The magnitude and distribution of wind-induced pressures on hip and gable roofs

Meecham, D.; Surry, D.; Davenport, A. G.

doi:10.1016/0167-6105(91)90046-y

Cited by 68 publications

(27 citation statements)

References 3 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…In other words, Reynolds number was in the range of Re = 3.9 × 10 5 corresponding to the values in prototype scale. This value guarantees, see [3], the independence of the results at Re. Each partial measurement with 32 channels representing 32 spots on the roof surface took 30 seconds.…”

Section: Model Testingmentioning

confidence: 90%

“…The ratio between the model area Am and the tunnel cross section At is Am/At = 2.5% and 3.7%, respectively. Measurement of the pressure coefficient is thus not distorted; as the systematic error of 10% at the windward side of the model occurs when the blockage is higher than 5% while for the leeward side it is even less, see [3]. According to [4], the correction effect by blockage (calculated according for the model over the entire height of the tunnel) and used for the dimensions of the presented building model is only 6%.…”

Section: Model Preparationmentioning

confidence: 99%

“…There has been much investigation of the wind characteristics on the gable roofs in different regions, see, [1], [2]. The magnitude and distribution of the wind pressures are analyzed in [3]. The wind tunnel tests are often indispensable for the designers, because the current codes sometimes do not give adequate values with respect to some zones at wind exposure.…”

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Measurements of dynamic wind pressures on gable roofs – comparison with ČSN EN 1991-1-4

et al. 2017

View full text Add to dashboard Cite

Abstract. The contribution is dealing with the wind tunnel measurements of dynamic pressures on the canopy roofs. It compares experimentally determined pressure coefficients Cp with the values in ČSN EN 1991-1-4 and former code ČSN 73 0035 as well. The pressures are expressed by the dynamic values. Thus, the averaged values are presented together with the fluctuating part, which significantly contributes to the overall loading. The measurement is carried out at two roof models, two basic directions, and two turbulence intensities.

show abstract

Section: Model Testingmentioning

confidence: 90%

Section: Model Preparationmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Measurements of dynamic wind pressures on gable roofs – comparison with ČSN EN 1991-1-4

et al. 2017

View full text Add to dashboard Cite

show abstract

“…In order to verify the validity of present test data, the values of p C on the centerline of several gable roofs with wind direction angles of 90 o gotten from present wind tunnel tests are chosen to compare with those shown in Holmes' book [1] and Meecham's paper [11] shown in Figure 5. In Figure 5, the trend of the mean wind pressure coefficients obtained from different wind tunnel tests is similar, while there are some differences between the present test data and those of Holmes, especially for the model with a height/breadth ratio of 5/5 and a roof pitch of 18.4, as shown in Figure 5 (2).…”

Section: Comparision With Test Results In Literaturementioning

confidence: 99%

Effects of Geometric Parameters on Mean Wind Pressure on Gable Roofs of Low-Rise Buildings

Quan

Tamura²,

Matsui³

2007

Volume 3 Number 1

View full text Add to dashboard Cite

A series of pressure measurement wind tunnel tests were carried out on low-rise buildings in a simulated suburban wind field. The effects of roof pitch, height/breadth ratio and depth/breadth ratio of gable-roofed low-rise buildings on mean wind pressure coefficients on their roofs for winds parallel or perpendicular to the ridges were discussed. Two new equations of mean wind pressure coefficients, which may be useful for design purpose, were fitted with the test data for various building shapes and the errors of those equations were analyzed carefully. The calculated results with the equations were compared with present wind tunnel test data and literature in detail.

show abstract

“…Several past studies have investigated the superior performance of hip-roofed homes (Meecham et al, 1991;Meecham, 1992), with some more recent works directly investigating hip roof behavior with regard to roof sheathing (DOD-4) and RTWC (DOD-6) performance (Henderson et al, 2013;Kopp et al, 2016). Meecham et al (1991) performed wind tunnel testing to enhance the technical understanding of hip roof performance and found that there is an important relationship between the pressure distribution and underlying framing configuration in wood-frame roofs.…”

mentioning

confidence: 99%

Framing Failures in Wood-Frame Hip Roofs under Extreme Wind Loads

Stevenson

Kopp

Ansary

2018

Front. Built Environ.

View full text Add to dashboard Cite

Wood-frame residential roof failures are among the most common and expensive types of wind damage. Hip roofs are commonly understood to be more resilient during extreme wind in relation to gable roofs. However, inspection of damage survey data from recent tornadoes has revealed a previously unstudied failure mode in which hip roofs suffer partial failure of the framing structure. In the current study, evidence of partial framing failures and statistics of their occurrence are explored and discussed, while the common roof design and construction practice are reviewed. Two-dimensional finite element models are developed to estimate the element-level load effects on hip roof trusses and stick-frame components. The likelihood of failure in each member is defined based on relative demand-to-capacity ratios. Trussed and stick-frame structures are compared to assess the relative performance of the two types of construction. The present analyses verify the common understanding that toenailed roof-to-wall connections are likely to be the most vulnerable elements in the structure of a wood-frame hip roof. However, the results also indicate that certain framing members and connections display significant vulnerability under the same wind uplift, and the possibility of framing failure is not to be discounted. Furthermore, in the case where the roof-to-wall connection uses hurricane straps, certain framing members and joints become the likely points of failure initiation. The analysis results and damage survey observations are used to expand the understanding of wood-frame residential roof failures, as they relate to the Enhanced Fujita Scale and provide assessment of potential gaps in residential design codes.

show abstract

The magnitude and distribution of wind-induced pressures on hip and gable roofs

Cited by 68 publications

References 3 publications

Measurements of dynamic wind pressures on gable roofs – comparison with ČSN EN 1991-1-4

Measurements of dynamic wind pressures on gable roofs – comparison with ČSN EN 1991-1-4

Effects of Geometric Parameters on Mean Wind Pressure on Gable Roofs of Low-Rise Buildings

Framing Failures in Wood-Frame Hip Roofs under Extreme Wind Loads

Contact Info

Product

Resources

About