Comparison of Analytical Methods for Calculation of Wind Loads

8/14/2019 Comparison of Analytical Methods for Calculation of Wind Loads

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NASA Technical Memorandum TM 102782

I

Comparison Of Analytical MethodsFor Calculation Of Wind Loads

September 1989

(NASA-TM-1027B2) COMPARISON OF ANALYTICALMETHODS FOR CALCULATION OF WIND LOA_S(NASA) 50 p CSCL 2OK

G3/J9

N90-13813

Unclas0251715

NASANational Aeronautics andSpace Administration


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NASA Technical Memorandum TM 102782

Comparison Of Analytical MethodsFor Calculation Of Wind Loads

Donald J. MindermanLarry L. SchultzEngineering Development DirectorateSeptember 1989

National Aeronautics andSpace AdministrationJohn F. Kennedy Space Center


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KSC-DM-3282REVISION A

COMPARISON OF ANALYTICALMETHODS FOR CALCULATION

OF WIND LOADS

This Revision Supersedes All PreviousEditions of This Manual

D.v- j.'lV_de_,bM-_g_33

APPROVED BY:

SEPTEMBER 1989JOHN F. KENNEDY SPACE CENTER, NASA


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ABSTRACT

The following analysis is a comparison of analytical methods forthe calculation of wind load pressures. The analytical methodsspecified in ASCE Paper No. 3269, ANSI A58.1-1982, the StandardBuilding Code, and the Uniform Building Code were analyzed usingvarious hurricane speeds to determine the differences in thecalculated results. The winds used for the analysis ranged from100 mph to 125 mph and applied inland from the shoreline of alarge open body of water (i.e., an enormous lake or the ocean) adistance of 1500 feet or ten times the height of the building orstructure considered. For a building or structure less than orequal to 250 feet in height acted upon by a wind greater than orequal to 115 mph, it was determined that the method specified inANSI A58.1-1982 calculates a larger wind load pressure than theother methods. For a building or structure between 250 feet and500 feet tall acted upon by a wind ranging from i00 mph to II0mph, there is no clear choice of which method to use; for thesecases, factors that must be considered are the steady-state orpeak wind velocity, the geographic location, the distance from alarge open body of water, and the expected design life and itsrisk factor.

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TABLE OF CONTENTSSection TiDle Paqe

.

1.11.21.3

2.12.22.2.12.2.1.I2.2.1.22.2.1.32.2.22.2.2.12.2.2.22.2.2.32.2.32.2.3.12.2.4

.

APPENDIX AAPPENDIX BAPPENDIX C

APPENDIX D

APPENDIX E

APPENDIX F

INTRODUCT ION ..................................... IPurpose .......................................... 1Facilities and Equipment ......................... 1Definitions ...................................... 1ANALYSIS ......................................... 2Problem Statement ................................ 2Comparison of Analytical Methods ................. 3American Society of Civil Engineers (ASCE) Paper

3No. 3269 ........................................Steady-State Total Wind Pressure, P, ............. 3Peak Total Wind Pressure, Pz,m. ................... 3Steady-State Wind Velocity Profile, V, ........... 4American National Standard Institute (ANSI)A58.1-1982 ....................................... 4Steady-State Total Wind Pressure, P, ............. 5Peak Total Wind Pressure, P,,mx ................... 5Steady-State Wind Velocity Profile, V, ........... 6Standard Building Code ........................... 6Steady-State Total Wind Pressure, P, ............. 6Uniform Building Code ............................ 6DISCUSSION ....................................... 6

SUMMARY OF RESULTS ............................... 8

TOTAL PRESSURE FOR A STEADY-STATE WIND VELOCITY.. A-IPEAK TOTAL PRESSURE FOR A PEAK WIND VELOCITY ..... B-IFACILITY DESIGN WIND FOR VARIOUS PEAK WINDSPEEDS AND LIFETIMES ............................. C-IWIND VELOCITY PROFILE ............................ D-IWIND PRESSURE AND WIND VELOCITY AT VARIOUSHEIGHTS FOR SPECIFIC HURRICANE WIND SPEEDSAT 33 FEET ....................................... E-I

REFERENCE DOCUMENTS .............................. F-I

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ABBREVIATIONS AND ACRONYMSANSIASCECAe.g.ftft 2FLi.e.KSCib/ft 2ib,mphNASAno.NYpsfSFSTD%

American National Standards InstituteAmerican Society of Civil EngineersCaliforniafor examplefootsquare footFloridathat isJohn F. Kennedy Space Centerpound per square footpound forcemile per hourNational Aeronautics and Space AdministrationnumberNew Yorkpounds per square footshape factorstandardpercent

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a

Ct

Do

F 8

G I

i . .

K,P,

P|wmaR

SF

Z

U

V,

SYMBOLS AND NOTATIONCoefficient alpha that depends on the exposure typeProjected area normal to the wind velocity except whenis given for the surface area (ft')Shape coefficientForce coefficient

External pressure coefficientSurface drag coefficient

Design force at a specific height, Z (ibf)Gust response factor for main-force resisting systemsevaluated at height Z=hGust response factor to be used for components andcladding

Importance factorVelocity pressure exposure coefficient

Steady-State total wind pressure on primary framing dueto constant wind loads (ib/ft 2 or psf)

Peak total wind pressure on primary framing due togusting winds (lb/ft' or psf)

Wind velocity pressure at a height, Z (ib/ft 2 or psf)

Peak wind velocity pressure at a height, Z (ib/ft' orpsf)

The shape factor is a coefficient that depends on theexterior surface of the building or structureEquation variable that depends on a, Do, and ZRisk of occurance

Wind velocity at a specific height (mph)

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VI,_R

V30x

x_

Peak wind velocity at a specific height (mph)Wind velocity at a height of 30 feet (mph)A constant which linearly reduces from x=0.3 atV_0-60 mph to x=0.143 at V30=130 mphThe constant x mentioned above, which is adjusted forpeak windsHeight above the ground (ft)Gradient height above the ground (ft)


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I. _NTRQDUCTION

1.1 PURPOSEThe following analysis is a comparison of analytical methods forcalculation of wind load pressures specified in ASCE Paper No.3269, ANSI A58.1-1982, the Standard Building Code, and theUniform Building Code. These methods were analyzed for varioushurricane wind speeds to determine the differences between theircalculated wind load pressures.

1.2 FACILITIES AND EQUIPMENTThe analysis included calculations of wind load pressure for onlyCategory III buildings and structures (as defined in ANSI A58.1-1982; see reference 1 in appendix F) because Category IIIbuildings and structures are more closely identifiable with thespace vehicle processing and launch facilities at KSC. Thebuildings or structures used for calculating wind load pressurehad four sides with vertically oriented walls. Only Exposure Dwinds (as defined in ANSI A58.1-1982) were considered becauseExposure D closely approximates the topography and the types ofwinds experienced at KSC. For a detailed description of thebuilding or structural constraints that were followed see 2.1.1.3 DEFINITIONS

For the purpose of this report, the following definitions shallapply:Cateqory III Bgildinq Qr $_ructure: Buildings or structuresdesignated as essential facilities including, but not limited to,hospitals, fire stations, disaster operations centers, andnational defense centers.

_: Flat, unobstructed areas exposed to wind flowingover large bodies of water. Exposure D applies only from theshoreline a distance of 1500 feet or ten times the height of thebuilding or structure under consideration, whichever is greater._rg_n d Win4: Wind that affects facilities and space vehiclesduring ground operations and immediately after a launch. Thesewinds exist below a height of 500 feet. Ground winds aresometimes referred to as surface winds.


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_h_u_: A sudden increase in the ground wind speed. A gust isfrequently expressed as a deviation from a mean wind speed.

!mpQr_anq@ Factor: A factor that accounts for the degree ofhazard to human life and damage to property.

Peak Wind Speed: The maximum (essentially, instantaneous) windspeed measured during a specified reference period, such as ahour, day, or month, at a given reference height.

Primary Frames and Svstem_: An assemblage of major structuralelements assigned to provide support for secondary members andcladding. Examples of primary frames and systems include rigidand braced frames, space trusses, roof and floor diaphragms,shear walls, and rod-braced frames.

Shawe Factor: A coefficient that accounts for the geometry andorientation of the building or structure.

Steady-State Qr Av@raqe Wind Speed: The mean, over a period ofapproximately I0 minutes, of the ground wind speed measured at afixed reference height. Steady-State or average wind speed isusually assumed to be constant as, for example, in spectralcalculations.

2. ANALYSI_2.1 PROBLEM STATEMENTThe objective of the analysis is to compare analytical methodsfor calculation of the steady-state total wind pressure, peaktotal wind pressure, and wind velocity profiles of ASCE Paper No.3269, ANSI A58.1-1982, the Standard Building Code, and theUniform Building Code. The type of structure considered in theanalysis is a Category III building that has four sides withvertically oriented walls. The report compared neither thin andwide (e.g., like a billboard) nor tall and slender (e.g., like asmokestack) buildings or structures. Only primary frames andsystems are taken into account and only the windward and leewardsides are analyzed. The roof is not included in this report inorder to reduce the number of graphs produced. A steady-stateExposure D wind varying from I00 mph to 125 mph in 5-mphincrements is used in the analysis, and the elevation above theground ranges from 30 feet to 500 feet.

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2.2 COMPARISON OF ANALYTICAL METHODSThe following subsections present the formulas used in ASCE PaperNo. 3269, ANSI A58.1-1982, the Standard Building Code, and theUniform Building Code.2.2.1 AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) PAPER NO. 3269.The method specified in ASCE Paper No. 3269 has been used in KSC-STD-Z-0004 to calculate wind loads on John F. Kennedy SpaceCenter (KSC) facilities since the early 1960's. The followingthree subsections present formulas for the steady-state totalwind pressure, peak total wind pressure, and steady-state windvelocity profile for ASCE Paper No. 3269, conforming to thecriteria of 2.1 of this report (see references 2, 3, and 4 inappendix F).2.2.1.1 SteadT-$ta_? T0_al Wind Pressure a P,. This subsectionpresents the formulas for the steady-state total wind pressure.Formula (6) is the complete formula for the steady-state totalwind pressure.

P, " q,C_ (psf)q, - 0.002558V,' (psf)V. - V3o(Z/30)" (mph)x linearly reduces from:x = 0.3 at V30=60 mph to x=0.143 at V,o=130 mphx - 0.3-(0.3-0.143) [(V,-60)/(130-60)]x - 0.3-0.157[(V,-60)/70]

(1)

(2)

(3)

(4)

The shape coefficient, Co, represents the summation of thepressure contributions from the windward and leeward sides.

C= - 1.3 (5)Substitute (2), (3), (4), and (5) into (I)

(6), - 0. 002558 [V30(Z/30) _o.3-o.1,_E,v.-,o,/_o1_],1.3) (psf)2.2.1.2 P_k Total Wind p_e$_ure, PT,m," This subsectionpresents the formulas for the peak total wind pressure. The peak

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total wind pressure is the maximum wind measured over a period oftime.

P,..., - q,.,,C, (psf)(7)

TO account for the peak wind speed, V,,,,, a gust factor ismultiplied by the steady-state velocity. A gust factor of i.i0allows for gusts of approximately I0 seconds in duration. Thepeak wind velocity pressure is then derived again in order toshow the limitations of the formulas.

q,,,. - 0.002558V,,,, 2 (psf) (8)V,,,. ,, V3o(l.10) (Z/30) _" (mph) (9)

Xm. linearly reduces from:x-0.3 at V30=60 mph to x=0.143 at V30=130 mphXm, - 0.3-(0.3-0.143) [ (V,,,.-60)/(130-60) ] (I0)

The limitation in equation (I0) is that whenever V,,m. exceeds 136mph an error will be present. When the steady-state windvelocity is 125 mph then:

V,.... - 125 mph (1.10) = 137.5 mphUsing a peak wind velocity of 137.5 mph yields an error of 5.8percent. An error this size should be accounted for only whendealing with a steady-state 125-mph wind in peak velocitypressure calculations. Substituting (8), (9), (i0), and (5) into(7) yields:

P,,,. - 0.002558[(V30) (I.I0) (Z/30) t'3-'157[i'v':c*n)'i'/Y]_]'(l.3)(psf) (11 )

2.2.1.3 Steady-State Wind Velocity PrQfile. V,. The followingformula is the wind velocity profile for 0 to 500 feet.

V, = V30(Z/30)" (mph) (12)V, = V,o(Z/30) J'ls_('vz'')/73 (mph) (13)

2.2.2 AMERICAN NATIONAL STANDARD INSTITUTE (ANSI) A58.1-1982.The following three subsections present the formulas for thesteady-state total wind pressure, peak total wind pressure, and

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steady-state wind velocity profile for ANSI A58.1-1982,conforming to the criteria of 2.1 in this report (see referencesI, 5, and 6).

2.2.2.1 $teady-$_at# Total Wind Pressure, P,. This subsectionpresents the formulas for the steady-state total wind pressure.Formula (19) is the complete formula for the steady-state totalwind pressure.

P, = q,Cp (psf)q, - 0. 00256K, (IV33)2K, - 2.58(Z/Z,) 2/"I = 1.11

(psf)

for 15 ft_Z_Zq

(14)

- (15)(16)

(17)The external pressure coefficient, Cp, is the sum of the windwardand leeward sides.

Cp - 1.3 (18)Substituting (15), (16), (17), and (18) into (14) yields:

P, - 0.0025612.58(Z/Zq)'"] (I.IIV_,] }'(1.3) (psf) (19)For an Exposure D: aml0.0 and Zqm700 feet

2.2.2.2 _ak Total Wind pressure, P,,,x. This subsectionpresents the formulas for the peak total wind pressure. Formula(24) is the complete formula for the peak total wind pressure.

P,,m, = q,,m.G,Cp (psf) (20)Equation (20) was modified by substituting G. for G,. This hadto be done in order to vary the building height from 30 feet to500 feet.

q,.,, = 0.00256Kz(IV,)' (psf) (21)G, = 0. 65+3. 65T. (22)T, - 2.35Do's/(Z/30) I/, (23)

Substituting (21), (22), (23), and (18) into (20) yields:

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P,,,, = 0.0025612.58(Z/Z,)21"] [1.11Vn]2{0.65+3.6512.35Do'S/(Z/30) _']} (1.3) (psf) (24)

For an Exposure D: Do=0.0032.2.2.3 $_%ady-Sta_@ Wind Vel0citv Profile, V,. The followingformula is the wind velocity profile for 0 to 500 feet.

V, - V3,(Z,/33):i" (Z/Z,)It" (mph) for Z > 0 (25)

2.2.3 STANDARD BUILDING CODE. The Standard Building Codeaddresses only the steady-state total wind pressure which ispresent in the following subsection (see reference 7).2.2.3.1 Steady-State TQtal wind Pressure. P.. This subsectionpresents the formula for the steady-state total wind pressure,conforming to the criteria of 2.1 in this report. Formula (26)is the complete formula for the steady-state total wind pressure.

P, - 0.00256V302 (Z/30)"7 (psf) for 30 ft


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the spreadsheet was then passed to a presentation/graphicalprogram which generated the figures in appendices A, B, and Dthat show the differences between the wind loads calculated inASCE Paper No. 3269, ANSI A58.1-1982, and the Standard BuildingCode. Steady-state Exposure D winds ranging from 100 mph to 125mph in 5-mph increments were used. The height of the windvelocity envelop ranged from 30 feet to 500 feet. Figures A-Ithrough A-6 show the height versus steady-state total pressurefor a steady-state wind. Figure A-1 shows that for a building orstructure above 330 feet, the method in ASCE Paper No. 3269yields larger calculated velocity pressures. As the steady-statewind increases, ANSI A58.1-1982 emerges as the standard thatcalculates the largest total pressure, which is apparent infigures A-I through A-3. When the steady-state wind is Ii0 mphand greater, ANSI A58.1-1982 analytically produces the largesttotal pressure, which is apparent in figures A-3 through A-6.The Standard Building Code method consistently has the lowesttotal pressure for figures A-1 through A-6.

Figures B-1 through B-6 in appendix B show the height versus peaktotal pressure for peak wind velocities. Figure B-1 shows that,for a building or structure above 250 feet, the method in ASCEPaper No. 3269 has larger calculated peak total pressures. Asthe peak Wind velocity increases, ANSI A58.1-1982 emerges as thestandard that calculates the largest total pressure, which isapparent in figures B-1 through B-4. When the peak wind is 115mph and greater, ANSI A58.1-1982 analytically produces thelargest total pressure, which is apparent in figures B-4 throughB-6.

Figure C-1 in appendix C allows the designer to consider factors,such as the number of years between occurrences and what is anacceptable risk, for determining a peak wind speed. Once a peakwind speed is ascertained, the peak total pressure can bedetermined from appendix B.

When trying to determine which particular method calculateslarger pressure values consistently regardless of the steady-state or peak winds, there is no clear-cut choice for allaltitudes. For winds of 115 mph and greater, ANSI A58.1-1982calculates larger total pressure for both steady-state and peakwinds. Below 250 feet for all wind speeds, both steady-state andpeak, ANSI A58.1-1982 calculates the larger pressure. For windsbetween 100 mph and 110 mph and for buildings or structuresbetween 250 feet and 500 feet tall, there is no clear-cut choiceof which code produces the largest total pressure. The choice ofwhich code to use depends on the wind type and wind speed. An

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example of this can be seen in figures A-I and B-I for a 275-foot-tall building or structure acted upon by a 100-mph wind.Figure A-l, which uses steady-state winds, indicates that theANSI A58.1-1982 method calculates a larger velocity pressure thanthe ASCE Paper No. 3269 method; however, figure B-l, which usespeak wind rather than steady-state wind, indicates that the ASCEPaper No. 3269 method should be used instead of ANSI A58.1-1982.The dilemma over which method to use can be eliminated if thequestion of which type of wind should a building or structure bedesigned for (a steady-state or peak wind) is answered.

Figures D-1 through D-6 in appendix D show the calculated windvelocity profile from the methods in ASCE Paper No. 3269 and ANSIA58.1-1982.

Appendix E contains all of the formulas used in a spreadsheetprogram to produce tables E-I through E-6 that contain all of thedata points used to generate the graphs in appendices A throughD.

4. _UMMARy OF RESULTSThis analysis used a Category I.II building or structure exposedto an Exposure D steady-state wind. varying from I00 mph to 125mph in 5-mph increments to compare methods of calculating windload pressure specifled in ASCE Paper no. 3269, ANSI A58.1-1982,the Standard Building Code, and the Uniform Building Code. Thewind velocity envelop ranged from 30 feet to 500 feet. It wasdetermined that the method for the calculation of wind loadpressure specified in ANSl A58.1-1982 produces a larger wind loadpressure for a building or structure less than or equal to 250feet in height, acted upon by a wind greater than or equal to 115mph, than the other methods. For a building or structure between250 feet and 500 feet tall acted upon by a wind ranging betweeni00 mph and II0 mph, there is no definitive choice of whichmethod to use. Factors that must be considered for a building orstructure in this range are steady-state or peak wind velocity,geographic location, distance from a large open body of water(i.e., an ocean or enormous lake), and the expected design lifeand its risk factor. It was determined that the StandardBuilding Code consistently yielded the lowest steady-state totalpressure values as compared to the other methods. The StandardBuilding Code did not address either the peak total pressure orthe wind velocity profile The Uniform Building Code did notencompass Exposure D winds and, therefore, was excluded on thebasis of nonconformity to the specified winds.

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APPENDIX A

TOTAL PRESSUREFOR A STEADY-STATEWIND VELOCITY

A-l/A-2


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u_

w

5OO

450

400

3O0

250

200

150

100

5O

JI|Vl!iI

a|

, l

!I

tI7 'J

.......0 20 40 60 80 100 120

ASCE PAPE R NO. 3269--------- STANDARD BUILDING CODE..... -- ANSI A58.1-1982

TOTAL PRESSURE (LB/F'I'2)

EXPOSURE D, CATEGORY 111BUILDING

Figure A-I. Height Versus Total Pressure:Wind Velocity I00 mph at 33 ft

A-3


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uJ

5OO

46O

30O

25O

2OO

150

100

50

00

-- ASCE PAPE R NO. 3269-- STANDARD BUILDING CODE....- -- ANSI A58.1:1982

20 40 60 80 t00 120TOTAL PRESSURE (LB/FT2)

EXPOSURE D, CATEGORY III BUILDING

A-4

Figure A-2. Height Versus Total Pressure:Wind Velocity 105 mph at 33 ft


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600

45O

400

380

3OO

uJZ

2OO

100

50

00

ASCEPAPER NO. 3269STANDARD BUILDING CODE

....... ANSI A58.1-1982

2O 4O 8O 8O 100 120TOTAL PRESSURE(LBIFT2)

140


Figure A-3. Height Versus Total Pressure:Wind Velocity ii0 mph at 33 ft

A-5


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450 _- .....

40O

.r__+ 250t&l"T

+

2OO

160 _m_,

100

50

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jY/ #

: |

'/'j'/ ,

4.t

--7"

e

#

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-- ASCE PAPER NO.3269-- STANDARD BUILDING CODE....... ANSI A58.i'1982

20 40 60 80 100 120 140TOTAL PRESSURE (LB/FT2)

EXPOSURED, CATEGORY 111BUILDING


A-6


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UJZ_

500

460

400

35O

300

25O

200

160

100

5O

I0

u..

I

//

-i.......4f

O# S

00 2O

-- ASCE PAPER NO. 3269-- STANDARD BUILDING CODE....... ANSI A58.1-1982

4O 60 80 100 120 140 160TOTAL PRESSURE (LBIFT2)



A-7


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Uhv

Z

z

500

46O

400

35O

300

IG0

100

SO

00

"--------- ASCEPAPERNO. 3269STANDARD BUILDING CODE

- - ANSIA58.1-1982

2O 40 80 80 100 120 140 160TOTAL PRESSURE(LB/FT2)

EXPOSURED, CATEGORY III BUILDINGFigure A-6. Height Versus Total Pressure:

Wind Velocity 125 mph at 33 ftA-8


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APPENDIX B

PEAK TOTAL PRESSURE FOR A PEAK WIND VELOCITY

B-I/B-2


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zuJZ

50O

450

4OO

350

3OO

250

100

5O

/: ///

I

|

ii

|

.... i

i#..2 ..../ #f

0 0

ASCEPAPER NO. 3269....... ANSI A58.1-1982

Figure B-I.Wind

20 4O 50 50 100PEAK TOTAL PRESSURE (LB/FT2)

120

Height VersusVelocity i00

EXPOSURED, CATEGORY III BUILDINGPeak Total Pressure:

mph at 33 ftB-3


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v

wZ

500

450

400

250

200

tO0

50 /

|

' .... LfJ ,

i. / m_j

ew

#'

.

0 . 20 40 50 80 100" 120 140PEAKTOTAL PRESSURE (LB/FT2)

--'-'-" ASCEPAPER NO. 3269....... ANSI A58.1-1982 EXPOSURE D,CATEGORY III BUILDING

B-4

Figure B-2. Height Versus Peak Total Pressure:Wind Velocity 105 mph at 33 ft


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45O

280WZ

2OO

180

I00 m//--

!!q

#

#o

J##I

-- ASCEPAPER NO. 3269....... ANSI A58.1-1982

40 60 80 100 120

PEAK TOTAL PRESSURE(LB/FT2)

1,o

EXPOSURE0, CATEGORY III BUILDING


B-5


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500

450

40O

350

3oov

X__ 250u_

200

150

100

5O

0

i,fIB!!--4'--

$

/

t

mI

!Jm|/i

/r#!:

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20 40 60 80 100 120 140PEAKTOTAL PRESSURE (LB/FT2)

ASCEPAPERNO.3269..... "" ANSI A58.1-1982 EXPOSURED. CATEGORY III BUILDING


B-6


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5OO

450

400

35O

3OOEv

Z__ 250IJJ-!-

2O0

150

100

SO

ASCE PAPER NO. 3269....... ANSI A58.1-1982

II, I

I :

i....i....

0 20 40 60 80 100 120 140 160PEAK TOTAL PRESSURE (LBIFT2)

F



B-7


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50O

46O

4O0

35O

__ 2S0UJ

2O0

160

100

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00

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!#

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i0IeI

eeI .

00

B i

I' 1e' I; " t if

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I0|

' I.: I: te ;

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l20 40 60 80 100 120 140 160 180

PEAK TOTAL PRESSURE iLB/FT2iASCEPAPER NO. 3269

* - ANSI A58.1-1982 EXPOSURE D.CATEGORY I!1 BUILDINGFigure B-6. Height Versus Peak Total Pressure:

Wind Velocity 125 mph at 33 ftB-8


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APPENDIX C

FACILITY DESIGN WIND FOR VARIOUS PEAK WINDSPEEDS AND LIFETIMES

C-i/C-2


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_ R 8 o- 8 S S e 8 8(S.I.ON_) a33dS ONIM _lV3d

8

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-,,'I

r,.)Cr..:_

ir.j

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C-3/C-4


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APPENDIX D

WIND VELOCITY PROFILE

D-I/D-2


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500

450

350

300u_qm.

z 2soI&l-r

2O0

_50

100

50

0

. .......... , ........... m .....

!)!

0l|I|

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_ .

|0

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I:i . .. .. .. .. .. .. .. .. .. .. .. .

50 100 150 200

ASCEPAPER NO. 3269- -- ANSI A58.1-1982

Figure D-1.

WIND VELOCITY (MPH)

EXPOSURED. CATEGORYIIIBUILDINGHeight Versus Wind Velocity:

Velocity Profile I00 mph at 33 ft

D-3


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50O

450

4_

350

3OO

u_

z 2502ul:X

150

100

,

0 5O 100WIND VELOCITY (MPH}

F

2OO

-- ASCEPAPER NO. 3269....... ANSI A58.1-1982 EXPOSURE D, CATEGORY !11BUILDING

Figure D-2. Height Versus Wind Velocity:Velocity Profile 105 mph at 33 ft

D-4


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APPENDIX EWIND PRESSURE AND WIND VELOCITY AT VARIOUS HEIGHTS

FOR SPECIFIC HURRICANE WIND SPEEDS AT 33 FEET

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APPENDIX F

REFERENCE DOCUMENTS

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.

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REFERENCE DOCUMENTSANSI A58.1-1982.Other Structures."New York, NY.

"Minimum Design Loads for Buildings andAmerican National Standards Institute,

American Society of Civil Engineers "Task Committee onWind Forces: Wind Forces on Structures." ASCE Paper No.3269, ASCE Transactions, Vol. 126, Part II, pp. 1124-1198,1961.

KSC-STD-Z-0004. "The Design of Structural Steel Buildingsand Framework Standard for." National Aeronautics and SpaceAdministration, Kennedy Space Center, FL.

Turner, Robert E. and C. Kelley Hill. "TerrestrialEnvironment (Climatic) Criteria Guidelines for Use inAerospace Vehicle Development." NASA Technical Memorandum82473, National Aeronautics and Space Administration, GeorgeC. Marshall Space Flight Center, AL, 1982.Mehta, Kishor C. "Guide to the Use of the Wind LoadProvisions of ANSI A58.1." Institute for Disaster Research,Texas Tech University, Lubbock, TX, 1988.Mehta, Kishor C. "Wind Load Provisions ANSI #A58.1-1982,"Journal of Structural Engineering, Vol. 110, No. 4, April1984, pp. 769-784."Standard Building Code." Southern Building Code CongressInternational, Inc., AL, pp. 181-200, 1985."Uniform Building Code." International Conference BuildingOfficials, Pasadena, CA, 1982.

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Report Documentation Pageklat_qal A_oq_,utqc S ,4r',(1,c-4"_1C_/'vJm_ usIf,Jl_g__1. ReportNo. 2. Government AccessionNo.TN 102782

4. Title and SubtitleComparison of Analytical Methods for Calculationof Wind Loads.

7. Author(s)Donald J. MindermanLarry L. Schultz

9. PerformingOrganizationNameand AddressLaunch Structures SectionMechanical Engineering DivisionNASA, Kennedy Space Center, FL

12. S_n_ring AgencyNameand AddressJohn F. Kennedy Space CenterNational Aeronautics and Space AdministrationKennedy Space Center, FL 32899

3. Recipient'sCatalogNo.

5. ReportDate

6. Performing Organization Code

8. PerformingOrganization ReportNo.KSC-DM-3282

10.WorkUnit No.

11. Contract or Grant No.

13. Type of Reportand Period Covered

14. SponsoringAgencyCode

15. SupplementaryNotes

16. AbstractThe following analysis is a comparison of analytical methods for the calculationof wind load pressures. The analytical methods specified in ASCE Paper No. 3269,ANSI A58.1-1982, the Standard Building Code, and the Uniform Building Code wereanalyzed using various hurricane speeds to determine the differences in the cal-culated results. The winds used for the analysis ranged from I00 mph to 125 mphand applied inland from the shoreline of a large open body of water (i.e., alarge lake or the ocean) a distance of 1500 feet or ten times the height of thebuilding or structure considered. For a building or structure less than or equalto 250 feet in height acted upon by a wind greater than or equal to 115 mph, itwas determined that the method specified in ANSI A58.1-1982 calculated a largerwind load pressure than the other methods. For a building or structure between250 feet and 500 feet tall acted upon by a wind ranging from i00 mph to Ii0 mph,there is no clear choice of which method to use; for these cases, factors thatmust be considered are the steady-state or peak wind velocity, the geographiclocation, the distance from a large open body of water, and the expected designlife and its risk factor.

17, KeyWords(SuggestedbyAuthor(s))WINDLOADSBUILDINGS

18. DistributionStatement

Unlimited

19. SecuriW Classif.(ofthisrepo_)UNCLASSIFIED

NASA FORM 1626OCT86

!20. Security Classif. (of thispage}UNCLASSIFIED

21. No. of pages 22. Price


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