3 sq ft) in zone 2 and 0.465 m^ (5 sq ft) in zone 3. (GCp )—1.4 for zone 1, -2.3 for zone 2, and -2.3 for zone 3 (Fig. 6-8

of Standard, including note 7, which states that if a parapet with height equal

to or larger than 0.91 m (3 ft) is provided, zone 3 is treated like zone 2).

Pressures calculated for the area in zone 1 are:

-1869.24 Pa {32 [-1 .4-(-0. 18) ]=-39 .04 psf)

-2420.8 Pa { [32{-1.4'(0.18) ]=-50.56 psf)

and for the areas in zones 2, 3:

-3248.18 Pa {32 [-2. 3-(-0. 18) ]=-67 .84 psf)

-3799.76 Pa {32[-2.3-(0.18) ]=-79.36 psf).

The pressures acting on the component are obtained by taking the weighted average

of the pressures over the areas of the component within zones 1 , 2 and 3 , the

weights consisting of the respective areas, that is,

-2972.39 Pa { [ (-39.04) (2) + (-67.84) (3) + (-67.84) (5) ]/(2+3+5)—62.08 psf)

-3523.97 Pa { [ (-50.56) (2)+(-79.36) (3)+(-79. 36) (5) ]/(2+3+5)—73.60 psf).

A. 7 Building (Mean Roof Height 18.29 m (60 ft)<h<27.43 m (90 ft) and

Height-to-Width Ratio <1) . Components and Cladding

Building Characteristics: plan dimensions: 27.43 m x 27.43 m (90 ft x 90 ft); eave height: 24.38 n (80 ft); flat roof. Other characteristics as in Example A6.

Since 18.28 m (60 ft)<h<27.43 m (90 ft) and the height-to-width ratio does not

exceed 1, we use Fig. 6-5, rather than Fig. 6-8 of the Standard (see text

following Eq (7) of this report)

Roof component, is assumed to be in zone 2 and to have area= 0.093 m^ (10 sq ft) . The external pressure coefficients (GCp) are -1.8 and 0.3. (Fig. 6-5B of the

Standard). Had the plan dimensions been 80 ft x 80 ft, (GGp) would have been -2.3

(Table 6-8 of the Standard)

35
A. 8 Low-rise Building

Wind and Building Characteristics

:

V=44.70 m/s (100 mph)

Exposure C

Building classification: category II

Building not situated on or near hills or escarpments

Building not open

Building dimension parallel to ridge: 30.48 m (100 ft)

Building dimension normal to ridge: 15.24 m (50 ft)

Eave height: 6.096 m (20 ft)

Gable roof with slope ^=20°

No openings in walls (i.e., building is not partially enclosed,

see sect. 6 . 2 of Standard)

Building not in a hurricane-prone region

No parapets

No overhangs

Fundamental frequency larger than 1 Hz.

Importance factor: 1.00

Mean roof height: h=7.48 m [20+(50/4) tan(20°)=24. 55 ft]

Kh=0.936 (Table 6-3 of Standard)

qh=1147.21 Pa [ (0 . 00256) (0 . 936) (1 . 00) (100)^(1 .00) =23.96 psf] (see Eq. 1

of this report)

Internal pressure= 206.36 Pa [ (23 . 96) (±0. 18) = ±4.31 psf] (see Table 6-4 of

Standard)

.

Main Wind Force Resisting System (based on Fig. 6-4 of Standard) (1 psf-47.88 Pa)

LOAD CASE A (see Fig. 6-4 of the Standard and Fig. C6-2 of Commentary to the

Standard)

Building Surface GCpf GCpf-GCpi Net p/47.88* GCpf-GCpi Net p/47.88*

(neg. int. press.) (pos . int. press.)

1 0.53 0.71 17.01 0.35 8.39

2 -0.69 -0.51 -12.22 -0.87 -20.85

3 -0.48 -0.30 -7.19 -0.66 -15.81

4 -0.43 -0.25 -5.99 -0.61 -14.62

IE 0.80 0.98 23.48 0.62 14.86

2E -1.07 -0.89 -21.32 -1.25 -29.95

3E -0.69 -0.51 -12.22 -0.87 -20.85

4E -0.64 -0.46 -11.02 -0.82 -19.65

*p=pressure in Pa

36
0.22 5 27

-0.87 -20 85

-0.55 -13 18

-0.47 -11 26

0.43 10 30

-1.25 -29 95

-0.71 -17 01

-0.61 -14 62

LOAD CASE A ROTATED (see Fig. 6-4 of the Standard and Fig. C6-2 of Commentary

to the Standard)

Building Surface GCpf GCpf-GCpi Net p/47.88* GCpf-GCpi Net p/47.88*

(neg. int. press.) (pos. int. press.)

1 0.40 0.58 13.90

2** -0.69 -0.51 -12.22

3 -0.37 -0.19 -4.55

4 -0.29 -0.11 -2.64

IE 0.61 0.79 18.93

2E -1.07 -0,89 -21.32

BE -0.53 -0.35 - 8.39

4E -0.43 -0.25 - 5.99

*p=pressure in Pa ** See Note 4, Figure 6-4 of Standard.

LOAD CASE B (same values as for CASE B ROTATED, see Fig. 6-4 of the

Standard and Fig. C6-2 of Commentary to the Standard)

Building Surface GCpf GCpf-GCpi Net p/47,88* GCpf-GCpi Net p/47.88*

(neg. int. press.) (pos. int. press.)

1 -0.45 0.27 -6.47

2 -0.69 -0.51 -12.22

3 -0.37 -0.19 -4.55

4 -0.45 -0.27 -6.47

5 0.40 0.58 13.90

6 -0.29 -0.11 -2.64

IE -0.48 -0.30 -7.19

2E -1.07 -0.89 -21.32

3E -0.53 -0.35 -8.39

4E -0.48 -0.30 -7.19

5E 0.61 0.79 18.93

6E -0.43 -0.25 -5.99

-0.63 -15 .09

-0.87 -20 85

-0.55 ^13 18

-0.63 -15 09

0.22 5 27

-0.47 -11 26

-0.66 -15 81

-1.25 -29 95

-0.71 -17 01

-0.66 -15 81

0.43 10 30

-0.61 -14 62

37
A. 9 Hipped Roof

Wind and Building Characteristics

:

V=44.7 m/s (100 mph)

Exposure C

Building classification: category II

Building not situated on or near hills or escarpments

Building not open; building dimension parallel to ridge: 18.29 m (60 ft)

Building dimension normal to ridge: 12.19 m (40 ft)

Eave height: 2.44 m (8 ft)

Hipped roof with slopes ^=20°

No openings In walls (I.e., building Is not partially enclosed,

see sect. 6.2 of Standard)

Building not In a hurricane-prone region

No parapets

Fundamental frequency larger than 1 Hz.

qh=1041.87 Pa (21.76 psf)

Internal pressures: ±187.69 Pa (±3.92 psf)

Assumed area of component: 0.93 m^ (10 sq ft), zone 2; use Eq (6) of this report

(taken from Table 6-1 of Standard). Use Fig. 6-5B of Standard.

A, 9.1. No Overhangs . External pressure coefficients: (CGp)—2 . 1 and 0. 5. External

pressures: -2188.13 Pa (-45.7 psf) and 520.93 Pa (10.88 psf). Design pressures:

-2375.33 Pa (-49.61 psf) and 708.62 Pa (14.8 psf).

A. 9. 2 Overhangs (1.22 m (4 ft)) . External pressure coefficients; (CGp)—2.2 and

0.5. External pressures: -2292.02 Pa (-47.87 psf) and 520.93 Pa (10.88 psf).

Design pressures: -2479.71 Pa (-51.79 psf) and 708.62 Pa (14.8 psf).

A. 10 One—stepped Roofs

Wind and Building Characteristics

:

V=44.70 m/s (100 mph)

Exposure C

Building classification: category II

Building not situated on or near hills or escarpments

Building not open

Building dimension parallel to roof steps: 30.48 m (100 ft)

Building dimension normal to roof steps: 17.24 m (50 ft)

Height of upper roof level: 9.14 m (30 ft)

Height of lower roof level: 4.57 m (15 ft)

Width of upper roof level: 7.62 m (25 ft)

No openings in walls (i.e., building is not partially enclosed, see

sect. 6.2 of Standard)

Building not in a hurricane—prone region

No parapets

No overhangs

Fundamental frequency larger than 1 Hz

.

38
h-9.14 m (30 ft)

qh-1201.31 Pa [ (0.00256) (0. 98) (100)2(l)-25 .09 psf]

Internal pressure ±216.42 Pa [ (25.09) (±0.18)-±4. 52 psf].

Width of edge strips: 1.52 m (5 ft) (see Note 12 of Fig. 6-5 of Standard)

Use Fig. 6-5C and Note 9, Fig. 6-5 of Standard.

Component No.l: assuimed to be on lower roof, with area 0.93 m^ (10 sq ft), in

cross-hatched zone of Fig. 6—5C of the Standard, zone 1 (middle part of strip).

Positive pressure: i(GCp)=l (Note 9 of Fig. 6-5, and Fig. 6-5 of Standard), so p=1417.73 Pa [25.09(1)+4.52=29.61 psf]. Negative pressure: (GCp)—1 (Note 9 of

Fig. 6-5, and bottom left plot of Fig. 6-5B) , so negative design pressure is

p=-1417.73 Pa [25.09(-l)-4.52=-29.61 psf].

Component No. 2: assumed to be on lower roof, with area 0.93 m^ (10 sq ft), in

cross—hatched zone of Fig. 6-5C of the Standard, zone 2 (end part of strip)

.

Positive pressure: (GCp)=l (Note 9 of Fig. 6-5, and Fig. 6-5 of Standard), so p=1417.73 Pa [25.09(1)+4.52=29.61 psf]. Negative pressure: (GCp)=-1.8 (Note 9 of

Fig. 6-5, and bottom left plot of Fig. 6-5B) , so negative design pressure is p

=-2378.68 Pa [25.09(-1.8)-4.52=-49.68 psf].

Component No. 3: assumed to be on lower roof or upper roof, with area 0.93 m^ (10

sq ft), in zone 3. Negative pressure: (GCp)=-2.8 (Note 9 of Fig. 6-5, and bottom

left plot of Fig. 6-5B) , so negative design pressure is p=-3580 Pa [25 .09 (-2 . 8)-

4.52=-74.77 psf].

Component No. 4: assumed to be on lower roof or upper roof, with area 0.93 m^ [10

sq ft] of which 1.52 m^ (5 sq ft) in zone 2 and 1.52 m"^ (5 sq ft) in zone 3.

Negative design pressure is p=-2979.57 Pa { [ (-49 . 68) (5)+(-74. 77) (5) ]/10=-62.23

psf).

A. 11 Two-stepped Roof

Input same as for Example A, 10, except for building dimensions, which are as follows. Building dimension parallel to roof steps: 30.48 m (100 ft); building

dimension normal to roof steps: 27.43 m (90 ft); height of upper roof level: 9.14

m (30 ft); height of lower roof level: 4.57 m (15 ft); width of upper left roof

level: 9.14 m (30 ft); width of lower roof level: 9.14 m (30 ft).

Component No. 1: area 0,93 m^ (10 sq ft), lower roof, zone 2. Negative design

pressure: -2378.68 Pa [ (25 .09) (-1. 8-0. 18)=-49 . 68 psf] (Fig. 6-5C of Standard).

39
A. 12 Multi-span Gabled Roof

Wind and Building Characteristics

V- 44.70 m/s (100 mph)

Exposure C

Building classification: category II

Building not situated on or near hills or escarpments

Building not open

Building dimension parallel to ridge line: 30.48 m (100 ft)

Building dimension normal to ridge line: 17.24 m (50 ft)

Width of one gabled roof span: 8.62 m (25 ft)

Eave height: 6 . 10 m (20 ft)

Roof slopes ^-20°

No openings in walls (i.e., building is not partially enclosed, see

sect. 6.2 of Standard)

Building not in a hurricane—prone region

No parapets

No overhangs

Fundamental frequency larger than 1 Hz

.

Mean roof height h-6.79 m [20+(25/4) tan(20*')-22 . 27 ft]

K^-0.9182

qh=1125.66 Pa (23.51 psf)

.

See Fig. 6-6 of Standard.

Component No. 1: assumed to have 0.93 m^ (10 sq ft) area in zone 1. Pressures:

-2003.78 Pa [ (-1.6-0.18) (23. 51)=-41. 85 psf] and 878.12 Pa [ (0. 6+0.18) (23 .51) = 18.34 psf].

A. 13 Monoslope Roof

Wind and Building Characteristics

V-44.70 m/s (100 mph)

Exposure C

Building classification: category II

Building not situated on or near hills or escarpments

Building not open

Building dimension parallel to ridge line: 30.48 m (100 ft)

Building dimension normal to ridge line: 6.1m (20 ft)

Eave height: 6.1 m (20 ft)

Roof slope ^=20°

No openings in walls (i.e., building is not partially enclosed, see

sect. 6.2 of Standard)

Building not in a hurricane-prone region

No parapets

No overhangs

Fundamental frequency larger than 1 Hz

.

40
Mean roof height h=7.21 m (20+(20/2) tan(20°)=23 . 64 ft)

K2=0.9291

qh=1139.07 Pa (23.79 psf)

.

See Fig. 6-7A of Standard.

Component No. 1: assumed to have 0.93 m^ (10 sq ft) area in zone 2. Negative

design pressure: -2027.73 Pa [ (-1.6-0. 18) (23 . 79)—42 . 35 psf],

A. 14 Sawtooth Roof

Wind and Building Characteristics

:

V=44.70 m/s (100 mph)

Exposure C

Building classification: category II

Building not situated on or near hills or escarpments

Building not open

Building dimension parallel to ridge line: 15.24 m (50 ft)

Building dimension normal to ridge line: 12.19 m (40 ft)

Eave height: 3.05 m (10 ft)

Roof slope ^=20°

Width of one roof span: 3.05 m (10 ft)

No openings in walls (i.e., building is not partially enclosed, see

sect. 6.2 of Standard)

Building not in a hurricane—prone region

No parapets

No overhangs

Fundamental frequency larger than 1 Hz

.

Mean roof height h=3.60 m [10+(5/2) tan(20°)=ll. 82 ft]

K2=0.85

qh=1041.87 Pa (21.76 psf).

See Fig. 6-7B of Standard.

Component No. 1: assumed to have 0.93 m^ (10 sq ft) area in zone 3, Span A (see

Fig. 6-7B of Standard). Negative design pressure: -4459.06 Pa [ (-4. 1-0. 18) (21. 76)

=-93.13 psf]

.

Component No. 2: assumed to have 0.93 m^ (10 sq ft) area in zone 3, Spans B, C,

D (see Fig. 6-7B of Standard). Negative design pressure: -2896.26 Pa [(-2.6-

0.18)(21.76)=-60.49 psf]

.

41
A. 15 Tall Flexible Building. Main Wind Force Resisting System

For the building of Example 9 included in the diskette attached to this report, we reproduce excerpts from results obtained bv hand r.alr.ulations Cfor notations,

see sect. C6 . 6 of Commentary to ASCE 7-95 Standard) q2=0.5883; V- = 26.769 m/s

(87.826 ft/s); Ni=1.354; R„=0.111; Rb=0.555; Rh=0.1465; Rd=0.2445; r2=0.584;

G=1.056; K-0.502; maximum acceleration at 182.88 m (600 ft) elevation: 0.2377

m/s2 (0.78 ft/s2).

A. 16 Arched Roof. Main Wind Force Resisting System

Wind and Building Characteristics

V-44.70 m/s (100 mph)

Exposure C

Building classification: category II

Building not situated on or near hills or escarpments

Building not open

Dimension parallel to arch axis: 30.48 m (100 ft)

Dimension normal to arch axis: 15.24 m (50 ft)

Spring-line slope ^=20°

Eave height: 6.096 m (20 ft)

Rise-to-span ratio: r=0.09

Mean roof height: 6.77 m (22.2 ft)

No openings in walls (i.e., building is not partially enclosed, see

sect. 6.2 of Standard)

Building not in a hurricane—prone region

No parapets

No overhangs

Fundcimental frequency larger than 1 Hz

.

Kh-0.918

qh=1125.19 Pa ((0.00256)(0.918)(1002)= 23.5 psf)

Internal pressure: ±202.53 Pa ( (±0. 18) (23.5)=±4.23 psf).

See Table 6-5 of Standard.

Pressures, Wind Normal to Axis:

Windward Quarter: -1063.42 Pa [ (23 . 5) (0. 85) (-0. 9)-4. 23=-22 . 21 psf]

-667.93 Pa [ (23 . 5) (0. 85) (-0. 9)+4. 23=-13. 75 psf]

Center half: Cp=—0.7-r—0.79

-958.08 Pa [ (23 . 5) (0. 85) (-0. 79)-4. 23=-20.01 psf]

-553.02 Pa [ (23 . 5) (0. 85) (-0. 79)+4. 23=-ll. 55 psf]

Leeward quarter: -680.86 Pa [ (23.5) (0.85) (-0.5)-4.23=-14. 22 psf]

-257.79 Pa [ (23 . 5) (0. 85) (-0. 5)+4. 23=- 5.76 psf]

42
Pressures , Wind Parallel to Axis

:

Windward Quarter (see note 3 of Table 6-5 of Standard)

h/L-22. 2/100-0. 222

0-h (i.e., 0-6.77 m (0-22.2 ft)): Cp^—0.9, pressures

identical to those for windward quarter)

h-2h (i.e., 6.77 m (22.2 ft)-13.53 m (44.4 ft)): Cp=-0.5

(p=-679.9 Pa (-14.2 psf) andp=-275.8 Pa (-5.76 psf)

>2h (i.e., > 13.53 m (44.4 ft)): Cp=-0.3, p=-489.34 Pa

(-10.22 psf) and p=-84.27 Pa (-1.76 psf).

A. 17 Monoslope Roof over Open Building

Wind and Structure Characteristics

V=44.70 m/s (100 mph)

Exposure C

Building classification: category II

Building not situated on or near hills or escarpments

Building open

Roof dimension parallel to wind direction: L= 15.24 m (50 ft)

Building dimension normal to wind direction: B= 30.48 m (100 ft)

Roof slope ^=20°

Maximum height of roof from ground: 11.92 m (39.1 ft).

See Tables 6-1 and 6-6 of Standard. ^^

z=11.92 m (39.1 ft)

K2=1.035

qh=1268.35 Pa [ (0.00256) (1.035(1002)=26. 49 psf]

Area of roof: Af=494.33 m^ [ (100) [50/cos(20°) ]=5320 . 9 sq ft].

^^Table 6-1 of the Standard specifies the use of pressures q^ at heights z, rather than the use of a single pressure q^ at the mean roof height h. Since

pressures increase with height, the use of a single pressure q^ in conjunction

with the total area of the roof would underestimate the total force based on pressures q^ multiplied by the respective tributary areas. To avoid such"

underestimation, the force acting on the roof may be based on the pressure

calculated at the top of the roof, used in conjunction with the total area of the

roof. This conservative approach is used in this section and in the computer

program. Note that the program can be used to calculate forces on horizontal

strips of the roof. These forces could then be added up to yield the total force on the roof.

43
For wind deviating 10° from horizontal:

F=q2GCfAf-293 078 N [(26 .49) (0. 85) (0. 55) (5320. 9)-65 . 89 kips]

For wind deviating -10° from horizontal:

F-q^GCfAf-639 622 N [ (26 .49) (0.85) (1.2) (5320. 9)-143 . 8 kips]

Location of center of presssure, X/L:

For wind deviating 10'° from horizontal: X/L=0 .

For wind deviating -10° from horizontal: X/L=0.45.

A. 18 Tank

Wind and Structure Characteristics : V= 44.70 m/s (100 mph) ; exposure C; structure

classification: category I (1=0.87); tank not situated on or near hills or escarpments; height of tank: h=18.29 m (60 ft); surface roughness: rough (see

Note 3, Table 6-7 of Standard); diameter: D= 6.1 m (20 ft).

(1 ft-0.3048 m; 1 psf-47.88 Pa; 1 lb/ft-14.59 N/m)

q2=1066.29K2 Pa [ (0.00256) (KJ (V2)I=(0. 00256) (100^) (0. 87)K2=22. 27 K^ psf ] ; h/D=60/20=3; Cf=0.7+(l/3) (0.8-0. 7)=0. 733; G=0.85; Af=6.1 mVm (20 ftVft) of

height.

F=qzGCfAf=(0.85)(0.733)Afq2

z/0.3048 Kz qz/'^7.88 F/14.59

(z in m) (q^ in Pa) (F in N/m)

0-15 0.85 18.93 235.9

20 0.90 20.04 249.7

25 0.94 20.94 260.8

30 0.98 21.83 271.9

40 1.04 23.16 288.6

50 1.09 24.27 302.4

60 1.13 25.17 313.6

44
A. 19 Chimney

Wind and Structure Characteristics

V=Ah.7 m/s (100 mph)

Exposure C

Structure classification: category I (1-0.87)

Chimney not situated on or near hills or escarpments

Height of chimney: h-24.38 m (80 ft)

Shape in plan: square

Side of square: 4.57 m (15 ft)

Fundamental frequency, oscillations normal to side of square: 0.2 Hz;

Fundamental frequency, oscillations along diagonal: 0.1 Hz

Damping ratio: 0.015.

See Table 6-7 of Standard.

h/D=80/15=0.33

Cf=1.372 normal to side of square

Cf=1.072 along diagonal

qh=1290.37 Pa [ (0 . 00256) (1 . 21) (100^) (0 . 87)=26 . 95 psf]

Force at top of chimney per unit length:

F=qhGfCfAf=8084.62 N/m [ (26 . 95) (1. 372) (15)Gf=554. 6 Of lb/ft] (for direction normal

to side of square; use value of Gf corresponding to this direction)

F=qhGfCfAf=8942.79 N/m [ (26 . 95) (1 .072) (15) (2)1/2g^6]^2 . 8 Gf lb/ft] (for diagonal

direction; use value of Gf corresponding to diagonal direction)

The calculation of the gust response factors is left to the reader as an exercise. It is performed automatically by the computer program. Note that the

computer program also has the capability for calculating wind loads on hexagonal

and octagonal chimneys and similar structures, and on tapered chimneys.

45
A. 20 Solid Sign Above Ground Level

Wind and Structure Characteristics: 44.70 m/s (V-=100 mph) ; exposure C; structure

classification: category I (1=0.87); sign not situated on or near hills or escarpments; ratio of openings to gross area: (see Note 1, Table 6—8 of

Standard); distance from ground to bottom edge of sign: 3.05 m (10 ft); height

above ground of top edge of sign: 9.14m (30 ft); width of sign: N=0.61 m (2 ft).

Larger dimension of sign: M-6.05 m (30-10-20 ft); M/N-20/2=10; Cf=1.3 (Table 6-8

of Standard); q2=1066.29 Pa (0.00256K2V2l=22.27K2 psf)

.

(1 ft=0.3048 m; 1 psf=47. 88 Pa; 1 lb/ft-14.59 N/m)

F=q,GCfAf=2.21q,

z/0.3048 Kz qz/47.88 F/14.59

(z in m) (qz in Pa) (F in N/m)

0-15 0.85 18.93 41.8

20 0.90 20.04 44.3

25 0.94 20.94 46.3

30 0.98 21.83 48.2

NOTE. The force F is proportional to the gust effect factor G if the sign is not

flexible (Table 6—1 of Standard). If the sign is flexible, the forces obtained

as shown above should be multiplied by the ratio G^/G, where Gf is a gust effect

factor that accounts for the structure's flexibility and should be obtained by

rational analysis (Table 6-1 of Standard) . Neither the Standard nor the program

offers guidance on the calculation of Gf for this case. Depending upon the

specific example at hand, the user may consider adapting for this case the method

for calculating the gust effect factor given in Section C6 . 6 of the Commentary

to the Standard.

A. 21 Solid Sign at Ground Level

Wind and Structure Characteristics : 44.70 m/s (V=100 mph); exposure C; structure

classification: category I (1-0.87); sign not situated on or near hills or escarpments; ratio of openings to gross area: (see Note 1, Table 6-8 of

Standard); height of sign: 12.19 m (H=40 ft); width of sign: W= 1.52 m (5 ft).

Ratio j^=H/W=40/5=8 ; Cf=1.4 (Table 6-8 of Standard); q2=1066.29 Pa

[0.00256K2V2l=22.27K^ psf].

(1 ft=0.3048 m; 1 psf=47. 88 Pa; 1 lb/ft=14.59 N/m)

F=q,GCfAf-(0.85)(1.4)(5.0)q,=5.95q,

46
z/0.3048 Kz qz/47.88 F/14.59

(z in m) (q^ in Pa) (F in N/m)

0-15 0.85 18.93 112.6

20 0.90 20.04 119.3

25 0.94 20.94 124.6

30 0.98 21.83 129.9

40 1.04 23.16 137.8

NOTE. The force F is proportional to the gust effect factor G if the sign is not

flexible (Table 6-1 of Standard). If the sign is flexible, the forces obtained

as shovm above should be multiplied by the ratio Gf/G, where Gf is a gust effect

factor that accounts for the structure's flexibility and should be obtained by

rational analysis (Table 6-1 of Standard) . Neither the Standard nor the program

offers guidance for the calculation of Gf in this case. Depending upon the

specific example at hand, the user may consider adapting for this case the method

for calculating the gust effect factor given in Section C6.6 of the Commentary

to the Standard.

A. 22 Open Sign With Flat-sided Members

Wind and Structure Characteristics: 44.70 m/s (V=100 mph) ; exposure C; structure

classification: category I (1=0.87); sign not situated on or near hills or escarpments; ratio of solid area to gross area: €=0.5 (see Note 4, Table 6-9 of

Standard); heigth above ground of bottom of sign: 3.05 m (10 ft); height above

ground of top of sign: 12.19 m (40 ft); width of sign: 3.05 m (10 ft); members

are flat-sided.

q2=1066.29K2 Pa [0.00256K2V2l=22 . 27K2 psf ] ; Cf=1.6 (Table 6-9 of Standard); Af (per

unit height)=(10)(0.50)= 1.52 m^/rn (5 sq ft/ft).

(1 ft=0.3048 m; 1 psf=47.88 Pa; 1 lb/ft=14.59 N/m)

F=q,GCfAf=(0.85)(1.6)(5.0)q,=6.8q,

z/0.3048 Kz q^/47.88 F/14.59

(z in m) (q^ in Pa) (F in N/m)

0-15 0.85 18.93 128.73

20 0.90 20.04 136.31

25 0.94 20.94 142.36

30 0.98 21.83 148.42

40 1.04 23.16 157.51

NOTE. The force F is proportional to the gust effect factor G if the sign is not

flexible (Table 6-1 of Standard). If the sign is flexible, the forces obtained

as shown above should be multiplied by the ratio Gf/G, where Gf is a gust effect

factor that accounts for the structure's flexibility and should be obtained by

rational analysis (Table 6-1 of Standard) . Neither the Standard nor the program

47
offers guidance for the calculation of Gf in this case. Depending upon the

specific example at hand, the user may consider adapting for this case the method

for calculating the gust effect factor given in Section C6.6 of the Commentary

to the Standard.

A. 23 Open Sign With Rounded Members

Wind and Stxructure Characteristics: V—44.7 m/s (100 mph) ; exposure C; structure

classification: category I (1=0.87); sign not situated on or near hills or escarpments; ratio of solid area to gross area: €=0.5 (see Note 4, Table 6-9 of

Standard); heigth above ground of bottom of sign: 3.05 m (10 ft); height above

ground of top of sign: 12.19 m (40 ft); width of sign: 3.048 m (10 ft); members

are rounded with diameter D= 0.3048 m (1 ft).

q2=1066.29K2 Pa (0.00256K2V2l=22 . 27K2 psf)

To obtain force coefficient Cf from Table 6-9 of Standard, estimate typical q^

for sign: typical q2=1043.78 Pa (21.8 psf); D(qji/2^(1) (21. 8)^/2; Cf=l.l (Table

6-9 of Standard); Af (per unit height) = (10) (0. 50)=1. 52 la^/m (5 sq ft/ft).

F=q,GCfAf=(0.85)(l.l)(5.0)q,=4.68q,

(1 ft=0.3048 m; 1 psf=47.88 Pa; 1 lb/ft=14.59 N/m)

z/0.3048 K^ q2/47.88 F/14.59

(z in m) (q^ in Pa) (F in N/m)

0-15 0.85 18.93 88.6

20 0.90 20.04 93.8

30 0.98 21.83 102.6

40 1.04 23.16 108.4

NOTE. The force F is proportional to the gust effect factor G if the sign is not

flexible (Table 6-1 of Standard). If the sign is flexible, the forces obtained

as shown above should be multiplied by the ratio Gf/G, where Gf is a gust effect

factor that accounts for the structure's flexibility and should be obtained by

rational analysis (Table 6—1 of Standard) . Neither the Standard nor the program

offers guidance for the calculation of Gf in this case. Depending upon the

specific example at hand, the user may consider adapting for this case the method

for calculating the gust effect factor given in Section C6.6 of the Commentary

to the Standard.

48
A. 24 Trussed Tower

Wind and Structure Characteristics: V-44.7 m/s (100 mph) ; exposure C; structure

classification: category I (1-0.87); tower not situated on or near hills or escarpments; ratio of solid area to gross area of a tower face: c-0.5 (see Note

7, Table 6-10 of Standard); square cross-section; width: 3.05 m (10 ft); height

30.48 m (100 ft); flat-sided members.

q^-1066.29K^ Pa (0.00256K,v2l-22 .27K, psf)

Af-0.15 mVm [ (0.05) (10) (l)-0.5 sq ft/ft]

Cf-4 . 0e2-5 . 9e+4 . 0-3 . 715

qzCfAf-(22.27)( 3.715)(0.5)K^-41.37GfK2

(1 ft-0.3048 m; 1 psf-47.88 Pa; 1 lb/ft-14.59 N/m)

F-q^GfCfAf (for flexible towers; for non-flexible towers Gf is replaced by G)

z/0.3048 K. qz/47.88 F/14.59

(z in m) (q^ in Pa) (F in N/m)

0-15 0.85 35.16 86.85

20 0.90 37.23 91.96

30 0.98 40.54 100.13

40 1.04 43.02 106.26

50 1.09 45.09 111.37

60 1.13 46.75 115.47

70 1.17 48.40 119.55

80 1.21 50.06 123.65

90 0.24 51.30 126.71

100 1.26 52.13 128.76

The calculation of the gust effect factor Gf is left to the reader as an

exercise. A rough estimate of Gf is provided automatically by the computer

program.

49
A. 25 Topographic Factor K^t Consider a building located at a distance x-22.86 m (75 ft) upwind of a twodimensional ridge with height H-11.43 m (37.5 ft) and characteristic horizontal

dimension 1^-45.72 (150 ft). Calculate topographic factor at z-7.62 m (25 ft)

elevation and at 9.14 m (z-30 ft) elevation. See Figure 6-2 of Standard.

Ki multiplier

H/Lb-37. 5/150-0. 25; Ki-0.36

K2 multiplier

x/Lb-7 5/150-0. 5; K2-O.67 (recall that building is sited upwind, rather than

downwind, of crest)

K3 multiplier

z/Lh-25/150-0.167; K3-O. 74-(0. 74-0. 55) (0.067)/(0.10)-0. 6127

z/Lh-30/150-0 . 20 ; K3-O.55 ^

z-7.62 m (25 ft): K^t-(l+KiK2K3) 2-1.317

z=9.14 m (30 ft): K^t-(l+KiK2K3) 2-1.283.

50
DATE DUE

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