NBSIR 77-1316

Performance Criteria Resource

Document for Innovative

Construction

Housing Technology Programs

Office of Housing & Building Technology

Center for Building Technology

National Bureau of Standards

Washington, D.C. 20234

November 1977

Prepared for Department of Housing and Urban Development

Division of Energy, Building Technology & Standards

Office of Policy Development and Research

Washington, D.C. 20410

NBSIR 77-1316

PERFORMANCE CRITERIA RESOURCE

DOCUMENT FOR INNOVATIVE

CONSTRUCTION

Housing Technology Programs

Office of Housing & Building Technology

Center for Building Technology, IAT

National Bureau of Standards

Washington, D.C. 20234

November 1977

Prepared for Department of Housing and Urban Development

Division of Energy, Building Technology & Standards

Office of Policy Development and Research

Washington, D.C. 20410

The research and studies forming the basis of this report were conducted

under Inter-Agency Agreement No. H-37-72, Task 1 90, sponsored by the

Department of Housing and Urban Development (HUD). The statements and

conclusions contained herein are those of the National Bureau of Standards

and do not necessarily reflect the technical view or policies of HUD.

U.S. DEPARTMENT OF COMMERCE, Juanita M. Kreps, Secretary

Dr. Sidney Harman, Under Secretary

Jordan J. Baruch, Assistant Secretary for Science and Technology

NATIONAL BUREAU OF STANDARDS, Ernest Ambler, Acting Director

ACKNOWLEDGMENT

The preparation of this resource report, under the direction of the

Office of Housing and Building Technology — Housing Technology Programs,

has been a joint effort of members of the National Bureau of Standards'

Center for Building Technology and Center for Fire Research - Team

members include:

Office of Housing and Building Technology

Thomas K. Faison, Editor

Philip Cramp

Harvey W. Berger

William G. Street

Office of Building Standards and Code Service

Jim Harris

Structures Section

Bruce Ellingwood

Robert Crist

Felix Yokel

Materials and Composites Section

Robert Mathey

Arthur Hockman

Thermal Engineering Section

Thomas Watson

Building Service Section

Robert Wyly

Sensory Environment Section

Thomas Pierce

Program for Fire Control Construction

(Center for Fire Research)

Daniel Gross

i
Typing, Editing and Preparation by

Susan Balderson

Linda Sacchet

Linda Covell

Vicki Reider

Valuable guidance was given by the professional staff of HUD's

Office of Policy Development and Research and through in-depth reviews

provided by HUD's Architectural and Engineering Division, Office of

Housing.
TABLE OF CONTENTS

PAGE

Acknowledgment i

Abstract vii

Purpose 1

Performance Approach 2

Organization of Materials 4

13.1.3 Enclosed Spaces - Acoustic Environment 8

13.1.3.1 Control of Noise Levels in Interior Spaces 8

13.2.2 Structure - Fire (Protection and Safety) 9

13.2.2.1 Limited-Combustible Innovative Construction 9

Components

13.2.4 Structure - Strength and Stiffness 10

13.2.4.1 Structural Safety - Resistance to Ultimate Load 10

13.2.4.2 Resistance to Repeated Loads 24

13.2.4.3 Structural Serviceability - Deflections 26

13.2.4.4 Structural Serviceability - Lateral Drift 30

13.2.4.5 Structural Serviceability - Vibrations 33

13.2.4.6 Structural Serviceability - Service Environment 37

13.2.4.7 Serviceability of Floor Surfaces 39

13.2.4.8 Serviceability of Walls 41

13.3.2 Exterior Enclosure - Fire (Protection and Safety) 44

£ 13.3.2.1 Balconies and Porches 44

13.3.2.2 Limited-Combustible Exterior Enclosures 44

13.3.5 Exterior Enclosure - Atmospheric Environment 45

13.3.5.1 Condensation In or On Walls, Roofs, Floors, Windows 45

and Doors

13.3.5.2 Vapor Barrier Roof Decks 46

13.3.6 Exterior Enclosure - Durability /Maintainability 47

Joint Sealants

13.3.6.1 Hardness 47

13.3.6.2 Color Change 48

13.3.6.3 Rheological Properties 48

13.3.6.4 Hardness After Heat Aging 49

iii
TABLE OF CONTENTS (continued)

PAGE

13.3.6.5 Application Life 49

13.3.6.6 Weight Loss, Cracking and Chalking Due to Heat 49

Aging

13.3.6.7 Tack Free Time 50

13.3.6.8 Staining of Substrate by Sealant 50

13.3.6.9 Joint Sealant Back-up Material Stain and Discoloration 51

13.3.6.10 Peel Adhesion Strength 51

13.3.6.11 Bond and Cohesion Properties 52

13.3.6.12 Bubble Formation 52

13.3.6.13 Tenacity 53

13.3.6.14 Shrinkage 53

Roofing Systems - Built-Up Membranes

13.3.6.15 Tensile Strength 54

13.3.6.16 Thermal Expansion 55

13.3.6.17 Thermal Movement (Shock Resistance) 56

13.3.6.18 Impact Resistance 56

13.3.6.19 Wind Resistance 57

13.3.6.20 Punching Shear Strength 58

13.3.6.21 Flexural Strength 59

13.3.6.22 Permeability 59

13.3.6.23 Tensile Fatigue Strength 60

13.3.6.24 Flexural Strength 60

13.3.6.25 Load Strain Modulus 61

Roofing Systems - Mechanically Fastened

13.3.6.26 Impact Resistance 61

13.3.6.27 Wind Resistance 62

Roofing Systems - Elastomeric Membranes

13.3.6.28 Tensile Strength 63

13.3.6.29 Resistance to Impact 64

13.3.6.30 Wind Resistance 64

13.3.6.31 Deformation Recovery 65

13.3.6.32 Adhesion Durability 66

13.3.6.33 Appearance Change 67

13.3.6.34 Curing Time for Liquid Applied Membranes 68

Protective & Decorative Coatings

13.3.6.35 Color Change 69

13.3.6.36 Gloss Change 70

13.3.6.37 Washability 70

13.3.6.38 Adhesion Resistance 71

13.3.6.39 Adhesion 71

13.3.6.40 Salt Spray Resistance 72

13.3.6.41 Moisture Resistance 72

13.3.6.42 Impact Resistance 73

iv
TABLE OF CONTENTS (continued)

PAGE

13.4.2 Interior Enclosure - Fire (Protection and Safety) 74

13.4.2.1 Limited- Combustible Components of the Interior 74

Enclosure

13.4.3 Interior Enclosure - Acoustic Environment 75

13.4.3.1 Acoustic Properties of Interdwelling Walls and 75

Partitions

13.4.3.2 Acoustic Properties of Interdwelling Floor-Ceiling 77

13.4.3.3 Acoustic Properties of Walls and Partitions Within 78

a Living Unit

13.4.3.4 Acoustic Properties of Floor-Ceiling Assemblies 78

Within a Living Unit

13.6.2

Plumbing - Fire (Protection and Safety) 79

13.6.2.1 Fire Spread 79

13.6.6 Plumbing - Durability /Maintainability , 84

13.6.6.1 Life Expectancy Design 84

13.6.6.2 Maintenance of Hydraulic Function by Design 88

13.6.6.3 Long-Term Stability of Dimensions and Strength of 93

Piping

13.6.6.4 Resistance to Sustained Pressure 102

13.6.6.5 Resistance to Shock Pressure (water hammer) 105

13.6.6.6 Evaporation Protection in Seldom-Used Traps 107

13.6.6.7 Freeze Protection 109

13.6.7 Plumbing - Functional Operation 111

13.6.7.1 Leak Resistance 111

13.6.7.2 Adequacy of Flow Rates at Water Outlets 113

13.6.7.3 Hydraulic Capacity of Rainwater Drainage Subsystems 117

13.6.7.4 Hydraulic and Pneumatic Performance - DWV Branch 122

Assembly

13.6.7.5 Hydraulic and Pneumatic Performance - DWV Stack and 123

Building Drain Assembly

13.6.7.6 Lateral Deflection and Ring Distortion of Piping 133

13.6.7.7 Noise Reduction Between Spaces Within a Living Unit, 136

Through Walls and Partitions Containing Piping

13.6.7.8 Noise Reduction Between Spaces Within a Living Unit, 137

Through Floor-Ceiling Containing Piping.

13.6.7.9 Noise Level in Interior Spaces During Operation of 138

Plumbing Systems

13.6.7.10 Elution of Toxic Substances 140

v
TABLE OF CONTENTS (continued)

PAGE

13.7.1

Electrical - Accident Protection and Security 143

13.7.1.1 Safety of Eelctrical Components, Designs and 143

Installation

13.7.6 Electrical - Durability/Maintainability 144

13.7.6.1 Resistance to Deterioration 144

13.8.6 Hardware and Specialities - Durability/Maintainability 145

13.8.6.1 Functional Life of Hardware 145

13.8.7 Hardware and Specialities - Functional Operation 147

13.8.7.1 Functional Capatibility 147

13.9.7 Appliances - Functional Operation 148

13.9.7.1 Performance of Appliances 148

Appendix A - Definitions 149
ABSTRACT

Performance criteria for innovative construction are presented in

this resource report in order to assist in the broad technical acceptance of new building products and materials. The levels of performance

stated are intended to be equivalent to the Minimum Property Standards

(MPS) which reflects acceptable performance of conventional building

materials and designs for programs sponsored by the Department of

Housing and Urban Development. The report is structured so that new

performance criteria can be added in the future as additional technical

data and evaluation methods become available.

Key Words: acoustics; appliances; atmospheric environment; durability;

electrical; housing technology; HVAC; maintainability; materials;

minimum property standards; performance criteria; performance evaluation

plumbing safety; innovative construction; structures; test methods.

PURPOSE

This resource report is intended to provide guidance to the Department of Housing and Urban Development in developing performance criteria

which may be used to supplement the Minimum Property Standards (MPS) in

the acceptance of new building technologies.

This document recommends performance criteria and methods of evaluation. A commentary relates to the intent, derivation and application

of the criteria and methods of evaluation. A sound basis must be established for making the judgment relative to acceptable performance of new

and innovative products or systems. The levels of performance recommended

in this document are intended to be comparable to the requirements of the

Minimum Property Standards for conventional construction.

This document for the most part presents what is currently considered

to be the best guidance for performance evaluation based on available

technology. However, because of the need for comparability with the

Minimum Property Standards, the most advanced technology may at times

not be reflected in these guidelines.

These criteria should be considered supplemental to the MPS since

the performance requirements which have already been established in the

MPS are not duplicated herein. Therefore, these criteria should not be

used alone when considering total system performance. In addition, the

current state of technology does not yet permit establishing performance

criteria for all aspects of building construction, products and systems.

1
PERFORMANCE APPROACH

The ideal in presenting performance criteria is to state the performance necessary to achieve the intended function without stating the

material composition or physical construction. Relevant attributes for

the building system, or subsystem, have been identified and requirements,

in the form of design criteria, have been presented in performance language along with the recommended levels of performance.

For each building subsystem/attribute the order of performance

presentation is Criterion , Method of Evaluation and, where appropriate.

Commentary . The Criterion states a precise measure used to judge whether

a performance requirement (attribute) has been satisfied and recommends

the level of performance deemed acceptable for compliance. The Method

of Evaluation states the methodology by which the subsystem will be

evaluated for demonstrating that the criterion has been satisfied. Where

appropriate a Commentary is included to assist in clarifying the intent,

methodology or implementation of either the Criterion or Method of Evaluation .

The current state of knowledge for application of the performance

concept is not sufficient for complete coverage of all aspects of housing

construction. Traditionally, performance levels are implicit in prescriptive specifications which describe acceptable materials and designs.

In this document a number of criteria are still prescriptive, yet the

basis for the stated limits for prescriptive criteria have been derived

from actual user requirements. There are other areas where little

research has been done and the information at hand is so materials

oriented that performance criteria, flexible enough to allow new materials.

2
have not yet been generated. In areas where the state-of-the-art does

not allow realistic presentation of performance criteria, reliance is

placed on existing standards. These, then, are not considered complete

and as the state-of-the-art of the performance concept advances, modifi

cations or additions to these criteria will need to be made.

3
ORGANIZATION OF MATERIAL

To assure that coverage is given to the major building elements, a

matrix is used which identifies the various subsystems of the total

building system along with the various attributes required for acceptable performance of the subsystems. The user can identify specific subsystem^) and attribute(s) and locate the intercept within which are

presented supplemental performance criteria. The text of the document

is organized into nine Parts: 13.1-13.9, one Part for each of the

primary SUBSYSTEMS . Each of the Parts has sections which correspond

to the ATTRIBUTES . The designation (13) was used to identify with Division 13 of the MPS. The SUBSYSTEMS and ATTRIBUTES are listed and

defined below as follows:

SUBSYSTEMS

ENCLOSED SPACES 13.1

STRUCTURE 13.2

EXTERIOR ENCLOSURE 13.3

INTERIOR ENCLOSURE 13.4

HVAC 13.5

PLUMBING 13.6

ELECTRICAL 13.7

HARDWARE & SPECIALITIES 13.8

APPLIANCES 13.9

13.1 ENCLOSED SPACES

Those spaces created as a result of arranging the living unit into

discrete areas by the user of interior enclosures.

4
13.2 STRUCTURE

Those portions of the building system which support loads from

other parts of the building and any other elements that because

of their position, mass, or other property might be a safety hazard if failure occurs.

13.3 EXTERIOR ENCLOSURE

That portion of the building system which separates the interior

space from the exterior environment.

13.4 INTERIOR ENCLOSURE

That portion of the building system not exposed to the exterior

environment which separates the spaces within the living unit.

13.5 HVAC

The system and equipment for providing the required environmental

conditions within the living unit with respect to temperature,

humidity, air movement and air quality.

13.6 PLUMBING

The system and equipment for the supply of domestic water or gas

and the removal of liquid-borne waste products.

13.7 ELECTRICAL

The system and equipment for the supply and distribution of electrical

energy throughout the living unit.

13.8 HARDWARE AND SPECIALITIES

Those products and equipment which are incorporated into the building

system, such as locks, hinges, communication, equipment, trash

removal, etc.

5
13.9 APPLIANCES

Those preassembled manufactured products which support human

activity , such as cooking, food preparation and storage, laundering, food waste disposal, etc.

ATTRIBUTES

ACCIDENT PROTECTION AND SECURITY .1

FIRE (PROTECTION AND SAFETY) .2

ACOUSTIC ENVIRONMENT .3

STRENGTH AND STIFFNESS .4

ATMOSPHERIC ENVIRONMENT .5

DURABILITY/MAINTAINABILITY .

FUNCTIONAL OPERATION .7

.1 ACCIDENT PROTECTION AND SECURITY

The prevention of household accidents as a result of normal occupant

activities and protection from criminal acts through attention to

design.

.2 FIRE (PROTECTION AND SAFETY)

The provisions for protection of the occupants and the building

system from unwanted fire and combustion products.

.3 ACOUSTIC ENVIRONMENT

The levels of sound transmitted either through air or through the

building system to the occupant.

.4 STRENGTH AND STIFFNESS

The ability of the building system to support and/or transmit the

design loads without excessive deformation, vibration or collapse.

6
.5 ATMOSPHERIC ENVIRONMENT

The conditioning of spaces bounded by the exterior enclosure for

their intended use.

.6 DURABILITY/MAINTAINABILITY

The useful life of materials and assemblies when exposed to the

environment, or characteristics which permit access for routine

maintenance and/or servicing.

.7 FUNCTIONAL OPERATION

The ability of the particular subsystem to provide an acceptable

level of performance for its' intended operation.

EXAMPLE FOR USE OF THIS DOCUMENT :

If one is interested in the performance criteria for "limited-combustible structural components" the procedure would be:

1) Structure - 13.2 See Page 9

2) Fire (Protection & Safety) - 13.2.2 See Page 9

3) Limited-Combustible - 13.2.2.1 See Page 9

7
13.1 ENCLOSED SPACES

.3 ACOUSTIC ENVIRONMENT

13.1.3.1 Criterion: Control of Noise Levels in Interior Spaces

Noise in interior spaces shall not exceed an A-weighted level of

45 dB resulting from interior sources such as heating, plumbing, and

air conditioning.

Noise levels in interior spaces shall be kept below levels which

will cause discomfort or annoyance to the occupants. Each subsystem

shall perform its intended function without excessive noise generation

or degradation of the acoustical performance of other subsystems.

Required exterior-shell attenuation will be dependent upon ambient noise

characteristics of specific cases.

Method of Evaluation for 13.1.3.1

Measurements shall be in accordance with ANSI Si. 13-1971, "Standard

Methods for the Measurement of Sound Pressure Levels." (Sound levels

resulting from interior building sources shall be read on a meter with

a fast-response characteristic and weighted on the A-scale as defined

for Sound Level Meters)

.

8
13 . 2 STRUCTURE

.2 FIRE (PROTECTION AND SAFETY)

13.2.2.1 Criterion: Limited-Combustible Innovative Construction Components

Structural components, defined as limited-combustible, shall have

a potential heat no greater than 3500 Btu/lb. This is in addition to

flame spread and fire resistance ratings of MPS Section 405, Fire

Protection.

Method of Evaluation for 13.2.2.1

The potential heat test method described in NFPA 259 "Standard Test

Method for Potential Heat of Building Materials 1976" will be used.

These components shall also meet the requirements of NFPA 220-1975,

for materials defined as limited-combustible.

9
13 . 2 STRUCTURE

.4 STRENGTH AND STIFFNESS

The following criteria are presented to assure the safety and serviceability of building structures. The performance of structures is most

clearly defined in terms of limit states; at such states, the behavior

of the structure causes loss of safety or serviceability. The first two

criteria deal with ultimate limit states, that is, the loss of safety

from collapse of the structure under two different loading environments:

the maximum load reasonably expected during the lifetime of the structure

and the loads which are expected to be repeated many times during the life

of the structure. Note that the word structure is taken to mean all

portions of a building that support loads from other parts of the building

and any other elements that because of their position, mass, or other

property might be a safety hazard if they failed.

The next four criteria deal with functional limit states, that is,

the serviceability of building structures under normal usage. Serviceability is a concept which includes maintainability and durability as

well as preserving the comfort and confidence of human occupants.

The last two criteria deal with the serviceability of floor and wall

surfaces. They are presented to measure the ability of floors and walls

made from innovative materials to withstand normal loadings from occupants

and interior furnishings.

13.2.4.1 Criterion: Structural Safety - Resistance to Ultimate Load

The factored ultimate strength R* of all structural members and

connections shall exceed the factored ultimate load U* . R* and U* shall

10
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.1 ( Continued )

be determined according to the Method of Evaluation below.

Method of Evaluation for 13.2.4.1

a) Additive Loads - When the load effects are additive, U* shall

be evaluated as

U* = 1.1 D + 1.45 [Q + Z Y.F.]

x 1

in which

D = Dead load, as determined in MPS 601-3.

Q = mean (see definition of mean below) maximum variable load,

evaluated as described below.

^i^i

= mean transient load(s) acting simultaneously with Q, as

described below.

Definition of Mean (or expected value)

The mean of a random variable describes its central tendency and

is often the value about which scatter occurs when repeated

observations of the variable are made.

Q shall be any one of the following and F_^ shall be each of the remaining,

as appropriate:

1.25 L where L is the live load from MPS 601-4 or the railing load

from MPS 601-7

1.2 S where S is the snow load from MPS 601-5

1.0 H where H are the soil and hydrostatic pressure loads from

MPS 601-8

11
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.1 ( Continued)

0.85 W where W is the wind load from MPS 601-6

1.4 E where E is the earthquake load from MPS 601-9

1.0 T where T is the constraint load arising from differential

settlements of foundations and from restrained volume change

due to temperature changes, shrinkage, creep, and similar

effects. Also see paragraph 13.2.4.1(d).

shall be determined from the following table:

F

l

L S H w E T

Y.

l

0.65 0.25 1.0 0 0 1.0

b) Counteracting Loads

Where the effect of a maximum variable load is counteracted by other

loads, U* shall be evaluated as,

U* = 1.55 Q - (0.8 D + 0.4 £ f.F.) ii

where D, Q, F^ and are as in 13.2.4.1(a)

c) Load Effects

The load effects on individual members and connections shall be determined

by standard means of structural analysis, taking equilibrium, geometric

compatibility, and both short and long term material properties into

account. Members made of materials which tend to accumulate residual

deflections under repeated loads shall be analyzed with the added eccentricities expected to occur during the life of the structure.

12
13 . 2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.1 ( Continued)

d) Foundation Settlements

Foundation settlements shall be explicity allowed for by considering

a differential foundation settlement of 1 1/2 inches in any horizontal

distance of 50 feet in determining T, except that in cases where a particular

foundation is specifically designed to control differential settlements,

the differential settlements used for T should be those consistent with

the specified design.

e) Factored Resistance

The factored ultimate resistance R* shall be evaluated as

R* = cj> R

in which

R = mean, or best estimate, of the resistance of the structure

or its components in service.

(p = resistance factor which depends on the coefficient of variation

(c.o.v.) in R, V , and the ductility, y, as follows:

R

Design Resistance Factor,

VR

V

2 or less 5 or more

0.10 0.70 0.78

0.20 0.50 0.63

0.30 0.35 0.48

For intermediate values of V and y , <j> may be obtained by linear interR

polation. The coefficient of variation of a random variable is its

13
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.1 ( Continued)

standard deviation divided by its mean; the standard deviation is a measure of the scatter exhibited by repeated observations of the variable.

R, V , and y shall be determined as indicated in paragraphs 13.2.4.1(f)

R

through 13.2.4.1(h).

f) Mean Resistance

Where adequate test data on the various material properties comprising

the system are available, evaluation of the resistance will be performed

using engineering analysis. Where adequate test data are unavailable,

system elements and subassemblies will be evaluated in the laboratory

using simulated static load levels consistent with the specified load

combinations. Test conditions shall simulate those aspects of the service

environment that might adversely affect the behavior of the structure.

g) Variability in Resistance

shall be determined as

V = [V

2 + V2 + V

2

] 1/2 =0.10

R M F P

Where

V is the c.o.v. in material strength relevant to the limit state

M

of the component considered (i.e., yield or tensile strength,

compression strength, etc.)

V is the c.o.v. attributable to fabrication, arising from

F

dimensional variations in components and tolerances in the

assembly of those components. V shall not be taken less than

r 0.05.

14
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.1 ( Continued)

Vp is the c.o.v. associated with the ability to predict the

component capacity when all variables in the corresponding

analytical model are precisely known. shall not be taken

less than 0.05.

Coefficients of variation shall be determined in accordance with

standard methods of statistical analysis using existing test data on

materials comprising the system and laboratory tests conducted during

the development and acceptance stages for innovative structural elements

and subassemblies,

h) Ductility

The ductility is defined as the ratio of maximum obtainable deflection

to yield deflection for structures with load-deformation relations (not

stress-strain relations) that exhibit a relatively definite yield point.

For structures that do not have such relations, y is calculated from an

effective function (Figure 1) consisting of two straight lines. The first

line is drawn through the origin and a point on the actual function at

which the resistance is 60 percent of its maximum load value (P^) . The

second line is a horizontal line ending at the ultimate deflection (d^)

,

which shall not exceed the value where the resistance function falls below

95 percent of its maximum load value. The horizontal line is located

so that the area under the two lines forming the effective function is

equal to the area under the actual function up to the point of ultimate

deflection. Effective yield deflection (d ) shall be taken as the

deflection at the point of intersection of the two lines, which is at a

15
EFFECTIVE RESISTANCE FUNCTION

FIGURE 1 DETERMINATION OF THE DUCTILITY FACTOR

16
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.1 ( Continued)

resistance level termed "effective yield resistance." The ductility

factor is based on the effective resistance ratio: y = d /d u ye

Commentary for 13.2.4.1

This criterion is intended to apply to all portions of a building

that serve a structural function. This includes all elements and connections

that support loads from other parts of the building, and any other elements

that because of their own position, mass, or other property might be a

safety hazard if they failed. Thus items like parapets are included

because of the consequence of their failure, and items like hangers and

inserts are included because they support other loads. This criterion

is not intended to guard against damage or failure arising from gross human

errors or flagrant abuse.

Criteria governing the performance of a structure can be clearly

defined in terms of its various limit states. Ultimate limit states

are those corresponding to the maximum load-carrying capacity of the

structure, and include loss of equilibrium of a portion of the structure,

gross inelastic deformation of critical sections and instability failures,

and it is to avoid these limit states that Criterion 13.2.4.1 is given.

Decisions regarding structural safety are invariably made in the

presence of uncertainties which arise from basic randomness in many of

the resistance and load parameters as well as imperfect modeling and

information. Indeed, it is these uncertainties which motivate and neces17
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.1 ( Continued )

sitate the use of safety factors in design. In the past, such factors have

been arrived at subjectively. However, the recent trend to use probabilistically derived resistance and load factors in structural design represents

an attempt to proportion members and connections so that the probability

of attaining any limit state is acceptably small.

The basic idea is the following. A mathematical model is derived

which describes the limit state of interest. In general, this model may

be described as a function of load and resistance random variables X,

say gQO, and the condition of structural safety is given as g(X) > 0.

The measure of reliability is measured by the probability of not achieving

the limit state. An alternative but equivalent measure of reliability is

given by [ 1 ]*

? (x) ' eag(X)

> 0

where g and a are mean and standard deviation of g, and 3 is termed

g

the safety index. Intuitively, as 3 increases the level of reliability

increases. It may be shown that g and a may be evaluated, to first

g

order, using the means and coefficients of variation of X. (Coefficients

of variation provide a convenient dimensionless measure of uncertainty.)

Moreover, an appropriate factor 3 for design may be determined by calibration with existing design criteria; studies have shown that for ultimate

limit states, 3=3 for ductile steel [2] and concrete [3] structures.

With this information, load and resistance factors can be derived which

are functions of the level of safety and the uncertainty in the resistance

*See reference list at end of each section

18
13 . 2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.1 ( Continued)

(or load) parameters and in which a level of reliability is achieved

in the ultimate limit states which is basically consistent with that

currently obtained with design using conventional materials and construction

methods. However the factor assigned to each variable is directly related

to the uncertainty associated with it and the total factor of safety is

correctly apportioned to the various terms in the design equation. Since

the load and resistance factors are weakly coupled, one set of material

independent load factors has been derived for use herein.

The analysis of uncertainties clearly plays an important role in this

development. As these depend on imponderables which may affect design

safety, they would include not only inherent statistical variability

but also sources due to imperfect or incomplete modeling and information [4]

.

Thus, an examination of the mathematical models describing resistance and

a comparison of predicted and observed values, in addition to the usual

material strength tests, is generally required in order to evaluate V . R

(A similar analysis has already been performed in order to evaluate the

uncertainties in load terms, which are assumed to be material independent .

)

Thus, there is a clear economic motivation to reduce V through additional

analysis and data acquisition, since the <j) factor can then be increased

accordingly

.

When physical testing is done to establish values for the resistance, care

should be taken to assure that all significant interactions with other

positions of buildings and environmental effects are properly accounted for.

19
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.1 ( Continued )

For example, when testing single stories of high rise buildings, the effect of

lateral drift above the story in question should be added to the loads.

Possible environmental factors that may be important include temperature,

moisture, ultraviolet light and atmospheric pollution. The resistance to

long term sustained loads and to repeated loads are frequently important, and

fatigue is covered in another criterion in this document.

The seriousness of attaining a limit state in terms of either danger

or economic loss can be reflected in a rational way by increasing the

safety index used in deriving the load and resistance factors. In deriving

<j> for brittle materials, 3 has been increased from 3 to 4 . (In order to

simplify the design criteria, the load factors have been constrained to

be the same as for 6 = 3 in spite of the fact that, in a strict sense,

they are also functions of 6.) This increase in 3 implies a decrease of

over one order of magnitude in design risk, a reflection of the increase

in safety desired because of the lack of warning given prior to brittle

failure. It should be noted that many structural connections would fall

in this category.

The format chosen to evaluate U in criterion 13.2.4.1 is similar to

one under consideration by CEB (European Concrete Committee) and other

organizations in Europe [5]. The maximum total load on a structure or

component during its life (herein taken as about 60 years) may result

from any one of many different possible load combinations. It has been

found that since the probability of a joint occurrence of two or more

20
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.1 ( Continued )

extreme loads is negligible, the maximum total load effect results when

one variable load assumes its maximum lifetime value Q while others are

at their instantaneous values Y.F^ [5,6]. Thus, the individual loads

under consideration must be rotated in the load equation, each load taking

the position of the maximum mean variable load Q, while the remaining loads

are assigned the value ¥ F , representing the likely value of short-term

load i. ¥ is less than unity because the mean instantaneous load is less

than the maximum load. Furthermore, the probability of a joint occurrence

of some of the loads is essentially zero, and in these cases the appropriate

¥ value is also zero. For example, wind load is not combined with maximum

snow load, since the presence of structurally significant wind prevents

development of the maximum snow load. The appropriate wind-snow load

combination would be maximum wind + instantaneous snow, as indicated by

the ¥ factors given in Method of Evaluation for 13.2.4.1(a). While the

¥ factors have a reliability basis, they also rely in part on subjective

j udgment

.

The criteria are given simply in terms of maximum mean loads to

eliminate the need to also specify instantaneous load values. While

these mean values will become directly available as additional load data

are gathered and thoroughly analyzed [8, 9], for the present they must

be related to the usual loads specified in ANSI A58. 1-1972 [7], MPS [10],

and other standards. The conversion factors in 13.2.4.1(a) establish

this relation utilizing recent live load survey data and wind engineering

21
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.1 ( Continued )

research. Where data are not available, the mean and nominal loads may

be assumed to be identical.

It should be noted that combining effects from several loads is not

always a simple task, and the formula given for combinations in this document

must be used with some judgment. For example, it may be possible for some

materials to relieve the effect of constraint loads through creep or by

yeilding. Thus for some ductile materials, it would not be necessary to

consider constraint loads acting sumultaneously with earthquake loads because

the structure would be expected to yield during the earthquake.

References

1. Hasofer, A., Lind, N., "Exact and Invariant Second-Moment Code Format,"

J. Eng. Mech. Div. , ASCE, Vol. 100 No. ST1, Feb. 1974, pp. 111-121.

2. Galambos, T.V., Ravindra, M. , "Tentative Load and

Resistance Factor Design Criteria for Steel Buildings," Structural

Division Research Report No. 18, Washington University, St. Louis, Mo.,

Sept. 1973.

3. Ellingwood, B. , "Reliability Basis for Load and Resistance Factors

for Reinforced Concrete Design," paper in preparation.

4. Ang, A.H. -S., Cornell, C.A., "Reliability Bases of Structural

Safety and Design," J, Str. Div. , ASCE, Vol. 100, No. ST9 , Sept. 1974.

5. Comite Eurointernational du Beton, "Bulletin D ' Information No. 116,"

Paris, November 1976.

22
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.1 ( Continued )

6. Turkstra, C., "Theory of Structural Design Decisions," Solid Mech.

Study No. 2, University of Waterloo, 1970.

7. American National Standards Institute, "Building Code Requirements

for Minimum Design Loads in Buildings and Other Structures (ANSI

A58. 1-1972)."

8. Culver, C., "Survey Results for Fire Loads and Live Loads in Office

Buildings," National Bureau of Standards, Building Science Series 85,

Washington, D.C., May 1976.

9. Marshall, R.D., Crist, R.A., "Measurements of Wind Loads and TieDown Forces on Mobile Homes," Proc. Eighth Joint Mtg., U.S. -Japan

Panel on Wind and Seismic Effects, Washington, D.C., May 1976.

10.

"Minimum Property Standards for One and Two Family Dwellings (1973

Ed.)," U.S. Department of Housing and Urban Development, Washington, D.C.

23
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.2 Criterion: Resistance to Repeated Loads

Structural elements shall be capable to resisting repeated loads which

are anticipated in service without failure or visible cracking, but in no

case shall these repeated loads be taken as less than 500 cycles from D to

D + 1/2Q where Q is defined in Criterion 13.2.4.1.

Method of Evaluation for 13.2.4.2

When evaluated by means of physical simulation, cyclic loading shall

be applied after reducing system "slack" by prior application of one preloading cycle of D + Q. Cyclic loading shall commence only after deflection

recovery from the pre-loading cycle is complete.

Commentary for 13.2.4.2

The behavior of structural elements subjected to repeated loading depends

on the fatigue response characteristics of the particular material used and the

cyclic load history. There is a roughly linear logarithmic relation between

applied stress range and the number of cycles required to initiate damage or

failure, with the number of cycles increasing as the stress range decreases.

Sources of low-amplitude cycling arise primarily from wind loads, but may

also be caused by variation in other loads. Unfortunately, this loading

history is generally unknown for residential buildings, making the direct

application of fatigue analysis methods difficult.

In order to write a material-independent criterion, it has thus been

necessary to assume that any material suitable for structural applications

24
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.2 ( Continued )

be capable of at least resisting a constant amplitude cycling stress range

of 10 percent of its ultimate strength without initiating visible damage

within 1 million (10^) cycles. (If it can be later demonstrated that this

corresponds to too severe a load spectrum, the criterion can be relaxed

accordingly.) The full loading history obviously cannot be simulated

economically; however, utilizing the (logarithmically) linear relation

between stress range and cycles, the 500 cycles from D to D + 1/2Q is

an equivalent requirement

.

25
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.3 Criterion: Structural Serviceability — Deflections

Transverse deflections of structural members, including floors, roofs,

partitions, and exterior walls, shall not exceed the following limits:

(1) The total short term deflection due to the service load U, shall

not exceed 2./240 where i is the member length;

(2) The total long term deflection due to the service load U, and

the effects of creep under sustained load and accumulated

inelastic deflections shall not exceed £/180;

(3) For members attached to brittle materials such as plaster, that

portion of the long term deflection that occurs after the attachment shall not exceed 2./360;

where the service load U is the mean value of the maximum load which

acts on the structure during its lifetime (to be distinguished from the

factored ultimate design load, U*)

Method of Evaluation for 13.2.4.3

a) Service Load

The service load shall be:

U=D+Q+ Z T.F. xi

where D, Q, and F^ are as defined in Criterion 13.2.4.1 except that earthquake load need not be considered. shall be determined from the following

table:

26
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.3 (Continued)

F

i

L S H W E

j T

1 0.40 0.25 1.0 0 0 - -1-- 0

'

b) Deflection and Length

The transverse deflection is the movement of a point on a member in

a direction perpendicular to the member. The length, Z of a member is defined

as the center-to-center spacing of supports or the clear span plus the

depth of the member, whichever is shorter. When a member acts as a

two-way panel, the shorter direction shall be used for Z. For systems

that consist of joists supported by beams, the total deflection at the

center of a bay shall also be checked by considering the diagonal distance

across the bay as the member length.

c) Deflection Test

In lieu of analysis based on actual performance data, compliance with

the Criterion may be demonstrated by testing representative members with the

following procedure: The superimposed load (U less the self weight) is

applied for 24 hours and then removed, and the associated deflections are

measured immediately after the load is applied (d^) and immediately before

it is removed (d^) . Then, the residual deflection (d^) is measured at

least 24 hours after the load is removed. These deflections shall meet the

following conditions:

(1) d

2 < 1.25d

]_

(2) d^ < Zl 360 if the member is to be attached to brittle material

or £/240 otherwise.

27
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.3 ( Continued )

(3) = 0.25d2 or &/4000, whichever is greater.

One preloading cycle is permissible, provided that the deflection recovery

from the preloading cycle is substantially complete before the test load

is applied.

Commentary for 13.2.4.3

The deflection limitations are empirically formulated to fulfill the

requirement for structural serviceability [1] . Excessive deflections

have been known to have the following effects:

(1) Damage to elements that permanently impair their performance

or lead to deterioration.

(2) Damaging transfer of load to nonload-supporting elements.

(3) Ponding of water that the structure is not designed to

support

(4) Interference with or disruption of the operation of service

subsystems

(5) Unacceptable changes in the appearance of any part of the

building.

(6) Visually objectionable deflections unless the design provides

for these deflections.

If it can be demonstrated that proper performance is obtained and none of

the negative effects occur, the empirical limit may be modified.

It should be emphasized that d^, d^> and d^ refer to net deflections

28
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.3 ( Continued )

which are measured from a position at which some deflection due to the selfweight of the structure may have already occurred. The deflection limits

apply to structural elements as a whole, and not to components of built up

elements, such as skins supported by ribs.

The requirement of 75 percent recovery of deflection stated in

Method of Evaluation 13.2.4.3(c) guards against special or innovative

structural systems having significant residual deflection increases in

each cycle of loading that may lead to incremental collapse. By permitting

residual deflections of 25 percent of initial deflection, reasonable

tolerance is provided for creep. The 75 percent recovery requirement

is relaxed for very stiff structural systems (d <£/4000) , since there v

are invariably some small irrecoverable deformations in all structures.

Reference

1. Galambos , T.V., et. al., "Structural Deflections: A Literature and

State-of-the-Art Survey," National Bureau of Standards, Building

Science Series 47, Washington, D.C. October 1973.

29
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.4 Criterion: Structrual Serviceability — Lateral Drift

Lateral drift of structures under the influence of service loads, U,

as stated in 13.2.4.3(a) shall not cause collision with adjacent structures

nor exceed the following limits:

(1) Total drift due to wind (W used as Q) shall not exceed h/500

and the maximum drift in any single story shall not exceed £/ 240

where h is building height and t is story height.

(2) Total drift due to earthquake (E used as Q) shall not exceed h/200.

Method of Evaluation for 13.2.4.4

Drift due to wind or earthquake shall be calculated by standard analytical

means or demonstrated by physical tests. Second order effects ("P-delta)

shall be included when they increase the first order deflections by 10% or

more

Commentary for 13.2.4.4

In applying the provisions the stiffening effect of non-load supporting

elements such as partitions and in-filled walls may be included if substantiating information regarding their effect on the response is available.

In addition to preventing collisions between adjacent structures, the

empirical limitation on drift due to wind [1] is intended to fulfill the

structural serviceability requirement by preventing:

(1) Separation of cladding or loss of weathertightness [3]

(2) Local damage to building elements such as breakage of glass,

damage to partitions, etc. [2],

30
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.4 ( Continued )

(3) Disruption in the operation of elevators and other service

systems

.

(4) Damaging transfer of load to non-load support elements.

(5) Discomfort to occupants.

The empirical limitation on drift due to earthquake is intended to

fulfill the structural serviceability requirement by preventing:

(1) Collapse or failure of non-load supporting elements that

could endanger occupants.

(2) Permanent disruption of service systems.

If it can be demonstrated that proper performance is obtained and none

of the negative effects occur, the empirical limits may be modified.

It should be noted that in certain instances [1] , the laterial drift

limitation of h/500 has been found to result in structures that do not

have sufficient stiffness to prevent discomfort to occupants during high

winds. However, since such structures tend to be vary tall and slender,

with a long period of vibration, it is not likely that a similar situation

would arise involving innovative materials.

References :

[1] Galambos, T.V., et. al., "Structural Deflections: A Literature and

State-of-the-Art Survey," National Bureau of Standards, Building

Science Series 47, Washington, D.C., October 1973.

31
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.4 ( Continued )

[2] Yokel, F.Y., et. al., "Investigation of Wind Damage in the Metropolitan Washington, D.C. Area, April 3-4, 1975," National Bureau

of Standards, Technical Note 909, Washington, D.C., May 1976.

[3] Marshall, R.D., "Engineering Aspects of Cyclone Tracy# Darwin,

Australia, 1974," National Bureau of Standards, Building Science

Series 86, Washington, D.C., June 1976.

32
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.5 Criterion: Structural Serviceability — Vibrations

Floor systems shall be designed to control vibrations by conforming with

the following measures:

a) Transient Vibrations

Floor stiffness, with all partitions in place, shall be such that the

maximum deflection under a 150-lb static line load, distributed over a

floor width not greater than the span or 10 times the spacing of repetitive

supporting structural elements, whichever is smaller, and applied at a

location producing the greatest deflection, is within the following limit:

d < |

where d^ is deflection in inches and f is the lowest natural frequency in

units of Hz (cycles/sec.).

b) Damping

The floor with surface coverings, partitions, furniture, and any other

items representative of normal occupancy in place shall be adequately damped

so that when subjected to load of duration less than 1/f, there will be a

reduction in the deflection amplitude in the 10th cycle of vibration to

less than 1/4 of the amplitude in the 2nd cycle of vibration.

c) Steady-state Vibration

Under the effect of steady state vibrations and irregular vibrations

exceeding 10/f seconds in duration or regularly repeated transient vibrations caused by service conditions:

33
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.5 ( Continued )

(1) Any floor with surface coverings, partitions, furnishing and

other items representative of normal occupancy in place shall

not experience a root mean square acceleration of more than

0.004 g ? in which g = acceleration of gravity, and

(2) The natural frequency of any structural elements or assembly

shall be less than 0.7 times or greater than 2.0 times the

frequency of any steady state dynamic excitations to which

it is exposed unless vibration isolation is provided.

Method of Evaluation for 13.2.4.5

This criterion may be satisfied by a dynmaic analysis, physical simulation,

or an impact test conforming to ASTM E72 [1], paragraphs 12.2.2, 12.2.2.1,

12.2.2.2, 12.2.2.3, and 12.2.3. The test shall be conducted on a floor as

installed and normally finished, or a reasonable simulation thereof, using

conditions likely to produce the least permanent load from furnishing.

Alternatively, records of steady state motion for evaluation of the magnitude

of acceleration obtained in a prototype building under normal use conditions,

or a reasonable simulation thereof, may be submitted to demonstrate compliance.

Commentary for 13.2,4.5

The increasing use of high-strength or low modulus materials leads to

longer flexural spans and more flexible floor systems. Under these

conditions, vibrations which are disturbing to the building occupants may

occur, even for certain floor systems which comply with the static deflection

34
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.5 ( Continued )

criterion given in Criterion 13.2.4.7. While in the past, the use of a

deflection limit related to span length (e.g., £/360) generally precluded

such problems, the use of new materials and/or floor systems may require

explicit consideration of the dynamic as well as the static characteristics

of the floor system.

The provisions contained under the vibration criterion attempt to

control the transient and steady-state vibrations of floor systems, as

well as their damping and resonance characteristics. They are based, in

part, on results presented in the International Organization of Standardization document ISO 2531 [2] and on National Bureau of Standards research

[3,4]. Their object is basically to limit the velocity and acceleration of

the floor during vibration to levels that would perhaps be perceptible but

not disturbing to the building occupants.

The measure of damping in paragraph 13.2.4.5(b) is equivalent to

requiring that the damping be more than 2.75% of critical damping.

References ;

[1] ASTM E-72, "Standard Methods of Conducting Strength Tests of Panel

for Building Construction," American Society for Testing and

Materials, Philadelphia, Pennsylvania.

[2] "Guide for the Evaluation of Human Exposure to Whole-Body Vibration,"

International Organization for Standardization, ISO 2361, September

1974.

35
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.5 ( Continued )

[3] Crist, R.A. , Shaver, J., "Deflection Performance Criteria for Floors",

NBS Technical Note 900, April, 1976.

[4] Shaver, J.R., "Correlation of Floor Vibration to Human Response,"

National Bureau of Standards, Technical Note 904, Washington, D.C.,

May, 1976.
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.6 Criterion: Structural Serviceability — Service Environment

Structural components shall respond to the service environment over

the life of the building in accordance with the following measures:

a) Dimensional Changes in Structural Elements

The most severe changes in dimensions of structural elements due to

any cause expected during the life of the structure, together with the most

adverse combination of design loads, shall not cause violation of any of the

strength and serviceability criteria for structures.

b) Joints

A building joint which is to be filled with a joint sealant and which

is intended to relieve restraint forces shall be so designed that:

(1) The maximum movement expected in any joint between structural

components does not exceed 50 percent of the design joint width.

(2) The minimum joint width is not less than 1/4-inch except that 1/8-

inch may be used between glass and surround.

c) Corrosion

Structural components shall not suffer a loss in their cross section

of more than 5 percent due to corrosion or other environmental effects

during their service life.

d) Material Changes

Structural materials shall either be selected to resist, or be protected

against, adverse environments expected in service.

Methods of Evaluation for 13.2.4.6

Review of plans and specifications, particularly data on the behavior

37
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.6 ( Continued )

of the material used for the structural component in environments representative of service conditions.

Commentary for 13.2.4.6

Structural members and systems may be distorted as a result of swelling

or shrinkage, and such dimensional changes may affect the integrity or function

of the building. Furthermore, certain materials may deteriorate in particular

service environments to the point where they may be unable to carry the service

loads. This deterioration may manifest itself either in external corrosion,

decay or delamination, which would be visible upon inspection, or in undetected

changes in the internal structure of the material itself which would reduce its

strength. With the present state of knowledge regarding material behavior in

various environments, there is no substitute in design evaluation for experimental

data using samples of the materials with loads and an environment typical of

what would be expected in service. The intent of this criterion is that the

designer working with innovative or unproven materials be forced to recognize

these problems; he should either factor a specific amount of damage tolerance

into his design, or should provide adequate protection through coating systems

and/or planned maintenance programs so that such problems are unlikely to occur.
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.7 Criterion: Serviceability of Floor Surfaces

Floors shall withstand the concentrated load defined in Method of

Evaluation 13.2.4.7(a) without causing a residual deflection in excess of

0.05 inch and the impact defined in Method of Evaluation 13.2.4.7(b) without

causing a residual deflection in excess of 10% of the maximum net deflection

due to the impact or 0.05 inch, whichever is greater.

Method of Evaluation for 13.2.4. 7

a) Concentrated Load

The concentrated load shall be 400 lb applied over a 5/8-inch

diameter circle and maintained for a one hour period. The residual

deflection shall be measured relative to any opposite points on the

perimeter of a 16-inch diameter circle concentric with the load. The measurement shall be made one hour after the removal of the load. Where physical

testing is necessary to establish conformance, the test procedures shall be

those stated in ASTM E-72 [1] except as modified herein.

b) Impact Load

The impact load shall be 300 ft-lbs. applied at any point on the floor.

The deflection shall be measured one hour after the impact occurs. Where

physical testing is necessary to establish conformance, the test procedures

shall be those stated in ASTM E-72 [1].

Commentary for 13.2.4.7

The concentrated load specified is intended to correspond to heavy

items of furniture [3] and the impact load roughly corresponds to the

39
13.2 STRUCTURE

.4 STRENGTH AMD STIFFNESS

13.2.4.7 ( Continued )

energy imparted to the floor by a man falling off a ladder [4]

If there is a possibility that the wearing surface may be removed

during the useful life of the building, the floor shall satisfy the

Criterion with the wearing surface removed.

A discussion of the state-of-the-art of the test methods for floors

can be found in reference [2].

References:

[1] "Standard Methods of Conducting Strength Tests of Panels for Building

Construction, (ASTM E72-74)" American Society for Testing Materials,

Philadelphia, Pennsylvania.

[2] Yancy, C., Cattaneo, L.C., "State-of-the-Art of Structural Test

Methods for Walls, Floors, Roofs and Complete Buildings,"

National Bureau of Standards Building Science Series 58, 1974.

[3] Yokel, F., "Study of the Local Resistance of Conventional Plywood

Subflooring to Concentrated Load," National Bureau of Standards,

NBSIR 73-116, Washington, D.C., March 1973.

[4] Lew, H.S., "The Effect of Impact Loadings on the Performance of

Wood Joist Subflooring Systems," National Bureau of Standards

NBSIR 73-187, Washington, D.C., May 1973.

40
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.8 Criterion: Serviceability of Walls

Walls and partitions shall withstand the loads described in Method

of Evaluation 13.2.4.8(a) below without causing a residual deflection

in excess of 10% of the maximum net deflection due to the load or .(74000,

whichever is greater; £ is the height between wall supports.

Method of Evaluation for 13.2.4.8

a) Loads

Walls shall resist the following loads:

(1) A concentrated horizontal load of 150 lb applied at any

location over a bearing area not to exceed five square inches

and maintained for one minute.

(2) A concentrated horizontal load of 200 lb applied to a

bearing area not to exceed five square inches, centered

three inches above the finished floor and maintained for

one minute.

(3) A uniformly distributed horizontal load of 10 psf applied over

the entire vertical surface on one side of the wall and maintained

for one minute.

(4) An impact of 25 ft -lb applied horizontally at any location and

repeated five times. In cases where damage to surfaces caused by

this impact may be repaired using readily available materials and

methods that do not require specialized skills, the impact energy

may be reduced to 7.5 ft. -lbs.

41
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.8 ( Continued )

(5) A line load of 40 plf*applied vertically with a horizontal eccentricity of six inches plus half the width of the wall, or 1.5

times the maximum load likely to be expected to attached shelves,

furniture, etc., whichever is greater. Load bearing walls shall

resist this load while simultaneously carrying their service

load U, defined in Method of Evaluation 13.2.4.3(a).

b) Test Procedure

Deflections are to be measured 1 hour after removal of the superimposed

load. One preloading cycle may be applied before the test load. The

impact load (4) shall be done as described in ASTM E-72 [1]

.

Commentary for 13.2.4.8

The specified loads correspond to the following kinds of occupancy

activities [2]: (1) is related to human activity (bearing, butting, etc.)

(2) is related to impact by furniture, kicking, etc., (3) is related to the

minimum overall strength desirable for walls, (4) is related to human impact

from falls and (5) is related to * attachments to walls, as stated.

*plf ( pounds per linear foot)

42
13.2 STRUCTURE

.4 STRENGTH AND STIFFNESS

13.2.4.8 ( Continued )

References

[1] "Standard Methods of Conducting Strength Tests of Panels for Building

Construction (ASTM E72-74)," American Society for Testing and Materials

Philadelphia, Pennsylvania.

[2] Yancey, C., Cattaneo, L. , "The Development of an Improved Compression

Test Method for Wall Panels," National Bureau of Standards NBSIR 75-779,

Washington, D.C., December 1975.

43
13.3 EXTERIOR ENCLOSURE

.2 FIRE (PROTECTION AND SAFETY)

13.3.2.1 Criterion: Balconies and Porches

To be classed as limited-combustible, the potential heat of any

part of a balcony or porch shall not exceed 3500 Btu/lb.

Method of Evaluation for 13.3.2.1

The potential heat test method described in NFPA 259 "Standard Test

Method for Potential Heat of Building Materials 1976" will be used.

These components shall also meet the requirements of NFPA 220-1975, for

materials defined as limited-combustible.

13.3.2.2 Criterion: Limited-Combustible Exterior Enclosures

To be classed as limited-combustible, exterior walls, exterior

stairways, exterior corridors or public exit balcony separations, and

structural parts of the roof/ceiling assembly shall consist of materials

which have a potential heat no greater than 3500 Btu/lb. and may, in

addition, include a material up to 1/32-inch thickness having a potential

heat not exceeding 500 Btu/square foot.

Method of Evaluation for 13.3.2.2

The potential heat test method described in NFPA 259 "Standard Test

Method for Potential Heat of Building Materials 1976" will be used.

These components shall also meet the requirements of NFPA 220-1975,

for materials defined as limited-combustible.

44
13.3 EXTERIOR ENCLOSURE

.5 ATMOSPHERIC ENVIRONMENT

13.3.5.1 Criterion: Condensation In or On Walls, Roofs, Floors, Windows

and Doors

Protection shall be provided against condensation of moisture within or on walls, floors and ceilings.

Method of Evaluation for 13.3.5.1

The rate of water vapor transmission of material in sheet form

shall be measured in accordance with ASTM E 96, "Water Vapor Transmission

of Materials in Sheet Form." Thick materials will be evaluated using ASTM

C355, "Standard Methods of Test for Water Vapor Transmission of Thick

Materials .

Commentary for 13.3.5.1

In areas where cold weather condensation is probable and the exterior

wall construction is of very low permeability (1 perm or less) , buildup of

moisture can be prevented by, in addition to the use of a vapor barrier,

arranging if possible for ventilation of the air space between the permeable wall material with outdoor air.

Increased density of occupancy, tighter constructions, increased

humidification and increased use of thermal insulation to conserve energy

all contribute to the necessity for more stringent requirements for vapor

barrier selection and installation. Experience with conventional construction is of minimal use for special and innovative construction where

exterior wall surfaces have a permeance of one perm or less and are not

vented

45
13.3 EXTERIOR ENCLOSURE

.5 ATMOSPHERIC ENVIRONMENT

13.3.5.2 Criterion; Vapor Barrier Roof Decks

Flat-roof deck construction shall be protected from entrapment of

moisture (excessive condensation from below) and, if wetted from leakage

through the roofing membrane, shall allow drying by venting.

Commentary for 13.3.5.2

A methodology for allowing drying is described in "The Effect of

Moisture on Heat Transfer Performance of Insulated Flat-Roof Constructions," NBS Building Science Series No. 37, Washington, D.C., October 1971.

46
13.3 EXTERIOR ENCLOSURE

• 6 DURABILITY /MAINTAINABILITY

JOINT SEALANTS

Joint sealants used to prevent the passage of air, water, and dust

particles through building joints shall withstand the effects of the

exterior environment for which the building is designed. The life of the

sealant shall be a function of the design life of the building. Sealants

shall be tested in accordance with appropriate Federal, ASTM, or trade

specifications by qualified commercial, institutional or governmental

testing laboratories.

For the application of sealants where a specified performance is

required, evaluation of the sealant material will be accomplished through

examination of the characteristics set forth in Criteria 13.3.6.1 through

13.3.6.14

13.3.6.1 Criterion: Hardness

Where hardness of a sealant is required, the joint sealant shall

exhibit a Shore Hardness value (instantaneous) within the range of 15

to 50 when tested on laboratory cured sealants of 74°F (23.3°C).

Method of Evaluation for 13.3.6.1

*FS-TT-S-00227E (Par. 3.5.4)

FS-TT-S-00230C (Par. 4.3.4)

FS-TT-S-001543A (Par. 4.3.4)

*Federal Specification

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13.3 EXTERIOR ENCLOSURE

.6 DURABILITY /MAINTAINABILITY

13.3.6.2 Criterion: Color Change

Where color change is critical, joint sealants shall not fade or

change color to an extent that change is noticeable relative to the

adjacent features of the building.

Method of Evaluation for 13.3.6.2

FS-TT-S-00227E (Par. 3.5.7)

FS-TT-S-00230C (Par. 4.3.7)

FS-TT-S -00154 3A (Par. 4.3.8)

13.3.6.3 Criterion: Rheological Properties

Where the flow of uncured sealant is important, the fresh, uncured

joint sealant at 122°F (50°C) and 40°F (4.4°C) respectively, shall not

flow more than 3/16 inch (4.76 mm) from specified devices held in a

vertical position or in a horizontal position on its side. The joint

sealant, when at 122°F (50°C) and 40°F (4.4°C) shall exhibit a smooth

level surface when placed in a horizontal position.

Method of Evaluation for 13.3.6.3

FS-TT-S-00227E (Par. 4.3.2)

FS-TT-S-00230C (Par. 3.5.2)

FS-TT-S-001543A (Par. 4.3.2)

FS-TT-S-001657 (Par. 4.3.5)

FS-TT-S-00598C (Par 4.3.7)

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13.3 EXTERIOR ENCLOSURE

.6 DURABILITY /MAINTAINABILITY

13.3.6.4 Criterion: Hardness After Heat Aging

Where long term sealant hardness is undesirable, the joint sealant

hardness value, after 21 days curing at 150°F (70°C) , shall not be

higher than 50 for flow type or non-sag type.

Method of Evaluation for 13.3.6.4

FS-TT-S-00227E (Par. 4. 3. 4. 2)

13.3.6.5 Criterion: Application Life

A multi-component sealant, when mixed, shall have an application

life of sufficient duration to insure effective handling and placement.

Method of Evaluation for 13.3.6.5

FS-TT-S-00227E (Par. 4. 3. 3.1 and 4.3. 3.2)

13.3.6.6 Criterion : Weight Loss, Cracking and Chalking Due to Heat Aging

After heating an uncured sealant sample for 21 days at 158°F (70°C)

,

the sample shall not lose more than 10% of its original weight, nor show

surface cracking or chalking.

Method of Evaluation for 13.3.6.6

FS-TT-S-00227E (Par. 4.3.5)

FS-TT-S-00230C (Par. 4.3.5)

FS-TT-S-001543A (Par. 4.3.5)

49
13.3.6.7 Criterion: Tack Free Time

A Joint sealant shall cure to a tack free condition in not more than

72 hours, at 74°F (23.3°C) from the time it is taken out of its container.

Methods of Evaluation for 13.3.6.7

FS-TT-S-00227E (Par. 4. 3. 3.1)

FS-TT-S-00230C (Par. 4.3.6)

FS-TT-S-001543A (Par. 4.3.8)

FS-TT-S-001657 (Par. 3.4.8)

FS-TT-S-00598C (Par. 3.9)

13.3.6.8 Criterion: Staining of Substrate by Sealant

A sealant in direct contact with the substrate shall not cause any

visible stain on the substrate during the period of 100 hours exposure

in a weatherometer with UV radiation and intermittent water spray.

Method of Evaluation for 13.3.6.8

TS-TT-S-00227E (Par. 4.3.7)

FS-TT-S-00230C (Par. 4.3.7)

FS-TT-S-001543A (Par. 4.3.7)

FS-TT-S-001657 (Par. 3.4.8)

FS-TT-S-00598C (Par. 4.3.8)

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13.3 EXTERIOR ENCLOSURE

.6 DURABILITY /MAINTAINABILITY

13.3.6.9 Criterion: Joint Sealant Back-Up Material Stain and Discoloration

Joint sealant back-up or packing materials shall not cause discoloration or staining of the sealant on the substrate during its service

life.

Method of Evaluation for 13.3.6.9

FS-TT-S-00230C (Par. 4.3.8)

FS-TT-S-00227E (Par. 4.3.8)

13.3.6.10 Criterion: Peel Adhesion Strength

Where adhesion is critical, the peel strength of a sealant shall

not be less than 5 pounds (2.27 kg. ) after seven days in water, nor shall

the specimen show more than 25% adhesion loss.

Method of Evaluation for 13.3.6.10

FS-TT-S-00227E (Par. 4.3.10)

FS-TT-S-00230C (Par. 4.3.10)

FS-TT-S-001543A (Par. 4.3.10)

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13.3 EXTERIOR ENCLOSURE

.6 DURABILITY/MAINTAINABILITY

13.3.6.11 Criterion: Bond and Cohesion Properties

A sealant shall not lose more than a specified amount of bond and

cohesion after seven days' water immersion followed by seven days of

continuous compression beyond the nominal width at 158°F (70°C) , followed

by 10 cyclic movements of compression and extension at 74 °F (23.3°C),

followed by 10 additional cycles of compression-extension at 158°F (70°C)

and -15°F (-26.1°C) when tested as described in the Method of Evaluation

below.

Method of Evaluation for 13.3.6.11

FS-TT-S-00227E (Par. 4.3.9)

FS-TT-S-00230C (Par. 4.3.9)

FS-TT-S -00154 3A (Par. 4.3.9)

Primers are to be used only xdien specified by the sealant producer.

The substrate used in the methods of test must be of the material

intended for use.

13.3.6.12 Criterion: Bubble Formation

When the sealant is applied to representative substrates at 122°F (50°C)

not more than 25% of the total test surface on either of the substrates

to which the sealant is applied shall be covered with bubbles.

Method of Evaluation for 13.3.6.12

FS-TT-S- 0016 57 (Par. 4.3.2)

52
] 3. 3 EXTERIOR ENCLOSURE

. 6 DURABILITY /MAINTAINABILITY

13.3.6.13 Criterion: Tenacity

Where cohesiveness or toughness is critical to the performance of

the sealant to achieve its function, the sealant compound when bent over

a 1/4 inch (6.35 mm) diameter mandrel after three 24 hour cycles (15 hours at

158°F (70°C) , and 8 hours at -10°F (-23.3°C), shall show no cracking

or adhesion loss.

Method of Evaluation for 1 3.3.6.1 3

FS-TT-S-001657 (Par. 4.3.3)

FS-TT-C-00598C (Par. 3.5)

13.3.6.14 Criterion: Shrinkage

The sealant shall not exceed 25% shrinkage by volume after 14 days.

Method of Evaluation for 13.3.6.14

FS-TT-S-001657 (Par. 3.4.4)

FS-TT-S-00598C (Par. 3.4)

53
13.3 EXTERIOR ENCLOSURE

. 6 DURABILITY /MAINTAINABILITY

ROOFING SYSTEMS

Roofing systems shall protect the structure, its occupants and

contents from the deleterious effects of natural weathering for the

stipulated functional life of the membrane.

The following listing of tests and evaluation procedures of

roofing systems is not all inclusive, nor is it intended that all

characteristics identified be met for all given systems or circumstances.

The application of the roofing system will be analyzed and those

characteristics which are identified as essential will be evaluated

using the following procedures.

Built-Up Roofing Membranes :

13.3.6.15 Criterion: Tensile Strength

The tensile breaking strength shall not be less than 200 lb. /in.

(36.7 kg/cm) width when tested at 0°F (-17.8°C).

Method of Evaluation for 1 3. 3 .6.15

ASTM D2523, "Testing Load-Strain Properties of Roof Membranes."

Commentary for 13 .3 .6.15

The criterion on tensile strength is based on performance in

service. Certain membranes exhibit anisotropic behavior; therefore, the

results of tests on specimens taken in the weakest direction (usually

"across machine" direction) shall apply.

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13.3 EXTERIOR ENCLOSURE

.6 DURABILITY /MAINTAINABILITY

13.3.6.16 Criterion: Thermal Expansion

The linear thermal expansion coefficient shall not exceed 40 x lO

- ^1

per °F (72 x 10 ^ per °C) for temperature range, 0° to -30°F (-17.8 to

-34.4°C). Length measurements shall be determined at equilibrium temperatures within these ranges. Specimens shall be selected to reflect the

greatest dimensional changes.

Method of Evaluation for 13.3.6.16

"ASTM Proposed Method of Test for Coefficient of Linear Thermal

Expansion of Roofing and Waterproofing Membranes" ASTM Annual Book of

Standards, Vol. 15, 1974.

Commentary for 13.3.6.16

Certain roof membranes exhibit anisotropic properties regarding

temperature change. Tests shall be performed on samples or specimens

which exhibit the most movement. Generally, the "across machine"

direction will be used since greater movement is expected in this

direction.

55
13.3 EXTERIOR ENCLOSURE

. 6 DURABILITY /MAINTAINABILITY

13.3.6.17 Criterion: Thermal Movement (Shock Resistance)

The thermal shock resistance factor shall not be less than 100°F

(37 . 5°C) .

Method of Evaluation for 13.3.6.17

Test procedure given in NBS Building Science Series No. 55,

"Preliminary Performance Criteria for Bituminous Membrane Roofing."

Commentary for 13.3. 6.17

For areas which are not subject to large and sudden temperature

changes, lower limits for the Thermal Shock Resistance Factor will be

established by the accepting authority.

13.3.6.18 Criterion: Impact Resistance

The membrane shall remain continuous after an impact of or equivalent to a 1 1/2 inch (38.1 mm) diameter hailstone at a speed of 112 ft. /sec.

(34.1 m/sec) for built-up roofing.

Method of Evaluation for 13.3.6.18

Test procedure in NBS Building Science Series No. 23, "Hail

Resistance of Roofing Products."

Commentary for 13. 3.6.18

For area which are not subject to hail storm or falling icicles

lower limits for impact resistance will be set by the accepting authority.

56
13.3 EXTERIOR ENCLOSURE

.6 DURABILITY /MAINTAINABILITY

13.3.6.19 Criterion: Wind Resistance

Shall meet the requirements of class 30, 60, or 90 as appropriate

to its specific use and local wind conditions (basic wind speeds)

appearing in Figures 1 and 2, ANSI A58.1 - 1972.

Method of Evaluation for 13.3.6.19

Procedure in U.L. Bulletin of Research No. 52 (1962)

Commentary for 13.3.6.19

The established requirements for wind resistance should be adequate

for most USA locations. However, in high wind areas, i.e., those having

basic wind speeds in excess of 60 miles/hr. (96.5 km/hr.) (as shown in

Figures 1 and 2, ANSI A58.1 - 1972) a more stringent criterion will be

needed. Other types of tests than the U.L. method, such as those of

Factory Mutual, Johns-Manville and Owens Coming Fiberglass will be

acceptable

57
13.3. EXTERIOR ENCLOSURE

.6 DURABILITY /MAINTAINABILITY

13.3.6.20 Criterion: Punching Shear Strength

6 o Shall be not less than 250' psi (1.724 x 10 newton/meter ) (force/

probe area) when tested at 73°F (22.8°C).

Method of Evaluation for 13.3.6.20

Described in NBS, BSS 55 (1974); 3/4 inch (19.05 mm) diameter probe

used.

Commentary for 13.3.6.20

The roofing membranes sample is placed over representative composition insulation board samples such as foam glass, wood fiber, perlite

board, fiberglass and plastic form for testing.

58
13.3 EXTERIOR ENCLOSURE

.6 DURABILITY /MAINTAINABILITY

13.3.6.21 Criterion; Flexural Strength

The roofing membrane when tested at 73°F (22.8°C) and 0°F (-17.8°C)

shall not rupture under a static load of 17 lbs. (7.7 kg).

Method of Evaluation for 13.3.6.21

Test coupons shall conform to ASTM D2523. Length of span and load

application given in NBS BSS 55.

Commentary for 13.3.6.2 1

Certain membranes exhibit anisotropic behavior. Consequently, the

results of the tests performed in the weakest direction (usually transverse or "across machine") shall apply.

13.3.6.22 Criterion: Permeability

The maximum allowable permeability of water and water vapor shall

be 0.5 perms.

Method of Evaluation for 13.3.6.22

ASTM E96 "Water Vapor Transmission of Materials in Sheet Form.

59
13.3 EXTERIOR ENCLOSURE

• 6 DURAB ILITY /MAINTAINAB ILITY

13. 3 .6.23 Criterion: Tensile Fatigue Strength

The roofing membrane shall withstand without rupture a minimum of

10,000 cycles of repeated force under a tension of 20 lbs. when tested at

73°F (9.1 kg at 22.8°C) and under a tension of 100 lbs. when tested at 0°F

(45. 4 kg at -17 . 8°C) .

Method of Evaluation for 13.3.6.23

Described in NBS BSS No. 55 (1974) and NBS Tech Note 863, (1975).

Commentary for 13.3 . 6 . 2 3_ Certain membranes exhibit anisotropic behavior. Consequently the

results of the tests performed in the weakest direction (usually transverse or "across machine") shall apply. Reasoning behind the test

method and assistance in interpretations of results appear in NBS Tech

Note 863, (1975).

13.3.6.24 Criterion: Flexural Strength

The roofing membrane shall withstand without rupture a minimum of

10,000 cycles of force causing a deflection of 0.125 in. (3.175 mm) at

midspan in a 1 in. (25.4 mm) wide strip at 73°F (22.8°C).

1

Method of Evaluation for 13.3.6.24

Described in NBS BSS No. 55, (1974) and NBS Tech Note 863 (1975).

Commentary for 13 .3 .6.24

Identical to that for 13.3.6.23

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13.3 EXTERIOR ENCLOSURE

.6 DURABILITY /MAINTAINABILITY

13.3.6.25 Criterion: Load Strain Modulus

The load strain modulus at -30°F (-34.4°C) shall be at least 70%

of that at 73°F (22.8°C).

Method of Evaluation for 13.3.6.25

ASTM D2523 "Testing Load Strain Properties of Roof Membranes."

Commentary for 13.3.6.25

Bituminous membranes tend to be brittle at temperatures lower than

30°F (-1.1°C) but their tensile strength tends to be higher.

Roofing systems of mechanically fastened units (e.g. shingles and roll roofing):

13.3.6.26 Criterion: Impact Resistance

The shingle, or roll roofing membrane shall remain continuous after

an impact of an 1 1/4 inch (31.7 mm) diameter hailstone at a speed of

82 ft/sec. (25.0 m/sec).

Method of Evaluation for 13.3.6.2 6

Test procedure in NBS Building Secience Series No. 23 "Hail Resistance of Roofing Products."

Commentary for 13.3.6.26

For areas which are not subject to hail storms or falling icicles,

lower limits for impact resistance will be set by the accepting authority.

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13.3 EXTERIOR ENCLOSURE

.6 DURABILITY /MAINTAINABILITY

13.3.6.27 Criterion: Wind Resistance

The roof system shall remain in contact with the substrate with no

uplift of tabs or plies under a windload of 60 mph (96.5 km/hr) for 2

hours

Method of Evaluation for 1 3.3.6.27

UL 997, Underwriters' Laboratories Vind Resistance of Prepared Roof

Covering Materials.

Commentary for 1 3. 3.6.27

The limits established for the Criteria are believed to be adequate

for most locations in the United States. However, in high wind areas

more stringent criteria will be needed such as those in ANSI A58.1.

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13.3 EXTERIOR ENCLOSURE

.6 DURABILITY /MAINTAINABILITY

Elastomeric Roofing Membranes

Although the generic types of elastomeric roofing products manufactured in the United States are fairly numerous, the total amount

produced, when compared with that for asphaltic roofing, is very small.

Consequently, criteria have not yet been established by the roofing

industry for predicting the performance of elastomeric roofing in service.

In recent years, however, the use of elastomeric roofing in the

United States has been increasing. Consequently, it appears that the

need is increasing for the development of performance criteria for this

type of product. This is discussed by Rossiter and Mathey* who also

list the principal types of elastomeric roofing commercially available.

In addition, they discuss guidelines for selecting the best types of

elastomeric roofing for specific purposes, and suggested performance

characteristics as a first step towards the development of performance

criteria for this type of roofing.

13.3.6.28 Criterion: Tensile Strength

The tensile strength of elastomeric roofing shall be at least

15 lb. /in. of width (26.7 gm/mm) in the cured state.

Method of Evaluation for 13.3.6.2 8

ASTM D2523, "Standard Recommendated Practices for Testing Load

Strain Properties of Roof Membranes."

*Rossiter, W.J., and Mathey, R.G., NBS Report in preparation - September

1977.

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13.3 EXTERIOR ENCLOSURE

.6 DURABILITY/MAINTAINABILITY

13.3.6.29 Criterion: Resistance to Impact

The protective coating or roofing membrane over the substrate shall

not be ruptured by the impact of a 1 1/4 inch (31.8 mm) diam hailstone

traveling at a speed of 82 ft. /sec. (25 m/sec.).

Method of Evaluation for 13.3.6.29

Procedure described in NES BSS 23, ’’Hail Resistance of Roofing Products.

Commentary for 13.3.6.29

Common roofing systems such as asphalt shingles and built-up membranes meet the Criterion for the impact of ice spheres (hailstones) and

have performed satisfactorily under field conditions involving hail.

From limited tests of elastomeric roofing membranes it is believed that

similar criteria are reasonable for elastomeric coating and systems used

with these coatings.

13.3.6.30 Criterion: Wind Resistance

The criterion, method of evaluation, and commentary for 13.3.6.30

are identical to those for Built-up Roofing Membranes (see 13.3.6.19).

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13.3 EXTERIOR ENCLOSURE

.6 DURABILITY /MAINTAINABILITY

13.3.6.31 Criterion: Deformation Recovery

Complete recovery In the elastomeric roofing membrane shall occur

within 1 hour after 100 percent elongation.

Method of Evaluation for 13.3.6.31

ASTM D412, "Tension Testing of Vulcanized Rubber" Die C, Crosshead

speed 12 to 20 in/min. (30.5 to 50.8 cm/min) at 73°F (22.8°C).

Commentary for 13.3.6.31

The criterion of 100% elongation was established on the basis that

many commercial elastomeric roofing membrane products which meet this

requirement have performed satisfactorily for many years. Many roofing

membranes of this type have the ability to recover after much greater

elongation.

65
13.3 EXTERIOR ENCLOSURE

.6 DURABILITY /MAINTAINABILITY

13.3.6.32 Criterion; Adhesion Durability

The elastomeric roofing material should still be firmly adhered to

the substrate after 1,000 hours of test exposure. This applies to

products applied in sheet form, fastened to the substrate with adhesive

and to products applied in liquid form. it does not apply to "loose

laid" products which are fastened mechanically to roof edges and other

appropriate places.

Method of Evaluation for 13.3.6.32

Procedure for adhesion durability given in ASTM G23, Operating

Light and Water Exposed Aparatus (Carbon Arc Type) for Expsoure of Nonmetallic Materials, Type D Apparatus 18 - 10E cycle (Continuous light18 minute spray per 2 hour cycle)

66
13.3 EXTERIOR EXPOSURE

.6 DURABILITY /MAINTAINABILITY

13.3.6.33 Criterion: Appearance Change

The maximum allowable change shall not exceed four color difference

units, the degree of chalking shall not exceed No. 7 (See Method (3) below)

and there shall be no evidence of checking after 1,000 hours of exposure

to artificial weathering.

Method of Evaluation for 13.3.6.33

(1) The artificial weathering procedure used should be the same as

that used in 13.3.6.32.

(2) FTMA (Federal Test Method) No. 141a Method 6123, Color Differences

of Opaque Materials Instrumental Measurements and

(3) ASTM D659, Evaluating Degree of Resistance of Chalking of

Exterior Paint.

Commentary for 13.3.6.3 3

The effects of 1,000 hours of artificial weathering as compared to

natural weathering are not known. However, accelerated laboratory

weathering can be used to compare materials within a class to provide

a basis for comparing them to materials that are known to have performed

satisfactorily in service.

67
13.3 EXTERIOR EXPOSURE

• 6 DURABILITY /MAINTAINABILITY

13.3.6.34 Criterion: Curing Time f or Liquid Applied Membranes

The maximum "set of touch" drying time shall be A hours. The

minimum "hard dry" time shall be 24 hours.

Method of Evaluation for 13.3.6.34

ASTM D1640, "Drying, Curing or Film Formation of Organic Coatings

at Room Temperature".

68
23.3 EXTERIOR ENCLOSURE

. 6 DURABILITY /MAINTAINABILITY

Protective and Decorative Exter ior Coatings

Exterior coatings are intended to provide decorative qualities and

protection for the surface to which they are applied for a suitable period

of time. During, and at the end of this time period, the surface/substrate

must be in such condition as to be readily recoated.

The following listing of evaluation procedures for exterior

coating systems is not all inclusive, nor is it intended for all given

systems or circumstances. The application of the exterior system will

be analyzed and those characteristics which are identified as essential

will be evaluated using the following procedures.

13.3.6.35 Criterion: Color Change

The color change shall not exceed three NES color difference units

after 500 hours of exposure.

Method of Evaluation for 13.3.6.35

ASTM D822 Test Method "Operating Light and Mater-Exposure Apparatus"

(Carbon Arc Type) : exposure of samples to 500 hours of the artificial

weathering. Sample colors should be measured before and after exposure

to ASTM G23 as described in Federal Test Method Standards No. 141a

Method 6123 "Color Differences of Opaque Materials Instrumental

Measurements .

69
13 . 3 EXTERIOR ENCLOSURE

.6 DURABILITY /MAINTAINABILITY

13.3.6.36 Criterion: Glo ss Change

After exposure to 500 hours of accelerated weathering, the 60°

specular gloss shall be no less than 80% of the original value.

Method of Evaluation for 13.3.6.3 6

(1)

Initial gloss determined by test method 6101 of Federal Test

Method Standard No. 141a "60 Degree Specular Gloss" followed by (2) ASTM

D822 "Operating Light and Water-Exposure Apparatus (Carbon Arc Type) for

Exposure of Nonmetallic Materials," followed by gloss measurements as

in (1) above.

13.3.6.37 Criterion: Washability

(1) Gloss retention shall be at least +20% of initial gloss and

(2) 45° reflection shall be not less than 90% of initial reflectance.

Method of Eva luation for 13.3.6.37

(1) Federal Test Method Standards No. 141a, Method 6101, 60° Specular

Gloss of Method 6121, 45°, 0° Directional Reflectance; followed by:

(2) Method 6141, Washability of Paints, and

(3) Specular Gloss and Directional Reflectance as in (1) above.

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13 . 3 EXTERIOR ENCLOSURE

.6 DURABILITY/MAINTAINABILITY

13.3.6.38 Criterion: Abrasion Resistance

The weight loss of the sample shall not exceed 80 mg after abrasion

for a total of 500 cycles.

Method of Evaluation for 13.3.6.38

Federal Test Method Standard No. 141a Method 6192 - Abrasion

Resistance. Abrasive wheels GS-17 shall be used. The wheel pressure

shall be 1000 gm. Completion of test shall be the number of cycles

required to expose the substrate, to a maximum of 500 cycles. Following

this procedure, the weight loss of the sample shall be determined.

13.3.6.39 Criterion: Adhesion

Loss of adhesion between coating and substrate shall not occur at

a beam loading of 4 kg or lower.

Method of Evaluation for 13.3.6.39

Federal Test Method Standard No. 141a Method 6303.1, "Adhesion of

Coatings with Scrape-Adhesion Apparatus .

71
13.3 EXTERIOR ENCLOSURE

.6 DURABILITY /MAINTAINABILITY

13.3.6.40 Criterion: Salt S pray Resistance

Any area in which peeling, blistering or flaking occurs shall not

exceed 5.0% of the exposed area of the sample.

Method of Evaluation for 1 3.3.6. 40

ASTM B117, "Standard Method of Salt Spray (Fog) Testing," (a concentration of 5 parts of sodium chloride in 95 parts of distilled water

should be used) followed by ASTM D174, "Evaluating Degree of Blistering

of Paints."

13.3.6.41 Criterion: Moisture Resistance

No peeling, blistering, flaking, nor checking shall have occurred

after 1,000 cycles of wetting and drying.

Method of Evaluation for 13.3.6.41

ASTM D2247, "Tentative Method for Testing Coated Metal Specimens

at 100 Percent Relative Humidity," will be used but modified so that the

specimens are subjected to a 1-hour cycle of 100% relative humidity

followed by a 1-hour drying cycle. The temperature in the exposure

cabinet shall be adjusted to produce condensation on the test panels

during the 1-hour humidity cycle.

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13.3 EXTERIOR ENCLOSURE

.6 DURABILITY /MAINTAINABILITY

13.3.6.42 Criterion: Impact Resistance

No chipping, cracking or flaking shall occur when subjected to

impact by a 0.9070 kg cylindrical weight.

Method of Evaluation for 1 3. 3.6.42

ASTM D2794, Resistance of Organic Coatings to the Effects of Rapid

Deformation (Impact). The test shall be performed with coated side up.

73
13.4 INTERIOR ENCLOSURE

.2 FIRE (PROTECTION AND SAFETY)

13.4.2.1 Criterion: Limited-Combustible Components of the Interior

Enclosure

Interior walls and floor/ceiling assemblies, classed as limitedcombustible, (except the floor covering) shall consist of materials

which have a potential heat not greater than 3500 Btu/lb.

Method of Evaluation for 13.4.2.1

The potential heat test method described in NFPA 259 "Standard Test

Method for Potential Heat of Building Materials 1976" will be used.

Components shall also meet the requirements of NFPA 220-1975 for materials

defined as limited-combustible.

74
13. A INTERIOR ENCLOSURE

.3 ACOUSTIC ENVIRONMENT

13.4.3.1 Criterion: Acoustic Properties of Interdwelling Walls and

Partitions

Components and assemblies shall meet NIC ratings as determined

by tests of field units. NIC values may be five units less than the STC

values given in the MPS

.

Method of Evaluation for 13.4.3.1

Appendix A1 of ASTM E 336, "Standard Recommended Practice for

Measurement of Airborne Sound Insulation in Buildings" (see Normalization Procedure below) shall be used.

ASTM C 432, "Standard Method of Test for Sound Absorption of

Acoustical Materials in Reverberation Rooms," Section 9.1, shall be used

for measurement of decay rate procedure.

Normalization Procedure for NIC Absorption Correction: Field

performance measurements for determination of NIC shall be conducted

between enclosed unfurnished spaces. In the event that the unfurnished

space has absorption values less than the reference absorption value

2 2 AQ = 10 m (108 ft ), the measured noise reduction is to be normalized

to the reference absorption value, AQ , at each of the 16 test frequencies

according to the procedure for normalization stated herein. If the

unfurnished space has absorption values greater than the referenced

absorption, AQ , normalization need not be made.

The procedure for normalization is as follows:

DN

= L

1 " L

2~ (10 lo8

lof

75
13 . 4 INTERIOR ENCLOSURE

.3 ACOUSTIC ENVIRONMENT

13.4.3.1 ( Continued )

where: Djj = Normalized Level Difference

L^ = space-time averaged sound pressure level measured in the

source space

L

2 = space-time averaged sound pressure level measured in the

receiving space

A = total sound absorption of the receiving space calculated

by A - °-921 Vd

c

where: V = total volume

d = average rate of decay in decibels per second

c = speed of sound

A = reference equivalent absorption 10 m^ (108 ft^)

o SI or English units may be used, but all quantities must be measured

in the same system of units.

Commentary on 13.4.3.1

The NIC rating is based upon noise reduction which is a measure

of the sound isolation between two enclosed spaces, the source space

and the receiving space, and is not necessarily a function of the

dividing partition alone. It may or may not include the effects of

flanking paths. The concept of noise reduction is generally based upon a

furnished space as a receiving room. Normalization of the noise

reduction data is necessary to compensate for furnishing. It is

assumed that a furnished space would have absorption of each test

76
13 . 4 INTERIOR ENCLOSURE

.3 ACOUSTIC ENVIRONMENT

13.4.3.1 ( Continued)

frequency equal to or greater than a reference absorption value of

A0 = 10 m

2 (108 ft 2 ).

When the STC value is used as a design guide and cannot be justified by published data for similar partitions or by computation using

appropriate analysis, laboratory measurements shall be made.

13.4.3.2 Criterion: Acoustic Properties of Interdwelling Floor-Ceiling

Unless compliance with noise level within interior spaces

is determined by Criterion 13.1.3.1, the STC and IIC values shall

comply with the MPS.

Method of Evaluation for 13.4.3.2

If required ? NIC and field IIC ratings may be determined

by tests of field units using Appendix A1 of ASTM E 336, "Standard

Recommended Practice for Measurement of Airborne Sound Insulation in

Buildings." The normalization procedure for absorption correction given

in the Method of Evaluation for 13.4.3.1 shall be used.

Laboratory and field measurement of floor/ceiling assembly impact

sound transmission shall be determined by ASTM RM 14-4, 1971, "Proposed

Tapping Machine Method for Laboratory Measurement of Impact Sound

Transmission through Floor-Ceiling Assemblies."

Since ASTM has not yet proposed a Field measurement method of

Impact Sound Transmission, ASTM RM 14-4, 1971 will be used for

field IIC with the following modification in the procedure for

77
13.4 INTERIOR ENCLOSURE

. 3 ACOUSTIC ENVIRONMENT

13.4.3.2 ( Continued)

normalization of the impact sound pressure level:

Prototype field performance measurements for determining

IIC shall be conducted between enclosed unfurnished spaces

as intended for delivery to the occupant. In the event

that the "unfurnished n space has absorptions less than the

reference absorption, Aq = 10 m^ (108 ft^), the procedure

for normalization of the impact sound pressure level to the

reference absorption shall be that of ASTM RM 14-4 for

laboratory measurements.

13.4.3.3 Criterion: Acoustic Properties of Walls and Partitions

Within a Living Unit

Unless compliance with noise level within interior spaces is

determined by Criterion 13.1.3.1, walls and partitions within living

units where noise isolation between living spaces is desired shall have

an STC of 28 minimum.

13.4.3.4 Criterion: Acoustic Properties of Floor-Ceiling Assemblies

Within a Living Unit

Unless compliance with noise level within interior spaces is

determined by Criterion 13.1.3.1, floor-ceiling assemblies within a

living unit shall provide a noise reduction of NIC 28 and IIC 28.

Commentary for 13.4.3.4

As a design guide the STC and IIC rating of intradwelling floorceiling assemblies determined by analysis or laboratory measurements

should be from 5 to 7 units greater than the NIC and IIC required.

78
13.6 PLUMBING

.2 FIRE (PROTECTION AND SAFETY)

13.6.2.1 Criterion: Fire Spread

The DWV system, as designed and installed, including exposed piping

and piping within walls and chases, shall not compromise the fire endurance ratings of such walls and chases, as set forth in Table 13.6.2.1. [1]

TABLE 13.6.2.1

Minimum Fire Resistance Ratings In Hours by Types of Construction (1) ELEMENTS OF CONSTRUCTION TYPE 1 TYPE 2 2a 2b TYPE

3a(2)

33b TYPE A

EXTERIOR WALLS

Bearing

Under 30 ft (9.1 m) separation 2 2 1 2 2 1 30 ft (9.1 m) and over separation 2 2 3/A 2 1 3/4

< Non-bearing

Under 10 ft (3.0 m) separation 2 1 1 2 2 1 10 ft (3.0 m) to 30 ft -<9.1 m) 1 1 3/A 1 1 3/4

separation

Over 30 ft separation 0 0 0 0 0 0

INTERIOR WALLS & PARTITIONS

Fire, and lot-line walls 2 2 2 2 2 2 Bearing 2 1 1 2 1 1 Non-bearing NC NC NC C C C Exit enclosure of stairways

elevator shafts, etc. (3) 2 2 1 2 1 1 Partitions separating living units

and enclosing public corridors 1 1 1 1 1 1

FLOOR CONSTRUCTION (4) 2 1 1 1 1 1

WALLS, FLOORS AND CEILINGS

1. Of lobbies and corridors between

exit Stairways and exterior 2 2 1 2 1 1 2. Separating commercial from

residential 2 2 2 2NC 2NC 2 3. Enclosing service spaces (5) 2 2 2 2 2 2 4. Enclosing tenant general

storage area 1 1 1 1 1 1

5. Separating garage from residential

For 1 to A cars 1 1 1 1 1 1 For more than A cars 2 2 2 2 2 2

SHAFT ENCLOSURES 2 2 1 1 1 1

CONSTRUCTION ENCLOSING BOILER, HEATER

OR INCINERATOR ROOMS, FUEL STORAGE

AREAS AND TRASH CHUTES (6) 2 2 2 2 2 2

79
1 3.6 PLUMBING

.2 FIRE (PROTECTION AND SAFETY)

13.6.2.1 (Continued)

Notes for Table 13.6.2.1

(1)

Abbreviations:

0 designates that no specific fire resistance rating is required.

NC designates noncombustible construction, but no specific fire resistance

rating is required.

C designates that the structural members of the construction mav hp of

combustible materials, but no specific fire resistance ratine is

required

Types of Construction:

All residential buildings shall be classified into one of the following

construction types:

Type 1 - Fire Resistive

Type 2 - ^oncombustible

Subtypes: 2a and 2b

Type 3 - Fxterior Protected

Subtypes: 3a and 3b

Type 4 - Wood Frame

(2) In Type 3a construction the corridor walls, floors and ceilings,

partitions enclosing vertical openings, stairways, columns and beams

shall be 2-hr. noncombustible for structures of 3 or more stories, and

1-hr. noncombustible for 1 or 2 stories.

(3) In buildings of Types 1, 2a and 3a construction, not more than 3 stories

in height, and having not more than 1? living units within a fire

division, exit enclosures may Lave fire resistance rating of one hour.

(4) Floor construction within a two story living unit may have a 1/3 hr. fire

resistance rating, where limited to one living unit in building height,

and walls separating units are at least 1 1/2 hr. rating.

(5) Service spaces are paint, carpentry or maintenance shops and other

spaces where flammable materials are stored.

(6) Individual living unit heater rooms not included dn this requirement.

80
13.6 PLUMBING

.2 FIRE (PROTECTION AND SAFETY )

13.6.2.1 ( Continued )

Method of Evaluation for 13.6.2.1

The basic wall or chase must be capable of passing the standard ASTM E119

Fire Endurance Test..

If the walls or chases are penetrated by DWV piping the following

additional test procedure is required:

a) A mock-up of the actual installation preserving all of the

essential features such as ;pipe material, pipe size, piping configuration, chase and wall dimensions, inlet pressure, etc.,

shall be constructed. Two thermocouples shall be placed under

felted asbestos pads on the unexposed surface in line with the

laterals, one located 2 foot (0.6 m) above the lateral and the

second 1 foot (0.3 an) below the simulated ceiling level.

b) The side of the assembly for which the fire rating is required

shall be fire exposed to the prescribed ASTM E119 time-temperature condition in a standard wall test furnace. The lateral

shall enter the furnace, and the furnace pressure relative to

the adjacent test area at the inlet shall be positive and equal

to the product of 0.001 inches (0.0254 mm) water column times

the intended height of the lateral above the floor of the room

in inches. (This pressure is applicable to cases where stack

effect is not appreciable.)

81
13.6 PLUMBING

.2 FIRE (PROTECTION AND SAFETY)

13.6.2.1 ( Continued )

c) Acceptable performance shall be indicated if neither of the two

ASTM thermocouples located on the unexposed surface of the chase

or wall exceed 181°F (325°C) temperature rise during the fire

rating period, and if flaming or hot gases sufficient to ignite

a cotton pad do not come through at any point on the unexposed

surface of the chase or wall within the fire-rating period.

Commentary for 13.6.2.1

The fire resistance of rated walls and chases which are to have

plumbing systems within or penetrating their construction should be subjected to the same testing criterion as the rated assembly without plumbing.

ASTM E119 is a generally accepted test for rating the fire resistance of

structural components. Therefore, a test of the assembly with the plumbing

system installed as intended for the field application is recommended to

assure compliance with the fire resistance requirements of Criterion

13.6.2.1. Traps extending from the wall should be filled with water as

representative of a field installation. The ASTM E119 fire endurance test

puts limits on the temperature rise of the unexposed side of the wall

(139°C average temperature rise over the surface and 181°C rise at any

point), and prohibits the passage of flames and hot gases sufficient to

ignite cotton padding. Trap arms, traps and pipes penetrating the wall

are excluded from the temperature rise limitation since they are not part

of the wall surface specified in ASTM E119.

82
13.6 PLUMBING

.2 FIRE (PROTECTION AND SAFETY)

13.6.2.1 (Continued )

It is intended that the fire resistance of a DWV plumbing chase or

wall shall be sufficient to prevent the spread of fire into the chase or

from one dwelling to another for the designated test time period.

Research results [2] have shown that metal and thermoplastic DWV systems

would not be expected to reduce the generally specified fire resistance

of conventionally constructed walls and chases for housing, provided that

the annular ring in the wall around the lateral is sealed and the stud

space depth is at least 5-1/2 inches (14 cm) and sufficient to prevent

any tee or wye fittings in the vertical stacks or vertical waste pipes

from penetrating the wall.

The specific test condition involving positive pressure is applicable

to situations where stack effect is not appreciable, e.g., low rise

buildings. At present, there is no standard or established method for

quantitative measurement of the smoke passing out through any lateral,

through an annular area around the lateral, or through the hole left by

a lateral consumed by fire or pulled out or collapsed as a result of

exposure to fire.

References

[1] HUD Minimum Property Standards, 1973 Edition Multifamily Housing,

4910.1, Superintendent of Documents, U.S. Government Printing Office

Washington, D.C. 20402.

[2] "Fire Endurance of Gypsum Board Walls and Chases Containing Plastic

and Metallic Drain, Waste and Vent Plumbing Systems," NBS BSS 72,

September 1975.

83
13.6 PLUMBING

.6 DURABILITY /MAINTAINABILITY

13.6.6.1 Criterion: Life Expectancy Design

A reasonable, planned life expectancy shall be incorporated in the

design of the various plumbing subsystems, based on the relative ease

of removal or replacement of the components as shown in Table 13.6.6.1.

Table 13.6.6.1

Rating Scheme for Life-Expectancy

Design of Plumbing Subsystems

•

• Element : Characteristics : Minimum Years:

to Replacement:

Life

Class

Traps, trap arms,

fixture drains,

fixture branches,

receptors, sumps,

Replacement facilitated

(exposed or provided

with ready access) : (i) replacement-designed^/ 10 4 equipmentl/. (ii) not replacement- 20 3

devicesi/

appurtenances!/

designed 3/

Replacement not facilitated

(concealed, access only by

destroying or damaging

plumbing or building element

and/or by excavation);

(a) Encased in concrete or enclosed in concrete

structure w/o access 40 1 (b) Enclosed in light-weight

structure w/o access

(i) replacementdesigned2/ 20 3 (ii) not replacementdesigned^/ 30 2 (c) Buried in soil (not

under concrete)

(i) under building 40 1 (ii) not under building 30 2

(Continued)

84
13.6 PLUMBING

.6 DURABILITY/MAINTAINABILITY

13.6.6.1 (Continued)

Table 13.6.6.1 (Continued)

Element : Characteristics

: Minimum Years:

: to Replacement:

Life

Class

Drainage and

vent piping,

water service

piping

Replacement facilitated

(exposed or provided with

ready access)

(i) replacement-designed2/ 20 3 (ii) not replacementdesigned^/ 30 2

Replacement not facilitated

(concealed, access only by

destroying or damaging and/

or by excavation);

(a) Encased in or under

concrete or enclosed

w/o access AO 1

(b) Enclosed in lightweight structure w/o

access

(i) replacementdesigned^/ 20 3

(ii) not replacementdesigned!/ 30 2 (c) Buried in soil (not

under concrete)

(i) under building 40 1

(ii) not under building 30 2

1 /

This refers to equipment, devices, and appurtenances connected to a line of piping, but does not refer to plumbing fixtures and

appliances

.

H

Provided with means designed to facilitate removal /replacement of the

element without cutting, chipping, or breaking plumbing elements or other building elements.

3/

Requires cutting or heating plumbing element for its removal.

85
13.6 PLUMBING

.6 DURABILITY/MAINTAINABILITY

13.6.6.1 ( Continued)

Method of Evaluation for 13.6.6.1

Review of plans and specifications.

Review of test data, calculations, and/or documentation on service

history and functional reliability/sufficiency.

Inspection of prototype systems.

Commentary for 13.6.6.1

This Criterion can be beneficial in the systematic and orderly

presentation of specification briefs prepared by innovators.

Innovative materials and new physical designs will require judgement

and improved methods for quantitative evaluation to determine absolute

compliance with this Criterion. Where other Criteria determine the

acceptability of an element of a particular design or material, for

either general or restricted use, this Criterion provides a conceptual

means of rating the relative life expectancy of such elements as a function of the type of service, and the features of the overall design that

facilitate maintainability, repairability , and replaceability.

Much of the piping, equipment, devices and appurtenances associated

with plumbing subsystems can be readily serviced or replaced if suitable

access and/or easy means of removal are provided in the overall design

86
of the subsystems and the building system as a whole. Such design

methods would tend to make the use of relatively short-life elements

feasible in some applications.

87
13.6 PLUMBING

.6 DURABILITY /MAINTAINABILITY

13.6.6.2 Criterion: Maintenance of Hydraulic Function by Design

Pipe, fittings and plumbing elements shall facilitate hydraulic

efficiency and continuity of functional operation of the plumbing

system, as follows:

1. The interior surfaces of assembled traps, pipes, fittings,

receptors, and other devices and equipment intended to convey potable water, clear-water wastes, or sewage shall be

acceptably smooth and essentially free of burrs, ledges,

shoulders or other surface discontinuities.

2. Pipe reaches shall be routed in straight lines, and nominally

horizontal reaches shall be installed with uniform grade in

the direction required to facilitate drainability , as detailed

in the model plumbing codes.

3. Changes in direction shall be accomplished by the use of

appropriate, standard fittings, as detailed in the model

plumbing codes.

4. Materials and techniques for making joints shall not effectively

reduce the internal cross-sectional area of the piping nor

introduce significant discontinuities in the interior surface.

5. Drainage piping shall not be reduced in cross-sectional area

in the normal direction flow. Exception: standard methods

for connecting 4-inch water closet branches to 3-inch soil

stacks are acceptable.

88
13.6 PLUMBING

.6 DURABILITY /MAINTAINABILITY

13.6.6.2 ( Continued)

6. Conditions likely to contribute to gradual fouling and clogging

of vents in the DWV subsystem should be avoided through appropriate design.

7. The DWV and rainwater drainage subsystem designs shall provide

for water velocities of at least 2 fps (0.6 m/s) in all

active traps and drainage pipes during typical loading cycles

in peak-load periods.

8. Design velocities in water piping shall not exceed values

consistent with the chemical composition and temperature

of the water, with the properties of the piping material and

with generally recognized acoustic requirements including

Criteria 13.6.7.7. Design velocities determined according

to current generally recognized good practice shall be acceptable [1], but shall not exceed 8 fps (2.4 m/s) in any event H

Method of Evaluation for 13.6.6.2

Evaluation shall be based on analysis of the data provided, and

on inspection where appropriate.

—^This limitation need not be applied to individual fixture supply

branches and water supply fitting connectors.

89
13.6 PLUMBING

.6 DURABILITY/MAINTAINABILITY

13.6.6.2 ( Continued)

Standard test methods do not exist (except, to a degree, for some

of the acoustic criteria). However, evaluation will be facilitated

by the systematic utilization of information given in selected

references [2, 3, 4,]

Commentary for 13.6.6.2

Excessive roughness causes energy loss and reduction of hydraulic

capacity in piping and may contribute to the buildup of deposits in

either water supply piping or drainage piping. Changes in direction

of piping should be accomplished by the use of hydraulically efficient

fittings to avoid stoppage. Drainage piping should not be reduced in

cross-sectional area in the normal direction of flow (certain standard

methods for connecting 4 in, water closet branches to 3 in. soil stacks

excepted)

.

Restrictions, abrupt enlargements or discontinuities at pipe joints,

and sharp changes in direction can reduce hydraulic capacity, contribute

to fouling and stoppage, adversely affect cleanability, and contribute

to corrosion.

Useful guidance for designers and installers in providing minimum

hydraulic resistance and in maintaining surface continuity has been

given in a number of publications.

Flow velocity, water composition and service temperature should be

considered in the selection of piping materials and in the estimation

90
13.6 PLUMBING

. 6 DURABILITY /MAINTAINABILITY

13.6.6.2 (Continued )

of hydraulic resistance in the service enviomment. Further data are

needed on the interdependence of these parameters, to facilitate rational

and realistic decisions concerning design and specification where innovative piping materials are being considered.

Standard test methods for hydraulic resistance or for surface

discontinuity and relief are needed, that would address the parameters

indicated above. Laboratory test procedures should provide for a

reproducible, representative fluid load, applied to a representative

assembly of pipe and fittings. The measure of overall resistance to fluid

flow might be a roughness factor or a head loss as determined by a procedure that is consistent with the generally accepted "rational" pipe

flow formula [5]. The measure of surface relief and discontinuity might

be based further on the adaptation of a method that has been used for

determining the surface profiles of abraded surfaces or porcelain

enameled and fiberglass-reinforced polyester sanitary plumbing fixtures [6].

91
13.6 PLUMBING

.6 DURABILITY/MAINTAINABILITY

13.6.6.2 (Continued)

References :

[1] Chapter 10 and Appendix B, National Standard Plumbing Code.

National Association of Plumbing-Heating-Cooling Contractors and

National Society of Plumbing Engineers, Washington.

[2] Recommended Minimum Requirements for Plumbing. Report on SubCommittee on Plumbing of the Building Code Committee. National

Bureau of Standards, BH13, 1931.

[3] Standard Plumbing Engineering Design, John Wiley and Sons, 1963.

L.S. Nielsen.

[4] National Plumbing Code Handbook. McGraw-Hill, 1957. V.T. Manas and

H. N. Eaton.

[5] Handbook of Hydraulics, H.W. King, 5th Edition., McGraw-Hill, 1963.

[6] Investigation of Performance Characteristics for Sanitary Plumbing

Fixtures, National Bureau of Standards BSS 22 (1970).

92
13.6 PLUMBING

.6 DURABILITY /MAINTAINABILITY

13.6.6.3 Criterion: Long-Term Stability of Dimensions and Strength of Piping

The planned life expectancy of the piping system as installed shall

be attainable without compromise of the essential functional performance

of the system. Important dimensional and structural properties of the

piping materials shall not be compromised when exposed to conditions of

expected extremes of hot water and agressive wastes, and to the expected

maximum pressures and other structural loads. The following criteria are

applicable

(a) Dimensional Change

Exposure to 100,000 cycles of a suitable hot-water exposure test—'

shall not cause the maximum angular deflection of pipes to

exceed arctan 0.01, the diametral difference to exceed 10%, and

the creep or permanent lineal dimensional change to exceed 0.5%.

(b) Strength Reduction

Exposure of 100,000 cycles of a suitable hot-water exposure test*

shall not cause the impact resistance, the ring-deflection strength

and the beam strength to decrease by more than 25%. Further,

the exposure shall not cause the burst strength and leak resistance

to be reduced below the levels required by Criteria 13.6.6.4 and

13.6.6.5.

1/See Reference 5 for publication identifying some hot-water

exposure tests that have been used for thermoplastic piping.
13.6 PLUMBING

.6 DURABILITY /MAINTAINABILITY

13.6.6.3 ( Continued)

Method of Evaluation for 13.6.6.3

Although no standard all-inclusive performance evaluation methodology

has yet been established (see Commentary) , the following test methods should

be used for determination of important individual performance characteristics

or related properties.

2 / (a) Glass Transition Temperature —

See Table 13.6.6.3

(b) Hardness Temperature Coefficient

See Table 13.6.6.3

(c) Heat Deformation and Permanent Set

See Table 13.6.6.3

(d) Burst Strength Under Cyclic Pressure

See Table 13.6.6.3

(e) Lateral Deflection

See Table 13.6.6.3

A discussion of the applicable test methods is provided in the

Commentary.

Commentary for 13.6.6.3

Evaluations of innovative piping materials should take into account

the possible adverse effects of extreme thermal and structural loads,

2/This and other terms are defined in Standard Definitions of Terms Relating

to Plastics, ASTM D883.

94
13.6 PLUMBING

.6 DURABILITY /MAINTAINABILITY

13.6.6.3 ( Continued)

piping system installation details, and representative conditions of use.

Dimensional changes which may occur and the probable extremes of thermal

and structural loads should not cause significant degradation of any

essential aspect of functional performance including self-scouring capability, drainability , hydraulic capacity, freedom from leaks, and structural

reliability of supports and attachments. Examples of environmental factors

which should be considered are hot water, wood shrinkage and settlement of

soil or building. Permanent dimensional changes and changes in stress distributions resulting from such factors should not be sufficient to produce

damaging stresses on joints, supports and attachments; excessive distortion

of cross-section or excessive laterial deflection; separation of joints

and expansion fittings, etc.

Depending on the duration and frequency of intermittent exposure to

hot water, pipe diameter and wall thickness, distance from the source, and

other factors, the temperatures within the piping materials in the service

environment are likely to be appreciably less than those at the source

(water heater). Recent measurements [1,2] of glass transition temperatures

for PVC, ABS , CPVC, and PB yielded values ranging from a low of 79°C (174°F)

for PVC to a high of 123°C (253°F) for CPVC. Temperatures in excess of 65°C

(140°F) are rarely reached in residential plumbing applications. Where

higher temperatures are anticipated, CPVC, PB or other heat-resistance

materials should be used. Thus, there should be little concern about

using ABS, PVC, CPVC or PB (having formulations identical to those

examined in this study) in residential plumbing insofar as glass transition

95
13.6 PLUMBING

.6 DURABILITY /MAINTAINABILITY

13.6.6.3 ( Continued)

is concerned, when installed and used in accordance with generally accepted

good practice. However, for future materials, this measure should be

considered for evaluation purposes.

A number of ASTM tests of properties which may relate to functional

performance capability are identified in a current report [3]. These

should be evaluated for usefulness in completing the development of the

performance tests needed in 13.6.6.3.

There are several tests of individual properties which can be used

to indicate possible deficiencies in the ability of a piping system to

provide essential long-term functional performance as required by Criteria

13.6.6.1, 13.6.7.1, 13.6.7.4, 13.6.7.5 and 13.6.7.6. Comments on some of

these recommended evaluation tests are given below:

Glass transition . For a thermoplastic pipe, the glass transition

temperature must be above the maximum service temperature (actual temperature in the piping material) if possible excessive permanent dimensional

changes due to relaxation of internal stresses in the plastic piping

components produced in the manufacture of pipe and fittings are to be

prevented. The recommended test involves the measurement of the displacement of a loaded probe resting on a specimen, as a function of

temperature, time and load (see Table 13.6.6.3).

Heat deformation and permanent set . A short, simple test is needed

to indicate the magnitude of the permanent deformation (dimensional

change) that may be expected from exposure to heat at temperatures near

96
13.6 PLUMBING

.6 DURABILITY /MAINTAINABILITY

13.6.6.3 ( Continued)

the expected maximum pipe temperature in service. It appears that a

simple oven test made with relatively short lengths of pipe or with

fittings, not structurally loaded, provides a realistic measure of the

possible deformation. Recent measurements [2] in 120 hour oven tests

(see Table 13.6.6.3) with PVC and ABS at 77°C (171°F) produced essentially

no length change in ABS, and about -1% length change in PVC. In residential

plumbing applications, a temperature as high as 77°C within the piping

material seems highly unlikely because of the typical intermittent, shortduration exposure pattern and because of the cooling of the hot water in

the distributing pipes and drain lines. Since typical maximum pipe

temperatures in drainage systems in residential use are likely to be

appreciably less than 77°C, heat deformation of PVC or ABS should not be

a problem in residential usage.

Creep . . Small dimensional changes in piping materials can be

accomodated by design and installation, but excessive changes, whether

intermittent or permanent, can lead to rupture and leaking, drainability

problems, acoustical problems, etc. Under some conditions, permanent

dimensional changes can occur through long-term creep under forces of

structural or thermal origin. The BRAB tests S-3 Concentrated Load Test [A] measures creep under externally imposed structural loads, but the length

of this test (10,000 hours) is a disadvantage. Tests recently made for

heat deformation [2] and hot water effects [5] of PVC, ABS and CPVC showed

no cause for concern about dimensional changes in properly installed

97
13.6 PLUMBING

.6 DURABILITY/MAINTAINABILITY

13.6.6.3 ( Continued)

piping under conditions of use. No tests specifically for creep were

made in this study; however the tests of assemblies with intermittent hot

water exposure involved some structurally and thermally induced stress.

The dimensional changes observed in this test were within the limitation

of Criterion 13.6.6.3.

Hardness as a function of temperature . The evaluation of piping

materials for resistance to impact (e.g., shock pressure) would be facilitated if a simple relationship could be established between the temperature coefficient of hardness and the effect of temperature on the

resistance of the material to failure under impact. Recent measurements [2]

indicate there may be a correlation between these quantities.

Summary of Tests . Table 13.6.6.3 provides a summary of the tests

referred to in Section 13.6.6.3 and relates them to specific performance

criteria

Correlation needs. Before full reliance can be placed on the tests

suggested above for evaluating the stability of dimensions and strength

of piping materials, it will be necessary to establish correlations, under

selected conditions, between the performance measured in these tests and

that in full-scale tests in representative assemblies exposed to intermittent

hot and/or cold water, and to shock pressure and sustained pressure.

98
SOME

TESTS

OF

PROPERTIES

OF

PIPING

MATERIALS

THAT

MAY

FACILITATE

EVALUATION

OF

CAPABILITY

TO

PROVIDE

ESSENTIAL

LONG-TERM

FUNCTIONAL

PERFORMANCE
SOME

TESTS

OF

PROPERTIES

OF

PIPING

MATERIALS

THAT

MAY

FACILITATE

EVALUATION

OF

CAPABILITY

TO

PROVIDE

ESSENTIAL

LONG-TERM

FUNCTIONAL

PERFORMANCE
13.6 PLUMBING

.6 DURABILITY /MAINTAINABILITY

13.6.6.3 (Continued)

References :

[1] "Investigation of Procedures for Determination of Thermal Performance

Characteristics of Plastic Piping Used in Housing." National Bureau

of Standards, NBSIR 74-610.

[2] "Thermal Properties of Selected Plastic Piping Used in Housing,"

National Bureau of Standards, NBSIR 74-629.

[3] "Investigation of Standards, Performance Characteristics and Evaluation Criteria for Thermoplastic Piping in Residential Plumbing

Systems." National Bureau of Standards, BSS (in publication).

[4] "Thermoplastic Piping for Potable Water Distribution Systems," F.C.C.

Technical Report No. 61, NAS-NRC (1971).

[5] "Laboratory Tests of Selected Thermoplastic Piping Assemblies Subjected to Water Hammer or Intermittent Hot Water Flow," National

Bureau of Standards, NBSIR 77-1261,

[6] "Indentation Hardness of Rubber and Plastics by Means of a Durometer," ASTM D2240, 1916 Race Street, Philadelphia, PA 19103.

101
13.6 PLUMBING

• 6 DURABILITY /MAINTAINABILITY

13.6.6.4 Criterion: Resistance to Sustained P ressure

Assemblages of pipe and fittings shall withstand sustained system

design pressures at anticipated service temperatures in tests up to

100,000 hours with extrapolation to 50 years without rupture or leakage

of fluids from the system, based on a safety factor of 2.0. Applicable

temperatures are:

Cold-water (only) systems: 73.4°F (23°C)

Domestic hot-water (or hot/cold water) systems: 180°F (82°C)

Method of Evaluation for 13.6.6.4

The present ASTM D1598 A/ and D1599 tests for long-term and

short-time pressure testing used together appear sufficient for this

requirement

The apparatus and procedure for long-term testing are as specified

in ASTM D2837 except that the test specimen shall consist of two

equal lengths of pipe joined with a fitting in accordance with the

recommendations of the pipe manufacturer. The evaluation shall he

performed with each type of fitting that might be used to join the

pipe for the application considered.

A^Time-to-Failure of Plastic Pipe Under Constant Internal Pressure, ASTM

D1598 (ANSI B72. 6)

9 / —Short-Time Rupture Strength of Plastic Pipe, Tubing, and Fittings, ASTM

D1599 (ANSI K65.53)

Obtaining Hydrostatic Design Basis for Thermoplastic Pipe Materials,

ASTM D2837 (ANSI K65.153).

102
13.6 PLUMBING

. 6 DURABILITY /MAINTAINAB ILITY

13.6.6.4 ( Continued)

The temperature of the water within the test specimen during the

test shall be as stated in the Criterion, for the application considered.

The short-time burst strength of the pipe and fitting assemblage shall

be as recommended by the manufacturer based on documented data correlating

results from short-time and long-term destructive tests.

Commentary for 13.6.6.4

Piping joining solvents, cements or other joining materials must

be compatible with the pipe so that made-up joints are adequately tight

and strong to preclude leakage under service conditions or representative

hydrostatic/pneumatic tests. Chemical or physical compatibility must

exist to preclude joint leakage due to poor bond, or to chemical or

aging changes in the joining material or in the attached pipe, fitting,

or device. The means provided for joining pipe and fittings to dissimilar

materials should be such as to facilitate the maintenance of lead-free

connections under conditions of variable temperature and pressure,

and to facilitate making repairs in the future, where required. The

joint system should be appropriate to the particular piping material

and the procedures for preparing and making the joints should be based

on the manufacturer's recommendations. Product Standards and industry

publications provide guidance in these matters.

The important feature of the suggested performance test is that an

assembly of pipes and joints is tested together. The investigation of

103
13.6 PLUMBING

. 6 DURABILITY /MAINTAINABILITY

1 3 . 6 , 6 . A ( Continued)

ASTM D2837 as the test method to statistically and mathematically

analyze failure test data for such systems has not been carried out.

104
13 . 6 PLUMBING

, 6 DURABILITY /MAITAINABILITY

13.6.6.5 Criterion: Resistance to shock pressure (water hammer)

Pipe, fittings, and joints intended for use in water-distributing

systems within residential buildings shall withstand a repetitive shock

pressure of 150 psi (1.03M Pa) (static plus dynamic pressure) for 350,000

cycles at temperatures specified in Table 13.6.6.5 without rupture or

leakage of fluids from the system.

TABLE 13.6.6.5

SHOCK PRESSURE TEST TEMPERATURES

Intended Application Test Temperature

Cold Water Only 50°F (10°C)

Hot Water Only

1 i1i

i—

CO o

o (82°C)

Hot or Cold Water

50°F

180°F

(10°C)

(82°C)

If water hammer arrestors are provided they shall conform to the

requirements of ANSI A112.26.1 [l].

Method of Evaluation for 13.6.6.5

Evaluation shall be based on analysis of the data provided and on

inspection where appropriate. No standard test method exists, however,

evaluation will be facilitated by the systematic utilization of information given in references [1, 2, 3]

105
13.6 PLUMBING

. 6 DURABILITY /MAITAINABILITY

13.6.6.5 (continued)

Commentary for 13.6.6.5

An important basic criterion by which the ability of piping systems

to withstand the impact producted by water hammer may be judged is the

number of cycles of shock pressure that may occur before failure.

However, the result may be dependent on the form of the pressure

wave as well as on the properties of the piping material. A suitable

test procedure should utilize a reproducible, representative pressure

cycle with respect to amplitude and frequency. These parameters might

be related to the properties of a piping material that determine its

ability to absorb the energy at the rate produced.

Some methods that have been used in shock pressure tests of piping

have been summarized [2]. Based on this work, a frequency of 2 Hz with

a pulse width of 0.16 sec. is suggested for test purposes.

A method for shock pressure testing for acceptance of water-hammer

arrestor devices has been described in ANSI A112 . 26. 1 [ 1 ] . The recommendation for resistance to a repetitive 150 pse (shock plus static)

pressure stems from that standards.

REFERENCES

[1] Water Hammer Arrestors , ANSI A112.26.1, American Society of Mechanical

Engineers and American Society of Sanitary Engineering.

[2] Laboratory tests of Selected Thermoplastic Piping Assemblies Subjected to Water Hammer and Intermittent Hot Water Flow

D.E. Rorrer, J.P. Shaver and R.W. Wyly , National Bureau of

Standards - NBSIR 77-1261, August, 1977.

[3] Performance of PVC Pipe in Water Distribution Systems., R.T. Pucks, Jr.,

Modern Plastics, September 1972.

106
13.6 PLUMBING

.6 DURABILITY /MAINTAINABILITY

13.6.6.6 Criterion: Evaporation Protection in Seldom-Used Traps

Suitable provisions shall be made to maintain at least one-half of

the full trap seals during anticipated idle periods, in all seldom-used

traps in sanitary DWV and rainwater drainage subsystems that provide a

primary barrier against entry of sewer gases and vermin into the buildings. A period of protection adequate to account for anticipated evaporation during non-use periods shall be provided, in no case less than

60 days.

Method of Evaluation for 13.6.6.6

Evaluation will take into account the following considerations:

(1) Maintainance of an adequate depth of trap seal shall be

accomplished without waste of water.

(2) If a device is used that is connected to the potable water

supply, it shall be so designed and/or installed as to prevent

backflow from the trap into the potable water supply upon a

reduction of supply pressure to subatmospheric . Backflow protection shall be assured in accordance with generally accepted

standards [1, 2],

(3) If protection is to be provided through element design to

reduce evaporation rate or otherwise increase the time required

for 50% trap-seal depletion rather than by replenishment of the

trap seal, calculations shall be submitted showing the predicted

period to reach a 50% reduction in idle trap seal based on

107
13.6 PLUMBING

. 6 DURABILITY/MAI NTAINABILITY

13.6.6.6 ( Continued )

anticipated temperature /humidity conditions during the most

critical season. Calculations may be made according to HHFA

HRP 31 [3] or comparable methods.

REFERENCES

[1] Backflow protection requirements of the Model Codes:

Basic Plumbing Code (BPC) 1975. (Basic Principle No. 16; Article

No. 1203.6, 1217.3, 1605.1, 1605.8, and 1605.11). Building

Officials and Code Administrators International, Inc. (BOCA),

1313 E. 60 Street, Chicago, Illinois 60637.

National Standard Plumbing Code (NSPC) 1975. (Basic Principle

Paragraphs No. 7.5, 7.16.1, 10.4 and 10.5). American Society of

Plumbing-Heating-Cooling Contractors (NAPECC) and Americal Society

of Plumbing Engineers (ASPE) , 1016 20th Street, MW, Washington, DC

20036

Standard Plumbing Code (SPC) 1975. (Basic Principle No. 61; sections

No. 905.1, 1204, and 1205). Southern Building Code Congress International, Inc. (SBCC) , 3617 8th Avenue, Sough Birmingham, Alabama

35222.

Uniform Plumbing Code (UFC) 1976. (Sections No. 707, 1002, and 1003).

International Association of Plumbing and Mechanical Officials

(IAPMO) , 5032 Alhambra Avenue, Los Angeles, California 90032.

[2] Trap Seal Primer Valves. Standard No. 1018. American Society of

Sanitary Engineers, 960 Illuminating Building, Cleveland, Ohio

44113.

[3] Performance of Plumbing Fixtures and Drainage Stacks. Housing and

Home Finance Agency HRP31, 1954.

108
13.6 PLUMBING

.6 DURABILITY /MAINTAINABILITY

13.6.6.7 Criterion : Freeze Protection

Essential functions of plumbing systems shall not be compromised

by extremes in cold weather that could cause rupture, leaking or interruption of flow from freezing during the period of the design life

expectancy of the buildings (See Criterion 13.6.6.1).

Method of Evaluation for 13.6.6.7

Review of Plans, specifications and calculations. Inspection of

build elements.

Commentary for 13.6.6.7

Freezing of water supply piping and fixture traps can cause critical

damage to the plumbing system, or at the least cause interruption of

service. Freezing of vent terminals (roof vents) can temporarily interrupt the function of these vents, but this is less critical than freezing

of water piping and fixtures.

The freeze-protection requirements of the applicable plumbing and

building codes should be observed. Calculations should be based on

pertinent National Weather Service data and applicable thermal relationships of the ASHRAE GUIDE [1] and NBS BMS 142 [2]* Research organizations

or manufacturers of piping materials should provide data showing the

109
13.6 PLUMBING

.6 DURABILITY /MAINTAINABILITY

13.6.6.7 ( Continued)

results of repetitive freezing of pressure pipes and fixture traps under

representative service conditions.

Generally accepted good practice in insulation placement and thickness, and in the distribution of warm air should be followed, especially

as it might affect the ambient air temperature around pipes and traps

near or within outside walls or other spaces that might be exposed to

subfreezing temperatures in extremely cold weather. In areas subject

to freeze damage, water pipes and fixture traps should not be placed

within or adjacent to uninsulated outside walls, nor on the cold side

of the insulation when within or adjacent to insulated outside walls.

Vent terminals should not extent more than 6 inches (15 cm) through the

roof on the high side, and size increasers below the roof line may be

required under extreme conditions.

References

[1] ASHRAE Handbook of Fundamentals (1972). Amer . Soc. of Heating,

Refrigeration and Air Conditioning Engineers.

[2] Frost Closure of Roof Vents . National Bureau of Standards BMS 142

(1954) H.N. Eaton and R.S. Wyly.

110
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.1 Criterion; Leak Resistance

The piping of plumbing subsystems shall not leak when subjected to

simulated service pressures for 15 minutes.

Method of Evaluation for 13.6.7.1

1. The water service and distribution subsystem shall be tested

with

;

a. Water pressure equal to the maximum anticipated hydrostatic service pressure, but not less than 100 psi (690 kPa)

imposed on each element, or

b. Air pressure of 50 psi (345 kPa) imposed

on each element

.

2. The sanitary DWV subsystem shall be tested as follows:

a. Rough piping shall be tested with either water or air

pressure equivalent to the maximum anticipated hydrostatic pressure caused by a typical critical stoppage

for the design being evaluated, but in no case less

than that equivalent to a 10 foot head (3.0 m) of water

imposed on each critical element.

b. Finished p lumb in g—^ shall be tested with the maximum air

pressure differential anticipated from typical critical

pneumatic pressure differentials within the DWV piping

but in no case less than that equivalent to a 2-inch (50 mm)

head of water.

—^With all fixtures, appliances and traps installed and the traps filled

with water before the test.

Ill
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.1 ( Continued)

3. The rainwater drainage subsystem shall be tested?/ using either

water or air pressure equivalent to the maximum anticipated

hydrostatic pressure caused by a typical critical stoppage for

the design being evaluated, but in no case less than that

equivalent to a 10 foot (3.0 m) head of water imposed on each critical

element

.

Commentary for 13.6.7.1

It is desirable that leak tests be made on the entire subsystem after

field assembly/erection . The application of tests to the individual components may be useful at critical stages during the manufacturing, distribution, and/or construction process, but for factory made assemblies

subject to possible joint damage in handling and transport, as well as

assemblies requiring field joints, appropriate tests of the complete,

finished subsystem should be made before acceptance. The model plumbing

codes and industry literature provide further detail on leak testing

procedures

.

o ' —'Rainwater gutters and leaders, external to the building and properly

installed so as to avoid wetting the building walkways or causing

building damage on leaking, may be excepted from this test.

112
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.2 Criterion: Adequacy of Flow Rates at Water Outlets

Water service and distribution subsystem shall be designed to provide

adequate, but not excessive, flow rates at all water outlets under design

peak demand conditions as shown in Table 13.6.7.2.

113
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.2 (Continued)

Table 13.6.7.2

i Maximum and Minimum^yiow Rates and Minimum Flow

Pressures— at Water Outlets

Fixture : Flow Pressure^

Minimum

: 2/ Flow Rate—

: Minimum : Maximum

Psi (kPa) gpm (liters/sec) gpm (liters/sec.)

Lavatory Faucet 8 (55) 2 (0.13) 4 (0.25)

Sink Faucet 8 (55) 4 ( .25) 8 ( .50)

Bathtub Faucet 8 (55) 5 ( .32) 10 ( .63)

Shower^ 8 (55) 4 ( .25) 8 ( .50)

Laundry Tub Cock

Water Closets:

8 (55) 5 ( .32) 10 ( .63)

Tank Type (Ballcock) 8 (55) 3 ( .19) 6 ( .38)

4 / Flush Valve Type— 15 (103) — — — —

4 / Urinal - Flushometer Type— 15 (103) — —

Drinking Fountain Outlets 15 (103) 3/4 ( .05) 2 ( .13)

Sill Cock - Wall Hydrant—10 (69) 5 ( .32) 10 ( .63)

Appliances (dishwasher,—^ As recommended by manufacturer, or in lieu

clotheswasher , etc.) thereof, as determined from analysis of test

data on a number of current models and makes.

^1/The minimum pressure in the fixture supply pipe at the point of connection to

the water supply fitting assembly, while the water is flowing at design load

conditions. Design flow pressures may have to be greater than indicated

minimum values to produce required flow rates in some circumstances.

2/Flow rates are applicable to cold water only for outlets not supplied with

hot water; and to hot, cold, and all degrees of mix for outlets equipped

with mixing faucets or devices.

_3/These rate limits may be reduced as much as 50% by flow restrictors for

purposes of water conservation.

4/Wide range in flow rates due to variation in design and type of flush valves

and fixture bowls, and in flow pressure. A range of 20-40 gpm (1. 3-2.5 liters/

sec.) may be typical of 1" WC f lushometers , and 10-20 (0.6-1. 3 liters/sec.)

gpm for 3/4" urinal f lushometers

5_/ With 50 feet (15.2 m) of 3/4" garden hose attached, without nozzle.

6/ A range of 4-8 (0.25-0.50 liters/sec.) gpm may be typical.

114
13.6 PLUMBING

. 7 FUNCTIONAL OPERATION

13.6.7.2 ( Continued )

Method of Evaluation for 13.6.7.2

By calculation in accordance with generally accepted practice, [1, 2, 3]

by test of full-scale simulation or prototype installation subjected

to representative hydraulic loads.

Commentary for 13.6.7.2

Not only is it essential to have specified minimum flow rates at

outlets to satisfy functional requirements, but in the interest of water

conservation and acoustical control, and of improving the precision of

peak load estimates for design purposes, control of the maximum flow rate

is also desirable. This may be accomplished through appropriate hydraulic

design of the water supply fittings, or by the use of flow-limiting devices

such as variable area orifices, etc. Application of this criterion would

be facilitated if manufacturers would furnish the necessary hydraulic data

for their water supply fittings obtained by a standard procedure and

presented in a standard format, and if new data on peak water demand

in buildings were provided.

In determining conformance to this criterion, it is important also

to determine conformance to the criteria relating to maximum flow velocities

and general hydraulic design (13.6.6.2).

Test methods for determining hydraulic characteristics at water outlets

under representative loading conditions are needed. Perhaps the loadselection criteria for such tests could be patterned after those suggested

for 13. 6. 7. A and 13.6.7.5.

115
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.2 (Continued)

References

[1] Standard Plumbing Engineering Design, John Wiley and Sons, 1963,

L. S. Nielsen.

[2] National Standard Plumbing Code (Appendix B) - Sizing the Building

Water Supply System . National Association of Plumbing-HeatingCooling Contractors and American Society of Plumbing Engineers, 1975.

[3] Water-Distributing Systems for Buildings , National Bureau of Standards

BSM 79, 1941, R.B. Hunter

116
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.3 Criterion: Hydraulic Capacity of Rainwater Drainage Subsystems

Rainwater drainage subsystem designs shall demonstrate carrying

capacities sufficient to accomodate the following conditions:

1. All anticipated critical combinations of duration and intensity

of rainfall at any time during the design return period shall

be taken into account.

2. With all drains discharging freely, water temporarily impounded

shall not produce superimposed structural loads exceeding 15 psf

2 (73.3 kg/m ) at any point in the catchment areas of controlledflow systems at any time during the design return period unless

the structure is designed for the added load.

3. With all drains closed, superimposed structural loads due to

2 impounded water shall be limited to no more than 20 psf (97.7 kg/m )

at all points on roofs or other above-ground, structurally supported catchment areas served by controlled-f low systems unless

the structure is designed for the added load.

4. With all drains discharging freely, systems designed for instantaneous removal of rainwater shall have sufficient hydraulic capacities to avoid over flowing of eaves gutters or creation of

backwater conditions on the catchment areas served at any time

during the design return period.

5. Leaders and conductors shall be sized to avoid excessive vibration

and acoustic nuisance, by limiting the water cross section to a

maximum of 30% of the leader or conductor area at terminal velocity.

117
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.3 ( Continued )

6. Building storm drains and building storm sewers may be sized to

flow full computed as the limiting condition for open-channel

flow, provided no floor drains or other input elements are

connected to the building drain within the lowest branch interval;

otherwise the building storm drain and building storm sewer shall

be sized on the basis of flowing at a depth of 2/3 of the pipe

diameter

7. If a controlled-f low design is used, it shall demonstrate the

ability to remove the impounded water in a period of time sufficiently short to preclude freezing of the impounded water.

A period of not exceeding 17 hours for removal of water from

a 25-year (return period) storm will be acceptable. Other

periods may be accepted, if such other periods are either

necessary or reasonable based on local weather records

published by the National Oceanic and Atmospheric Administration.

8. Design return periods shall not be less than indicated in

Table 13.6.7.3.

118
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.3 (Continued)

Table 13.6.7.3

Minimum Design Return Periods for Computation

of Pipe Sizes in Rainwater Drainage Subsystems

Type of : Building System/ : Catchment Area :

Type of

Hydraulic

Design

: Design

: Return Period,

: Minimum

SFD , SFA, MFLR/ Sloping

roof with eaves gutters

with (external) leaders

Instantaneous removal Years

5

SFD, SFA, MFLR/Dead- level

roof with (inside) con- ductors and parapet

scuppers or other suitable

overflow provisions

Instantaneous removal

Controlled discharge

5 15

MFHR/ Sloping roof with

(inside) conductors and

parapet scuppers or other

suitable overflow

provisions

Instantaneous removal 10

MFHR/Dead-level roof with

(inside) conductors and

parapet scuppers or other

suitable overflow

provisions

Instantaneous removal

Controlled discharge

10

15

Areas: Stair well —

Other areas —

Instantaneous

Instantaneous

removal

removal

20

10

— A 20-year return period is given based on the criterion that flooding

of a portion of the building due to water rise above threshold level

is allowable on the average, no more than once in 20 years. —

2 / E.g., porches, marquees, etc. A 10-year return period is given based

on the premise that a storm exceeding the design storm for the area being drained will not flood the interior of the building, nor cause damage to structures or embankments. If such flooding would occur, a longer return period should be selected for design purposes.

119
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.3 (Continued)

Method of Evaluation for 13.6.7.3

Review of plans and specifications

Review of Test data and/or sizing calculations.

Evaluation will he facilitated by the systematic utilization of

information given in selected ref erences [ 1 , 2, 3, 4, 5, 6, 7, 8],

Commentary for 13.6.7.3

Economic benefits, functional adequacy and environmental effects may

be advantageously balanced by the use of controlled-f low drainage in some

cases. Where appreciable structural allowance is provided for snow load,

controlled-f low drainage may be particularly attractive. Also it may be

desirable where environmental impact requirements severely limit the

allowable rate of rainwater runoff from buildings and adjacent hard-surfaced

areas. Publications providing design guidance for controlled flow storm

drainage [3,4,5,] should be consulted in reviewing designs based on this

concept

References

[1] Standard Plumbing Engineering Design. Louis S. Nielsen, McGraw-Hill (1963).

[2] Design of Plumbing and Drainage Systems, Second Edition (1963). Louis

Blendermann, Industrial Press.

[3] Storm Water Roof Drainage Systems. Louis Blendermann, Manual CF, Josam

Manufacturing Co., Michigan City, Indiana, 46360 (1969).

[4] Basic Plumbing Code (BPC) 1975, Article 8, Storm Drains. Building Officials

and Code Administrators International, Inc. (BOCA), 1313 E 60th Street,

Chicago, Illinois 60637.

120
REFERENCES CONTINUED

[5] National Standard Plumbing Code (NSPC) 1975, Chapter 13, Storm Drains,

National Association of Plumbing-Heating-Cooling Contractors (NAPHCC)

and American Society of Plumbing Engineers (ASPE) , 1016 20th Street,

N.W. , Washington, D.C. 20036

[6] Technical Paper No. 25, "Rainwater Intensity-Duration- Frequency

Curves for Selected Stations in the United States, Alaska, Hawaiian

Islands, and Puerto Rico." U.S. Department of Commerce, Weather

Bureau (1955).

[7] Technical Paper No. 40. "Rainfall Frequency Atlas of the United

States for Durations from 30 minutes to 24 hours and Return Periods

from 1 to 100 years", U.S. Department of Commerce, Weather Bureau

(1963).

[8] Rainfall Data in addition to [6] and [7] may be obtained from the

National Oceanic and Atmospheric Administration (NOAA) , Department

of Commerce, Environmental Data Service, Federal Building,

Asheville, North Carolina, 28801.

121
13.6 PLUMBING

. 7 FUNCTIONAL OPERATION

13.6.7.4 Criterion: Hydraulic and Pneumatic Performance - DWV Branch Assembly

The DWV branch assembly for each branch interval, including all its

traps, fixture drains, trap arms, vertical waste pipes, fixture branches,

and vent pipes, shall be designed and installed so that during representative

peak-loading conditions the following levels of performance will be acheived:

1. Adequate trap-seal retention :

Self-siphonage . Trap-seal retention shall be at least 50% or

1 in. (25 mm) , whichever is greater, in all traps when tested for

self-siphonage

.

Induced siphonage . Trap-seal retention shall be at least 50% or

1 in. (25mm), whichever is greater, in all traps when tested for

cumulative effects of induced siphonage.

2 . Limitation of water rise :

Water rise into dry vents shall not occur during the induced

siphonage test. Water rise in the fixture-side of idle traps shall

not exceed 100% of the full trap-seal depth, and water rise at the

lower ends of idle horizontal branch drains shall not exceed one

drain diameter during the induced siphonage test.

Method of Evaluation for 13.6.7.4

See section 13.6.7.5

122
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.5 Criterion: Hydraulic and Pneumatic Performance - DWV Stack and

Building Drain Assembly

The DWV stack and building-drain assembly, including all of its soil,

waste, and vent piping, shall be designed and installed so that during

representative peak-loading conditions the following levels of performance

will be achieved:

1 . Adequate trap-seal retention :

Trap-seal retention shall be at least 50% or 1 in. (25mm),

whichever is greater, in all traps when tested for cumulative

effects of induced siphonage.

2 . Absence of blow-back, and limitation of water rise :

Blow-back shall not occur. Water rise in the fixture-side of idle

traps shall not exceed 100% of the full trap-seal depth, and water

rise at the lower ends of idle horizontal branch drains shall not

exceed one drain diameter during the induced siphonage test. Rise

of waste water into dry vents shall not occur during the induced

siphonage test.

3 . Adequacy of flushability and discharge characteristics of fixtures

and appliances :

(a) The characteristic average and peak rates of drainage discharge

from active fixtures discharged individually shall not be

changed by more than 10% when discharged in combination during

the induced siphonage test.

123
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.5 ( Continued )

(b) The ratio of one second peak-to-average discharge rates of

plumbing fixtures shall not exceed 1 .

5

when tested by a

suitable procedure [1, 2, 3, 4, 5, 6, 7,]—^

(c) The flushing performance of water closets shall satisfy the

relevant performance requirements derived from manufacturers’

quality control standards when determined during the induced

siphonage test.

(d) Water closets shall not discharge more than 3.7 gal. (14.0

liters), including afterflow, in a representative operation

when tested by a suitable procedure.

Method of Evaluation for 13.6.7.4 and 13.6.7.5

1. Self siphonage test . Discharge filled individual fixture for four

successive times, and observe trap-seal reduction after each run.

2. Induced siphonage test . Discharge predetermined combinations of

fixtures obtained from Tables 13.6.7.5-1 or 13.6.7.5-2, as applicable,

for four successive times without refilling idle traps after each

run. Additives should be in accordance with Table 13.6.7.5-3.

Observe trap-seal reduction in all idle traps after completion of the

fourth run.

• c * 3. Blowback and water rise tests . During the induced siphonage test (see

2 above) observe for blowback in idle traps, water rise in the fixture

sides of idle traps, and water rise at the lower ends of idle horizontal

1/References provide test methods that have been used for evaluating hydraulic

characteristics and flushability of plumbing fixtures.

124
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.5 ( Continued )

branch drains and at the lower ends of dry vents.

4. Flushability tests and discharge characteristics . From applicable

flushing tests-^, calculate the flushing performance rating of the

lowest water closet connecting to the drainage stack that is involved

in the test loads applied in the induced siphonage tests. Make flushability test during the imposition of the induced siphonage test loads.

Using suitable test methods—^ , measure the average and peak rates

of drainage discharge from the fixtures discharged individually, and

calculate the ratio of the one second peak to the average rate. Also,

determine the total volume discharged (and the amount of afterflow for

water closets, appliances or appurtenances that are designed to provide

automatic replenishment of trap seals depleted in normal service)

.

Commentary for 13.6.7.4 and 13.6.7.5

There is a need for standard test methods for the several performance

characteristics addressed by 13.6.7.4 and 13.6.7.5. This is recognized

by all the model code organizations [8, 9, 10, 11], and one of them has

provided some detailed guidelines for evaluation of innovative hydraulic

systems [10].

Recent research reports [12, 13, 14, 15, 16, 17] describe some of the

test methods that have been used in hydraulic performance testing of

plumbing systems by various investigators.

125
TABLE 13.6.7.5-1

Guide for Selecting Test Loads for

Plumbing Systems Comprising Up to 32 Fixtures

(Induced Siphonage Tests)

Number of Fixtures

Served by System or Component Being

Tested

Number of Concurrently Operating

Fixtures to Comprise Test Load

1 1 2-5 2*

6-12 3 13 - 32 4

*For a 2-fixture system or component, also discharge each fixture individually.

i

126
TABLE

13.6.7.5-2

Guide

for

Selecting

Test

Loads

for

Plumbing

Systems

Comprising

33

through

89

Fixtures

(Induced

Siphonage

Tests)

|S p o P u * c <—

G CO U

p G cD P P O

P P O P

G X 4-J O P CO o IP a) H

p 00 o G QJ p co p p •H G G M P P fX 0 G 0

P Cl, O Z o u

X

GP

COGH

60CP

G

CO

O

CT3 O

PlE-i

ooo

o

p!eh

CN CO <r LO vD

o

o

Jh

o

o

pfn

a vO

CO 0 o ON oo 00 ON o ON o • CO <t LO vO oo 00

* u o 1 l 1 i i 1 CN u CO o ON ON o rH p P|EH CO LO 00

i o

a)

4-J 0

CO G LO

>s M o vO 00 o CO ON

CO CO • CO LO r^. oo 00

>•% o i i 1 i 1 1 4-4 CO 1) co 00 ON r-H o p[H co co LO 00

>3 G rjQ N

•H "G

CO G o LO 00 co 00 > • 'D* LO 00 P o 1 i i 1 G 1/ CO vO ON <d- ON

CO P|H CO LO 00

COG

p CO p o co o 00 ON

4-J • 00 X o 1 1 i 1

II CO <r r—

ON

P=4 P|H co vO

o

CN p o i—

ON

qj • VO oo p o i 1 1 0 CO CN LO P t T co 'D’ NO z

nT CN <3

- 00 00

I I I co LO cn m sj- co

00 Oh H H

LO .-H 00 <r

co <3- lo till CO CN

co

0> vO co o CO si- LO VO

I I I I co o

co *<f lo

vO CN O C0

CO sf LO vO vO

I I I I I CO N lo CO t—

CO CO sT to VO

CN O si- LO vO

H CO LO CN vO vO h- CO

I I I I LO CN ON vO

lo VO VO N

CO lo co VO N CO CO till H OV vO \T

vO vo rs oo

LD LO ON N 00 00

I I I ov vO vO h> CO

O on oo

io in o n

I I I I co T—I O ON vj in vO vD

on

00 00

I I CO 00oo

00gP

P P

co co G G

C cu p x

p X

CD G

IS CO O P

P p

P. O. 0 0

0) OG

0) X X)

1—

G X O

00 X

X)

<0 X I co p

(0 P

G X

CD P

•H O

cp X

G <0

ip

•H

Is G CO (30 O i—I o H 00 i-l P C O

O. (0 O PCO P

G

(0

co x

(0 CO Pi QJ

X

CO P

QJ <P G

C P

0) cd D P

cr p

co o

co p

p

p p

G CO H O- PG X

H O P P

P X

G & a

G

<p o

o p

c o

o c

X) P

C P G X

•H

i—I P

G P

•H CO P P

P X

IS QJ X 0

u co

<0 0)

t—t p

QJ P

CO P

X

QJ P

X P

G O O P

QJ QJ G X

C 0

G P X C

•HP X

00 0) p

o o

C QJ

QJ

CO rP G G u a

•H P P.

CD Op P P

O

J5 P

0 CD P

QJ i—

P P

P GP X CO

0) CO QJ

CO op

oP XIG

Is G P

G H

0

O X P G

co G

P

a p

G p

QJ O

QJ P COQJ

CO p G i—

P G>

G <P GPp

G

P X G

•H G QJ

QJ P G G. P

<H P

P

O X

i—I P QJ

G P

•H G P P

G O

D. P

co a. a

QJ QJ

0) O P X

P G a a oj •h e H Pu P

G Is P

P P

i—I P P

QJ

00

a) > G 4-J > G

CA * •H nj G co (30 p

cD 00 4-J G o IS X G G

c CD CD CD p JO c p >

•H 4-» CO G p G lm 4J c CA p p rO p o CA a) u o 0 QJ 0) X G

<U CA 0) pH p 4-J rG P a 4-J a) JO G CD 4-J E P o u E G a o

•H G a 9 p G *H CA X O

CO G H C

H P

X P < P

U S

QJP

• P

C CO O P

P '—

P P

G G

G P

•H CO P QJ 0

O O

CJ P

C P

" 0

CD O

QJ p

P. P

Is P XJ

QJ P P

C P

QJ O. H 0

QJ O P O

P X

GP H

O G

G

co p

CO P

QJa p

X QJ QJ 00P

G G

co P P G S GPP QJ CO QJ x x a p

H o o o

QJ X

o

0

X

G

O

1 G o QJ p

1 P CA 4-i 4-J G

P G O P

1 P QJ P QJ G

1 X U G JO P

1 p •H 0 O 4-J PC

L P > G •H U P 4-J C G P QJ CO cD •H X

c CA >3 U P

G CO G #3 p U "O QJ 0

P o G a o

P 4-) U QJ p O P e 4-J (p G r~H > *H O o P 4-J QJ X o • G U G o CO 4-4 G P

• tp O 4-J G

co o G G X H

p CD o •H X

C G £1 G •H 4-i G

g a 4-J O 4-J P

G G CD 4-J Oh O G u G cD a p QJ P JO CO 0 P 4-J P QJ 4-J G

O P cD P JG P

CJ CJ QJ X 4-J U G

G U •H O P

0 o 00 >P o 4-4 G 4-J G P ip +J P #3 X , CO O O G i—

H P

i c i—

CD

to Is P G »\ X

p CA G cr CA G X P CD P QJ G G

G P P o G

G P "O P CA *H X P 0) G *H 4J G

CD G 4-J a CD G JO 3 TJ U P

P O a G G QJ O

P P e cD a C p a. o (30 o X a c r. X P G p X QJ G P P CA X o > G H •H G •H C P P P CA O "d ip G CA X • CD • a 0) G

co c O 0) LP CJ O P O rH 00 O X a i—

G p G G G G P 4-J CD >3 O CA P

0 CJ CA U p i—

co G G QJ p 1 G G

O C co P X O X PGP G >

0CC

•H

CO •HUa

£

o

u

V) qjG

4-J X

•H

4J

4-1O

CA

CL) 4J

cD

Q)

4-J NO

•H

C/D CO o S

a cq £O 4-4 CJ o 127
TABLE 13.6.7.5-3

Guide for Additives in Hydraulic Loads

for Drain-Waste-Vent Systems

Number of Fixtures in

Test Load That Might be

Expected to Receive

Additives in Normal

Service

Number of Fixtures

to Receive Additives

for Test Purposes —

12-5

6-12

13 - 32

1

2 -

3 -

4 y

—^Additives should be used only in alternate test runs. —

2 / If more than one type of additive is characteristic of the fixtures in the

test load combination, not more than 2/3 of the indicated numbers of fixtures

should receive the additive giving the most critical effects.

128
Recommendations for the Use of Tables 13.6.7.5-1, 13.6.7.5-2 and 13.6.7.5-3

1. For the application of Table 13.6.7.5-2 to the usual system having

several different types of fixtures, compute an average value of t/T

for all the fixtures served by the system or component being tested.

2, In selecting a distribution of a particular number of test load

fixtures determined from Table 13.6.7.5-1 or 13.6.7.5-2, the following

recommendations are to be observed:

(a) For any group of fixtures within a particular branch interval,

or connected to a particular branch, the number of fixtures in

concurrent operation should not exceed that obtained from

Table 13.6.7.5-1. Select as active fixtures those with the

greatest individual peak discharge rates. Use for test purposes

the number of fixtures shown in above table.

(b) Starting at the top of a multistory system, select as active

fixtures those having the greatest individual peak discharge

rates. The number to be discharged is obtained from Table 13.6.7.5-1

or 13.6.7.5-2 as applicable. Continue this procedure downward

until approximately 50% of the total test-load discharge rate

is accounted for. Observe the limitations of (a) within each

branch interval.

(c) Starting at the lowest branch interval of a multistory system

and continuing upward, select the active fixtures remaining after

completion of the selection procedure in (b) . Observe the

limitations of (a) within each branch interval.

(d) Additives, such as paper diapers, sanitary napkins and detergents,

should be used with the test loads if distributed in accordance

129
Recommendations for the Use of Tables (Continued)

with Table 13.6.7.5-3 and if appropriate for the types of fixtures

selected for discharge.

(e) If a choice in location of active fixture(s) is possible under

the constraints of (a) through (d) , the distribution giving

the worst effects should be used. Examination of piping schematics

may indicate the appropriate choice.

130
References

[ 1 ] Comparative Tests of Hydraulic and Flushing Performance Characteristics of

Several Water Closet Tank-and-Bowl Combinations; GEBERIT Manufacturing, Inc.,

P.0. Box 20008, Michigan City, Indiana 46360. P. Juple and R. Wyly.

[2] Vitreous China Plumbing Fixtures , - American National Standard A112.19.2 —

1973, American National Standards Institute.

[3] The Effect of Water Closet Type on Drainage System Capacity , - Plumbing

Engineer, July/August and September/October, 1974. Thomas P. Konen.

[4] Discharge Characteristics of Sanitary Appliances , Description of Method

for Measuring , — Proceeding of C1B W62 Symposium on Drainage Services

in Buildings, National Swedish Building Research Institute, Stockholm,

Sweden, September, 1973. V. Nielsen.

[5 ] Laboratory Investigation of the Discharge Characteristics of Sanitary

Appliances . I bid. B.J. Pink.

[6] Etude des Conditions de Vidange des Appareils Sanitaires, - Proceedings

of C1B W62 Symposium on Drainage and Water Supply for Buildings, Danish

Building Research Institute, Copenhagen, Denmark, September, 1974. P. Dauphin

and G. Pinchon.

[7] Performance of Plumbing Fixtures and Drainage Stacks . - Housing and Home

Finance Agency HRP31, 1954. F.McGhan, R. Wyly and 0. Hintz.

[8] Basic Plumbing Code (BPC) 1975. Building Officials and Code Administrators

International, Inc. (BOCA), 1313 E. 60 Street, Chicago, Illinois 60637.

[9] National Standard Plumbing Code (NSPC) 1975. National Association of

Plumbing-Heating-Cooling Contractors (NAPHCC) and American Society of

Plumbing Engineers (ASPE) , 1016 20th Street, N.W. , Washington, D.C. 20036.

[10] Standard Plumbing Code (SPC) 1975. Southern Building Code Congress

International, Inc. (SBCC) , 3617 8th Avenue, South, Birmingham, Alabama 35222.

[11] Uniform Plumbing Code (UPC) 1976. International Association of Plumbing

and Mechanical Officials (IAPMO), 5032 Alhambra Avenue, Los Angeles,

California 90032.

[ 12 ] Performance of a Single— Stack DWV System Utilizing Low—Angle Stack— Branch

Confluence and Bottom Shunt Venting . National Bureau of Standards Building

Science Series BSS 41 (1972). S.D. Catalog No. C13. 29:2/49. R.S. Wyly

and G.C. Sherlin.

[13] Demonstration of Performance for a Sovent System Installed at Towensend

Tower Near East Side Urban Renewal Project for New York State Urban

Development Corp., Syracuse, New York . Barnard and Maybeck, Consulting

Engineers, 75 College Avenue, Rochester, N.Y. 14607 (July, 1972).

E.M. Maybeck.

131
References (Continued)

|- 24 j Field Test of Hydraulic Performance of a Single-Stack Drainage System at

the Operation BREAKTHROUGH Prototype Site in King County, Washington . National Bureau of Standards NBSIR 73-161 (May, 1973). PB 225310/LK $4.25.

R.S. Wyly and D.E. Rorrer.

[ 15 ] An Investigation of the Adequacy of Performance of Reduced-Size Vents

Installed on a Ten Story Drain, Waste and Vent System . Davidson Laboratory,

Stevens Institute of Technology Report SIT-DL-73-1708 . (July, 1973).

T. Jackson and T.P. Konen.

[16] A Test Procedure for Evaluating Capacity of Building Drainage Systems . Davidson Laboratory, Stevens Institute of Technology Report SIT-DL-75-1841

(July, 1975). P.M. Brady, Jr.

[ 17 ] Hydraulic Performance of a Full-Scale Townhouse System with Reduced-Size

Vents. National Bureau of Standards Building Science Series BSS 60

(August, 1975). S.D. Catalog No. C13. 29:2/60. M.J. Orloski and R.S. Wyly.

132
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.6 Criterion; Lateral Deflection and Ring Distortion of Piping

Essential functions of the piping shall not be compromised by intermittent and temporary changes in design direction or pitch, nor in crosssectional area or shape of the piping, during exposure to representative

intermittent hot water loading (140°F/60°C for DWV piping and 180°F/82.2°C

for residential water distribution piping) and associated pressures and

thermally induced structural loads. Directional or pitch change shall not

exceed arctan 0.01 (equivalent to a grade change of one in 96). The

difference between maximum and minimum diameters at any cross section

(diametral difference) shall not exceed 10%.

Method of Evaluation for 13.6.7.6

Evaluation shall be based on analysis of the data provided, and on

inspection where appropriate.

No standard test method exists. However, evaluation may be facilitated

by utilization of information given in selected references- [1, 2, 3].

Commentary for 13.6.7.6

Adequate hydraulic capacity is essential for the purposes of the basic

functional requirements. Satisfaction of this requirement is facilitated

by materials and designs that provide for the minimization of, or satisfactory accomodation to, intermittent changes in cross sectional area and

shape, and for the minimization of or satisfactory accomodations to,

laterial movement or deflection under ordinary service conditions.

133
13 . 6 PLUMBING

. 7 FUNCTIONAL OPERATION

13.6.7.6 (Continued)

Hydraulic carrying capacities, venting and self-scouring capability are

dependent on the continuous maintenance of design pitch in "horizontal" lines

and on the maintenance of initial cross-sectional area and shape in both

horizontal and vertical lines. Pitch changes of more than arctan 0.01 in

horizontal lines can adversely affect self-scouring capability, venting

effectiveness and hydraulic capacity. Directional changes of more than

arctan 0.01 in either vertical or horizontal lines can adversely affect

acoustic performance. Diametral differences greater than 10% may

indicate structural instability of the pipe. A reasonable limit for crosssectional area change needs to be established. A suitable test procedure

should provide for a reproducible, representative loading cycle, applied

to a representative assembly of pipe, fittings, supports and attachments.

The minimum level of performance established should be consistent with the

essential requirements for fluid- transport capacity of the piping system,

and consistent with the general capability of the trade to provide the

corresponding necessary precision in installation detail. Some of the

test procedures that have been utilized in experimentation have been

summarized in Reference 1.

The test employed should be designed for extended application to serve

the needs of 13.6.6.3. Probably the purposes of 13.6.7.6 would be served

by measurements made during the first 100 cycles of an extended cyclic hot

water exposure test suitable for the purposes of 13.6.6.3.

Satisfactory accomodation to intermittent, relatively small temporary

changes in pipe length or lateral deflection can usually be provided through

134
13.6 PLUMBING

. 7 FUNCTIONAL OPERATION

13.6.7.6 (Continued)

design and installation detail to minimize the effects of these changes.

References

[1]

Laboratory Tests of Selected Thermoplastic Piping Assemblies Subjected to

Water Hammer and Intermittent Hot-Water Flow. D.E. Rorreir, J.R. Shaver

and R.S. Wyly National Bureau of Standards NBSIR 77-1261, August 1977.

[2]

The Deflection of Thermoplastic Pipe Resulting from Thermal Cycling.

Robert C. Wilging, Engineered Plumbing Exposition, American Society

of Plumbing Engineers, Chicago, 111. September 1970.

[3]

Elevated Temperature Cycling Test., Appendix G, British Standard 4514:1969,

Specification for UPVC Soil and Ventilating Pipe, Fittings and Accessories.

British Standards Institution, London.

135
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.7 Criterion: Noise Reduction Between Spaces Within a Living

Unit, Through Walls and Partitions Containing Piping

The design and installation of the plumbing systems, taken together

with that of the wall, chase, or partition in which the piping is enclosed,

shall be such that a noise reduction of at least NIC 28 can be attained

within a living unit between spaces where noise insulation is intended.

As a design guide, the STC rating of the walls, determined by documentation or laboratory measurement, should be at least 7 units greater

than the NIC value given.

Method of Evaluation for 13.6.7.7

The NIC ratings shall be determined by tests of prototype or field

units

.

The following test methods are applicable:

Appendix A1 of ASTM E336, "Standard Recommended Practice for Measurement of Airborne Sound Insulation in Buildings" (for NIC)

.

ASTM E90, "Standard Recommended Practice for Laboratory Measurement

of Airborne Sound Transmission Loss of Building Partitions" (for STC).

ASTM EA13, "Standard Classification for Determination of Sound

Transmission Class." (This is used for both NIC and STC determination).

Commentary for 13.6.7.7

The NIC rating is based upon noise reduction, which is a measure

of the sound isolation between two enclosed spaces, the source space and

136
3 , 6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.7 ( Continued )

the receiving space, and is not necessarily a function of the dividing

partition alone since it is affected by any flanking paths.

The STC rating is a laboratory measure of the best sound isolation

that could be obtained with a given partition design. It specifically

excludes the effects of any flanking paths, and is usually somewhat

better than field performance. When the STC rating cannot be justified

by published data for similar partitions or by computation using appropriate

analysis, laboratory measurements shall be made. Results should be

obtained prior to construction.

As a design guide, STC-type measurements of completed assemblies

(with all plumbing installed) may be made in the laboratory to help

predict attainment of the required field performance.

13.6.7.8 Criterion: Noise Reduction Between Spaces Within a Living Unit,

Through Floor-Ceilings Containing Piping

The design and installation of the plumbing system, taken together

with that of the chase or floor-ceiling in which the piping is enclosed,

shall be such that a noise reduction of at least NIC 28 and field IIC 28

can be attained within a living unit between spaces where noise insulation

is intended.

As a design guide, the STC and IIC ratings of the floor-ceiling

assemblies determined by documentation or laboratory measurements should

be at least 7 units greater than the NIC and field IIC values given.

137
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.8 ( Continued )

Method of Evaluation for 13.6.7.8

The NIC and field IIC ratings shall be determined by tests of prototype or field units.

The following test methods are applicable:

Appendix A1 of ASTM E336, "Standard Recommended Practice for Measurement of Airborne Sound Insulation in Building" (for NIC)

.

ASTM E90, "Standard Recommended Practice for Laboratory Measurement

of Airborne Sound Transmission Loss of Building Partitions" (for STC).

ASTM E413, "Standard Classification for Determination of Sound

Transmission Class." (This is used for both NIC and STC determination.)

ASTM E492, "Tentative Method of Laboratory Measurement of Impact

Sound Transmission Through Floor-Ceiling Assemblies Using the Tapping

Machine." This is used for both laboratory and field measurements.

13.6.7.9 Criterion: Noise Level in Interior Spaces During Operation of

Plumbing Systems

Noise in interior spaces shall be kept below a level which will

cause discomfort or annoyance to the occupants. Each plumbing system

element shall perform its intended function without excessive noise

generation or compromise of the acoustical performance of other building

elements. The design and installation of the plumbing system, taken

together with that of the plumbing wall, chase, floor-ceiling or partition

138
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.9 ( Continued )

in which the piping is enclosed, shall be such that the A-weightedsound levels in interior living spaces shall not exceed 45 dB during

the imposition of typical hydraulic loads (drainage and water supply)

.

Method of Evaluation for 13.6.7.9

Measurement of sound pressure levels in living spaces of unoccupied

prototypes after completion with all plumbing systems installed and in

operation.

The following test method is applicable:

ANSI SI. 13, "Standard Methods for the Measurement of Sound Pressure

Levels." (Sound levels resulting from interior building sources shall

be read on a meter with fast-response characteristic and weighted on the

A-scale as defined for Sound Level Meters.)

Commentary for 13.6.7.9

Standard Methods of hydraulic loading are needed to simulate

representative acoustic effects for measurement under Criterion 13.6.7.9.

Possibly hydraulic loads similar to those suggested for 13.6.7.2, 13.6.7.4

and 13.6.7.5 would suffice for this purpose. Noise levels associated with

water flow in supply and drainage piping systems, as well as in fixtures

and appliances, should be determined.

Investigation may be needed as to whether this criterion and the

indicated hydraulic loading should be applicable between living units as

well as inside a particular living unit.

139
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.10 Criterion: Elution of Toxic Substances

Materials used for potable water service and distribution systems

shall not contribute to a health hazard through contamination of the

potable water. The purity of the potable water at the points of use

shall meet the levels in the Public Health Service Drinking Water

Standards- [l]as amended by the National Interim Primary Drinking Water

Regulations [ 2 ]

. Inorganic chemical contaminants shall not exceed the

levels set forth in Table 13.6.7.10.

TABLE 13.6.7.10

Maximum Contaminant Levels [2]

Inorganic Chemicals:

Contaminant

Arsenic

Barium

Cadmium

Chromium

Lead

Mercury

Nitrate (as N)

Selenium

Silver

Level

,

milligrams

per liter

0.

05

1 . 0.010

0.05

0.05

0.002

10 . 0.01

0.05

Method of Evaluation for 13.6.7.10

The test procedure for extraction of inorganic chemicals shall be

as promulgated by the National Sanitation Foundation- [3,4] and recommended

by a task group of the Federal Construction Council - Building Research

Advisory Board [5.]. All innovative piping materials used in the potable

140
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.10 ( Continued )

water service and distribution systems shall be approved as toxicologically

suitable for the purpose by a generally recognized testing/ evaluating

agency. One such agency is the National Sanitation Foundation Testing

Laboratory

.

Commentary for 13.6.7.10

The test recommended appears adequate for inorganic chemical

contaminants. However, no test has been developed for possible contaminants

or other effects from potential organic growth on the interior of the pipe.

Generally, lead pipe and fittings shall not be used to convey potable

water, nor shall pipe and fittings be used, in the conveyance of potable

water, that are manufactured with a process that leaves a residue of lead

compound on the interior surface of the piping, nor shall the materials

as installed contribute to deleterious elution of lead compounds into

the potable water.

Surveillance of the literature is recommended to determine whether

a need exists for the development of new tests for elution or impartation

of other contaminants

.

In the installation or major repairs of potable water systems,

sterilization shall be accomplished in accordance with generally accepted

practice, and piping which has previously been used for any purpose

other than for conveying potable water shall not be used for conveying

potable water^ [6,7,8,9,10].

141
13.6 PLUMBING

.7 FUNCTIONAL OPERATION

13.6.7.10 ( Continued ) References

[1] Public Health Service Drinking Water Standards - 1962, PHS Publication

No. 956. Superintendent of Documents, U.S. Government Printing Office,

Washington, D.C. 20402.

[2] National Interim Primary Drinking Water Regulations } Environmental

Protection Agency Water Programs, Subchapter D, Part 14.1, Federal

Register, Volume 40, No. 248, December 24, 1975. Superintendent of

Documents, U.S. Government Printing Office, Washington, D.C. 20402.

[3] A Study of Plastic Pipe for Potable Water Supplies, W.D. Tiedman and

N.A. Milone, June 1955, National Sanitation Foundation, P.0. Box 1468,

2355 West Stadium Blvd. , Ann Arbor, Michigan 48106.

[4] National Sanitation Foundation Standard No. 14. "Thermoplastic MaterialsPipe, Fittings, Valves, Jointing Materials," October 1965. National

Sanitation: P.0. Box 1468, 2355 West Stadium Blvd., Ann Arbor, Michigan 48106.

[5] Thermoplastic Piping for Potable Water Distribution Systems, BRAB/FCC

Technical Report No. 61, 1971, National Academy of Sciences - National

Research Council, 2101 Constitution Avenue, Washington, D.C. 20418.

[ 5 ] Basic Plumbing Code (BPC) , Building Officials and Code Administrators

International, Inc. (BOCA), 1313 E. 60 Street, Chicago, Illinois 60637.

[ 7 ] National Standard Plumbing Code (NSPC) , American Society of PlumbingHeating-Cooling Contractors (NAPHCC) and American Society of Plumbing

Engineers (ASPE) , 1016 20th Street, N.W., Washington, D.C. 20036.

[8] Standard Plumbing Code (SPC) , Southern Building Code Congress International, Inc. (SBCC), 3617 8th Avenue, South Birmingham, Alabama 35222.

[9] Uniform Plumbing Code (UPC) , International Association of Plumbing and

Mechanical Officials (IAPMO) , 5032 Alhambra Ave., Los Angeles, CA 90032.

[10]

AWWA Standard for Disinfecting Water Mains, AWW C101, American Water

Works Association, 2 Park Avenue, New York, New York 10016.

142
13.7 ELECTRICAL

.1 ACCIDENT PROTECTION AND SECURITY

13.7.1.1 Criterion: Safety of Electrical Components, Designs and

Installation

When special components or systems are proposed which do not

conform to the National Electrical Code (NEC) , documentation shall be

provided to demonstrate that the intent of the NEC has been satisfied.

Method of Evaluation for 13.7.1.1

Evaluation of features and components deviating from the National

Electrical Code; inspection and/or testing of such components; if

necessary evaluation, inspection and testing of prototype components

or installations.

143
13.7 ELECTRICAL

.6 DURABILITY /MAINTAINABILITY

13.7.6.1 Criterion: Resistance to Deterioration

The properties of electrical wiring and equipment deviating from

NEC shall be free from degradating changes with time that can result

in excessive deterioration or unsafe conditions.

Method of Evaluation for 13.7.6.1

Accelerated performance tests made on such wiring and equipment,

e.g., UL 20, 498, 514 and/or other methods acceptable to HUD should be used

to ensure stability of temperature and materials properties.

144
13.8 HARDWARE AND SPECIALITIES

.6 DURABILITY /MAINTAINABILITY

13.8.6.1 Criterion: Functional Life of Hardware

Building hardware shall retain its original appearance and

operating characteristics for the number of operating cycles appropriate

to its grade.

Method of Evaluation for 13.8.6.1

Performance tests will be approved by the accepting authority from

the appropriate standards of BHMA, ANSI, ASTM, Federal and will be for at

least the minimum grades of hardware listed.

Examples of standards for performance tests are listed below:

Table 13.8-1

Components Standard

Cabinet Hardware BHMA 201

Door Controls (closers) BHMA 301

Door Controls (overhead holders) BHMA 311

Sliding and Folding Door Hardware BHMA 401

Auxiliary Locks BHMA 501

Locks and Lock Trim BHMA 601

Exit Devices BHMA 701

Architectural Door Trim BHMA 1001

Spring Hinges BHMA 1101

Auxiliary Hardware BHMA 1201

Materials and Finishes BHMA 1301

Butts and Hinges ANSI A156.1

145
13.8 HARDWARE AND SPECIALITIES

.6 DURABILITY/MAINTAINABILITY

13.8.6.1 (Continued)

Table 13.8-1 (Continued)

Components Standard

Salt Spray Test ASTM B117-64

Hardware, Builder’s; Locks and Door Trim (Federal) FF-H-106

Aluminum Sliding Glass Doors ANSI A134.2

146
13.8 HARDWARE AND SPECIALITIES

.7 FUNCTIONAL OPERATION

13.8.7.1 Criterion: Functional Compatibility

Individual items of hardware in an assembly shall be compatible.

Method of Evaluation for 13.8.7.1

The performance tests required (see Table 13.8-1) may be expanded

to include a test of the assembly. Operating forces shall be

applied to knobs and pulls and operating cycles shall include engagement

of latches or catches with opening stops where appropriate. The force

of this contact and/or engagement shall be twice that specified for the

latch or catch.

147
13.9 APPLIANCES

.7 FUNCTIONAL OPERATION

13.9.7.1 Criterion: Performance of Appliances

Each major appliance shall perform its design function with capacity to meet the design need with minimum practical energy consumption.

Major appliances are those items provided with the building such as:

ranges, refrigerators, ventilation fans, dishwashers, clothes washers

and dryers, garbage disposal units and trash compactors.

Methods of Evaluation for 13.9.7.1

Tests of appliances will be based on recognized industry standards,

or on other tests as required by the accepting authority. The sponsor

shall identify the standards used in the selection of the appliances and

may recommend means of evaluation/test. Manufacturer's performance data

and engineering information, including functional and safety certification

shall be provided.

148
APPENDIX A

DEFINITIONS

Active Fixture : A fixture that is operating for the purpose of creating

or contributing to a hydraulic test load, or that is operating under

service conditions.

Acoustical Design : A consideration of all factors bearing on the

achievement of a desirable acoustical environment, including the selection

of sites, orientation of buildings, space arrangements within buildings,

and proper selection and installation of wall and floor assemblies,

building equipment, and service.

Acoustical Privacy : The provision for sufficient isolation from

intruding and disturbing noises.

Acoustical Treatment : The application or use of any sound absorbers,

building materials, or construction techniques for purposes of controlling

noise and improving the acoustical environment.

Air Chamber : A device containing air or inert gas having greater compressibility than water, design to be installed in a water distribution system

for the purpose of controlling water hammer through limitation of pressure

rise and shock effect accompanying the closure of valves.

Airborne Sound : Sound that reaches the point of interest by propagation

through air.

Applicable Requirement (Criterion) : Where a structure or component serves more than one purpose and where differing requirements or criteria apply,

the most restrictive shall be applicable.

Background Noise : The sound level present in a room or space at any

given time above which speech, music, desired signal, or sound must be

raised in order to be heard or made intelligible.

Back Vent : A back vent is a branch vent installed primarily for the

purpose of protecting fixture traps from self-siphonage

Backwater : Excessive hydrostatic head in a building drain caused by an overloaded public sewer, sometimes causing backing up of sewerage into

the building through floor drains and plumbing fixtures.

Blow-Back : Ejection of liquids, suds, air, or other gases through the

trap seal to the room side of a trap as a result of excessive pneumatic,

hydrostatic, or hydrodynamic pressure (back-pressure) on the drain side

of the trap.

Branch : Any part of the piping system other than a main, riser, or stack.

149
Built-up Roofing Membrane : Composed of alternate layers of materials to

form a flexible roof cover with sufficient strength to resist normal

expansion and contraction forces. A top surfacing generally composed

of mineral aggregate, may be included in the built-up roofing membrane.

Calk: An elastic non-setting material used for sealing cracks, seams

and joints to prevent leakage of sound or infiltration of outside air.

Combustible Materials : Materials with a potential heat of more than 3200

Btu/lb. and complies with NFPA 220.

Common Vent : A vent connecting at the junction of two fixture drains

and serving as a vent for both fixtures.

Creep : Time-dependent deformation caused by sustained loads.

Cross Flow : The movement of waste water from the trap of an operating

(active) fixture to the trap of a non-operating (idle) fixture, or from

an active to an idle drain.

Decibel (Symbol dB) : The unit of measurement for the relative loudness

of sounds, equal approximately to the smallest degree of difference

ordinarily detectable by the human ear. More technically, the decibel

is used as the unit for the logarithmic expression of ratios of power,

voltage, or current.

Deflection : The displacement of a point in a structure caused by the

application of loads or other actions specifically defined in these

criteria.

Gross Deflection : The total deflection at a point.

Inelastic Deflection : Same as Residual Deflection . (See below)

Net Deflection : Deflection attributable solely to the deformation

of a structural member of assembly, measured relative to a specified

coordinate system.

Residual Deflection : The gross or net deflection at a point which

remains after removal of superimposed loads.

Drainage :

Conventionally-Vented Drainage : The traditional type of sanitary

drainage system in which drainage is accomplished through soil and/

or waste stacks, and venting is accomplished by the appropriate use

of vent stacks and individual, common, wet, branch, and relief vents.

Single-Stack Drainage : A type of sanitary drainage system in which

drainage and venting is accomplished by one means or another in a single stack without the use of a vent stack and individual, wet,

150
and branch vents. In "modified single-stack drainage," limited use

is made of relief vents.

Controlled Flow Storm-Water Drainage : A type of storm drainage

that temporarily stores a significant portion of the precipitation

on a roof or other catchment area and permits it to drain off over

a period of hours at a relatively low rate of discharge.

Instantaneous Storm-Water Drainage : The conventional type of storm

drainage that provides for removal of water as rapidly as it is

received, without storage on the roof or other catchment area.

Drift : Horizontal gross deflection measured at a floor level.

Ductility Factor : A factor measuring the ductility of structural

assemblies, defined in Section 13.2.4.1.

DWV System : The drain-waste-vent system, including all sanitary drainage

and venting piping.

Fixture Drain (also called Trap Arm) : The drain from the trap of a fixture to the junction of that drain with any other drain pipe.

Fixture Unit (Drainage) : The term fixture unit identifies a measure of

the problem peak demand on the water supply system or peak discharge

into the drainage system by various types of plumbing fixtures. The fixture

unit value for a particular fixture depends on its volume rate of supply

demand on drainage discharge, on the time duration of a single supply

or drainage operation, and on the average time between excessive operations during peak use periods.

Fixture Unit Load : Is the sum of the numerical values of the fixture unit

ratings for all the fixtures connected to a plumbing system or portion

thereof.

Flat Roof : A roof whose design incorporates a slope to drain of at

least 1/4" or not more than 2" per foot.

Flexible Coupler : A device to prevent or reduce the transmission of

vibration, particularly between vibrating equipment and service distribution systems involving ductwork, piping, and electrical lines.

Flood-Level Rim : The top edge of a receptacle or fixture bowl from

which water can overflow in the absence of or malfunction of an overflow

device

.

Flow ; Cross Flow ; The flow of water in a sanitary drainage system so directed that it enters an idle horizontal drain or trap in a manner contrary to generally accepted good practice in plumbing

design.

151
Interfixture Flow Retardation : A decrease in normal discharge

rate and an accompanying lengthening in normal period of discharge

of one or more other fixtures.

Group Vent : A branch vent that performs its functions for two or more

traps.

Horizontal Pipe : Any pipe or fitting which makes an angle of less

than 35° with the horizontal.

Hydrodynamic Back Pressure : A significant static head of water in idle

drains caused by the discharge of a fixture or fixtures resulting in

extreme cases in backing-up of waste water into idle fixtures.

Idle Fixture ; A fixture that is not operating during the imposition of

a hydraulic load by fixtures in operation.

Impact Sound : The sound produced by the impinging or striking of one object with another, e.g., sound caused by footsteps.

Induced Siphonage : The process whereby a reduction in the surface level

of a trap seal of a fixture is caused by the discharge of other fixtures

on the system, such discharge resulting in transient local pressure

fluctuations that siphon or otherwise remove water from the trap.

Indirect Waste Pipe : A waste pipe which does not connect directly with

the drainage system, but which discharges into the drainage system

through an air break or air gap into a trap, fixture, receptor, or interceptor.

Load : Design Load (Plumbing) : The volume rate of flow that is predicted

to occur in a pipe or piping system with sufficient frequency to

warrant its utilization as a design value.

Earthquake Load (E) : A load caused by seismic disturbances.

Restraint Load : A load caused by the resistance of structural

elements to dimensional changes or to reactive displacements.

Service Load . A maximum load which has a specified mean recurrence

interval; e.g., a 50-year load has a mean recurrence interval of

50 years, or a probability of 1 in 50 to be exceeded in any 1-year

period.

Soil and Hydrostatic Load : A load resulting from pressure

exerted and transmitted by surrounding soil, ground water, and

flood water.

Superimposed Load : A load applied to a structure exclusive of dead

loads

152
Sustained Load : A load that is sustained over a period of time.

Wind Load (W) : A load caused by wind effects, referenced to a basic wind speed of a given mean recurrence interval, where the

basic wind speed is the extreme-mile windspeed 30 feet above ground.

Length of Member : Unless otherwise noted, the length of a member is

taken as its length between the centerline of its supports, or the clear

distance between supports plus the member depth, whichever is smaller.

For the determination of vertical and horizontal deflection limits only,

the equivalent "length" of cantilever members is taken as twice their

actual length from the free end of the support.

Limited Combustible Materials : Unless otherwise stated material with a potential heat of no greater than 3500 Btu per lb. and complies with NFPA

220 . Noise: Unwanted sounds

Noise Isolation Class (NIC) : A single rating obtained by field measurements

which provides an estimate of the noise isolation between two enclosed

spaces. It mav or may not include flanking paths.

P-Trap : The P-trap, resembling an inverted siphon, is one of several

designs of devices used in drains to provide a water seal against

passage of sewer gases, odors, vermin, etc., into the building.

Physical Stimulation : A test procedure designed to closely simulate

the behavior of the actual structure in order to determine its response

to the loads it is likely to receive during its service life.

Pipe : A term applied generally to tubular products and materials commonly

used to conduct or transport fluids or gases. As a specific nomenclature,

"pipe" usually has greater wall thickness than similar products called

"tube" or "tubing."

Piping : A term with broader meaning than "pipe." For example, "cold

water piping" includes the pipe, tube, or tubing used to conduct the

cold water, the fittings used to change the direction of flow or change

the size of pipe, tube, or tubing, and the direction of flow. "Hot

water piping" and "drainage piping" have similarly broad meanings.

Potential Heat : The difference between the heat of combustion of a representative specimen of material and the heat of combustion of any

residue remaining after exposure to a simulated standard fire, determined

by combustion calorimetric.

Pressure Shock : Same as Water Hammer.

Recirculation : Recirculation in a DWV system is the flow of air within

the network comprised of interconnected vent piping, to meet the demand

for air in critical areas inside the system as water is discharged from

the fixture.

153
Reduced-Size Venting ; A type of venting which utilizes dry vent sizes

smaller than permitted by most plumbing codes. Such reduced-size vents

are limited to locations not lower than 6 inches above effective flood

level for the fixtures involved.

Resonance : The sympathetic vibration, resounding, or ringing of enclosures, room surfaces, panels, etc., when excited at their natural

frequencies

Reverberation : The persistance of sound within a room or enclosure

after a sound source has stopped radiating. This effect is very

pronounced in large, relatively empty or partially furnished rooms with

hard reflecting walls, ceiling, or floor surfaces.

Roofing : (See Built-Up Roofing) The top waterproof covering component

of the roof system.

Roof System : A covering on top of a building, including roofing,

insulation, and deck, employed for the principal purpose of excluding

the elements.

Roof-edge Scupper : A suitably sized, shaped and located opening

provided in a parapet wall for the prevention of an excessive accumulation of water on a roof in the event of precipitation or clogged drains.

Roughing- In : A term indicating the installation of all parts of the

plumbing system which can be completed prior to the installation of the

plumbing fixtures and their traps. This includes drainage, water supply,

vent piping and the necessary fixture backing/supports, and any fixtures

that are built into the structure.

Self-Siphonage : Reduction in trap seal of a fixture caused solely by

the discharge of the fixture.

Sound: The sensation of sound or a branch of physics concerned with the

propagation of mechanical disturbances in matter and related subjects.

In this context, sound is originated by vibrating bodies or aerodynamically, is propagated as an elastic disturbance at least partly in the

air, and arrives at the ear or other receiver (microphone, etc.).

Sound Attenuation : The reduction of the energy or intensity of sound.

Sound Frequency : The number of vibrations that a source of sound makes

in one second measured in hertz (cycles per second)

Sound Insulation, Isolation : The use of building materials or construction which will reduce or resist the transmission of sound.

Sound Leak : A hole, crack, or opening which permits the passage of sound.

154
Sound Pressure : A fluctuation superimposed on the static atmosphere

pressure by the passage of sound waves.

Sound Pressure Level (SPL) : Expressed in decibels, the SPL is 20 times

the logarithm to the base" 10 of the ratio of the pressure of sound to

the reference pressure 20 micronewtons per square meter (0.02 microbar).

Sound Transmission Class (STC) : A rating obtained by laboratory

measurements providing a convenient method of rating the airborne soun insulation performances of various wall and floor systems partition or floor by its location on the ASTM E 90 contour chart according to

criteria set forth in the standard.

Structural Failure : Failure of a structure or any structural components

is one of the following:

a. Sudden, locally-increased curvature, major spalling, or structural collapse.

b. Inability to resist a further increase in load.

c. An increase in deflection of no less than the maximum allowable

deflection under service load conditions, occurring during

any 10-minute period after application of the superimposed

load without increase in the applied load.

d. Any deformation or other damage in a load-supporting structural

member or assembly (see definition) that would permanently

impair the load-supporting function of that member or assembly.

Structurebome Sound : Sound energy imparted directly to and transmitted

by solid materials such as building structures.

Trap : A fitting or device constructed so as to provide, when properly

vented, a water seal for protection against the emission of noxious or explosive sewer gases, without significantly retarding the flow of

sewerage or waste water through it

.

Trap-Seal Reduction : A loss of trap-seal depth.

Trap-Seal Retention : The amount of trap-seal retained.

Vent Stack : A vertical vent pipe extending through one or more stories,

installed to provide circulation of air between different elements of

the DWV system. Usually, the vent stack is the vertical main of the

vent system to which branch vents are connected.

Vent Terminal : The portion of a vent pipe that extends through the

roof, wall, or gable of a building to the atmosphere.

155
NBS-l 14A (REV. 7-73) tjTsTijEPT. OF COMM. BIBLIOGRAPHIC DATA

SHEET

1. PUBLICATION OR RE PORT NO. NBSIR -77-1316

2. Gov’t Accession

No.

3. Recipient’s Accession No.

4. TITLE AND SUBTITLE

Performance Criteria Document for Innovative

Construction

5 . Publication Date November 1977

6. Performing Organization Code

7. AUTHOR(S)

Thomas K. Faison

8. Performing Organ. Report No.

9. PERFORMING ORGANIZATION NAME AND ADDRESS

NATIONAL BUREAU OF STANDARDS

DEPARTMENT OF COMMERCE

WASHINGTON, D.C. 20234

10. Project/Task/Work Unit No.

11. Contract/Grant No.

12. Sponsoring Organization Name and Complete Address (Street, City, State, ZIP)

Department of Housing and Urban Development

Division of Energy, Building Technology & Standards

Office of Policy Development and Research

Washington, D.C. 20410

13. Type of Report & Period Covered

14. Sponsoring Agency Code

15. SUPPLEMENTARY NOTES

16. ABSTRACT (A 200-word or less factual summary of most significant information. If document includes a significant

bibliography or literature survey, mention it here.) Performance criteria for innovative construction are presented in this resource report in order to assist in the broad technical acceptance of new building products and materials. The levels of performance stated are intended

to be equivalent to the Minimum Property Standards (MPS) which reflects acceptable

performance of conventional building materials and designs for programs sponsored

by the Department of Housing and Urban Development. The report is structured so that new performance criteria can be added in the future as additional technical

data and evaluation methods become available.

17. KEY WORDS (six to twelve entries; alphabetical order; capitalize only the first letter of the first key word unless a proper name; separated by semicolons) acoustics; appliances; atmospheric; environment; durability;

electrical; housing technology; HVAC; maintainability; materials; minimum property

standards; performance criteria; performance evaluation; plumbing; safety; innovative

construction; structures; test methods . 18 . AVAILABILITY |X4 Unlimited

U

1 For Official Distribution. Do Not Release to NTIS

Cl °rde r From Sup. of Doc., U.S. Government Printing Office Washington, D.C. 20402, SD Cat . No. C 1 3

Order From National Technical Information Service (NTIS)

Springfield, Virginia 22151

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(THIS REPORT)

UNCL ASS1FIED

20. SECURITY CLASS

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21. NO. OF PAGES

162

22. Price

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