ASTM D7158/D7158M-24a

This document is not an ASTM standard and is intended only to provide the user of an ASTM standard an indication of what changes have been made to the previous version. Because
it may not be technically possible to adequately depict all changes accurately, ASTM recommends that users consult prior editions as appropriate. In all cases only the current version
of the standard as published by ASTM is to be considered the official document.
Designation: D7158/D7158M − 24 D7158/D7158M − 24a
Standard Test Method for
Wind Resistance of Asphalt Shingles (Uplift Force/Uplift
Resistance Method)
This standard is issued under the fixed designation D7158/D7158M; the number immediately following the designation indicates the
year of original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last
reapproval. A superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope
1.1 This test method covers the procedure for calculating the wind resistance of asphalt shingles when applied in accordance with
the manufacturer’s instructions and sealed under defined conditions. Shingle designs that depend on interlocking or product rigidity
to resist the wind cannot be evaluated using this test method. The method calculates the uplift force exerted on the shingle by the
action of wind at specified conditions, and compares that to the mechanical uplift resistance of the shingle. A shingle is determined
to be wind resistant at a specified basic wind speed for standard conditions (see 6.3) when the measured uplift resistance exceeds
the calculated uplift force for that velocity (3 s gust, ASCE 7).
1.2 The values stated in either SI units or inch-pound units are to be regarded separately as standard. The values stated in each
system may not be exact equivalents; therefore, each system shall be used independently of the other. Combining values from the
two systems may result in nonconformance with the standard.
1.3 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility
of the user of this standard to establish appropriate safety, health, and environmental practices and determine the applicability of
regulatory limitations prior to use.
1.4 This international standard was developed in accordance with internationally recognized principles on standardization
established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued
by the World Trade Organization Technical Barriers to Trade (TBT) Committee.
2. Referenced Documents
2.1 ASTM Standards:
D228/D228M Test Methods for Sampling, Testing, and Analysis of Asphalt Roll Roofing, Cap Sheets, and Shingles Used in
Roofing and Waterproofing
D1079 Terminology Relating to Roofing and Waterproofing
D3161/D3161M Test Method for Wind Resistance of Steep Slope Roofing Products (Fan-Induced Method)
D3462/D3462M Specification for Asphalt Shingles Made from Glass Felt and Surfaced with Mineral Granules
D6381/D6381M Test Method for Measurement of Asphalt Shingle Mechanical Uplift Resistance
2.2 ASCE Standards:
ASCE 7-22 Minimum Design Loads and Associated Criteria for Buildings and Other Structures
ASCE 49-21 Wind Tunnel Testing for Buildings and Other Structures
This test method is under the jurisdiction of ASTM Committee D08 on Roofing and Waterproofing and is the direct responsibility of Subcommittee D08.02 on Steep
Roofing Products and Assemblies.
Current edition approved Jan. 1, 2024Feb. 1, 2024. Published February 2024. Originally approved in 2005. Last previous edition approved in 20202024 as
D7158/D7158M – 20.D7158/D7158M – 24. DOI: 10.1520/D7158_D7158M-24.10.1520/D7158_D7158M-24A.
For referenced ASTM standards, visit the ASTM website, www.astm.org, or contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM Standards
volume information, refer to the standard’s Document Summary page on the ASTM website.
Available from American Society of Civil Engineers (ASCE), 1801 Alexander Bell Dr., Reston, VA 20191, http://www.asce.org.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
D7158/D7158M − 24a
2.3 ANSI/UL Standard:
ANSI/UL 2390-04 Test Method for Wind Resistant Asphalt Shingles with Sealed Tabs
3. Terminology
3.1 Definitions:
3.1.1 For definition of terms used in this test method, refer to Terminology D1079.
3.2 Definitions of Terms Specific to This Standard:
3.2.1 seal—as it relates to steep roofing shingles, is the bonding that results from the activation of the sealant under the action of
time and temperature.
3.2.2 sealant—as it relates to steep roofing shingles, is defined as factory-applied or field-applied typically asphaltic material
designed to seal the shingles to each other under the action of time and temperature after the shingles are applied to a roof.
3.2.3 sealed—the condition of the shingles after they are subjected to the conditioning procedure described in 10.3.
4. Types and Classes of Shingles
4.1 Shingles are classified based on their resistance to wind velocities determined from measured data (Section 11), calculations
of uplift force (Section 12), and interpretation of results (Section 13), as follows:
4.1.1 Class D—Passed at basic wind speeds up to and including 187 km/h [116 mph].
4.1.2 Class G—Passed at basic wind speeds up to and including 249 km/h [155 mph].
4.1.3 Class H—Passed at basic wind speeds up to and including 312 km/h [194 mph].
NOTE 1—This standard associates basic wind speeds with the classes shown in this section. Some earlier versions of this standard associated the classes
with allowable stress design (ASD) wind speeds. For convenience of any parties interested in correlating this standard with ASD wind speeds, the
equivalent ASD wind speeds for Classes D, G, and H are 90 mph, 120 mph, and 150 mph, respectively.
NOTE 2—The symbol for basic wind speed, V, in this standard is equivalent to the use of the symbol, V, in ASCE 7-22, 7-22 and the 2024 International
Building Code (IBC), and to the symbol, V in the 2024 International Residential Code (IRC). In prior editions of the IBC and the IRC, the term “ultimate
ult
wind speed” or V may be used, and it is consistent with the use of “basic wind speed” or V in this standard.
ult
5. Summary of Test Method
5.1 The uplift force induced by wind passing over the surface of asphalt shingles is determined by calculation involving the uplift
coefficients obtained from pressures measured above and below the shingle at the windward and leeward sides of the sealant, taking
into account the desired basic wind speed classification and the uplift rigidity of the shingle. The calculated uplift force (F ) for
T
each of the possible classifications is compared to the measured uplift resistance (R ) of the sealed shingle to establish the wind
T
resistance classification of the shingle.
5.2 The method involves three steps:
5.2.1 Uplift coefficients are determined by measuring pressure differences above and below the shingle as air moves over the
surface of a deck of sealed shingles under controlled conditions.
5.2.2 The uplift forces acting on the shingle are calculated using the wind uplift coefficients, shingle sealant configuration, and a
specific basic wind speed.
5.2.3 Shingle uplift resistance to that specific basic wind speed is determined by comparing the calculated uplift forces acting on
the sealant to the uplift resistances measured with Test Method D6381/D6381M. Uplift resistances from Procedure A and
Procedure B are applied against the uplift forces in a manner detailed in the calculation section.
Available from American National Standards Institute (ANSI), 25 W. 43rd St., 4th Floor, New York, NY 10036, http://www.ansi.org.
D7158/D7158M − 24a
5.3 This test method is applicable to any asphalt shingle surfaced with mineral granules where the shingle above is affixed to the
surface of the shingle below with a sealant (factory or field applied) applied in a pattern aligned parallel to the windward edge of
the shingle.
NOTE 3—It is not prohibited to use this test method for research purposes using variations in the number and placement of fasteners. If this is done, the
report shall include details of the number and placement of fasteners.
6. Significance and Use
6.1 The wind resistance of sealed asphalt shingles is directly related to the ability of the sealed shingle to resist the force of the
wind acting to lift the shingle from the shingle below. This test method employs the measured resistance of the shingle to
mechanical uplift after sealing under defined conditions, in a calculation which determines whether this resistance exceeds the
calculated force induced by wind passing over the surface of the shingle. Natural wind conditions differ with respect to intensity,
duration, and turbulence; while these conditions were considered, and assumptions that specify higher than actual loads are used,
extreme natural variations are beyond the means of this test method to simulate.
6.2 Many factors influence the sealing characteristics of shingles in the field; for example, temperature, time, roof slope,
contamination by dirt and debris, and fasteners that are misaligned or under driven and interfere with sealing. It is beyond the scope
of this test method to address all of these influences. The classification determined in this test method is based on the mechanical
uplift resistance determined when representative samples of shingles are sealed under defined conditions before testing.
6.3 The calculations that support the classes in 4.1 apply to buildings of any risk category and any roof slope where all of the
following conditions are applicable:
(1) The ASCE 7-22 mapped basic wind speed (3 s gust) for a given building risk category does not exceed the wind speed
associated with the applicable shingle class in Section 4,
(2) The wind exposure category is B or C,
(3) The mean roof height does not exceed 60 ft, and
(4) There are no topographic wind speed-up effects.
NOTE 4—The assumptions used in the calculations for the classes in 4.1 cover the requirements for the majority of the asphalt shingle roofs installed. If
environmental factors are outside those listed above as used in the calculations for these classes, other calculations are required to determine the required
shingle class based on project-specific conditions; refer to Appendix X1 for additional information and calculation examples. Consult the shingle
manufacturer for the specific shingle’s DC , EI, L, L , and L values needed to complete these calculations.
p 1 2
NOTE 5—Additional engineering consideration is necessary to verify acceptability of asphalt shingles classified in accordance with this standard for use
on Category III and IV buildings for either of the following conditions: (1) geographic areas in which the ASCE 7-22 basic wind speed exceeds 312 km/h
[194 mph], andor (2) project sites within the “tornado prone region” and determined to require design for tornado loads in accordance with Chapter 32
of ASCE 7-22.
6.4 The test to determine uplift coefficients is conducted with a wind velocity of 15.6 6 1.3 m/s [35 6 3 mph]. Research data
obtained during the development of this test procedure, as well as standard wind modeling practices, provides for data
extrapolation to other wind speeds. In order to simulate the raised shingle edge that is inherent behavior under high wind exposure,
shims are inserted under the windward edge of the shingle as appropriate based on wind speed and uplift rigidity of the shingle
being investigated. This test method provides a means of measuring shingle uplift rigidity which is used to determine the correct
shim thickness. Additionally, this test method allows for the use of a default value for uplift rigidity (EI) of 7175 N-mm [2.5
lbf-in. ], if a rigidity measurement is not made. This default value is conservative since the lowest EI measured in the development
2 2
of this program was 14 350 N-mm [5.0 lbf-in. ].
NOTE 6—The entire field of wind engineering is based on use of small-scale models in wind tunnels using wind speeds much lower than the full-scale
values. Building Codes permit testing of this type to replace the analytical provisions of the Building Code through the provisions of ASCE 7-22. (See
Appendix X1 for details and references.)
7. Apparatus
7.1 The apparatus described in Test Method D6381/D6381M, Procedure A, modified as described below, is used to determine the
uplift rigidity of the shingle being evaluated.
D7158/D7158M − 24a
7.2 The apparatus described in Test Method D3161/D3161M, modified as described below, is used to determine the wind uplift
coefficient of the shingle being evaluated.
7.3 Air flow instrumentation capable of continuously measuring and recording time-averaged velocity accurate to 60.45 m ⁄s
[61.0 mph] and a method of traversing the measurement device above the test deck is used to measure velocities of the air flow.
7.4 Air pressure instrumentation capable of continuously measuring and electronically recording the time-averaged pressures of
2.5 to 311 Pa [0.01 to 1.25 in. of water] is used to measure the pressure above and below the shingle on the test deck.
7.5 Shims of thickness 1 6 0.05 mm [0.04 6 0.002 in.] and a maximum length and width of 5.1 by 5.1 mm [0.2 by 0.2 in.] are
used to lift the windward edge of the shingle during part of the wind uplift coefficient measurements (see 11.2.5). Shims of other
thicknesses, but a minimum of 0.1 mm [0.004 in.] and a maximum width and length of 5.1 by 5.1 mm [0.2 by 0.2 in.], are used
as required, alone or in combination, to lift the windward edge to the height calculated from the shingle deflection (see 11.2.13).
NOTE 7—The modifications to the Test Method D3161/D3161M apparatus to induce turbulence, the air flow and pressure measurement instrumentation,
and the shims employed, are consistent with the procedure developed for Test Method ANSI/UL 2390 for shingle wind resistance testing.
7.6 The apparatus described in Test Method D6381/D6381M is used to determine the mechanical uplift resistance of the shingle
being evaluated. The selection of Procedure A or B in Test Method D6381/D6381M is dictated by the magnitude of the forces in
front of (F ) and behind (F ) the sealant as calculated using the measured wind uplift coefficient and the geometry of the shingle
F B
being evaluated (see 12.2).
8. Preparation of Apparatus
8.1 Shingle Uplift Rigidity—Use a metal shim 90 by 90 mm [3.5 by 3.5 in.] with thickness equal to or greater than that of the jaw
of the pendant clamp in Test Method D6381/D6381M to allow insertion of the jaw of the pendant clamp without deflecting the
specimen before the test begins. Insert the shim all the way to the base (“stop”) of the specimen clamp on the lower fixture. The
second specimen clamp on the lower fixture is not used in this test. The same “stop” shall be used each time for both the shim
and the specimens. See Fig. 1.
8.2 Shingle Wind Uplift Coeffıcient:
8.2.1 Install devices to induce the desired turbulent air flow from the fan-induced wind apparatus used in Test Method
D3161/D3161M as follows:
8.2.1.1 Install a turbulence grid as shown in Fig. 2 in the air flow exit orifice of the fan-induced wind apparatus.
8.2.1.2 Install a bridge panel with roughness strips between the air flow orifice of the apparatus used in Test Method
D3161/D3161M and the test deck as shown in Fig. 3.
8.2.1.3 The overall arrangement of a modified Test Method D3161/D3161M apparatus is shown schematically in Fig. 4.
8.2.1.4 Test decks shall be constructed in accordance with Test Method D3161/D3161M, with the shingles applied in accordance
with the manufacturer’s instructions. The test deck sits on an adjustable stand, and is fixed at 910 mm [36 in.] from the air flow
orifice. A rigid bridge with roughness strips (as shown in Fig. 4) is placed between the orifice and the test deck, and there is no
step between the bridge and the deck. The bridge and the deck are both set at a slope of 1.6 6 0.5°. A minimum of 4 ft [1.2 m]
of clear space shall be maintained at the sides and back of the test panel deck.
8.2.1.5 The measurement area, as shown in Fig. 5, is an area of 305 by 178 mm [12 by 7 in.] with the long direction perpendicular
to the air flow. The area is centered 635 mm [25 in.] from either side of the 1.27 m [50 in.] dimension of the test deck. The front
edge of the measurement area shall be the first course of shingles located within the measurement area with its windward edge at
least 356 mm [14 in.] from the edge of the test deck closest to the air source.
8.2.1.6 Calibrate the air flow as follows: A vertical velocity profile of time-averaged (mean) velocity shall be measured at the
center of the measurement area at 12.7 and 25.4 mm [0.5 and 1.0 in.] above the surface, and at every 25.4 mm [1.0 in.] above the
previous measurement to a height of 152 mm [6 in.]. The velocity will increase with distance from the surface, reach a peak value,
D7158/D7158M − 24a
FIG. 1 Apparatus Used in Test Method D6381/D6381M Modified for This Test Method Using a Metal Shim and Using Only One Specimen
Clamp
NOTE 1—1 in. = 25.4 mm.
FIG. 2 Turbulence Grid Installed at Air Flow Exit Orifice of Apparatus Used in Test Method D3161/D3161M
and begin to decrease with additional height. Record the maximum velocity and its height. This maximum velocity shall be at least
15.6 6 1.3 m/s [35 6 3 mph]. A horizontal profile of time-averaged velocities across the measurement area shall be made at the
height of maximum velocity (see Note 8) in the vertical profile, and progressing in 25.4 mm [1.0 in.] steps in both horizontal
directions perpendicular to the air flow within the boundaries of the 305 mm [12 in.] wide measurement area. All velocities in the
horizontal profile shall be within 65.0 % of the maximum velocity recorded in the vertical profile.
NOTE 8—This height has been demonstrated to occur at approximately 102 mm [4 in.].
D7158/D7158M − 24a
NOTE 1—1 in. = 25.4 mm.
FIG. 3 Bridge Panel with Roughness Strips Installed Between Air Flow Exit Orifice of Apparatus Used in Test Method D3161/D3161M
and Test Deck
FIG. 4 Overall Schematic of Test Arrangement for Determination of Wind Uplift Coefficient
8.2.2 Installation of Pressure Taps in the Test Decks:
8.2.2.1 Pairs of pressure taps, used to measure uplift pressure, shall be installed in at least four places on one shingle (or section
of shingle for multi-layered shingles) (see Fig. 6). Four pairs of taps shall be used when the shingle under test has a single sealant
stripe pattern, and two additional pairs of taps shall be installed, on a line centered between the most windward and second-most
second most windward stripes, to measure uplift pressure for shingles with multiple parallel sealant stripe patterns.
8.2.2.2 The first shingle having its windward edge within the measurement area shall be tapped. The distance L shall be measured
and recorded. Two lines of pressure taps shall be placed at L/2 and at L/2 + 76 mm [L/2 + 3 in.] from the windward edge. For
standard three-tab shingles, pressure taps shall be placed 51 and 76 mm [2 and 3 in.] on either side of the flow centerline as shown
in Fig. 6. In situations where the specified locations do not provide sufficient space for pressure differentials to be determined, other
locations near the windward edge and near the center of the shingle that do provide the pressure differentials shall be selected.
Additional taps are not prohibited. For laminated tabs, or other tab or sealant designs, the taps shall be located in the same manner,
proportioned to the area being measured.
8.2.2.3 Each pressure tap is a tube with ID of 4.9 to 6.4 mm [0.19 to 0.25 in.]. The bottom pressure tap shall have a tube long
enough to project below the sheathing panel for connection to a pressure measurement device. The top pressure tap shall pass
through a hole drilled in the shingle, and sheathing below the shingle, and have a light friction fit, as shown in detail B of Fig.
6. The flexible tubing shall be long enough so that it can maintain connection to a pressure measurement device after moving up
with the deflected shingle.
8.2.2.4 A pressure measurement device is connected to each of the pressure tubes below the deck sheathing. The pressure
measurement device shall be capable of measuring pressures of 2.5 to 311 Pa [0.01 to 1.25 in. of water]. Time-averaged pressure
measurements shall be made at each tube. Seal each pressure tap tube during measurements of other taps so that no flow occurs
through the taps. (Plug or pinch the flexible connecting tube under the deck.)
D7158/D7158M − 24a
FIG. 5 Typical Test Deck Showing Area Where Measurements Are Made Using Pressure Taps
D7158/D7158M − 24a
FIG. 6 Pressure Tap Details and Installation Locations on Selected Shingle in Measurement Area (Single Stripe Sealant Pattern Shown)
8.2.3 Measurements of sealant location and stripe patterns, which influence the position of the pressure taps, are used in the
calculation of wind uplift force.
8.2.3.1 The following information shall be measured, or determined from the manufacturer’s installation instructions, for the
shingle being evaluated (see Fig. 7):
(1) Exposure—The transverse dimension of the shingle (parallel to the roof slope) not overlapped by the shingle directly above
it as installed on the roof.
(2) L—The distance measured from the windward edge of the most windward sealant pattern stripe to the windward edge of
the affixed shingle as installed on the roof.
D7158/D7158M − 24a
FIG. 7 Measurements Required for Calculation of Uplift Coefficients for Shingles with Single and Double Sealant Stripe Configurations
(3) L —The distance measured from the centerline of the sealant stripe pattern to the windward edge of the affixed shingle as
installed on the roof. For shingle designs with two or more parallel stripes of sealant, the distance is measured from the centerline
of the most windward stripe of sealant to the windward edge of the affixed shingle as installed on the roof.
(4) L —The distance measured from the centerline of the sealant stripe pattern of the affixed shingle to the windward edge of
the shingle directly above as installed on the roof. For shingle designs with two (or more) parallel stripes of sealant, the distance
is measured from the centerline of the second (from the windward) stripe of sealant of the affixed shingle to the windward edge
of the shingle directly above as installed on the roof.
(5) L —The distance from centerline to centerline of the two most windward sealant stripes for those shingle designs that
include two (or more) parallel stripes of sealant.
8.3 Shingle Mechanical Uplift Resistance—Prepare the apparatus of Test Method D6381/D6381M to perform Procedure A or B
as dictated by the results of the wind uplift coefficient measurements and the shingle geometry (see 12.2).
9. Sampling, Test Specimens, and Test Units
9.1 Shingle Uplift Rigidity:
9.1.1 Ten representative samples for test shall be selected using the sample selection procedures in Test Methods D228/D228M.
Specimens shall be cut from the windward edge of the representative shingle samples.
D7158/D7158M − 24a
9.1.2 The test specimens shall be 95 by 102 mm [3 ⁄4 by 4 in.] with one of the 95 mm sides being representative of the windward
edge (lower exposed edge) of the shingle.
9.2 Shingle Wind Uplift Coeffıcient:
9.2.1 Prepare the test decks for determination of the wind uplift coefficient in accordance with Test Method D3161/D3161M
except as described below. Four decks are required for each shingle being evaluated.
9.2.2 Install pressure taps as directed in 8.2.2 before the deck is sealed.
9.2.3 Install shims as directed in 11.2.4 after the deck is sealed, and after testing in the un-shimmed condition, in 11.2.2.
9.3 Shingle Mechanical Uplift Resistance:
9.3.1 Sample in accordance with Test Method D6381/D6381M using Procedure A or B as dictated by the measured wind uplift
coefficients and the shingle geometry (see 12.2).
10. Conditioning
10.1 Condition the specimens for determination of shingle uplift rigidity on a flat surface at 23 6 2.5 °C [73 6 4 °F] for at least
2 h, and conduct the test at the same temperature.
10.2 Condition the test panel for determining the wind uplift coefficient in accordance with Test Method D3161/D3161M.
10.3 Seal the specimens for mechanical uplift testing at a temperature of 57 to 60 °C [135 to 140 °F] for a continuous period of
16 h.
10.3.1 After sealing, condition the specimens for the shingle mechanical uplift test at 23 6 2.5 °C [73 6 4 °F] for at least 1 h and
conduct the test at the same temperature.
11. Procedure
11.1 Determination of the Shingle Uplift Rigidity (EI):
11.1.1 The value for shingle uplift rigidity (EI) needed in the calculation of the wind uplift coefficient shall be determined by one
of two methods: (1) testing shingle rigidity in accordance with the following sections, or (2) by selecting a conservative value of
2 2
7175 N-mm [2.5 lbf-in. ] for shingles that comply with Specification D3462/D3462M.
11.1.2 The conditioned shingle specimen, weather-side up, is inserted in the Test Method D6381/D6381M fixture (see Fig. 1) over
the shim, with the specimen’s leading edge overhanging the shim near the centerline of the device and with its side edges flush
with both the shim and the fixture. This overhang provides space for the bottom portion of the pendant clamp to be inserted without
lifting the specimen. Specimens with sealant on their lower surface shall have the sealant covered by release paper or film to
prevent sticking to the fixture or shim.
11.1.3 Specimens shall be tested by clamping them (see Fig. 1) and measuring the distance, l , from their leading edge (the
test
windward edge) to the front edge of the clamp. A load is then uniformly applied to lift the free, unclamped leading edge, and the
load required to deflect the shingle by specified amounts is measured.
11.1.4 The “load versus deflection” data averaged from ten tests shall be used to calculate the in-place (that is, applied to roof)
shingle uplift rigidity (EI).
11.1.5 The tester shall be zeroed with the top (pendant) assembly hanging freely. At the start of the test, the lower fixture will
support the pendant assembly so that the load reading will be negative. As the test progresses (the crosshead moves) the load will
pass through zero, and this becomes the “zero” point for measuring both load and deflection.
11.1.6 Record the following information required to calculate the shingle uplift rigidity.
D7158/D7158M − 24a
11.1.6.1 The distance, l , from the exposed end of the specimen to the front edge of the clamp holding the specimen in place
test
on the fixture (measured to the nearest 1 mm [0.04 in.]),
11.1.6.2 Δf, the load at deflections of 5 and 13 mm [0.2 and 0.5 in.], and
11.1.6.3 Δδ, the amount of deflection.
11.1.7 Calculate the average Δf/Δδ using the loads recorded at the two specified deflections for the ten specimens, where:
SI Units:
Δf (N) = Σ(f − f )/10 for n = 1, 2.10, and
13 5
Δδ (mm) = Σ(δ − δ )/10 for n = 1, 2.10
13 5
U.S. Customary Systems Units:
Δf (lbf) = Σ(f − f )/10 for n = 1, 2.10, and
0.5 0.2
Δδ (in.) = Σ(δ − δ )/10 for n = 1, 2.10
0.5 0.2
11.1.8 Calculate the shingle uplift rigidity, EI, as follows using the averaged values of Δf/Δδ and l .
test
EI 5 Δf/Δδ · l /3 (1)
~ ! ~ !
test
11.2 Determination of the Shingle Wind Uplift Coeffıcient (DC ):
p
11.2.1 A minimum of four panels are evaluated without shims and re-evaluated with shims as directed below.
11.2.2 With the test deck in position, and without shingle-lifting shims in place, start the air flow test apparatus and adjust it to
produce an air velocity of 15.6 6 1.3 m/s [35 6 3 mph] as measured at the reference velocity position illustrated in Fig. 8, or
positions aligned with each respective set of tap locations. For multi-layer (laminated) shingles, the reference velocity position
shall be aligned with the respective set of tap locations. The ambient temperature shall be 23 6 3 °C [75 6 5 °F]. (See Appendix
X1, Background, to correlate test velocity and design wind speed.)
NOTE 1—1 in. = 25.4 mm.
FIG. 8 Velocity Sensor Placement
D7158/D7158M − 24a
11.2.3 Measure the mean pressures at each of the pressure taps installed on the deck, and the mean air velocity (U ) at the
ref
reference velocity position. Record the pressures at each tap location at 1 s time intervals for a minimum of 30 s. The mean air
velocity (U ) is not required to be measured at the reference velocity position when the dynamic pressure of the air flow (P) is
ref
measured directly at the reference velocity position with a Pitot-static probe using the following equation:
P 5 ρU (2)
ref
where:
P = the mean pressure difference across a Pitot-static probe recorded at 1 s time intervals for a minimum of 30 s,
ρ = air density, and
U = mean air velocity, calculated from P above.
ref
For P converted to lbf/ft and U to mph, use the numerical coefficient 0.00256 for ( ⁄2 ρ).
ref
For P converted to N/m and U to m/s, use the numerical coefficient 0.613 for ( ⁄2 ρ).
ref
11.2.4 Turn off the air flow and insert shims having thickness of 1.0 mm [0.04 in.] under the windward edge of selected shingles
on the test deck to simulate the raised edge of the shingles in high wind. Shim locations at the instrumented shingle are shown
in Fig. 9. Place shims immediately in front of the two taps measuring pressure on top of the shingle, and in at least three other
locations at least 25.4 mm [1.0 in.] away from the shims in front of the pressure taps and from each other, with one of the shims
placed between the two pressure-tap shims. The test deck is to be discarded if the sealant bond is damaged due to the placement
of the shims. The shims shall be no wider than 5.1 mm [0.2 in.] perpendicular to the air flow, no longer than 5.1 mm [0.2 in.] in
the direction of air flow, and not project out past the windward edge of the shingle.
11.2.5 Place shims in similar locations under the windward edge of the shingles in the course directly in front of (to windward)
the instrumented shingle.
11.2.6 When open gaps or overhangs occur due to a multi-layered shingle design, additional shims equal in thickness to that of
the underlying layer(s) shall be first placed in the gap, and then the shims required for the test shall be placed on top of these base
shims to provide the desired raised shingle edge.
11.2.7 Repeat the air flow test and make pressure measurements at a velocity of 15.6 6 1.3 m/s [35 6 3 mph] with the shims in
place. (Standard wind modeling practice provides for data extrapolation to other wind speeds; see ASCE 7-22 and ASCE 49-21.)
11.2.8 When the shim thickness exceeds 3.0 mm [0.12 in.], the velocity sensor shall be repositioned to the nearest location from
the pressure measurement tap positions, within the measurement area, where no shims are used.
11.2.9 The highest values of four tests on each of four different decks, both with and without shims, shall be averaged to determine
the value of DC with shims and DC without shims (eight tests in total for the shingle being evaluated).
p p
FIG. 9 Placement and Location of Shims in Measurement Area
D7158/D7158M − 24a
11.2.10 Shingle wind uplift coefficients, DC ’s, shall be calculated from the measured data at each pressure tap above and below
p
the shingle. The formula for DC is:
p
DC 5 ~P 2 P !/ ρ U C (3)
SS D D
p top bottom ref u
where:
DC = pressure coefficient (dimensionless, negative value is lift),
p
2 2
P = measured time-averaged pressure on the top of the shingle recorded as lbf/ft or N/m to correspond with the
top
denominator (Eq 3),
2 2
P = measured time-averaged pressure on the top of the bottom shingle recorded as lbf/ft or N/m to correspond with the
bottom
denominator (Eq 3),
U = mean air velocity recorded as mph or m/s,
ref
3 3 2 4
ρ = air density at 25 °C and 1 atmosphere (use 1.225 kg/m or 0.00238 slugs/ft or (lb-sec )/ft ), and
C = unit conversion constant (1.000 for SI units or 2.151 for inch-pound units).
u
The constant 0.00256 = ( ⁄2)ρ C in inch-pound units and is used in the remainder of this test method.
u
11.2.10.1 The highest value of the measured time-averaged pressures for each location (windward or leeward side of sealant) is
to be used to calculate F in 12.1.
11.2.11 The wind uplift coefficient measured at the windward side of the sealant pattern is identified as DC . The wind uplift
p1
coefficient measured at the leeward side of the sealant pattern is identified as DC . When two sealant stripes are used, the wind
p2
uplift coefficient measured between the two sealant stripes is identified as DC .
p3
11.2.12 Use the DC , measured with shims in place (see 11.2.7), to calculate the deflection represented by the shim height as
p1
follows:
Deflection ~mm!5 f ×DC ×L /EI (4)
p1
Deflection in. 5 f ×DC ×L /EI
@ #
p1
where:
L = the distance measured from the windward edge of the lowermost sealant pattern to the windward edge of the affixed shingle
tab as installed on the roof in mm [in.],
2 2
EI = the value of shingle rigidity, in N-mm when using deflection (mm), [lbf-in. when using deflection [in.]], as determined
in 11.1.1, and
f = as defined in the table below:
Design Wind Speed f (SI Units) f [inch-pound units]
187 km/h [116 mph] 0.052 0.30
249 km/h [155 mph] 0.093 0.53
312 km/h [194 mph] 0.146 0.83
11.2.13 When the calculated deflection is less than 1.0 mm [0.04 in.], linearly interpolating the DC between tests run at 0 and
p
1.0 mm [0 and 0.04 in.] is not prohibited by these requirements. When the calculated deflection is greater than 1.0 mm [0.04 in.],
the tests specified in 11.2.6 shall be repeated using a thicker shim, or multiple shims of appropriate thickness, stacked evenly upon
one another, with total thickness equal to the calculated deflection.
11.3 Determination of the Mechanical Uplift Resistance of the Sealed Shingle:
11.3.1 Test the specimens in accordance with Test Method D6381/D6381M, using Procedures A and B as dictated by the measured
wind uplift coefficients and the shingle geometry (see 12.2). For shingle designs with two or more parallel stripes of sealant, the
most windward and second most windward sealant stripes shall be tested separately. Use a thin release tape (<0.1 mm [<0.004 in.]
thick) to cover the adjoining sealant stripe and ensure that only the sealant stripe being tested bonds during the test.
D7158/D7158M − 24a
12. Calculation
12.1 Calculation of the Uplift Force (F ) Acting on the Sealed Shingle:
T
12.1.1 The value of the uplift force, (F ), defined as N [lbf] per 95.3 mm [3.75 in.] length of shingle tab uplift resistance required
T
to prevent the tab from lifting, is calculated using the following equation:
F 5 F 1F (5)
~ !
T F B
where:
F =
F
V ×DC ×L ×K ×K
p1 1 a b
F = 2
B
V ×DC ×L /2 ×K ×K
p2 2 a b
and where:
DC = the wind uplift coefficient measured between the windward side of the windward sealant stripe pattern and the windward
p1
edge of the shingle,
DC = the wind uplift coefficient measured between the leeward side of the leeward sealant stripe pattern and the windward
p2
edge of the shingle directly above as installed on the roof,
DC = the wind uplift coefficient measured between sealant stripes of dual stripe patterns,
p3
F = the strength design load for a 3 s gust of wind V m/s [mph],
T
K = as defined in Appendix X1,
a
K = as defined in Appendix X1,
b
L = the distance measured from the centerline of the sealant pattern to the windward edge of the affixed shingle tab as
installed on the roof, see Fig. 7,
L = the distance measured from the centerline of the sealant pattern of the affixed shingle tab to the windward edge of the
shingle directly above as installed on the roof, see Fig. 7,
L = the distance measured from centerline to centerline of the sealant patterns for those shingle designs that include two like
parallel sealant patterns, see Fig. 7, and
V = the basic wind speed, expressed in m/s [mph].
12.1.1.1 Standard conditions for evaluation are based on a strength design with a basic wind speed of V = 312 km ⁄h [194 mph]
and K = 1.13. As noted in Appendix X1, K = 1.13 for standard conditions as described in 6.3 and further explained in Appendix
a a
X1 and K = 0.000177 when using the units used in Appendix X1 (K is unit dependent). See Appendix X1 for examples for
b b
evaluation of F at other basic wind speeds.
T
12.1.2 For shingle designs with two or more parallel stripes of sealant, the uplift force on each sealant stripe is calculated
separately using the following equations:
F 5 F 1F (6)
T1 F1 B1
F 5 F 1F
T2 F2 B2
where:
F = strength design load for a 3 s gust of wind V m/s [mph] on the windward (first) stripe of sealant,
T1
F = V × DC × L × K × K ,
F1 p1 1 a b
F = V × DC × L /2 × K × K ,
B1 p3 3 a b
F = strength design load for a 3 s gust of wind V m/s [mph] on the leeward (second from windward) stripe of sealant,
T2
F = V × DC × L /2 × K × K , and
F2 p3 3 a b
F = V × DC × L /2 × K × K .
B2 p2 2 a b
NOTE 9—Symbols are defined in 12.1.1 and Fig. 7.
12.2 Determination of the Uplift Resistance of the Shingle, using Test Method D6381/D6381M, and considering the distribution
of the total uplift force acting on the shingle:
12.2.1 The relative contribution to the total resistance (R ) determined by Test Method D6381/D6381M Procedure A or Procedure
T
B, or both, is illustrated in the following examples (see 12.2.3 and 12.2.4) to allow the relative magnitude and distribution of
D7158/D7158M − 24a
resistances to be suitably applied against the corresponding forces. A simple “total force to total resistance” comparison is not
suitable for two reasons: (1) Components of the actual resistance mechanism of the shingle, as measured by Procedure A, are
included in the resistance measured by Procedure B. A simple sum of the values would result in an overstated total resistance. (2)
A simple sum of Procedures A and B is also unsuitable when most of the resistance is at the sealant (Procedure B) and most of
the force is in front of the sealant (resisted by the action of Procedure A).
12.2.2 The uplift force acting on the shingle results in both a peeling force on the shingle in the area in front of the sealant and
a perpendicular force on the shingle at the sealant. Test Method D6381/D6381M includes two procedures to evaluate these different
force applications. Procedure A lifts the shingle with a peeling action. Performing Procedure A generates resistance R . Procedure
A
B measures the uplift resistance to a force applied with a perpendicular lifting action so that a force with balanced components
in front of and behind the sealant is applied to the shingle, over the sealant location. This generates a predominately perpendicular
lift, as well as some peeling action at each edge of the sealant. Performing Procedure B results in resistance R . These two
B
resistances include considerable overlap, and thus cannot simply be summed together. The means of apportioning the two
resistances is detailed below.
12.2.3 Calculation Case 1—See Fig. 10 when F > F . The apportionment of the peeling and perpendicular resistances, R and
F B A
R , is dictated by the mechanisms within the two Test Method D6381/D6381M Procedures. Procedure B applies an uplift force
B
equally to the shingle on both sides of the sealant. Therefore, the F component is considered to be applied equally to both sides
B
of the sealant. For the purposes of apportioning the resistance value, R , the F component is reduced by the magnitude of F that
A F B
is assigned to be in front of the sealant. Applying this force distribution, the following equation is generated:
“Peeling” + “Perpendicular”
R = [(F – F )/F ] × R + [(2F )/F ] × R
T F B T A B T B
with the constraint that R shall not exceed 3R .
T A
12.2.3.1 If R ≥ F or R ≥ F (the total uplift resistance provided by the sealant is greater than the total uplift force induced by
A T T T
the air flow over the shingle), then the shingle passes the criteria for the basic wind speed used in the calculation of F .
T
NOTE 10—Resistance values determined by Procedure B are always greater than those derived from Procedure A. The constraint that R shall not exceed
T
3R represents a conservative approach so that results from Procedure B should not be allowed to overwhelm those from Procedure A.
A
12.2.4 Calculation Case 2—See Fig. 11 when F < F . As in Case 1, the apportionment of the peeling and perpendicular resistance
F B
is dictated by the mechanisms within the two Test Method D6381/D6381M procedures. Procedure B applies an uplift force
distributed equally to the shingle on both sides of the sealant. The F component is applied to both sides of the sealant, and the
F
F component is reduced by the magnitude of F that is applied behind the sealant to balance the F applied in front of the sealant.
B F F
Applying this force distribution, the following equation is generated:
“Peeling” + “Perpendicular”
R = [(F – F )/F ] × R + [(2F )/F ] × R
T B F T A F T B
with the constraint that R shall not exceed 3R .
T A
FIG. 10 Wind Uplift Force Distribution on a Shingle—Case 1
D7158/D7158M − 24a
FIG. 11 Wind Uplift Force Distribution on a Shingle—Case 2
12.2.4.1 If R ≥ F or R ≥ F (the total uplift resistance provided by the sealant is greater than the total uplift force induced by
A T T T
air flow over the shingle), then the shingle passes the criteria for the basic wind speed used in the calculation of F .
T
12.2.5 For shingle designs with two parallel sealant stripes, the resistance of each sealant stripe is calculated similarly. For the
most windward (first) stripe of sealant, the total uplift force, R , is calculated by substituting F for F , F for F , and F for
T1 F1 F T1 T B1
F and proceeding as described in 12.2.3 or 12.2.4. For the leeward (second) stripe of sealant, the total uplift force, R , is
B T2
calculated by substituting F for F , F for F , and F for F and proceeding as described in 12.2.3 or 12.2.4. Calculation of
F2 F T2 T B2 B
force on the third stripe of sealant (if present) is not required.
13. Interpretation of Results
13.1 When the calculated uplift force (F ) for the specified basic wind speed exceeds the measured uplift resistance (R ) of the
T T
shingle under evaluation, then the shingle is considered to have failed the criteria for wind resistance at that basic wind speed.
13.2 When the measured uplift resistance (R ) for the shingle under evaluation equals or exceeds the calculated uplift force (F )
T T
at the specified basic wind speed, then the shingle is considered to have passed the criteria for wind resistance at that basic wind
speed.
13.3 For shingle designs with two parallel sealant stripe patterns, when the total resistance for each stripe of sealant is greater than
or equal to the calculated total uplift force for that stripe of sealant, then the shingle is considered to have passed the criteria for
wind resistance at that velocity. If the resistance of either sealant stripe is less than the calculated uplift force for that stripe of
sealant, then the shingle is considered to have failed the criteria for wind resistance at that velocity.
NOTE 11—For shingles that comply with Specification D3462/D3462M and are applied in accordance with the manufacturer’s instructions, the fastener
pull-through resistance is such that the failure mode in this test method does not involve failure of the fasteners.
NOTE 12—The assumptions that specify higher than actual loads that are discussed elsewhere in this test method, and in the appendix, shall apply to any
interpretation of results enumerated in Section 13.
14. Report
14.1 The report shall include the following information:
14.1.1 Details of the shingle being evaluated.
14.1.2 Photo or drawing of the shingle in electronic format.
14.1.3 Values for L, L , L , Exposure, and L (when applicable).
1 2 3
14.1.4 The measured uplift rigidity of the shingle (when the cons
...