national Bureau of standards

Reference book nof to he

Ubrary, N.w.B!dg. taken frofii [he Librarye

MAV 16 1950

Fire Resistance of Walls of LightweightAggregate Concrete Masonry Units

United States Department of Commerce

National Bureau of Standards

Building Materials and Structures Report BMS117
BUILDING MATERIALS AND STRUCTURES REPORTS

On request, the Supei'intendent of Documents, U. S. Government Printing Office, Washington 25, D. C., will place your name on a special mailing list to receive notices of new

reports in this series as soon as they are issued. There will be no charge for receiving

such notices. An alternative method is to deposit with the Superintendent of Documents the sum of $5,

with the request that the reports be sent to you as soon as issued, and that the cost thereof be charged against your deposit. This will provide for the mailing of the publications

without delay. You will be notified when the amount of your deposit has become exhausted.

If 100 copies or more of any report are ordered at one time, a discount of 25 percent is allowed. Send all orders and remittances to the Superintendent of Documents, U. S. Government Printing Offiice, Washington 25, D. C.

The following publications in this series are available by purchase from the

Superintendent of Documents at the prices indicated

BMSl Research on Building Materials and Structures for Use in Low-Cost Housing * BMS2 Methods of Determining the Structural Properties of Low-Cost House Constructions. 10^" BMS3 Suitability of Fiber Insulating Lath as a Plaster Base 15(f BMS4 Accelerated Aging of Fiber Building Boards 10/

BMS5 Structural Properties of Six Masonry Wall Constructions 15«f BMS6 Survey of Roofing Materials in the Southeastern States 15(? BMS7 Water Permeability of Masonry Walls * BMS8 Methods of Investigation of Surface Treatment for Corrosion Protection of Steel — 15/

BMS9 Structural Pi'operties of the Insulated Steel Construction Co.'s "Frameless-Steel"

Constructions for Walls, Partitions, Floors, and Roofs 10/

BMSIO Structural Properties of One of the "Keystone Beam Steel Floor" Constructions

Sponsored by the H. H. Robertson Co 10/

BMSll Structural Properties of the Curren Fabrihome Corporation's "Fabrihome" Constructions for Walls and Partitions 10/

BMS12 Structural Properties of "Steelox" Constructions for Walls, Partitions, Floors, and

Roofs Sponsored by Steel Buildings, Inc — 15/

BMS13 Properties of Some Fiber Building Boards of Current Manufacture 10/

BMS14 Indentation and Recovery of Low-Cost Floor Coverings ^ 10/

BMS15 Structural Properties of "Wheeling Long-Span Steel Floor" Construction Sponsored

by the Wheeling Corrugating Co 10/

BMS16 Structural Properties of a "Tilecrete" Floor Construction Sponsored by Tilecrete

Floors, Inc : 10/

BMS17 Sound Insulation of Wall and Floor Constructions . 20/

Supplement to BMS17, Sound Insulation of Wall and Floor Constructions 5/

Supplement No. 2 to BMS17, Sound Insulation of Wall and Floor Constructions lOff BMS18 Structural Properties of "Pre-fab" Constructions for Walls, Partitions, and Floors Sponsored by the HarniSchfeger Corporation 10/

BMS19 Preparation and Revision of Building Codes * BMS20 Structural Properties of "Twachtman" Constructions for Walls and Floors Sponsored by Connecticut Pre-Cast Buildings Corporation 10/

BMS21 Structural Properties of a Concrete-Block Cavity-Wall Construction Sponsored by

the National Concrete Masonry Association - 10/

BMS22 Structural Properties of "Dun-Ti-Stone" Wall Construction Sponsored by the W. E. Dunn Manufacturing Co 10/

BMS23 Structural Properties of a Brick Cavity-Wall Construction Sponsored by the Brick

Manufacturers Association of New York, Inc 10/

BMS24 Structural Properties of a Reinforced-Brick Wall Construction and a Brick-Tile Cavity-Wall Construction Sponsored by the Structural Clay Products Institute. 15/

BMS25 Structural Properties of Conventional Wood-Frame Constructions for Walls, Partitions, Floors, and Roofs , 20/

B]MS26 Structural Properties of "Nelson Pre-Cast Concrete Foundation" Wall Construction

Sponsored by the Nelson Cement Stone Co., Inc 10/

BMS27 Structural Properties of "Bender Steel Home" Wall Construction Sponsored by the Bender Body Co. 10/

BMS28 Backflow Prevention in Over-Rim Water Supplies.- 15/

BMS29 Survey of Roofing Materials in the Northeastern States 20/

BMS30 Structural Properties of a Wood-Frame Wall Construction Sponsored by the Douglas Fir Plywood Association 15/

BMS31 Structural Properties of "Insulite" Wall and "Insulite" Partition Constructions

Sponsored by The Insulite Co 25/

•Out of print.

[List continued on cover page ml
UNITED STATES DEPARTMENT OF COMMERCE • Charles Sawyer, Secretary

NATIONAL BUREAU OF STANDARDS • E. U. Condon. Director

Fire Resistance of Walls of LightweightAggregate Concrete Masonry Units

by Harry D. Foster, Earl R. Pinkston, and S. H. Ingberg

Building Materials and Structures Report BMS117

Issued May 1, 1950

For sale by the Superintendent of Documents, U. S. Government Printing Ofifice, Washington 25, D. C. Price 20 cents
Foreword

This report is one of a series issued by the National Bureau of

Standards, dealing with the fire resistance of building constructions and

materials. It indicates the fire resistance that can be expected of walls of

various thicknesses of lightweight-aggregate concrete masonry units made

with cinder, pumice, expanded-slag, or expanded burned-shale aggregates.

As concrete masonry units made with lightweight aggregates are used

extensively in both residential and commercial buildings, the information

contained in this report is of timely interest to building regulatory bodies

in setting up building code requirements pertaining to exits, shaft enclosures, and fire division walls.

E. U. Condon, Director.

II
Fire Resistance of Walls of LightweightAggregate Concrete Masonry Units

by Harry D. Foster, Earl R. Pinkston, and S. H. Ingberg

The results of fiie-endurance and hose-stream tests of 16 walls of lightweightaggregate concrete masonry units are given. The aggr^ates used in the manufacture

of the units were cinders, expanded shale, pumice, or expanded slag. The constructions

ranged from 3-in. nonload-bearing partitions to 10-in. load-bearing walls with no framed-in members and included brick-faced exterior bearing walls. The fire-resistance values indicated by the tests varied with the thickness of the

wall, the moisture content at the time of the test, and the kind of aggregate used in the units and ranged from 1 hr 9 min for a 4-in. unplastered partition to 7 hr 3 min for an 8-in. bearing wall faced with brick and backed with 4-in. lightweight-concrete units. Hose-stream tests conducted at the end of the fire-endurance tests indicated that walls of lightweight-aggregate concrete masonry units met the requirements of this

test for their respective fire-resistance values.

CONTENTS

Page Foreword , II

I. Introduction and scope . 2

II. Materials ; 2

1. Concrete masonry units 2

(a) Cinder concrete units 3

(b) Pumice concrete units 3

(c) Expanded-slag concrete units 3

(d) Expanded-shale concrete units 4

2. Mortar and plaster . 4

3. Tests of materials 4

III. Test walls 5

1. Construction 5

2. Size 5

3. Restraint and loading 6

4. Workmanship 6

5. Wall finish 6

6. Storing and aging 6 IV. Method of testing and equipment 7

1. Wall-testing furnace 7

2. Temperatures 9

" 3. Deflections 9

4. Hose stream 9 V. Results 9

1. Log of tests 11 VI. Discussion of results J3

1. Effect of wall thickness 13

2. Effect of type of aggregate 14

3. Effect of moisture content 14

4. Effect of combustible framed-in members 7 4

5. Effect of loading 14

6. Resistance to the hose stream 15

VII. Summary 15
I. Introduction and Scope

Consideration of the fire resistance of walls

is of prime importance in the design of buildings. Building regulations usually require fire- resistive walls or partitions for the enclosure of

shafts, stairways, and corridors, and also for

subdivision into fire areas. The required fire re- sistance is governed by the type of construction

and the amount of combustible material in- volved in the occupancy of the building. The

fire-resistance values of the different types of

walls or other building members are based on

the results of tests of representative constructions subjected to controlled fire exposures of

standardized intensity.

Concrete masonry units made with lightweight aggregates, such as cinders, expanded

slag, expanded shale, and similar materials, are

extensively used because of their insulating

value, ease of cutting, fitting and laying, and

lower loading imposed on the supporting members or foundation of the building.

A series of fire tests of walls built of units of

the general type mentioned above was undertaken as a part of the Bureau's general program

of research on building materials and structures. Sixteen walls, each containing two or more sections of masonry units of the same size

but made with different kinds of aggregate, were tested. The thicknesses of the walls were

3, 4, 6, and 10 in. They were constructed of

units made with cinders, pumice, expanded

slag, and expanded shale. Nine of the walls were not plastered, four were plastered on one

side, and three on both sides. One of the walls was of the cavity type and consisted of two

4-in. wythes spaced 2 in. apart. Two of the

walls were faced with clay brick as frequently

used in exterior wall construction.

DESIGN A DESIGN B DESIGN C

DESIGN D DESIGN E

DESIGN F DESIGN G DESIGN H Figure 1. Designs of concrete units used in fire-test walls.

II. Materials

1. Concrete Masonry Units

The size and design of the units are shown

in figure 1. The screen analysis and other

physical properties of the aggregates are given

in table 1. The nominal size, shell thickness,

and percentage of cell area of the units, and the

number of blocks obtained per bag of cement

are given in table 2.

Table 1. Some physical proper-ties of the aggregates in the lightweight-aggregate concrete units

Kind of aggregate

Cinder. _

Pumice.

Expanded slag I.

Expanded slag II.

Expanded shale.

Grade

[Fine.. _ _

J Coarse ,

i Combined: 85.5 percent fine and

I 14.5percent coarse, by weight.

[Fine

I Coarse

j Combined: 82 percent fine and

1 18 percent coarse, by weight-.

[Fine _._

) Coarse

i Combined: 64 percent line and

[ 36 percent coarse, by weight..

Weight! Dry

(rodded)

Ih/ffi 61.0

65.0

48.0 48.0

62.0 46.0

55.5 46.5

Damp

(loose)

65.0

60.0

63.5 53.5

74.0

52.0

65.0

47.0

Moi sture content

in stock

piles

Percent

6.4

32.0

12.0

6.0

1.3.0 12.0

Screen analysis—percentage retained on sieves

No. 4

20

No.

28

32

No. 16

52

No. 30 No. 50

72

64

92

70

52

100

65 100

75

No. 100

99

91

93

95

93

74 100

81

Fineness modulus'

3.40

3.40

3.02 5.77

3.41

2.89 5.26

3.33

2.31 5.60

3.23

'' The weights were determined in accordance with the Standard Method of Test for Unit Weight of Aggregate, ASTM Designation: 029-39.

^ The fineness modulus is an empirical factor obtained by adding

the total percentages of sample retained on each of the sieves and

dividing the sum by 100. (See Standard Definitions of Terms Relating

to Concrete and Concrete Aggregates, ASTM Designation: Cl 25-39).

2
Table 2. Batch proportions and yield obtained in the manufacture of lightweight-aggregate concrete units

Kind of aggregate

Description of units

Nominal

size

Thickness

of

shell Design'

Cell area

Batch proportions

Cement

Aggregate'

Fine Coarse Combined

Water

Yieldunits per bag

of cement

Test walls in which units were used

Cinders.

Pumice.

Expanded slag I.

Expanded slag II.

Expanded shale.

( 4 by 18 by 8.. 4 by 24 by 8..

j 6 by 18 by 8., 6 by 18 by 8.

[ 6 by 18 by 8.

/ 4 by 16 by 8. llOby 16by 8.

3 by 16 by 8. 4 by 16 by 8. 4 by 16 by 8., 4 by 24 by 8., 6 by 16 by 8. 6 by 16 by 8.

f 3 by 16 by 8., 4 by 16 by 8..

{ 4 by 16 by 8..

I 6 by 16 by 8..

1 6 by 16 by 8..

I 3by 16by 8.. 4 by 16 by 8.. 6 by 16 by 8.. lOby 16by 8., 'A

Percent37

3750

39

39

37

40

243737

37

50

24

2424

37

24

39

242439

40

500

500

363

500

363

446

346

555 346

361

485

340

340

340

85

62

97

75 120

75

75

195 187

137 137

653

816

653

653

560

390

gal2.00

3.25 3.20

3.20

3.75

2.75

1.25 1.50

1.30

1.50

1.00

3.40 4.45

3.00

3.75

3.75

7.40 6.10 6.10

5.00

33.2

37.2

24.6

24.6

35.2

12.8

43.3

34.3

26.2

27.0

16.3

41.0

24.5

41.5

16.8

20.0

60.5 32.0

25.4

15.9

n.K

12A7A

8A, 9A, and 15A

14A 5B and 6A

llA and 16A2B5A

13B 6B and 12B7B

9B and lOAIB3B4A

lOB and 150

8B and 15D

lA and 2A

3A

14B and 15B

llB and 16B

1 The designs of the units in cutaway sections are indicated in fig- ure 1, page 2.

^ The aggregates were taken directly from the stock piles and had

moisture contents approximating those given in table 1.

'' Batch proportions were not determined.

(a) Cinder Concrete Units

The cinders were taken from stock piles

where they had weathered to permit any lime

they might contain to slake and any sulfur or

iron rust to be washed out. Unslaked lime, sul- fur, or iron in cinders may cause "popping" or

staining of the finished walls. After weathering and washing, the cinders were crushed,

graded, and recombined in the proportions re- quired to give a fineness modulus of approximately 3.50. After approximately one-half of

the required water had been added to the aggregate, each batch was mixed in a spiral-blade

mixer for 3 min before the Portland cement

and remaining water were added. The batches were mixed for 5 additional min after adding

the cement.

The 4- by 24- by 8-in. units were molded by

the vibration process in the vicinity of New

York City. All other cinder concrete units were

molded in the Chicago district by the tamping

process. They were cured in a saturated at- mosphere for approximately 24 hr at temperatures ranging from 90° to 110°F and then

stored in the open stock yard for about 6 weeks

before being shipped to the Bureau for test.

(b) Pumice Concrete Units

The pumice aggregate was prepared by

crushing a natural vesicular volcanic lava to

y2-in- particles or smaller. Particles passing a No. 8 sieve tend to break down to a fine powder

unsuited for use as a fine aggregate. Consequently, siliceous sand was used for this purpose.

The pumice aggregate, sand, cement, and

water were proportioned and mixed in the same manner used for the cinder concrete units. The

units were molded by the tamping process in a

plant in Chicago. They were cured in the same

manner and for approximately the same time as the cinder concrete units.

(c) Expanded-Slag Concrete Units

The aggregates were prepared from molten

slag brought in contact with water by two

methods diff'ering in the amount of water and

the mechanical treatment. The expansion of

slag I was accomplished by pouring molten

blast-furnace slag into water and entrapping some of the steam thus genei'ated. The expansion of slag II was accomplished by a combination of water and mechanical treatments that

entrapped vapor, air, and gas. The two types

of expanded slag were crushed and graded, as indicated in table 1.

3
The expanded-slag aggregates, cement, and

water were picportionea and mixed in the same

manner used foi the cinder masonry units. The

units were molded by the tamping process and

cured in the same plant and in the same manner

as were the pumice concrete units.

(d) Expanded-Shale Concrete Units

The shale aggregate was produced by passing freshly mined lumps of shale through ro- tary kilns. As the lumps passed through the

kiln they were expanded by thermochemical re- actions. The resulting cellular clinker was

chilled, crushed, and graded as indicated in

table 1. The expanded-shale aggregates, cement, and

water were proportioned and mixed in the same

manner as used for the cinder concrete units.

The units were molded by the tamping process

and cured in the same plant and in the same

manner as were the pumice concrete units.

2. Mortar and Plaster

The mortar consisted of 1 part of portland

cement, 1 part of hydrated lime, and 6 parts of

sand, by volume. Proper proportions were

actually obtained by weight, assuming that

Portland cement weighs 94 lb/ft hydrated

lime 40 Ib/ft-^ and that a cubic foot of loose

damp sand would, after drying, weigh 80 lbs. The Portland cement and hydrated lime were of

well-known brands obtained from local dealers.

The sand was Potomac River building sand,

about 95 percent of which was a mixture of sili- ceous minerals and the remainder was largely

mica, calcite, pyroxenes, and feldspar. The plas- ter was sisal-fibered gypsum obtained from local dealers. One part of the gypsum plaster was

mixed with three parts of sand, by weight.

3. Tests of Materials

Units representative of each design and kind

of aggregate were tested for compressive

strength and absorption in accordance with

Standard Methods of Sampling and Testing

Concrete Masonry Units, ASTM Designation:

C 140-39. The results are given in table 3.

Table 3. Some physical properties of the units used in test walls

Kind of aggregate used in units Average size

Shell thick- ness Design' Cell area

Weight Tests2

As

delivered After drying Moisture

content' Absorption Compressive

strength based on gross area

Test walls

in which units were used

in. in. Percent lb/unit lb/unit Ib/fP Percent Percent Ib/ft^ lb/in.-' [4.00 by 17.71 by 7.80 1.04 B 37 20.6 20.0 87.9 20.0 13.9 12.2 1,015 13A

3.92 by 23.76 by 7.70 0.84 D 37 26.0 25.2 92.2 23.1 13.6 12.5 820 12A

Cinders --

• 5.76 by 17.70 by 7.72 1.03 E 50 23.0 22.6 87.0 14.1 14.7 12.8 705 7A

5.78 by 17.70 by 7.76 1.57 E 39 29.1 28.1 88.0 25.1 14.4 12.6 1,145 8A, 9A and 15A

,5.80 by 17.70 by 7.76 1.48 E 39 29.5 28.2 88.2 29.2 11.5 13.0 1,205 14A

Pumice - /3.98 by 15.70 by 7.66 0.98 C 37 16.4 14.8 77.0 48.0 22.0 16.9 665 5B and 6A

\lO.OOby 1.5.69 by 7.78... 1.82 H 40 35.7 31.6 76.9 59.8 22.3 17.1 700 llA and 16A

f 2.92 by 1.5.70 by 7.86... 0.90 A 24 14.4 14.1 99.1 17.4 13.9 13.8 640 2B

1 3.99 by 15.76 by 7.76... 1.00 C 37 18.1 17.4 95.2 22.2 15.5 14.7 645 5A

Expanded slag I 1 3.92 by 23.72 by 7.94... 0.84 D 37 31.5 30.7 108.4 20.5 10.2 11.1 895 6B and 12B

1 4.00by 15.80 by 7.70... 1.00 C 37 19.4 18.3 101.3 41.6 13.2 13.4 990 1.3B 6.00 by 15.78 by 7.71... 1.31 F 50 23.9 22.9 99.4 24.9 13.1 13.0 800 7B

1 6.00 by 15.71 by 7.59... 2.00 G 24 30.0 28.7 99.4 30.1 13.0 13.1 1,075 9B and lOA

f 2.98 bv 15.73 by 7.92... 0.94 A 24 15.8 15.2 97.8 31.8 13.4 13.1 935 IB

4.00 by 15.79 by 7.76... 1.29 C 24 21.4 20.8 100.4 22.5 11.6 11.6 1,090 3B

Expanded slag II 4.00 by 15.79 by 7.80. .

.

1.00 C 37 18.5 18.2 100.2 15.1 14.0 14.0 550 4A

6.00 by 15.73 by 7.70_._ 1.48 F 39 27.1 26.3 104.1 30.8 10.2 10.6 1,315 8B and 15D

I 6.00 by 15.71 by 7.69... 1.99 G 24 31.9 30.8 99.4 29.7 12.0 12.0 1,420 lOB and 15C

( 2.92 by 15.71 by 7.76... 0.93 A 24 12.5 11.8 78.7 30.1 18.1 14.3 985 lA and 2A

Expanded shale 4.00 by 15.70 by 7.66_.- 1.22 C 24 17.6 16.8 81.0 26.9 16.4 13.3 1,280 3A

5.98 by 15.70 by 7.68... 1.38 F 39 21.9 21.2 82.2 22.4 15.3 12.6 1,380 14B and 15B

( 10.00 by 15.70 by 7.72___ 1.80 H 40 3,5.4 33.2 82.6 43.9 15.2 12.6 1,395 IIB and 16B

* The designs of the units, in cutaway sections, are indicated in figure 1, page 2.

2 All tests were made in accordance with Standard Methods of Sampling and Testing Concrete Masonry Units, ASTM Designation: C 140-39.

^ The moisture contents were determined at approximately the same

time that the compressive strength tests were made. They were ex- pressed as a percentage of the total absorptions.
The time of set, consistency, and tensile

strength of the gypsum plaster were determined in accordance with Standard Methods of

Testing Gypsum and Gypsum Products, ASTM

Designation: C 26-33. The results are given in table 4. The compressive strengths of the

mortars and plasters are also given in table 4. The compressive-strength values were obtained

by testing three 2-in. cubes that were made

from each batch of mortar or plaster and aged

28 days in locations adjacent to the walls for

which they were used.

The wide range in the strength of the mortars

and plasters used for the walls is due in part to the use of different shipments of portland ce- ment and plaster which were obtained as needed

over a period of nearly 3 years. The seasonal

variation in the uncontrolled aging conditions

for the walls with which the test cubes were

stored is also reflected in their strength values.

Table 4. Tests oj mortar and plaster

Mortar'

Compressive strength'

Ib/in.i 613 855 444

691 692

928_

615,

880. 407.

812.

649- 360-

719. 887-

Plaster

Consist- ency'

49

Time

of

set'

hr1312

12

Tensile

strength, neat'

245 330

330

275

275 275

275

Mijc dry-weight

proportion

1:3

1:3

1:3

1:3

1:3

1:3

1:3

Compressive

strength, sanded'

lb/in?598

486 538

558

348

348

Test walls

in which used

lA and IB 2A and 2B 3A and UB4A 6A and 5B 6A and 6B

7A and 7B 8A and 8B

9A and 9B

lOA and lOB

llA and IIB 12A and 12B 13A and 13B 14A and 14B

15A, 15B, 150, and 15D

16A and loB

' The mortar was proportioned, by volume, of 1 part of portland cement to 1 part of hydrated lime to 6 parts of sand.

' The compressive strengths of the mortar and plaster were ob- tained from tests of three 2-in. cubes of each batch and were determined

after curing 28 days in locations adjacent to the partitions.

' The time of set, consistency, and tensile strength of the plaster were determined in accordance with Standard Methods of Testing Gypsum and Gypsum Products, ASTM Designation: C 26-33.

* Not determined.

III. Test walls

1. Construction

The construction is indicated in figures 2 and

3. All except three walls were built of 3-, 4-,

6-, or 10-in. units laid with cells vertical in com- mon bond. Walls 13 and 14 were faced with

brick that were bonded and tied with brick

header ties above every second course of concrete units. The bricks used for facing wall 13 were laid flat and those for wall 14, on the 214-

by 8-in. edge. The cavity-type wall, 12, consisted of two 4-in. walls spaced 2 in. apart and

tied together at points 24 in. apart in every

second bed joint. The ties were of 3/16-in.

steel wire bent to a 3%- by 6-in. rectangle, with

ends butted (not welded) at the center of one

short side.

2. Size

The walls were built in fireproofed test frames

of 20-in. 140-lb steel-girder beams, bolted or

riveted at the corners, and having openings for

test specimens 16 ft long and 8 to 11 ft high.

They were built in two sections, each being 8 ft long and bonded together along the vertical center line except where it was desired to load

each section independently. With the exception

WALLS 1.2 WALLS 3,4,5,6

WALLS 7,8,9,10,15 WALLS 11,16 Figure 2. Construction used in 3-, 6- and 10-in. test walls.

5
Figure 3. Construction of cavity-type and of brick- faced test walls.

of wall 4, the two sections of each wall were

built of units of the same or similar design but

made with diflferent kinds of lightweight aggregate. Section B of wall 4 was built of units

with sand and gravel aggregate and is not considered in this report.

3. Restraint and Loading

The nonload-bearing walls were built solidly

within the frames to give a condition of re- straint representative of that at the borders of

partitions in buildings. The load-bearing walls were built in frames equipped with hydraulic

jacks, figure 4, so that loads could be applied

throughout the fire-endurance tests. They were

centered on 8-ft loading beams resting on

the pistons of the hydraulic jacks. They were

bedded with mortar against the frames at the

top but not at the ends. Openings approximately 1 in. wide were left between the ends of

the walls and the frames. Similar openings

were left between the two sections of wall 4 and

of the cavity-type wall, 12. These openings were filled with loosely packed mineral wool,

and the two sections of walls 4 and 12 were

loaded independently during the fire-endurance

tests.

4. Workmanship

The walls were built and plastered by skilled

craftsmen working under contract. The workmanship was representative of local commercial

jobs.

Full horizontal mortar beds were obtained

for the 3- and 4-in. walls. Only the face shells of the blocks in the 6- and 10-in. walls were

bedded. The vertical mortar joints were formed

with mortar applied to the outside edges of the

units before shoving them into place. No at- tempt was made to point the joints in the walls

that were to be plastered. However, the walls

that were to be tested without plaster finish were carefully pointed.

5. Wall Finish

Some of the walls were finished with 1 :

gypsum plaster on one or both sides. The

plaster was applied a few days after the walls were built. Its total thickness was 14 in- A

white-coat finish was not used. Instead, both

the scratch and brown coats were applied the

same day and given a float-finish. Wood baseboards were used on both sides of all of the

plastered walls. They were attached by nailing into wood plugs set in the joints of the

masonry.

6. Storing and Aging

After the mortar and plaster had taken its initial set, the frames containing the walls were moved to storage tracks for seasoning. Some

of the plastered walls were covered with wet

burlap for a few days in order to prevent ex- cessive drying until after the plaster had set. All of the walls, except one, were aged for 28 to 40 days before being tested. That one, wall 16,

being of units that had aged for a long time, was tested 14 days after it was built. The approximate moisture contents of the walls were

taken as the same as those of unplastered control units like those used in the walls and sea- soned with them. These values were found by

determining the loss in drying the control units

to constant weight at 220° F. They are given,

in pounds per cubic foot of concrete material,

in table 5 to indicate the condition of the walls

at the time of test.

6
Figure 4. Cavity-type load-bearing wall, 12, prepared for fire-endurance test. The section of the wall in the foreground was of expanded-slag 1 concrete units, and that, in the back- ground, of cinder concrete units. The test frame, the hydraulic jacks for loading the wall, and the asbestos pads for protecting the thermocouples are shown

IV. Method of Testing and Equipment

The tests were conducted in accordance with

the Standard Methods of Fire Tests of Building

Construction and Materials of the American

Standard Association, ASA No.: A2-1934,

(ASTM Designation: C 19-33).

1. Wall-Testing Furnace

The tests were made in a furnace built of

reinforced concrete and lined with firebrick to form a combustion chamber 21/) ft deep and

16 ft long. The combustion chamber extended

6 ft below the burners in order to provide room

for debris that might fall from the test wall

and obstruct them. The details of the construction of the furnace are shown in figure 5. The walls were exposed on one side to furnace

fires that were controlled to have average temperatures of approximately

1,000° Fat 5min

1,300° F at 10 min

1,550 °F at 30 min

1,700° Fat 1 hr

1,850° Fat 2hr

2.000° Fat 4hr

2,300 ° F at 8 hr or more.

The test fire was produced by 92 gas burners

(B, fig. 5) that were controlled with 34-in. gas

cocks, K, on each burner and also with one

large valve, L, on the main gas supply. The

7
SECTION LONGITUDINAL SECTION HALF ELECTION

Figure 5. Wall-testiyig furnace.

a,,xnt'rv^"-,T''fr,w!"'V' ''"'""r,^; C thermocouple protection tubes; D, pit for debris; E, mica-glazed observation windows; F. L ^frontrnl v^vI-'m 'l,^^

outlets and dampers; H firebrick iurnace-lining; I, reinforced-concrete furnace shell; K, gas cocks; P hvd?^n ,> loi^rtTn; T:;^^^^^^ upper observation windows; N, movable fire-proofed test frame; O, loading beams

^^sed surface of teft aU

l°ad-bearmg test wall; R, nonbearing test partition; T, asbestos pads covering thermocouples on unex8
burners were of the induction type with venturi

mixing tubes, part of the air for combustion

being drawn in around the gas jet. Additional

air was supplied to the combustion chamber

through six 4-in. diameter inlets, F. The natural flow through these inlets was accelerated

by means of jets of compressed air. The fire exposure was continued in each test

until one of the following criteria that limit the

fire resistance was obtained: (a) Fire damage

sufficient to allow the passage of flame or gas

hot enough to ignite cotton waste, (b) fail- ure under the applied load, or (c) the transmission of heat through the wall sufficient to raise

the average temperature on its unexposed sur- face 250 deg or 325 deg F at any thermocouple

location.

2. Temperatures

The temperatures of the furnace, on the un- exposed side of the walls, and in the cells of some of the walls were measured at 5- to 10-

min intervals during the fire tests. The temperatures in the furnace were measured with

nine 18-gage chromel-alumel thermocouples, C,

figure 5. The thermocouples and their leads,

which were within porcelain insulators, were

protected by %-m. wrought-iron pipes that were sealed at one end and symmetrically distributed in the furnace chamber.

The temperatures of the unexposed surface

of the walls were measured with 22-gage

chromel-alumel thermocouples, the leads of

which were insulated with asbestos sleeving,

except for a short length near the junctions.

They were coiled under flexible, oven-dry,

felted-asbestos pads, 6 in. square and 0.4 in. thick, held firmly against the partition. Extra

thermocouples and a supply of dry cotton waste were provided for use over cracks or other

places on the surface of the walls where high

temperatures developed. The arrangement of

the thermocouples on the surface of a wall is shown in figures 4 and 7. The leads from all of the thermocouples were

assembled in an insulated junction box, from

which a compensating thermocouple was con- nected to a cold junction maintained at the temperature of melting ice. The ends of the alumel

and chromel lead wires in the insulated junction box were connected to the copper wires of

a lead-sheathed cable leading to selector

switches in the instrument room. These

switches were connected to portable potentiometers for measuring the electromotive force of

the thermocouples. The readings of the potentials were subsequently converted to temperatures.

3. Deflections

The deflections were measured during the

tests at nine locations on the unexposed surface

of the walls. They were obtained by measuring

from the surface of the wall to weighted wires

fastened to the top of the test frame and ex- tending downward in front of and a few inches

from the test wall. One of the wires was opposite the vertical center line of the test specimen

and one opposite the quarter points on each

side of the center line.

4. Hose Stream

Fire-test walls that withstand a fire-endur- ance test of 1 hr or more are required to be

subjected to a hose-stream test. This test is ordinarily made by subjecting a duplicate wall

to a fire exposure of a duration equal to half of

the desired fire-resistance rating but not for

more than 1 hr. It is permissible, however, to apply the hose stream to the fire-endurance

test walls immediately after their test. This

optional method was used for the present tests. The water for the hose-stream tests was delivered through a 21/2-in. cotton, rubber-lined, fire hose and discharged through a National Standard Playpipe equipped with a IVa-in. discharge

tip. The water was discharged against the wall

from a position at 19 ft (20 less 1 ft for its upward inclination) in front of the fire exposed

side and at pressures of 30 to 45 lb/in-. The

water pressures were controlled by the adjustment of a valve in the supply line. They were measured by means of a gage connected to the

base of the playpipe. The hose stream was

applied at 30 lb/in.- for 1 min for each 100 ft^ of exposed area for all walls that had a fire en- durance of 1 to IV2 hr; for II/2 rnin, for walls

having a fire endurance of II/2 to 2 hr; for 2I/2 min, for walls having a fire endurance of 2 to 4 hr; and at 45 lb/in.- for 5 min, for walls

having a fire endurance of over 4 hr.

V. Results

The results of the fire-endurance and hosestream tests are given in table 5 and in the logs of

the individual tests.

9
I

1

I

i:>NNi,

E

ggggggggSS gggggggggggg gg

SSI§igis2s -^ssSiSllsss S§

III

2s s:^

I : :

§^-§' -s-sl-s-s-s^-s-g.^ 444414 i4i444

J1

6 =

SSSS^SS^S^ §S

111

1^

IPS

CO OO GO 00 00 00 CO CO CO CO CO CO CO CO od 00 00 CO CO 00 CO CO 00 00 00 CO 00 00 CO Oo' CO CO CO

Jw jj ^sdJ

llllllll III iliiiiiilii li (Hi ill

~S44444444 444444ss

: i ; 1

1444 44

oooooooo

li

s^K

^ ^

III

1

1 i

^ o

li I

10
1. Log of Tests

The log of tests gives the description of the

walls, the important observations that were made during each test, the duration of the

tests, the factors which determined the fire endurance of each wall, and the results of the

hose-stream tests. Reference is made to figure

6 showing the deflections, toward (-f) and

away ( —) from the fire, at the center of the

walls ; to figures 7 to 9 showing the condition

of some of the walls after test, and to figures

10 to 18 giving the temperatures of the furnace

and the test wall.

Test 1.—Three-inch nonbearing plastered partition; expanded-shale concrete units, 24 percent of cell area, in section A ; and expanded

slag II concrete units, 24 percent cell area, in

section B. The first eff'ects of the fire exposure were noted at 12 min when dull cracking sounds were heard. At 25 min, wet spots began to show in the plaster on the unexposed

side of the wall, as indicated in figure 7. Fine diagonal

cracks appeared across the lower corners of the unexposed surface at 1 hr 6 min. No further changes in the appearance of either side of the partition were observable when the gas was turned off at 2 hr 11 min.

The fire endurance of section A was limited by a temperature rise of 325 deg F at one place on the unexposed surface at 2 hr 2 min; and of section B, in the same manner, at 2 hr 8 min. The deflection and temperature curves are given in figures 6 and 10. The partition was subjected to the hose stream at a

pressure of 30 lb/in.-' for 21/2 min for each 100 ft- of exposed area. The exposed-side plaster was washed

away, but the partition met the requirements of the test. Test 2.—Three-inch nonbearing plastered

partition; expanded-shale concrete units, 24

percent of cell area, in section A ; and expanded

slag I concrete units, 24 percent cell area, in

section B. The early effects of the fire exposure, noted at 5 and

7 min, consisted of dull cracking sounds and the appearance of fine cracks across the corners of the unexposed

side. Steam was observed at these cracks at 14 min. At

48 min, vertical cracks near the ends of the partition,

and a long horizontal crack near the top, were noted. No further fire effects were noted when the gas was

turned off at 2 hr 13 min.

The fire endurance of section A was limited by an

average temperature rise of 250 deg F on the unexposed surface at 1 hr 54 min: and of section B in the same manner at 2 hr 8 min. The deflection and temperature curves are given in figures 6 and 10. The partition was subjected to the hose stream at a pressure of 30 lb/in.2, for 21/2 min for each 100 ft2 of exposed area. The exposed-side plaster was washed

away, but the partition met the requirements of the test. Test 3.—Four-inch nonbearing partition plastered on the exposed side; expanded-shale concrete units, 24 percent of cell area, in section A

and expanded slag II concrete units, 24 percent

of cell area, in section B. The first effects, noted at 9 min, were fine vertical cracks near the middle of the unexposed side and in a

horizontal mortar joint at the midheight of section B. Cracks in two other horizontal mortar joints were ob- served at 1 hr 35 min. Some of the mortar joints in both sections of the partition showed wet spots at I2V2 min. Soon after this, steam issued from some of the

cracks. This steaming had ceased at 1 hr 40 min. No

further fire effects were noted on either side of the

partition when the gas was turned off at 2 hr 47 min.

The fire endurance of the partition was limited by an

average temperature rise of 250 deg F at 2 hr 42 min

for section A; and for section B, at 2 hr 24 min. The

deflection and temperature curves are given in figures

6 and 10. The partition was subjected to the hose stream at a pressure of 30 lb/in. 2, for 21/2 min for each 100 ft- of exposed area and met the requirements of the test. Test 4.—Four-inch nonbearing partition plastered on the exposed side ; expanded-slag II concrete units, 37 percent of cell area, in section A.

(Section B was of gravel concrete units and is not included in this report.)

Neither wet spots on the unexposed surface nor steam appeared during the fire exposure, nor did the appearance of the exposed plaster change. The gas was turned off at 1 hr 55 min.

The fire endurance of this partition was limited by

an average temperature rise of 250 deg F on the un- exposed surface at 1 hr 30 min. The deflection and

temperature curves are given in figures 6 and 11. The partition was subjected to the hose stream at a pressure of 30 lb/in.2 for 1^/2 min for each 100 ft2 of exposed area and met the requirements of the test. Test 5.—Four-inch nonbearing unplastered

partition; expanded-slag I concrete units, 37

percent of cell area, in section A ; and pumice

concrete units, 37 percent of cell area, in sec- tion B.

Cracking sounds, first heard at 1 min after the be- ginning of the fire exposure, continued intermittently

throughout the test. At 15 min, wet spots began to ap- pear on the unexposed side of section B of the partition. Neai'ly all of these had disappeared at 2 hr. The

gas was turned off at 2 hr 12 min.

The fire endurance of section A was limited by a temperature rise of 325 deg F at one place on the un- exposed surface at 1 hr 36 min; and of section B, in the same manner, at 2 hr 3 min. The deflection and

temperature curves are given in figures 6 and 11. The partition was subjected to the hose stream at a

a pressure of 30 lb/in.2, for 2V2 min for each 100 ft^ of exposed area and met the requirements of the test. Test 6.—Four-inch nonbearing unplastered

partition ; pumice concrete units, 37 percent of

cell area, in section A; and expanded-slag I concrete units, 37 percent of cell area, in sec- tion B. Wet spots were noted at a number of places on the unexposed surface at I2V2 min. At 30 min, a considerable amount of steam was coming from section A and

a smaller amount, from section B. At 1 hr 15 min, the steaming had ceased. Diagonal cracks across the cor- ners of the unexposed surface were noted at 21 and

30 min. The gas was turned off at 1 hr 30 min.

The fire endurance of the partition was limited by

an average temperature rise of 250 deg F at 1 hr 16 min for section A; and at 1 hr 9 min for section B. The deflection and the temperature curves are given

in figures 6 and 11. This partition was not subjected to the hose-stream

test.Test 7.—Six-inch nonbearing partition ; cinder concrete units, 50 percent of cell area, in section A, plastered on both sides ; and ex- panded-slag I concrete units, 50 percent of cell

11
area, in section B, piasierea only on the exposed

side.

The fire effects consisted of wet spots and steam,

first noticed lor section B at 16 min, and, for section A

at 30 min. The steaming had stopped at 1 hr 18 min

and nearly all of the wet spots had disappeared at 1 hr

55 min. Other fire effects consisted of a horizontal

crack in the unexposed plaster, near the top of sec- tion A, at 1 hr 15 min. The gas was turned off at 2 hr

30 min.

The fire endurance of section A was limited by a maximum temperature rise of 325 deg F at one point on the unexposed surface at 2 hr 6 min; and of section B, by an average temperature rise of 250 deg F at 2 hr 28 min. The deflection and temperature curves are given in figures 6 and 12. The partition was subjected to the hose stream at a

pressure of 30 lb/in.-, for 2% min for each 100 ft^ of exposed area and met the requirements of the test. Test 8.—Six-inch nonbearing partition plastered only on the exposed side; cinder concrete

units, 39 percent of cell area, in section A ; and

expanded-slag II concrete units, 39 percent of

cell area, in section B.

The fire effects consisted of wet spots on the unexposed surface of section A, which appeared at 32 min

and disappeared at approximately 2 hr. The gas was

turned off at 3 Yly. The fii'e endurance of section A was limited by an

average temperature rise of 250 deg F on the unexposed surface at 2 hr 12 min; and of section B, in the same manner, at 2 hr 54 min. The deflection and temperature curves are given in figures 6 and 12. The partition was subjected to the hose stream at a pressure of 30 lb/in.2, for 2% min for each 100 ft^ of exposed area. The water washed away the plaster and some of the vertical mortar joints, figure 8. As water

did not pass through the partition, it met the require- ments of the test. Test 9.—Six-inch nonbearing unplastered

partition; cinder concrete units, 39 percent of

cell area, in section A ; and expanded-slag I concrete units, 24 percent of cell area, in section B. The effects of the fire exposure were confined to steam and the formation of wet spots on the unexposed

surface. At 30 min, wet spots were appearing at a number of places. They predominated on section B. The gas was turned off at 3 hr 30 min.

The fire endurance of section A was limited by an

average temperature rise of 250 deg F on the unexposed surface at 1 hr 36 min; and of section B, in the same manner, at 3 hr 20 min. The deflection and temperature curves are given in figures 6 and 13. This partition was not subjected to the hose-stream

test.Test 10.—Six-inch unplastered bearing wall;

175-lb/in.- load; expanded-slag I concrete

units, 24 percent of cell area, in section A ; and

expanded-slag II concrete units, 24 percent of

cell area, in section B. A number of fine vertical cracks extending nearly

the full height of the wall formed in the unexposed

surface. The first two of the cracks appeared at 7 and

10 min. Steam began to issue from the wall at 25 min

and caused wet spots which first appeared on the un- exposed surface at 42 V2 min. After 3 hr, the wall sur- face began to dry and the wet spots disappeared. The

ga"? was turned off at 4 hr 4 min.

The fire endurance of the wall was limited by a temperature rise of 325 deg F at one place on the unex- posed surface, at 3 hr 54 min, for section A; and at

3 hr 55 min, for section B. The deflection and temperature curves are given in figures 6 and 13. The partition was subjected to the hose stream at a

pressure of 45 lb/in.-, for 5 min for each 100 ft- of ex- posed area and met the requirements of the test. Test 11.—Ten-inch unplastered bearing wall;

70 Ib/in.^ load; pumice concrete units, 40 percent of cell area, in section A; and expandedshale concrete units, 40 percent of cell area, in

section B.

During the first 10 min, a number of cracking sounds were heard. A number of fine vertical cracks, some

extending from the top to the bottom of the wall, ap- peared in section A of the wall during the first part of the test. The first of these cracks was observed at 12 min. These cracks widened as the test progressed, with

one of them opening to Vg m. at 1 hr 30 min. The first wet spots appeared on section A at 40 min, and on

section B at 51 min. At 1 hr 30 min, nearly all of the unexposed surface of section A was wet. At 2 hr 15 min, cotton waste was put over one of the larger cracks

in section A. It soon became wet from the condensation of steam. However, at 4 hr 55 min, the wet waste was replaced with dry waste. At 5 hr 20 min, the waste

ignited. The fire exposure was continued for 6 hr 22 min. At that time a 2%-in. outward deflection, at the middle of section A, made it unsafe to continue the

test.The fire endurance of section A was limited by the

ignition of cotton waste over a crack in the unexposed

surface, at 5 hr 20 min; and that of section B, by an

average temperature rise of 250 deg F on the unexposed surface, at 4 hr 42 min. The deflection and temperature curves are given in figures 6 and 14. This wall was not subjected to a hose-stream test. Test 12.—Ten-inch unplastered cavity-type

bearing wall made up of two 4-in. walls, spaced

2 in. apart, tied together with metal ties;

80-lb/in.2 load; cinder concrete units, 37 percent of cell area, in section A; and expandedslag I concrete units, 37 percent of cell area, in

section B.

At 46 min, a fine vertical crack extending from the

top to the bottom of section B was observed. Steam

issued from the edge of the wall at 26 min. Wet spots

first appeared at 46 min on the unexposed surface of section B and began to disappear at 3 hr. They did not form on section A. When the gas was turned off at 5 hr 15 min, there were no visible cracks or other

effects of the fire on the exposed surface. The fire endurance of the wall was limited by an

average temperature rise of 250 deg F on the unexposed surface at 3 hr 45 min for section A; and at 4 hr 43 min, for section B. The deflection and temperature curves are given in figures 6 and 15. The wall was subjected to the hose stream at a pressure of 45 lb/in.- for each 100 sq ft of exposed

area. After 4% min of water application, section A

collapsed. This section should have withstood the hose stream for 4 min at a pressure of 30 lb/in.- to have

met the requirements of the test. Section B, with a

fire endurance of 4 hr 43 min, was required to withstand the hose stream, at a pressure of 45 lb/in.-, for

8 min.

Test 13.—Eight-inch plastered bearing wall

veneered with brick laid on side ; SO-lb/in.^

load; cinder concrete units, 37 percent of cell area, in section A ; and expanded-slag I concrete

units, 37 percent of cell area, in section B. At 45 min, steam was issuing from the borders of the walls and wet spots were appearing on some of

12
the unexposed side mortar joints. At 1 hr 45 min, a

small area of the exposed plaster was loose and had

curled out slightly. Cracking sounds, which were believed to be from the breaking of the brick header ties, were heard between 2 hr and 2 hr 30 min. There was

no further change in the appearance of the wall when

the gas was turned ofi at 7 hr 7 min.

The fire endurance of the wall was limited by an

average temperature rise of 250 deg F on the unexposed surface at 6 hr 26 min for section A; and at 7 hr 3 min, for section B. The deflection and temperature curves are given in figures 6 and 16. This wall was not subjected to the hose-stream test. Test 14. — Eight and one-half-inch unplastered bearing wall, veneered with brick on

edge; 80-lb/in.- load; cinder concrete units, 39

percent of cell area, in section A ; and ex- panded-shale concrete units, 39 percent of cell area, in section B. At 50 min, steam was issuing from the top of the

wall, and at 1 hr 5 min, wet spots appeared on the unexposed side mortar joints. These began to disappear

at 2 hr 10 min. There was no further change in the appearance of the wall up to 5 hr 35 min when the gas was turned off. The fire endurance of the wall was limited by an

average temperature rise of 250 deg F on the unexposed surface at 4 hr 54 min for section A; and at 5 hr 26 min, for section B. The deflection and temperature curves are given in figures 6 and 17. The wall was subjected to the hose stream at a

pressure of 45 lb/in.2 for 4 min for each 100 ft2 of exposed area. The water washed out nearly all of the

vertical mortar joints and pitted the surface of the cinder concrete blocks (fig. 9). After the wall cooled

it was loaded to 160 Ib/in.^ without showing further

damage. The wall met the requirements of the hose- stream test.

Test 15.—Six-inch nonbearing unplastered

wall; cinder concrete units, 39 percent of cell area, in section A; expanded-shale concrete

units, 39 percent of cell area, in section B; ex- panded-slag II concrete units, 24 percent of cell area, in section C; and expanded-slag II concrete units, 39 percent of cell area, in section D.

Cracking sounds were heard at frequent intervals during the test. Steam issued from the borders and

unexposed surface of the wall from 20 min to 1 hr 45 min. A diagonal crack, across one of the lower comers

of the wall and following tne mortar joints, was ob- served at 32 min. There had been no further change

in the appearance of the wall when the gas was turned

off at 3 hr 32 min.

The fire endurance of the wall was limited by an

average temperature rise of 250 deg F at 1 hr 37 min

for section A; at 1 hr 54 min for section B; at 3 hr

29 min for section C ; and at 2 hr 25 min for section D. The defiection and temperature curves are given in figures 6 and 18. This wall was not subjected to the hose-stream test. Test 16.—Ten-inch nonbearing unplastered

wall; pumice concrete units, 40 percent of cell area, in section A ; and expanded-shale concrete

units, 40 percent of cell area, in section B.

At 30 min, a small amount of steam was issuing

from the borders of the wall. At 1 hr 50 min, a vertical crack, extending from top to bottom, was formed

at the midlength of the wall. At 3 hr 5 min cracking

sounds were heard but no cracks were visible. There

had been no further change in the appearance of the

wall when the gas was turned oS at 5 hr. The fire endurance of the wall was limited by an

average temperature rise of 250 deg F at 4 hr 33 min

for section A; and at 4 hr 19 min for section B. This wall was not subjected to the hose-stream test.

VI. Discussion of Results

The fire endurance of all but one of the walls

of this series was determined by the limiting

temperature rise on the unexposed surface.

For that one, it was determined by the ignition

of waste at a crack in the unexposed surface.

Damage to the construction as a whole or to

its several constituent parts, is not taken as a

criterion of the performance in the fire-endur- ance test. However, observations of such damage were made. Some of the exposed shells were loosened by the cracking of the transverse

webs, but none of them fell during the fire- endurance tests. A number of the units, particularly in the bearing walls, were cracked

through both the exposed and unexposed shells and broke into two parts as they were removed

from the wall. The fire exposures, particularly

those of the longer durations, weakened the

cement binder in the blocks and mortar, and

caused minor and variable disintegration.

There was no noticeable fusion on the surface

of any of the walls.

1. Effect of Wall Thickness

When the moisture content, the kind of aggregate, and other conditions are the same in

two or more walls, the fire resistance of solid

walls has been found to be nearly proportional

to the 1.7 power of the wall thickness.^ For

walls of hollow units of similar design the relation holds approximately for the "effective

thickness," which is obtained by multiplying

the over-all thickness of the wall by the percentage of solid material in the units. A comparison showing the above relation can be had

between the test results with section B of 4-in. wall 6 and that of section B of 6-in. wall 9. Both were of units made with expanded-slag

aggregate I. The effective thickness for the

former was 2.5 in. and for the latter, 4.6 in., and

the respective fire endurance, 1 hr 9 min and

3 hr 20 min, which conforms closely with the

theoretical relation. A second comparison can

be had from the test results of the two sections

of wall 15, both of 6-in. units made with ex- panded-slag aggregate II but differing in cell area. With respective effective thicknesses of

4.56 and 3.66 in., the fire-resistance values were

3 hr 29 min and 2 hr 25 min. A third comparison can be had with section B of 4-in. wall

6, and section B of the cavity-type wall, 12,

1 National Bureau of Standards BMS92, "Fire Resistance Classifica- tions of Building Constructions," Appendix B.

13
which consisted of two 4-in. wythes of the same

type of unit. The calculated fire endurance of

the latter, based on the test results of the former, was 4 hr 40 min. The fire endurance obtained in the test was only 3 min greater than

the calculated value.

2. Effect of Type of Aggregate

There was little diff'erence in the test results

that could be attributed to difi'erences between

expanded-slag I units and expanded-slag II units, as shown by section B of walls 1 and 2, and by section B of walls 7 and 8. There was

some difference in the performance of walls

made of units of expanded slag, expanded clay,

and pumice, but it may have been due to inci- dental variations. However, the limiting temperature rise on the unexposed-side surface of

walls of cinder concrete units was reached earlier than with walls of pumice, expanded-slag,

or expanded-shale concrete units. The limit

for a 6-in. wall of cinder concrete units, plastered on the exposed side, was reached in 2 hr

12 min, and for a similar wall of expanded-slag

units, in 2 hr 54 min, (wall 8). For an unplastered 6-in. wall of cinder concrete units, it was

reached in 1 hr 37 min; for one of the ex- panded-shale concrete units, in 1 hr 54 min;

and for one of expanded-slag concrete units, in

2 hr 25 min, (wall 15). For a 10-in. unplastered cavity-type wall, 12, the limiting temperature rise was reached in 3 hr 45 min, for the

section built of cinder concrete units, and in 4

hr 43 min for the section built of expandedslag units.

3. Effect of Moisture Content

Consideration should be given to the moisture content of the test specimens when evaluating the results of fire tests. All of the lightweight aggregates are moisture retentive, particularly so for those having very small pores

like those in pumice aggregate. Units made

with such aggregates require prolonged drying in a heated building before they attain con- stant weight.

The effect of moisture in walls of pumice

concrete units is shown by the results of tests of section A of walls 11 and 16, both of which

were 10 in. thick and not plastered. The moisture in the units of the first wall at the time of

the test was 11.8 Ib/ft^ and the average temperature rise on the unexposed surface was

160 deg F when the test was stopped at 6 hr 22

min. The moisture in the units of the second

wall was 6.3 Ib/ft'^ and an average temperature rise of 250 deg F was reached at 4 hr 33

min. The difference in test results, due to differ- ences in moisture content of expanded-shale concrete units, is indicated for sections B of walls

11 and 16, and for expanded-slag concrete units

by section B of wall 10 and section C of wall 15. The higher moisture content consistently increased the time required for attaining the limiting temperature rise on the unexposed sur- ^ face.

' The aggregates used in the units for the [ walls tested in the present series were more re- tentive of moisture than most materials used in

j building constructions. The specimens that

j were tested after the normal seasoning period

of 30 to 90 days gave results that were rela- | tively higher than would be obtained for otherwise comparable constructions built of less !| moisture retentive materials. The moisture ' contents of the specimens that were seasoned i 250 to 500 days were lower than usual for fire-

| test specimens, and consequently, the fire-en- , durance values obtained in the tests were lower

' than would be generally obtained. Fire-endur- • ance values from walls seasoned for periods ^ intermediate to the above might be more apJ plicable in making comparisons with estab- ^ lished values for other materials.

4. Effect of Combustible Framed-in Members , When combustible members are framed into jj a bearing wall, the fire resistance is limited by

an average temperature rise of 325 deg F at po- I sitions 31/2 to 4 in. from the surface into which

the combustible members are framed. Hence,

the time at which the above-mentioned limiting \ temperature was reached between the two

wythes of the cavity-type wall, 12, determined

the resistance to be used when combustible

members are framed into the wall. These times were 1 hr 30 min for section A of cinder concrete units, and 1 hr 54 min for section B of 1 expanded-slag I concrete units. Temperature

measurements for the determination of the fire resistance of the walls with combustible \ framed-in members were not made in the other k bearing walls of this series. However, the re- 1 suits of a large number of other fire tests have ; indicated that the fire resistance of 8-in. bear- j ing walls with combustible framing set in c 4 in. from the unexposed side and embedded on ] at least three sides in solid masonry or incombustible material will be about two-fifths of ( that for the same walls with incombustible or no I framing members bedded in them.^ [ 5. Effect of Loading '

All of the bearing walls sustained the applied \ working loads during the fire exposures, al-

^ though subject to qualification in the case of' section A of wall 11 of pumice concrete blocks. , The fire exposure of this wall was continued to

j 6 hr 20 min, even though the fire endurance

^ was limited by ignition of waste at 5 hr 20 min.

The curves given in figure 6 indicate a considerably greater outward deflection for section A i of wall 11 of pumice concrete units than for

section B of expanded-shale concrete units. In-

- National Bureau of Standards BMS92, "Fire Resistance Classifica- tions of Building Constructions," page 27.

14
asmuch as the two sections were bonded to- gether, the deflection indicated for the former

was, without doubt, less than would have been

obtained if it had been tested as an independent

wall. It is probable, however, that load failure

of a separate wall of the pumice concrete units

would not have occurred before 5 hr 20 min of

fire exposure, since, at that time, the deflection

of the wall, as bonded with the other section of

expanded-shale concrete units, was only 1% in.

6. Resistance to the Hose Stream

Ten of the test walls were subjected to the

hose-stream tests at the end of the fire-endur- ance tests. Three of the remaining walls, 6, 9, and 15, were of the same kind of units as in

other walls that had been subjected to both the

fire-endurance and hose-stream tests. A hosestream test of the brick-faced wall 13 was not

considered necessary, since brick-faced wall 14,

with the bricks set on edge, easily met the

requirements of such a test. The 10-in. walls, 11 and 16, were not subjected to the hose-stream test, but considering

the performance in the tests of unplastered

4-in. wall 5, and of 6-in. wall 10, after a 4-hr

fire exposure, it can be assumed that these

10-in. walls would have withstood easily the

hose stream after 1 hr of fire exposure. This

is the requirement of the test specifications

when a duplicate wall is used.

For wall 10, the load was not applied after

the hose-stream test, which was conducted at the end of the fire-endurance test. It appears

probable, considering the low deflection of the

wall, that the load would have been sustained

subsequent to a hose-stream test conducted

after a 1-hr fire exposure.

The cinder concrete unit section. A, of the

10-in. cavity-type wall, 12, collapsed after 41/2

min of water application at 45-lb/in.- pressure

following 51/4 hr of fire exposure. A part of the

exposed wythe of the expanded-slag I concrete

unit, section B, collapsed after 4% min of hosestream application. Section A of this wafl, having given a fire endurance of 3 hr 45 min, was

required to withstand the hose stream at 30-

Ib/in.- pressure for 4 min. It more than met

the requirements. Section B, having given a fire endurance of 4 hr 43 min, was required to withstand the hose stream at 45-lb/in.- pressure for

8 min after a fire exposure of 1 hr. Its condition

after 1 hr of the fire-endurance test was suffi- ciently good in comparison to what it was after

514, hr of fire exposure, to indicate that a dupli- cate wall after 1 hr of fire exposure would have

met the hose-stream requirements.

VII. Summary

The fire-resistance values of the constructions in the present series are given in Table 6, grouped according to aggregates. The agreement in values for the walls of comparable constructions was close. The results differed by

only 1 min for two walls of 6-in. cinder concrete

units and also for two 6-in. bearing walls of

units made with expanded-slag aggregates. The

difference for two 3-in. plastered walls of units

of expanded-shale aggregate was 8 min. This

difference may have been due in part to the

small difference in moisture content of the two

walls.

Three-inch and four-inch plastered walls of

units having 24 percent cell area and made with

expanded-slag or expanded-shale aggregate

gave fire-resistance values ranging from 1 hr

54 min to 2 hr 8 min. Four-inch unplastered

walls of units having 37 percent cell area and

made with the same general type of aggregate

gave values ranging from 1 hr 9 min to 1 hr

30 min. Six-inch unplastered walls of units having 24 percent cell area gave values ranging

from 3 hr 20 min to 3 hr 55 min, and a 10-in.

unplastered wall of units having 37 percent cell area, gave a fire resistance of 4 hr 43 min.

A 10-in. cavity-type unplastered wall with a

2-in. air space between two 4-in. wythes built

of units having 37 percent of cell area and made

with cinder aggregate, had a fire endurance of

3 hr 45 min ; a similar wall of units having 37

percent of cell area and made with expandedslag I aggregate had a fire resistance of 4 hr

43 min. An 8-in. plastered wall faced with 4 in. of brick and backed with 4-in. slag-concrete

units having 37 percent of cell area had a fire resistance of 7 hr 3 min.

The fire resistance of walls of the same type

of units and kind of aggregates increases in

proportion to the 1.7 power of the thickness of

solid material through the wall.

The fire-resistance values of walls made of

units with pumice aggregates were approximately the same as for similar walls made with

expanded-slag or burned-shale aggregates,

where the moisture content at the time of test was comparable. Walls of units with cinder aggregates, however, gave somewhat lower values

than comparable walls of units of other aggregates, the differences being from 1/2 to 1 hr.

Walls of units made with lightweight aggi'egates and tested after normal seasoning periods

of 1 to 3 months gave fire-resistance values

greater than those of comparable constructions

of materials that do not retain moisture as tenaciously as the lightweight aggregates.

Plaster on one or both sides did not increase

15

I
Table 6. Fire resistance of walls of lightweight-aggregate concrete masonry units

Nominal

thickness Aggregate

in.

6. - m .-..do

10 do

4 _--.do

6 do

6 .--do

68 do

10' do

3 Expanded slag II 4... do

4 -.-do

6 do -- 6 do

6 ---do -

, , ,

, 3 .- —-do

4 —-do6.. - .—do

m -...do

10 ....do 10... ....do..

Cell area

Percent

Wall finish Restraint or load Fire resistance Test wall during fire test of wall No.

(on gross area) On fire-exposed side On unexposed side

lb/in.'' M

Restrained Plaster! Plaster' 2 06 7A

do None 1 236 9A

do 1 237 ISA

do Plaster'- - ..._do 2 12 8A

80 Brick, flat 6 26 13A

80 None Brick on edge 4 54 14A

80 None - 3 45 12A

Restrained None None 1 54 5B

do - do do 1 216 6A

70 _ - -do - -do 5 20 llA

4 233 16A

Restrained Plaster' .- Plaster' 2 08 2B

1 27 5A

do -_ An An 1 ^09 6B

-- -do Plaster'-- - -- do - 2 28 7R

175 do--- 3 54 lOA

Restrained do do 3 220 9B

80 Plaster' - - Brick, flat' - 7 03 13B

80 None -- None 4 43 12B

Restrained— Plaster' Plaster'- - 2 08 IB

do do None.- 2 24 3B

do do do 1 30 4A

do-_ - 2 54 8B

do -- - oii 225 15D

175 _ 3 55 lOB

3 229 15C

Plaster' Plaster' 2 02 lA —-do.... -...do 1 64 2A

_.-.do - - - .-.do None 2 42 3A —-do— ....do.... 1 254 15B

80 - ....do.... Brick on edge 5 26 14B

70 — ....do 4 42 IIB

..._do - ....do 4 no 16B

^ The plaster consisted of 1 part of fibered gypsum to 3 parts of sand by volume and was applied to a total thickness of Yi in.

^ Tests were made after extended aging of units.

' These walls were of the cavity type and consisted of two 4-in. wythes spaced 2 in. apart.

the fire resistance of constructions in this series

to the extent to be expected from the increase

in over-all wall thickness. This was apparently

due to the relatively high fire resistance of the

concrete of which the units were made, a given

thickness of solid wall material being more ef- fective in increasing the fire resistance than an

equal thickness of sanded gypsum plaster.

Acknowledgment is made to the National

Concrete Masonry Association, represented by

P. M. Woodworth, for manufacturing and supplying the lightweight-aggregate concrete units

and for constructing most of the test walls.

16
OI20I20I234 TIME IN HOURS

2

0

12 B

I2A

"9B f

/I5 012340'9A

TIME IN HOURS 12345

0

2

I4B

^13 —=»- -I4B

-14

/I3

14A

-IIA

-II

-IIB

^0 1 23456789 10 TIME IN HOURS Figure 6. Defections of lightweight-aggregate concrete masonry test walls. The curves without section designations, A or B, represent values

obtained at the center of the combined wall. Positive ( +) values

represent deflections toward the fire.

17
Figure 7. Unexposed side of nonbearing partition, 1, after 1 hr 12 min of fire exposure on the opposite side. The dark spots were caused by condensation of steam in the plaster.

Figure 8. Exposed side of 6-in. nonbearing partition, 8, after fire and hose-stream tests. Cinder aggregates were used in the dark-colored and expanded-slag II aggregates for the light-colored units.
Figure 9. Exposed side of SVz-in. brick-faced wall, H, after fire and hose-stream tests.

2400

2300

2200

2 100

(- 2000

LlI 1900 Iz

LJ 1800

CC 1700 X

<. 1600

u. <n 1500

UJ

LU 1400

CC

(jj 1300

LJQ 1200

1100

UJ 1000

(T

z> 900 < 800

cr3d 700 600

UJ 500 400

300

200

1000

TEST NO. 1

o

-< -

RE iN( E C JRVE

i-A F \ —

1

F

'—

i

H

c

EXPANC 24tC

UNIT C

ECTION A -^1^ SECTION 6

EO SHALE Gn JEXPANDED SU* LL AR€A H 24XCELL ARE

ESIGN A UNIT DESIGN CONSTRUCTION DETAILS AND THERMOCOUPLE LOCATIONS ill!

_U«T-325F USE,

LMIT - 323 F RISC Ml

1

1 A

1 8

I

1

TEST NO 2

R •FEREI F X

:UR »-VE

-F

F i

c

3

SE

EXPANDED 24% CELL

UNIT DES

T^

CTION A SECTION B

SLAG I AREA

1 i ^ e SHALE EKPANOEO AREa ^ » !4XCELL

ON A UNIT OESIG CONSTRUCTION DETAILS AND ERMOCOUPLE LOCATIONS

1 1 1 1

L r ) 1 1 1 I,- WT-ZSOFRISt

1 Aiui

s

-R

TEST NO 3

1

3<

REf VK NC a RVE

F M F^

-F

i

SECTION A y SECTION B 5

3r.«Lt rg ? EXPANDED SLAG H

24XCELLABeA J p 2«\CELLAHEA

UNIT DESIGN C yNiT DESIGN C CONSTRUCTION DETAILS AND

THERMOCOUPLE LOCATIONS

1 1 —

J— LM)-ZWF

1 1 1 1 .UilT-250F l(t«f ~i MO t

TIME IN HOURS

FiGURK 10. Temperatures in fire-endurance tests of 3- and i-in. nonbearing partitions,

1, 2, and S.

The solid curves show the average temperatures, and the broken-line curves show the maximum and minimum temperatures at the locations indicated in the construction sketches.
2400

2 300 2200

2 100

(_ 2000

liJ 1900 X2 1800

UJ^ 1700 < 1600

(/) 1500

UJ

LlI 1400

q:O 1300 Q 1200 Z 1 100

UJ 1000

IT

r) 900

h-< 800 ^ 700 S 600

UJ

I- 500 400 300

200

100

TEST NO. 4

NC : a

F \

F

:

X

< -i 4

ll 1_ J 1

"1 EXPANDED SLAGD R

j 37% CELL AREA i~ UNIT DESIGN C

1 CONSTRUCTION DETAILS AND

THERMOCOUPLE LOCATIONS

1 ihnT- 250 FR SE

A

A

TEST NO. 5

OFF

F EFC REM

1 CE CU RVE

1

2

/

r

- 4

(C /

'7. 1^ —f7 SECTION A T-U^p SECTION B

\i ' 1

EXPANDED SLAG I —R PUMICE 37% CELL AREA 37:1 CELL AREA

UNIT DESIGN C UNIT DESIGN C . T CONSTRUCTION DETAILS V AND THERMOCOUPLE LOCATIONS

LIMrr-325F MMRISE "

Atui,

i i IMIT-^9<t

. 1 — A HH

7.

1 B

-R

TEST NO, 6

11

riFF

(

E CURVE

F \ F

SECTION A T^-^c SECTION 8 ^: ,i r T

aBcziodi tecum—

PUMICE R EXPANDED SLAG I 37% CELL AREA 37% CELL AREA

UNIT DESIGN C UNIT DESIGN D

CONSTRUCTION DETAILS AND THERMOCOUPLE LOCATIONS

7

ft

•

UM T-250 Rl SE ^ .

1 i LlMlT-250

1 ) F RISE r

— R

1

TIME IN HOURS Figure 11. Temperature in fire-endurance tests of ^-in. nonbearing partitions, U, 5, and 6. The solid curves show the average temperatures, and the broken-line curves show the maximum and minimum temperatures at the locations indicated in the construction sketches.

2400

2300

2200 2100

l_ 2000

UJ 1900 XZ 1800

UJ

01 1700 X

< 1600

U- 1500

UJ

UJ 1100

trO 1300

UJQ 1200 Z 1100

UJ 1000

cr

Z2 900 < 800

cr^ 700 5 600

UJ

I- 500

400

300 200

100

TEST NO 7

< .

(EF ;:rence CUR /E

/ F " -Is.

i

s

<

HOS' I 1

sfCTION A -|-U^p SECTION 9 nlnnrInnnoor

CINDER /H i^

50%C£LLAfl£A J_

Expanded slag I _._R 50% CELL AREA

UNIT DESIGN E UNIT DESIGN F CONSTRUCTION DETAILS A THERMOGOUP

NO

LE LOCATIONS

I I [ LIMIT-250F R 5E

JMIT-325 F RIS

1 1

E

1 A

1 1

TEST NO 8

\ 0

f EFERE 4CE cm VE

F \

F

X

<

- 7

OSE S

SECTION A ^1,1 SECTION B

• nlnnd foooSol

CINDER J EXPANDED SLAGIl 39%CELLAREA -1— R 39% CELL AREA

UNIT DESIGN E UNIT DESIGN F CONSTRUCTION DETAILS AND THERMOCOUPLE LOCATIONSMM

' A

—I Ml' -25OF

1 ji<;f

-jr

B

F i

TIME IN HOURS Figure 12. Temperatures in fire-endurance tests of 6-in. nonbearing partitions, 7 and 8. The solid curves show the average temperatures, and the broken-line curves show the maximum and Tninimiim temperatures at the locations indicated in the construction sketches.

20
2400 2300

2200

2 100 2000

1900

1800

1700

1600

1500

1400

1300

1200

1100

1000 900

800 700

600

500 400

300 200

100

0,

TEST NO 9

fl£f L

GAS 0

-- J

••1 F u

''/^'" — SECTION B T—U SECTION 4 h

EXPAN

'

1 p o 9 i {)

',/'' / TMc

OEO SLAG I : _o ouoe.f> ir 24XCELL AREA S9%CELL UREA

UNIT DESIGN G UNtT DESIGN E f~ 1 CONSTRUCTION DETAILS

' AND THERMOCOUPLE LOCATIONS

«... N f

' .LIMIT- 250

t . FRISE

LIM T-2 50F R1Se 1

8

1

R

1

1

1

TEST NO 10

!

REFEI EN -E CURVE

1 1 F 1. •r]^

F- 'N

f

OFF <

SECTION A T—U-*F SECTION 6

EXPAN

\

:/•••

DEO SLAG I 1 ~8 \.oE.PflNOEO = LAGE F

Z4X CELL AfiEA 24t CELL fl«EA

1 UNIT DESIGN G UNIT DESIGN G

t

f'

CONSTRUCTION DETAILS AND THERMOCOUPLE LOCATIONS I

1 An- 325 F H SE

f 1 1 1 1 LIMIT-325F RISE

Awa<

1

t A

1

' B

1 ^ R

1 ; I 1

1 1 i !

TIME IN HOURS Figure 13. Temperature in fire-endurance tests of 6-in. nonload-bearing partition, 9, and 6-in. load-bearing wall 10. The solid curves show the average temperatures, and the broken-line curves show the maximum and minimum temperatures at the locations indicated in the construction sketches.

2400

2300

2200 2100

l_ 2000

IJJ 1900 X

Z 1800

UJ^ 1700 < 1600

Ll_ 1500

1x1 1400

(rO 1300

UJQ 1200 2 1100

UJ 1000

trD 900

1-< 800 ^ 700 5 600

UJ

I- 500 400

300

200

100

EXPANDED SHALE PUMICE

•10T.CELL AREA 401i CELL AftE A UNIT DESIGN M UNIT DESIGN f CONSTRUCTION DETAILS AND THERMOCOUPLE LOCATIONS

TIME IN HOURS Figure 14. Temperatures in fire-endiirance test of 10-in. load-hearing ivalU 11,

. The solid curves show the average temperatures, and the broken-line curves show the maximum and minimum temperatures at the locations indicated in the construction sketch.
2400

2 300 2200

2 1 00

1- 2000

liJ 1900 I

^ leoo

UJ

cc 1700 I< 1600

1/5 1500

UJ 1400 o 1300

UJQ 1200 z 1 1 00

1000

q:3 900

1- 800

(r 700

Q.^ 600

UJ 500

300

200

1000

TEST NO 12

REFER NC E CURV

r — -r

F ""•

s

-

At

SECTION A T~*^^F SECTION B

Id JpCDlDCIIE

1

.- Iqcaaicz T

A // a' I \\\

-

CINDFR ( oEKPANOED SLAG e V

371CELL AfiEA 3TXCELLAREA

UNIT DESIGN D W'^iT DESIGN 0

CONSTRUCTION DETAILS AND THERMOCOUPLE LOCATIONS /

'\

e

1 M M M A ^

St NHALL > / MIT

1 2WFf 1SE

LIM T-2 50 F RIS £

.i B-

/

R

TIME IN HOURS

Figure 15. Temperatures in fire-endurance test of 10-in. cavity-type load-hearing wall, 12. The solid curves show the average temperatures, and the broken-line curves show the maximum and minimum temperatures at the locations indicated in the construction sketch.

TIME IN HOURS Figure 16. Temperatures in fire-endurance test of 8-in. load-hearing brick-faced wall, 13. The solid curves show the average temperatures, and the broken-line curves show the maximum and minimum temperatures at the locations indicated in the construction sketch.

22
2400

2300

220C

^ UL

1-

LiJ 1900

1800

1700 I

< 1600

(/) (500

UJ

bJ 1400

tro 1300

bJO 1200

1 1 00

LU innn lUUU

QI 900

t— BOO

0^

LiJ 700

Q- 600

UJ 500 400

300

200

1000

— TEST NO 14

RE E CURV\

: -

-F ... J. n

o F

<. z

2

.HOSE

STREAM

8-1'

1/

/I SECTION a SECTION 8

CINDER il enPANDEO SHiLE li 39XCEIL flBEA T-U^ 39% CELL AftEfl f'J U DESIGN E

.J^ * UNtT DESIGN f

1 ^ 1

1

'J J [qpoooOooG

'/'7"V \ 8 CLAT bHICKS i_. a oHiCftS CONSTRUCTION DETAILS AND

THERMOCOUPi-E LOCATIONS I

I;

L MIT tiSE

JMI T-2 RIS E

i-

! ) H * - —

R

1 TIME IN HOURS Figure 17. Tem-peratures in fire-endurance test of SVs-in. load-bearing hrick-faced wall, H.

The solid curves show the average temperatures, and the broken-line curves show the maximum and minimum temperatures at the locations indicated in the construction sketch.

TEST NO 16

o

?£F ERE

1 t. \ L-

-r -F

Fi

1

1 SECTION A -y-U^p SECTION BT

lio )DDD 1 KM^'—t i T

ALE

a

/ A-'

PUMICE

40tCELLflfifA 7 UNIT DESIGN H CONSTHUC

EXPANDED

40t,C£LL 4HE

" UNIT OESIGN M nON DETAILS AND THERMOCOUPLE UOCATlONS

1 LIUI -2

i 1 OF RISE

1 LI 1IT-25o'f RISE ' -

[-

1

A

1

B

TIME IN HOURS Figure 18. Temperatures in fire-endurance tests of 6- and 10-in. nonbearing ivalls, 13 and 16.

_ The solid curves show the average temperatures, and the broken-line curves show the maximum and minimum temperatures at the locations indicated in the construction sketches.

Washington, June 2. 1949.

23

U. S. GOVERNMENT PRINTING OFFICE: 19EO 341352

V

BUILDING MATERIALS AND STRUCTURES REPORTS

[Continued from cover page ii] BMS32 Structural Properties of Two Briclc-Concrete-Block Wall Constructions and a Concrete-Block Wall Construction Sponsored by the National Concrete Masonry

Association 15(

BMS33 Plastic Calking Materials 15^ BMS34 Performance Test of Floor Coverings for Use in Lovr-Cost Housing: Part 1 15(

BMS35 Stability of Sheathing Papers as Determined by Accelerated Aging * BMS36 Structural Properties of Wood-Frame Wall, Partition, Floor, and Roof Constructions With "Red Stripe" Lath Sponsored by The Weston Paper and Manufacturing Co. 10 f BMS37 Structural Properties of "Palisade Homes" Constructions for Walls, Partitions, and

Floors, Sponsored by Palisade Homes * BMS38 Structural Properties of Two "Dunstone" Wall Constructions Sponsored by the W. E. Dunn Manufacturing Co 10^ BMS39 Structural Properties of a Wall Construction of "Pfeifer Units" Sponsored by the Wisconsin Units Co 10^ BMS40 Structural Properties of a Wall Construction of "Knap Concrete Wall Units" Sponsored by Knap America, Inc 15^ BMS41 Effect of Heating and Cooling on the Permeability of Masonry Walls * BMS42 Structural Properties of Wood-Frame Wall and Partition Constructions with "Celo- tex" Insulating Boards Sponsored by The Celotex Corporation 15^ BMS43 Performance Test of Floor Coverings for Use in Low-Cost Housing: Part 2 15/

BMS44 Surface Treatment of Steel Prior to Painting 10/

BMS45 Air Infiltration Through Windows 15/

BMS46 Structural Properties of "Scott-Bilt" Prefabricated Sheet-Steel Constructions for Walls, Floors, and Roofs Sponsored by The Globe-Wernicke Co 10/

BMS47 Structural Properties of Prefabricated Wood-Frame Constructions for Walls, Partitions, and Floors Sponsoi-ed by American Houses, Inc 20/

BMS48 Structural Properties of "Precision-Built" Frame Wall and Partition Constructions

Sponsored by the Homasote Co 15/

BMS49 Metallic Roofing for Low-Cost House Construction 20/

BMS50 Stability of Fiber Building Boards as Determined by Accelerated Aging 10/

BMS51 Structural Properties of "Tilecrete Type A" Floor Construction Sponsored by the

Tilecrete Co. 10/

BMS52 Effect of Ceiling Insulation Upon Summer Comfort 10/

BMS53 Structural Properties of a Masonry Wall Construction of "Muniock Dry Wall Brick"

Sponsored by the Muniock Engineering Co 10/

BMS54 Effect of Soot on the Rating of an Oil-Fired Heating Bailer 10/

BMS55 Effects of Wetting and Drying on the Permeability of Masonry Walls 10/

pI^I^^ a Survey of Humidities in Residences 10/

Bi^S57 Roofing in the United States—Results of a Questionnaire—_ * BMS58 Strength of Soft-Soldered Joints in Copper Tubing 10/

BMS59 Properties of Adhesives for Floor Coverings 15/

BMS60 Strength, Absorption, and Resistance to Laboratory Freezing and Thawing of Build- ing Bricks Produced in the United States 15/

BMS61 Structural Properties of Two Nonreinforced Monolithic Concrete Wall Constructions 10/ „ BMS62 Structural Properties of a Precast Joist Concrete Floor Construction Sponsored by

the Portland Cement Association— 10/

BMS63 Moisture Condensation in Building Walls 15/

BMS64 Solar Heating of Various Surfaces, 10/

BMS65 Methods of Estimating Loads in Plumbing Systems 15/

BMS66 Plumbing Manual - 35/

BMS67 Structural Properties of "Mu-Steel" Prefabricated Sheet-Steel Constructions for Walls, Partitions, Floor, and Roofs, Sponsored by Herman A. Mugler 15/

BMS68 Performance Test for Floor Coverings for Use in Low-Cost Housing: Part 3 20/

BMS69 Stability of Fiber Sheathing Boards as Determined by Accelerated Aging 10/

BMS70 Asphalt-Prepared Roll Roofings and Shingles ^ 20/

BMS71 Fire Tests of Wood- and Metal-Framed Partitions 20/

BMS72 Structural Properties of "Precision-Built, Jr." Prefabricated Wood-Frame Wall

Construction Sponsored by the Homasote Co 10/

BMS73 Indentation Characteristics of Floor Coverings 10^ BMS74 Structural and Heat-Transfer Properties of "U. S. S. Panelbilt" Prefabricated SheetSteel Constructions for Walls, Partitions, and Roofs Sponsored by the Tennessee

Coal, Iron & Railroad Co _ 15< BMS75 Survey of Roofing Materials in the North Central States 15^ BMS76 Effect of Outdoor Exposure on the Water Permeability of Masonry Walls 15/

BMS77 Properties and Performance of Fiber Tile Boards lO** BMS78 Structural Heat-Transfer, and Water-Permeability Properties of Five Earth-Wall

Constructions 25 BMS79 Water-Distributing Systems for Buildings 20*' BMS80 Performance Test of Floor Coverings for Use in Low-Cost Housing: Part 4 I5i

BMS81 Field Inspectors' Check List for Building Constructions (cloth cover, 5 x IVs inches) 20/

*Out of print. [List continued on cover page iv]
BUILDING MATERIALS AND STRUCTURES REPORTS

[Continued from cover page iii] BMS82 Water Permeability of Walls Built of Masonry Units 25(

BMS83 Strength of Sleeve Joints in Copper Tubing Made With Various Lead-Base Solders. 10 f BMS84 Survey of Roofing Materials in the South Central States . 15^ BMS85 Dimensional Changes of Floor Coverings With Changes in Relative Humidity and

Temperature lOf BMS86 Structural, Heat-Transfer, and Water-Permeability Properties of "Speedbrik" Wall

Construction Sponsored by the General Shale Products Corporation 15f BMS87 A Method for Developing Specifications for Building Construction—Report of Subcommittee on Specifications of the Central Housing Committee on Research,

Design, and Construction 15f BMS88 Recommended Building Code Requirements for New Dwelling Construction With

Special Reference to War Housing * BMS89 Structural Properties of "Precision-Built, Jr." (Second Construction) Prefabricated

Wood-Frame Wall Construction Sponsored by the Homasote Co 15< BMS90 Structural Properties of "PHC" Prefabricated Wood-Frame Construction for Walls,

Floors, and Roofs Sponsored by the PHC Housing Corporation 15< BMS91 A Glossary of Housing Terms 15f BMS92 Fire-Resistance Classifications of Building Constructions SOf

BMS93 Accumulation of Moisture in Walls of Frame Construction During Winter Exposure 10* BMS94 Water Permeability and Weathering Resistance of Stucco-Faced, Gunite-Faced, and

"Knap Concrete-Unit" Walls 15 f BMS95 Tests of Cement-Water Paints and Other Waterproofings for Unit-Masonry Walls. 25/

BMS96 Properties of a Porous Concrete of Cement and Uniform-Sized Gravel 10/

BMS97 Experimental Dry-Wall Construction With Fiber Insulating Board 10/

BMS98 Physical Properties of Terrazzo Aggregates . 15/

BMS99 Structural and Heat-Transfer Properties of "Multiple Box-Girder Plywood Panels"

for Walls, Floors, and Roofs 15/

BMSlOO Relative Slipperiness of Floor and Deck Surfaces 10/

BMSlOl Strength and Resistance to Corrosion of Ties for Cavity Walls 10/

BMS102 Painting Steel 10/

BMS103 Measurements of Heat Losses From Slab Floors 15/

BMS104 Structural Properties of Prefabricated Plywood Lightweight Constructions for Walls, Partitions, Floors, and Roofs Sponsored by the Douglas Fir Plywood

Association 30/

BMS105 Paint Manual with particular reference to Federal Specifications $1. 00 BMS106 Laboratory Observations of Condensation in Wall Specimens 10/

BMS107 Building Code Requirements for New Dwelling Construction * BMS108 Temperature Distribution in a Test Bungalow With Various Heating Devices 10/

BMS109 Strength of Houses: Application of Engineering Principles to Structural Design__$l. 50 BMSllO Paints for Exterior Masonry Walls ' 15/

BMSlll Performance of a Coal-Fired Boiler Converted to Oil^ 15* BMS112 Properties of Some Lightweight-Aggregate Concretes With and Without an Airentraining Admixture 10/

BMS113 Fire Resistance of Structural Clay Tile Partitions 15/

BMS114 Temperature in a Test Bungalow With Some Radiant and Jacketed Space Heaters.. 25/

BMS115 A study of a Baseboard convector Heating System in a Test Bungalow 15<f BMS116 Preparation and Revision of Building Codes 15/

BMS117 Fire resistance of Walls of Lightweight-Aggregate Concrete Masonry Units 20*

•Out of print