ASTM C1472-16(2022)

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.
Designation: C1472 − 16 (Reapproved 2022)
Standard Guide for
Calculating Movement and Other Effects When Establishing
Sealant Joint Width
This standard is issued under the fixed designation C1472; the number immediately following the designation indicates the year of
original adoption or, in the case of revision, the year of last revision.Anumber in parentheses indicates the year of last reapproval.A
superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
1. Scope 1.8 The Committee having jurisdiction for this guide is not
aware of any comparable standards published by other orga-
1.1 Thisguideprovidesinformationonperformancefactors
nizations.
such as movement, construction tolerances, and other effects
1.9 This standard does not purport to address all of the
that should be accounted for to properly establish sealant joint
safety concerns, if any, associated with its use. It is the
size. It also provides procedures to assist in calculating and
responsibility of the user of this standard to establish appro-
determining the required width of a sealant joint enabling it to
priate safety, health, and environmental practices and deter-
respond properly to those movements and effects. Information
mine the applicability of regulatory limitations prior to use.
in this guide is primarily applicable to single- and multi-
1.10 This international standard was developed in accor-
component, cold-applied joint sealants and secondarily to
dance with internationally recognized principles on standard-
precured sealant extrusions when used with properly prepared
ization established in the Decision on Principles for the
joint openings and substrate surfaces.
Development of International Standards, Guides and Recom-
1.2 Although primarily directed towards the understanding
mendations issued by the World Trade Organization Technical
and design of sealant joints for walls for buildings and other
Barriers to Trade (TBT) Committee.
areas, the information contained herein is also applicable to
sealantjointsthatoccurinhorizontalslabsandpavingsystems
2. Referenced Documents
as well as various sloped building surfaces.
2.1 ASTM Standards:
1.3 Thisguidedoesnotdescribetheselectionandproperties
C216Specification for Facing Brick (Solid Masonry Units
of joint sealants (1) , nor their use and installation, which is
Made from Clay or Shale)
described by Guide C1193.
C717Terminology of Building Seals and Sealants
C719Test Method for Adhesion and Cohesion of Elasto-
1.4 Forprotectiveglazingsystemsthataredesignedtoresist
meric Joint Sealants Under Cyclic Movement (Hockman
blast and other effects refer to Guide C1564 in combination
Cycle)
with this guide.
C794TestMethodforAdhesion-in-PeelofElastomericJoint
1.5 Thisguideisnotapplicabletothedesignofjointssealed
Sealants
with aerosol foam sealants.
C920Specification for Elastomeric Joint Sealants
C1193Guide for Use of Joint Sealants
1.6 For structural sealant glazing systems refer to Guide
C1401Guide for Structural Sealant Glazing
C1401 in combination with this guide.
C1481Guide for Use of Joint Sealants with Exterior Insu-
1.7 The values stated in SI units are to be regarded as
lation and Finish Systems (EIFS)
standard. The values given in parentheses after SI units are
C1518Specification for Precured Elastomeric Silicone Joint
providedforinformationonlyandarenotconsideredstandard.
Sealants
SI units in this guide are in conformance with IEEE/ASTM SI
C1523Test Method for Determining Modulus, Tear and
10-1997.
Adhesion Properties of Precured Elastomeric Joint Seal-
ants
C1564Guide for Use of Silicone Sealants for Protective
ThisguideisunderthejurisdictionofASTMCommitteeC24onBuildingSeals
Glazing Systems
and Sealants and is the direct responsibility of Subcommittee C24.10 on
Specifications, Guides and Practices.
CurrenteditionapprovedJune1,2022.PublishedJuly2022.Originallyapproved
ɛ1
in 2000. Last previous edition approved in 2015 as C1472–16 . DOI: 10.1520/ For referenced ASTM standards, visit the ASTM website, www.astm.org, or
C1472-16R22. contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
Theboldfacenumbersinparenthesesrefertothelistofreferencesattheendof Standards volume information, refer to the standard’s Document Summary page on
this standard. the ASTM website.
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
C1472 − 16 (2022)
2.2 The tables included in this guide are based on the
α = Coefficientoflinearthermalmovementforaparticu-
X
reference version (year) outlined below. The references may
lar material
not represent the most recent version of these standards based
A = Coefficient of solar absorption
on publication dates and update intervals of these external A = Coefficient of solar absorption for brick
B
references. Updates to these standards may have been pub- A = Coefficient of solar absorption for a particular mate-
X
rial
lished at intervals inconsistent with updates to this standard.
B = Sealant backing length
Evaluationofaccuratepropertiesanddataforthematerialsand
C = Compression
the locale of the project are recommended.
C = Construction tolerance for brick masonry
B
2.3 American Concrete Institute (ACI), American Society of
C = Construction tolerance for a particular material or
4 X
Civil Engineers (ASCE), and The Masonry Society (TMS):
system
Building Code Requirementsfor Masonry Structures (ACI
E = Extension
530-02/ASCE 5-02/TMS 401-02) Reported by the Ma-
E = Longitudinal extension
L
sonry Standards Joint Committee (MSJC)
E = Transverse extension
T
2.4 Prestressed Concrete Institute (PCI):
E = Longitudinalortransversemovementforaparticular
X
Manual for Quality Control for Plants and Production of
condition
Architectural Precast Concrete Products, MNL-177-77
H = Heat capacity constant
2.5 American Society of Heating, Refrigerating and Air- H = Heat capacity constant for a particular material
X
I = Moisture-induced irreversible growth
Conditioning Engineers, Inc. (ASHRAE):
L = Unrestrained length or sealant joint spacing
Chapter 27,Climatic Design Information, Tables1A, 1B,
∆L = Dimensional change due to brick thermal movement
2A,2B,3A,3B,ASHRAE2002FundamentalsHandbook B
∆L = Dimensional change due to compression
C
2.6 Brick Industry Association (BIA):
∆L = Dimensional change due to extension
E
Volume Changes, and Effects of Movement, Part I,Techni-
∆L = Dimensional change due to irreversible moisture
I
cal Notes on Brick Construction, No. 18, Reissued Sept.
movement
∆L = Dimensional change due to longitudinal extension
L
2.7 Institute of Electrical and Electronics Engineers, Inc.
∆L = Dimensional change due to precast concrete thermal
3 P
(IEEE) and ASTM:
movement
IEEE/ASTM SI 10-2002Standard for Use of the Interna-
∆L = Dimensional change due to reversible moisture
R
tional System of Units (SI): The Modern Metric System
movement
∆L = Dimensional change due to transverse extension
T
3. Terminology
∆L = Dimensional change for a particular condition
X
3.1 Definitions:
R = Moisture induced reversible growth
3.1.1 RefertoTerminologyC717fordefinitionsoftheterms
S = Sealant movement capacity
used in this guide. T = Hottest summer air temperature
A
T = Maximumsummerinstallationwallsurfacetempera-
IS
3.2 Definitions of Terms Specific to This Standard:
ture
3.2.1 coeffıcient of linear thermal movement—anincreaseor
T = Minimum winter installation wall surface tempera-
IW
decrease in unit length per unit change in material temperature
ture
of a material or assembly of materials.
T = Hottest summer wall surface temperature
S
3.2.2 coeffıcient of solar absorption—afactordescribingthe
T = Coldest winter wall surface temperature
W
capability of a material or assembly of materials to absorb a
∆T = Maximum expected temperature difference
M
percentage of incident solar radiation.
∆T = Summer installation temperature difference
S
∆T = Winter installation temperature difference
W
3.2.3 heat capacity constant—a factor describing the capa-
∆T = Temperature difference for a particular condition
X
bility of a material or assembly of materials to store heat
W = Final designed sealant joint width
generated by absorbed solar radiation.
W = Sealant joint width required for movement
M
3.3 Symbols:
W = Sealant joint width at rest prior to movement
R
α = Coefficient of linear thermal movement
4. Significance and Use
α = Coefficient of linear thermal movement for brick
B
4.1 Designprofessionals,foraestheticreasons,havedesired
tolimitthespacingandwidthofsealantjointsonexteriorwalls
AvailablefromAmericanConcreteInstitute(ACI),P.O.Box9094,Farmington
and other locations of new buildings. Analysis of the perfor-
Hills,MI48333,AmericanSocietyofCivilEngineers(ASCE),1801AlexanderBell
Dr., Reston, VA 20191 and The Masonry Society, 3970 Broadway, Suite 201-D, mance factors and especially tolerances that affect a sealant
Boulder, CO 80304-1135.
joint is necessary to determine if a joint will have durability
Available from the Prestressed Concrete Institute (PCI), 209 W. Jackson Blvd.
andbeeffectiveinmaintainingasealagainstthepassageofair
#500, Chicago, IL 60606.
Available from American Society of Heating, Refrigerating, and Air- and water and not experience premature deterioration. If
Conditioning Engineers, Inc. (ASHRAE), 1791 Tullie Circle, NE, Atlanta, GA
performance factors and tolerances are not understood and
30329.
7 included in the design of a sealant joint, then the sealant may
Available from Brick Industry Association (BIA), formerly Brick Institute of
America, 11490 Commerce Park Dr., Reston, VA 20191-1525. reach its durability limit and failure is a distinct possibility.
C1472 − 16 (2022)
4.2 Sealant joint failure can result in increased building 5. Performance Factors
energy usage due to air infiltration or exfiltration, water
5.1 General—Proper sealant joint design can not be ad-
infiltration, and deterioration of building systems and materi-
equatelyperformedwithoutaknowledgeandunderstandingof
als. Infiltrating water can cause spalling of porous and friable
factors that can affect sealant performance. The following
buildingmaterialssuchasconcrete,brick,andstone;corrosion
describes most of the commonly encountered performance
of ferrous metals; and decomposition of organic materials,
factors that are known to influence sealant joint design. These
among other effects. Personal injury can result from a fall
performance factors can act individually or, as is mostly the
incurred due to a wetted interior surface as a result of a failed
case, in various combinations depending on the characteristics
sealant joint. Building indoor air quality can be affected due to
of a particular joint design.
organic growth in concealed and damp areas. Deterioration is
5.2 Material and System Anchorage—Thetypeandlocation
often difficult and very costly to repair, with the cost of repair
of various wall anchors has an impact on the performance of a
work usually greatly exceeding the original cost of the sealant
sealant joint (6). Large precast concrete panels with fixed and
joint work.
moving anchors, brick masonry support system deflection
4.3 This guide is applicable to sealants with an established between supports (3), and metal and glass curtain wall fixed
movementcapacity,inparticularelastomericsealantsthatmeet and moving anchorages are examples of anchorage conditions
that must be considered and evaluated when designing sealant
SpecificationC920withaminimummovementcapacityrating
1 1
joints for movement.Anchor types and their locations have an
of 612 ⁄2 %. In general, a sealant with less than 612 ⁄2 %
effect on determining the effective length of wall material or
movement capacity can be used with the joint width sizing
support system deflection characteristics that need to be
calculations; however, the width of a joint using such a sealant
included when designing for sealant joint width.
will generally become too large to be practically considered
and installed. It is also applicable to precured sealant extru-
5.3 Thermal Movement—Walls of buildings respond to
sions with an established movement capacity that meets
ambient temperature change, solar radiation, black-body
Specification C1518.
radiation, wetting and drying effects from precipitation, and
varying cloud cover by either increasing or decreasing in
4.4 The intent of this guide is to describe some of the
volume and therefore in linear dimension. The dimensional
performance factors and tolerances that are normally consid-
change of wall materials causes a change in the width of a
ered in sealant joint design. Equations and sample calculations
sealant joint opening, producing a movement in an installed
are provided to assist the user of this guide in determining the
sealant. Thermal movement is the predominate effect causing
required width and depth for single and multi-component,
dimensional change.
liquid-applied sealants when installed in properly prepared
5.3.1 Depending on when a sealant is installed, thermal
joint openings. The user of this guide should be aware that the
movement may need to be evaluated at different stages in a
singlelargestfactorcontributingtonon-performanceofsealant
building’s life; for example, expected temperature differentials
jointsthathavebeendesignedformovementispoorworkman-
mayneedtobeconsideredforthebuildingwhenitis:(1)under
ship.Thisresultsinimproperinstallationofsealantandsealant
construction, (2) unoccupied and unconditioned, and (3) occu-
joint components. The success of the methodology described
pied and conditioned. Each of these stages will have different
by this guide is predicated on achieving adequate workman-
interior environmental conditions, and depending on the build-
ship.
ingenclosurematerialorsystembeinganalyzedformovement,
one of those stages may produce the maximum expected
4.5 Joints for new construction can be designed by the
thermal movement. The required joint opening width, depend-
recommendations in this guide as well as joints that have
ing on construction procedures and material or wall system
reached the end of their service life and need routine mainte-
types, could be established during one of those stages.
nance or joints that require remedial work for a failure to
5.3.2 Determining realistic material or wall surface tem-
perform. Guide C1193 should also be consulted when design-
peratures to establish the expected degree of thermal move-
ing sealant joints. Failure to install a sealant and its compo-
ment can be challenging. The ASHRAE Fundamentals
nents following its guidelines can and frequently will result in
Handbook,Chapter14AppendixClimaticDesignInformation,
failure of a joint design.
lists winter and summer design dry bulb air temperatures for
4.6 Peer reviewed papers, published in various ASTM
many cities. These listed values can be used to assist in
SpecialTechnicalPublications(STP),provideadditionalinfor-
calculatingexpectedsurfacetemperaturesforuseinjointwidth
mation and examples of sealant joint width calculations that
calculations. For convenience, dry bulb air temperatures for
expand on the information described in this guide (2-5). For
selectedNorthAmericanlocationshavebeenincludedinTable
cases in which the state of the art is such that criteria for a
1 and for other World locations in Table 2.
particular condition is not firmly established or there are
5.4 Thermal Movement Environmental Influences—The ef-
numerous variables that require consideration, a reference
fect of a sudden rain shower or the clouding over of the sky
section is provided for further consideration.
may also have to be considered (6). Both of these events can
4.7 To assist the user of this guide in locating specific cause a wall material to change in temperature and therefore
information, a detailed listing of guide numbered sections and
dimension. Moisture wetting a warm wall surface cools it and
their headings is included in Appendix X1. clouds preventing solar warming of the surface produce a
C1472 − 16 (2022)
TABLE 1 Dry Bulb Air Temperatures T and T for Selected North American Locations
W A
Temperatures indicated in degrees Celsius (°C) and degrees Fahrenheit (°F)
Location Winter Summer Location Winter Summer
99.6 % Value 0.4 % Value 99.6 % Value 0.4 % Value
°C °F °C °F °C °F °C °F
Birmingham, AL −8 18 34 94 Albuquerque, NM −11 13 36 96
Mobile, Al −3 26 34 94 Gallup, NM −18 −1 32 89
Anchorage, AK −26 −14 22 71 Albany, NY −22 −7 32 90
Fairbanks, AK −44 −47 27 81 New York, NY −11 13 33 92
Flagstaff, AZ −17 1 29 85 Raleigh/Durham, NC −9 16 34 93
Phoenix, AZ 1 34 43 110 Grand Forks, ND −29 −20 33 91
Fayetteville, AR −14 6 35 95 Columbus, OH −17 1 32 90
Little Rock, AR −9 16 36 97 Oklahoma City, OK −13 9 37 99
Los Angeles, CA 6 43 29 85 Portland, OR −6 22 32 90
San Francisco, CA 3 37 28 83 Harrisburg, PA −13 9 33 92
Denver, CO −19 −3 34 93 Providence, RI −15 5 32 89
Hartford, CT −17 2 33 91 Charleston, SC −4 25 34 94
Wilmington, DE −12 10 33 91 Rapid City, SD −24 −11 35 95
Miami, FL 8 46 33 91 Nashville, TN −12 10 34 94
Tallahassee, FL −4 25 35 95 Dallas/Fort Worth, TX −8 17 38 100
Atlanta, GA −8 18 34 93 Houston, TX −2 29 34 94
Honolulu, HI 16 61 32 89 Salt Lake City, UT −14 6 36 96
Boise, ID −17 2 36 96 Burlington, VT −24 −11 31 87
Idaho Falls, ID −24 −12 33 92 Richmond, VA −10 14 34 94
Chicago, IL −21 −6 33 91 Seattle, WA −5 23 29 85
Rockford, IL −23 −10 33 91 Spokane, WA −17 1 33 92
Indianapolis, IN −19 −3 33 91 Huntington, WV −14 6 33 91
Des Moines, IA −23 −9 34 93 Madison, WI −24 −11 32 90
Sioux City, IA −24 −11 34 94 Wausau, WI −26 −15 31 88
Wichita, KS −17 2 38 100 Casper, WY −25 −13 33 92
Louisville, KY −14 6 34 93 Cheyenne, WY −22 −7 31 87
New Orleans, LA −1 30 34 93
Caribou, ME −26 −14 29 85 Edmonton, Alberta −33 −28 28 82
Portland, ME −19 −3 30 86 Vancouver, BC −8 18 24 76
Baltimore, MD −12 11 34 93 Winnipeg, Manitoba −33 −27 31 87
Boston, MA −14 7 33 91 Saint John, NB −23 −9 26 78
Detroit, MI −18 0 32 90 Gander, NF −20 −4 26 79
Marquette, MI −25 −13 29 85 Cape Perry, NWT −37 −34 14 58
International Falls, MN −34 −29 30 86 Halifax, NS −19 −2 27 80
Minneapolis-St. Paul, MN −27 −16 33 91 Toronto, Ontario −20 −4 31 87
Jackson, MS −6 21 35 95 Charlottetown, PEI −21 −6 26 79
Kansas City, MO −18 −1 36 96 Montreal, Quebec −24 −12 29 85
Billings, MT −25 −13 34 93 Regina, Saskatchewan −34 −29 32 89
Omaha, NE −22 −7 35 95 Whitehorse, YT −37 −34 25 77
Ely, NV −21 −6 32 89
Las Vegas, NV −3 27 42 108 Acapulco 20 68 33 92
Concord, NH −22 −8 32 90 Mexico City 4 39 29 84
Newark, NJ −12 10 34 93 Veracruz 14 57 34 94
Table 1 data has been extracted from the 2002 ASHRAE Fundamentals Handbook, Chapter 14 Appendix. Section 7.2 illustrates use of the data.
similar effect. These effects, depending on the wall system or different linear coefficients for those segments of the service
material, its solar absorptivity, and color, can cause either a temperature range. These values would then be used in the
time lag and slow rate of movement in a sealant joint for a calculations to determine sealant joint width. Additionally,
concretepanelormasonrysystem,oranalmostimmediateand absorbed moisture can also affect the thermal movement
fairly rapid rate of movement for a sealant joint in a light- coefficient of a porous material. The coefficient of thermal
weight, insulated, metal and glass curtain wall. movement of a saturated material can be as high as twice that
of the dry material. This effect is different from the moisture-
5.5 Coeffıcient of Linear Thermal Movement—Inadditionto
induced movement effect described in 5.6. Lastly, for a wall or
the temperature extremes a wall material will experience, its
panel system construction that is a composite of materials, an
coefficient of linear thermal movement (α) must also be
appropriate coefficient of linear thermal movement should be
determined. Table 3 lists average coefficients of linear thermal
determined for the composite assembly.
movement for some of the commonly used construction
materials. For most applications, it is acceptable to use the 5.6 Moisture Induced Growth—Some materials respond to
values for the materials listed in Table 3. For some materials changes in their water or water vapor content by increasing in
and applications, the relationship between temperature and dimension when water content is high and decreasing in
linear dimension, over the expected temperature exposure dimension when water content is low. This effect can be
range, may not be truly linear for the entire range. For a reversible or irreversible (7). Materials susceptible to a revers-
sensitive application, it may be necessary to determine the ibleeffectaregenerallyporousandincludewood,somenatural
actual linear dimensional response of a material for discrete buildingstones,concrete,facebrick,andconcreteblock.Some
segments of its service temperature range. This may result in materialsaresusceptibletoanirreversiblechangeindimension
C1472 − 16 (2022)
TABLE 2 Dry Bulb Air Temperatures T and T for Selected World Locations
W A
Temperatures indicated in degrees Celsius (°C) and degrees Fahrenheit (°F)
Location Winter Summer Location Winter Summer
99.6 % Value 0.4 % Value 99.6 % Value 0.4 % Value
°C °F °C °F °C °F °C °F
Algeria, Algiers 2.0 36 35.2 95 Libya, Tripoli 4.1 39 41.4 107
Argentina, Buenos Aires -0.7 31 33.9 93 Lithuania, Vilnius −20.4 −5 27.1 81
Armenia, Yerevan −14.1 7 35.6 96 Macedonia, Skopje −12.4 10 35.2 95
Australia, Alice Springs 1.0 34 40.0 104 Malaysia, Kuala Lumpur 21.6 71 34.2 94
Australia, Sydney 5.8 42 32.2 90 Moldova, Chisinau −14.2 6 30.2 86
Austria, Vienna −11.1 12 30.1 86 Mongolia, Ulaanbataar −30.3 −23 27.6 82
Bahamas, Nassau 14.1 57 33.0 91 Morocco, Casablanca 5.7 42 29.6 85
Bahrain, Al-Manamah 11.0 52 39.2 103 Netherlands, Amsterdam −8.3 17 26.6 80
Belarus, Minsk −20.7 −5 27.3 81 New Zealand, Auckland 1.8 35 25.2 77
Belgium, Antwerp −8.7 16 28.0 82 Norway, Oslo −18.0 0 26.5 80
Bolivia, La Paz −4.0 25 17.3 63 Oman, Masgat 16.1 61 43.0 109
Brazil, Rio De Janeiro 14.9 59 38.9 102 Panama, Panama 22.8 73 34.8 95
Brazil, San Paulo 8.8 48 31.9 89 Paraguay, Asuncion 4.9 41 36.5 98
Bulgaria, Sofia −12.1 10 31.3 88 Peru, Lima 13.9 57 29.9 86
Chile, Santiago −1.4 29 31.9 89 Philippines, Manila 20.4 69 35.0 95
China, Beijing −10.4 13 34.2 94 Poland, Warsaw −17.5 0 29.0 84
China, Shanghai −3.1 26 34.4 94 Portugal, Lisbon 4.0 39 34.1 93
China, Shenyang −21.0 −6 31.1 88 Puerto Rico, San Juan 20.3 69 33.2 92
Colombia, Bogota 2.2 36 21.1 70 Qatar, Ad Dawhah 10.3 51 43.0 109
Croatia, Zagreb −13.2 8 31.1 88 Romania, Bucharest −13.5 8 33.0 91
Czech Republic, Prague −16.1 3 28.8 84 Russia, Irkutsk −33.7 −29 27.0 81
Denmark, Copenhagen −11.1 12 25.0 77 Russia, Moscow −23.1 −10 27.6 82
Ecuador, Quito 7.0 45 22.0 72 Russia, Murmansk −28.7 −20 23.6 74
Egypt, Cairo 7.0 45 38.0 100 Russia, St. Petersburg −22.6 −9 26.3 79
Estonia, Tallinn −19.8 −4 24.9 77 Saudi Arabia, Jiddah 14.8 59 40.2 104
Finland, Helsinki −23.7 −11 25.9 79 Senegal, Dakar 16.2 61 31.8 89
France, Paris −7.8 18 29.8 86 Singapore, Singapore 22.8 73 33.0 91
Germany, Berlin −11.8 11 29.9 86 Slovakia, Bratislava −13.0 9 31.8 89
Germany, Leipzig −13.4 8 29.7 85 Slovenia, Ljubljana −13.0 9 30.1 86
Georgia, Tbilisi −6.0 21 33.5 92 South Africa, Pretoria 3.9 39 31.9 89
Greece, Athens 1.2 34 34.1 93 Spain, Barcelona 0.1 32 29.3 85
Greenland, Dundas −37.1 −35 12.2 54 Spain, Sevilla 1.2 34 39.8 104
Guam, Anderson AFB 23.3 74 31.2 88 Sweden, Stockholm −18.9 −2 26.8 80
Hungary, Budapest −13.2 8 32.1 90 Switzerland, Geneva −8.0 18 30.1 86
Iceland, Reykjavik −9.8 14 15.6 60 Syria, Damascus −4.1 25 38.1 101
India, Bombay 16.5 62 35.0 95 Tawain, Taipei 8.8 48 34.6 94
India, New Delhi 6.6 44 41.7 107 Tajikistan, Dushanbe −7.3 19 37.1 99
Ireland, Dublin −1.6 29 22.0 72 Thailand, Bangkok 18.4 65 37.1 99
Israel, Jerusalem 0.6 33 31.6 89 Tunisia, Tunis 4.9 41 36.7 98
Italy, Rome −0.9 30 30.8 87 Turkey, Instanbul −3.2 26 30.2 86
Jamaica, Kingston 21.9 71 33.2 92 Turkmenistan, Ashgabat −6.9 20 40.1 104
Japan, Osaka −2.0 28 34.0 93 United Kingdom, London −5.6 22 26.4 80
Japan, Sapporo −11.0 12 29.1 84 Ukraine, Kyiv −19.0 −2 28.2 83
Japan, Tokyo −0.8 31 32.8 91 United Arab Emirates, Abu Dhabi 10.9 52 43.8 111
Jordan, Amman 0.8 33 34.9 95 Uruguay, Montevideo 1.8 35 31.9 89
Kazakhstan, Oral −27.6 −18 33.8 93 Uzbekistan, Tashkent −10.3 13 38.0 100
Kenya, Nairobi 9.5 49 29.0 84 Venezuela, Caracas 20.9 70 33.2 92
Korea, North, Wonsan −11.0 12 31.0 88 Vietnam, Ho Chi Minh City 20.0 68 35.1 95
Korea, South, Seoul −14.1 7 31.8 89 Yugoslavia, Belgrade −11.5 11 33.4 92
Kuwait, Kuwait 3.2 38 47.2 117 Zimbabwe, Harare 7.0 45 30.1 86
Latvia, Riga −19.6 −3 26.1 79
Table 2 data has been extracted from the 2002 ASHRAE Fundamentals Handbook, Chapter 14 Appendix. Section 7.2 illustrates use of the data.
with the passage of time. For example, a fired clay product, irreversiblegrowthontheperiodfrommaterialmanufactureto
suchasabrick,willslowlyincreaseinsize,followingitsfiring its maturity. The use of steel reinforcement will usually lessen
in a kiln, as its moisture content increases while equilibrating the Table 4 concrete values. For clay masonry in Table 4, the
with the environment. Predicting the moisture-induced growth ACI 530.1-88/ASCE 6-88 and BIA Technical Notes on Brick
of fired clay products is difficult since there are no standard Construction No. 18 recommended value of 0.03 can be used
tests. for I in lieu of the range of values, if appropriate. These listed
5.6.1 Table 4 provides values (as a percent dimensional values can be used to assist in calculating moisture growth
change) for moisture induced reversible growth (R) as well as effectsforuseinjointwidthcalculations.Section7.5illustrates
irreversible growth (I) for various types of materials (8).In use of the data.
general, cement-based products decrease in dimension and 5.6.2 For sealant joints, the dominant effect on a reversible
fired clay products increase in dimension irreversibly as they change in joint width is usually due to temperature change of
equilibrate with the environment. Reversible growth is based a material or system. The inclusion of reversible moisture-
on the likely extremes of in-service moisture content and induced growth with thermal movement may not be a truly
C1472 − 16 (2022)
TABLE 3 Average Coefficients of Linear Thermal Movement (α) for Some Building Materials
−6
(multiply by 10 )
NOTE 1—The coefficient of movement for natural materials (brick, stone, wood, etc.) or fabrications of natural materials can be highly variable. If a
specific material is contemplated then the coefficient for that material should be established and used rather than an average value.
Materials Celsius Fahrenheit Materials Celsius Fahrenheit
(mm/mm/°C) (in/in/°F) (mm/mm/°C) (in/in/°F)
Aluminum: Plastic:
5005 alloy 23.8 13.2 Acrylic sheet 74.0 41.0
3003 alloy 23.2 12.9 High impact acrylic 82.0 50.0
6061 alloy 23.8 13.2 Polycarbonate 68.4 38.0
Brass: Steel, carbon 12.1 6.7
230 alloy 18.7 10.4 Steel, stainless:
Bronze: 301 alloy 16.9 9.4
220 alloy 18.4 10.2 302 alloy 17.3 9.6
385 alloy 20.9 11.6 304 alloy 17.3 9.6
655 alloy 18.0 10.0 316 alloy 16.0 8.9
Clay masonry: 410 alloy 11.0 6.1
Clay or shale brick 6.5 3.6 430 alloy 10.4 5.8
Fire clay brick or tile 4.5 2.5 Stone:
Clay or shale tile 5.9 3.3 Granite 5.0-11.0 2.8-6.1
Concrete masonry: Limestone 4.0-12.0 2.2-6.7
Dense Aggregate 9.4 5.2 Marble 6.7-22.1 3.7-12.3
Lightweight aggregate 7.7 4.3 Sandstone 8.0-12.0 4.4-6.7
Concrete: Slate 8.0-10.0 4.4-5.6
Calcareous aggregate 9.0 5.0 Travertine 6.0-10.0 3.3-5.6
Silicious aggregate 10.8 6.0 Tin 21.1 11.7
Quartzite aggregate 12.6 7.0 Wood:
Copper Parallel to fiber
110 alloy, soft 16.9 9.4 Fir 3.8 2.1
110 alloy, cold rolled 17.6 9.8 Maple 6.5 3.6
122 alloy 16.9 9.4 Oak 4.9 2.7
Glass 9.0 5.0 Pine 5.4 3.0
Iron Perpendicular to fiber
Cast, grey 10.6 5.9 Fir 57.6 32.0
Wrought 12.6 6.7 Maple 48.6 27.0
Lead 28.6 15.9 Oak 54.0 30.0
Magnesium 28.8 16.0 Pine 34.2 19.0
Monel 14.0 7.8 Zinc:
Plaster, gypsum: Rolled 31.3 17.4
Sand aggregate 11.7-12.2 6.5-6.75 Alloy, with grain 23.4 13.0
Perlite aggregate 13.1-13.2 7.3-7.35 Alloy, across grain 17.6 9.8
Vermiculite aggregate 15.1-15.5 8.4-8.6
TABLE 4 Coefficients of Linear Moisture Growth for Some
difficultorimpossibletodetermine,sosomejudgmentmustbe
Building Materials
used by the design professional when reversible moisture
NOTE 1—(−) indicates a reduction, (+) indicates an increase, and NA growth is considered (See 7.5.1).
not available.
5.7 Live Load Movement—Deflectioncausedbystructureor
Materials Growth, Percent
floor live loading should be considered for a horizontal sealant
Reversible (R) Irreversible (I)
joint opening, as is done for example, in designing a joint for
Concrete:
multi-story construction (3). A structural engineer can supply
Gravel aggregate 0.02-0.06 0.03-0.08 (−)
Limestone aggregate 0.02-0.03 0.03-0.04 (−)
live load deflection criteria for sealant joint design.
Lightweight aggregate 0.03-0.06 0.03-0.09 (−)
5.7.1 Actual live loads can be highly variable (9).A
Concrete masonry:
multi-story building, with the same design live load for all
Dense aggregate 0.02-0.04 0.02-0.06 (−)
Lightweight aggregate 0.03-0.06 0.02-0.06 (−)
floors,willhavetheactualliveload(whichcanbesubstantially
Clay masonry:
less than a code prescribed value) vary from floor to floor and
Clay or shale brick 0.02 0.02-0.09 (+)
Stone: from one area of a floor to another. Very rarely will the live
Limestone 0.01 NA
load be uniform everywhere. Where live load (and thus
Sandstone 0.07 NA
deflection) of a structure varies, the relative difference in live
load deflection between floors should be considered in joint
width design.
5.7.2 Most often live load deflection occurs after the joint
additive effect. Moisture content tends to decrease with a rise
has been sealed and, therefore, could be considered an irre-
in wall surface temperature and increase with a drop in wall
versible narrowing of the sealant joint opening, provided the
surfacetemperature,therebyproducingthermalmovementand
moisture-induced growth that are somewhat compensating but loading conditions remain relatively static. If live loading will
be highly variable, such as in a warehouse, then live load
that may not necessarily occur simultaneously. The net sealant
joint movement due to thermal and moisture effects may be deflection could be treated as a reversible movement. The
C1472 − 16 (2022)
design professional should evaluate these situations and deter- these effects that can occur during sealant cure, the ultimate
mine how live load deflection is best accommodated. movement capability of a sealant can be adversely affected.
The calculations in this guide are based on cured sealant
5.8 Dead Load Movement—Deflection caused by structure
properties.Ifaparticularinstallationcannotavoidamovement
orfloordeadloadingshouldalsobeconsideredforahorizontal
during cure situation from occurring, then compensation for
sealantjointopening (3).Astructuralengineercansupplydead
lessened ultimate sealant properties should occur. Compensa-
load deflection criteria for sealant joint design. Dead load
tion can include installing the sealant and allowing it to cure at
deflection of a structure usually occurs before a joint is sealed.
timesofleastexpectedmovementortestingaparticularsealant
There may be a portion that could occur after a joint has been
to the movement during cure characteristics expected to occur
sealed; for instance, when fixed equipment may be installed.
andthendesigningthejointappropriately.Guide
C1193should
Dead load deflection is an irreversible narrowing of a sealant
be consulted for an in-depth discussion of movement-during-
joint opening width for most applications. In multi-story
cure.
construction, dead load deflection that narrows a sealant joint
opening at one floor may have a tendency to widen the sealant
5.12 Elastic Frame Shortening—Multi-story concrete
joint opening at the floor above.
structures, and to a lesser degree steel, shorten elastically
almost immediately due to the application of loads (9, 10, 16).
5.9 Wind Load Movement—Depending on building type,
Frame shortening, the degree of which can be estimated by a
framingsystem,andanticipatedwindload,lateralswayordrift
structural engineer, will cause an irreversible narrowing of a
ofabuildinganditseffectonasealantjointinawallmayhave
horizontal sealant joint opening in multi-story construction.
tobeconsidered (10).Theper-storylateralswayordriftcanbe
Frame shortening can be compensated for by building each
determined by a structural engineer. Lateral sway or drift can
floor level higher, in effect negating most of the shortening, or
occur both normal to and in the plane of the wall and both
the narrowing of joint width can become another performance
effects on a sealant joint should be considered.
factor considered in the design of a sealant joint. Some of the
5.10 Seismic Movement—In general, sealant joints can be
frame shortening effect will occur before the wall cladding is
designed for seismic movement. However, the width of the
erected and the size of the joint opening is established.
joint to accommodate the expected movement may become
Presently, it is common practice to determine the amount of
large and visually objectionable. Installation of sealant in a
shortening that occurs before the joint opening is established
large opening can be impractical or may require special
using an informed and conservative estimate.
techniques. In general, it is usually more appropriate to use
5.13 Creep—The time-dependent deformation of materials
readily available preformed gasket systems rather then a
while loaded, in particular for a concrete structure, should be
liquid-applied sealant for these applications.
included in sealant joint design. This deformation, which
5.11 Movement During Sealant Curing—The movement
occurs at a decreasing rate as time progresses, can cause a
capability of sealant is established by laboratory testing of
continuingdecreaseinthewidthofhorizontaljointopeningsin
small specimens using Test Method C719, after a sealant has
multi-story and other buildings. Creep, in contrast to elastic
been allowed to cure and attain its intended properties. Expe-
frame shortening, can occur over a long period of time (9, 10,
rience garnered from sealant joint failures has indicated that
16).Astructural engineer can provide creep deflection criteria
somejointswillexperiencemovementafterinstallation,some-
for sealant joint design.
timessizable,duringtheperiodwhenthesealantiscuring (11).
The character of the materials or systems in which the joint 5.14 Shrinkage—Concrete framed structures will undergo
occursisasignificantfactorindeterminingthedegreeandrate long-term shrinkage for a period of months (9, 10, 16). Other
of movement that will occur. Building monitoring has shown
cement based systems, such as load-bearing concrete masonry
that materials or systems with high thermal mass experience unit construction, can also experience the same effect. Shrink-
low rates of movement while those of low mass, that are well
age is mainly due to loss of moisture during the initial curing
insulated, experience high rates of movement (6). With solar of concrete. The rate of shrinkage is dependent on the amount
warming, the rate of change of a material or system surface of water present, ambient temperatures, rate of air movement,
temperature closely correlates with the rate of movement of a relative humidity of the surrounding air, the shape and size of
sealant joint. Other studies have described the character of the concrete section, and the amount and type of aggregate in
sealant joint failures due to movement during cure and have the concrete mix, among others. Table 4 and Ref (8) list
shown that movement during cure can alter the cured perfor- guidelines for some shrinkage values for concrete and other
mancecharacteristicsofasealant (12-15).Performanceparam- materials. Shrinkage criteria can be provided by a structural
eters that can be altered include tensile strength, compressive engineer and included in sealant joint design or the shrinkage
strength, modulus, adhesion to substrates, and sealant tear effectcanbesomewhatcompensatedforbybuildingeachfloor
resistance. Physical aspects that can be altered include intro- level slightly higher. In any event, shrinkage effects should be
ductionofexposedandhiddensurfacecrackingandproduction included in the design of a horizontal joint in multi-story
ofvoidswithinthebodyofthesealant.Thesetypesofchanges construction. Some of the frame shrinkage effect will occur
or damage could be detrimental for the sealant joint if of a before a wall cladding is erected and the size of the joint
sufficient magnitude.The type and degree of these changes for opening is established. Presently, the amount of shrinkage that
aparticularsealantwillvarydependingonthegenericpolymer occursbeforeajointopeningisestablishedisdeterminedbyan
backbone and particular sealant formulation. As a result of informed estimate and, therefore, should be conservative.
C1472 − 16 (2022)
5.15 Construction Tolerances—Atypical building is a com- 5.15.3 Erection—Frequently, wall materials or systems can-
bination of site-built and factory fabricated materials, not be placed on a building exactly where called for by the
contract documents. Some location variance for building com-
components, and sub-systems. These materials and systems
ponents should be provided so that a deficient joint opening
can be combined and constructed in complex arrangements.
width does not occur. For example, a unitized metal and glass
ASTMandindustrytradeassociations,amongothers,establish
curtain wall frame may be erected no closer then 63mm( ⁄8
industry recognized standards for construction tolerances (17).
in.) to height or lateral locations shown by the contract
Industry established tolerances should be carefully evaluated
documents. The precast concrete wall panel described in
since, in some cases, they can be quite liberal and not
5.15.2, according to MNL-177-77, may not be able to be
appropriate for sealant joint design. For some materials or
placed any closer to its theoretical location than 66mm(6 ⁄4
systems there are no industry recognized tolerances or the
in.). Locational variance of materials or systems will affect the
available tolerances are not directly applicable to sealant joint
constructed width of a sealant joint opening that occurs
design. In these instances, a design professional should evalu-
between wall elements. Erection tolerances must be intelli-
ate the conditions and establish tolerances for sealant joint
gentlydevelopedsothattheyarerealisticandalsoattainableat
work. A word of caution: ignoring the effects of construction
the building site.
tolerances,whendesigningsealantjoints,willveryoftenresult
5.15.4 Accumulated Tolerances—When several materials,
in a failure of the joint, and frequently a failure of adjacent
components, or subsystems are combined on the face of a
materialsorsystemsthat,duetothejointnarrowing,maycome
building their respective tolerances may not be additive. For
into detrimental contact with each other. Conversely, changing
example, not all materials, components, or subsystems will be
construction tolerances, by exceeding industry
oversizeorundersize.Statistically,itislikelythattherewillbe
recommendations, needs to be carefully considered, since
amixofunderandoversizeandunlikelythatallwouldbeover
conditions can be created that can not be effectively achieved.
or under size. It is possible to statistically account for several
Construction tolerances should be indicated for the sealant
combined tolerances to arrive at a probable total tolerance.
joint design since they establish a level of quality and may Thereisnotanindustryconsensusonastandardizedmethodto
affect the cost and performance of the work. Experience has account for combined tolerances; however, Reference (17) can
be consulted for guidance.
indicated that, in general, if tolerances are not adequately
considered, sealant joints become too narrow, not too large. It
6. Sealant Joint Movement
is beyond the scope of this guide to describe the effects of
tolerances in detail. Reference 17 should be consulted as well
6.1 General—There are four basic movements that sealant
as industry specific standards.
jointsexperience(SeeFig.1).Thesemovementsare:compres-
5.15.1 Material—Construction materials have a permissible sion (C), extension (E), longitudinal extension (E ), and
L
transverse extension (E ). Longitudinal and transverse exten-
variation for their dimensions. For example, a face brick is
T
sionisashearingeffectonasealantjoint(SeeFig.2).Thermal
nominally57mm(2- ⁄4in.)highby203mm(8in.)longby89
movement is usually the largest contributor; however, other
mm (3- ⁄2 in.) thick. Depending on the type of brick, the
performance factors can contribute to producing these move-
permissible manufacturing tolerance or variation could be as
3 1 ments. The following describes these movements.
muchas2mmto6mm( ⁄32in.to ⁄4in.)forthe203mm(8in.)
dimension, as indicated by Specification C216. Material di-
6.2 Compression—Asealantjointthatprimarilyexperiences
mensional variation may have to be included as a performance
compression(C),anarrowingoftheopeningwidth,istypically
factor in the design of a sealant joint. If material tolerance is
one where the sealant is installed during the cool or cold
not considered, an improper sealant joint width could result. monthsoftheyear.Therefore,whenthewarmsummermonths
occur the thermal growth of adjacent materials causes a
5.15.2 Fabrication—Fabricated materials or assemblies of
narrowing of the sealant joint opening, thereby compressing
materials also have dimensional variance. Factory fabrication
the sealant.
will usually permit a smaller variation in dimension than job
site fabrication. For example, factory fabricated unitized metal
6.3 Extension—A sealant joint that primarily experiences
and glass curtain wall frames may permit 62mm( ⁄16 in.)
extension(E),anincreaseintheopeningwidth,istypicallyone
tolerance or less for the length and width of the frames, while
where the sealant is installed during the warm months of the
jobsiteassemblyofafacebrickwall,dependingonbricktype, year. Therefore, when the cool or cold months occur the
may permit no better than 66mm( ⁄4 in.) variance for the thermal contraction of adjacent materials causes a widening of
the joint opening, thereby extending the sealant.
constructed width of an expansion joint opening in a wall.
Also, a precast concrete wall panel that is 9.1 m (30 ft) long,
6.4 Extension and Compression—A sealant joint installed
according to MNL-177-77, can have a tolerance for that
during the fall or spring months, or when temperatures are
dimension at the time of casting of +3 mm, −6 mm (+ ⁄8 in.,
moderate, can experience both compression (C) as well as
− ⁄4 in.). Realistic fabrication tolerances should be established
extension (E) since the sealant is not installed at or near the
and enforced so that the designed joint opening width is
hottestorcoldestdesigntemperatures.Thisresultsincompres-
attained and sealant performance is not compromised, espe-
sion during the summer months and extension during the
cially by a joint opening that is constructed too narrow in
wintermonths,howevertypicallyneithermovementisaslarge
width. as would occur as described in 6.2 or 6.3.
C1472 − 16 (2022)
FIG. 1 Typical Sealant Joint Movements
FIG. 2 Longitudinal or Transverse Extension Movement
6.5 Longitudinal Extension—A sealant joint that experi- change plane, such as at a corner.As the materials forming the
ences longitudinal extension (E ), a lengthwise displacement sides of the joint experience thermal movement, a diagonal
L
ofonesideofthejointrelativetotheother,istypicallyonethat lengthening of the sealant can occur crosswise to the plane of
hasdifferentmaterialsorsystemsformingthesidesofthejoint
the sealant joint face. (See Fig. 2.)
orthesamematerialonbothsidesofthejointbutwithdifferent
6.7 Movement Combinations—Frequently, sealant joints
supportconditionsforbothsides(SeeFig.2).Examplesofth
...