Annotated bibliography on lateral loads on unreinforced masonry walls

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Annotated bibliography on lateral loads on unreinforced masonry walls

s

n

abutment alcove alignment apartment arch area ashlar attic baften 0 bay b e a n ' n g - ~ B e v i X S 6 o a i b r

brick building bulkhwd bungalow caisson causeway ceiling

.

cellar cement ceramic chimney clay concrete

ANNOTATED BIBLIOGRAPHY ON LATERAL LOADS

CANADA

ON UNREINFORCED MASONRY WALLS . ,

i

ave efflorescence

parapet partition pediment pier pigment pitch plan plaster

.

plumbing plywood

.

prefabricated quoins rafter reinforced reveal roof sand

-

sheathing

.

specification

.

streu r vermiculite wallboard

.

weathering

.

window wire wood

compiled by

D.E.

Allen

This annotated bibliography has b8en.c ompiled a s p a r t of a study being made by the Division of Building Researoh i n t o the e f f e o t of b l a s t and impact on masonry.

The

referenoes have been grouped i n t o f o u r seotions under the following headings t

P a r t I

-

Seleoted building ode requirements and t e s t methods P a r t 11 r Theoretioal approaohes

P a r t

lX

-

_{~ e s t r e s u l t s}

I

P a r t

IV

-

Other referenoes

Coplss of shorter artides listed in this Blbllograpby may be obtained, In general, through the photocopying service of the National Research Cwndl. Rot- for this service are as follows: $1.50 for a photoprint of any article of not more than 7 pages. An additional $1.50

Is necasaary for errch additional 7 pugen or fraction thereof. A discount will be allowed to the libraries of Conadlon univenlties. Requests for

I

photoprints should be addressed to the National Research Council, %wa, Canada.

Coupons are issued by the Council valued at 5, 15, and 50 cents. These m n be used in payment for this service as well as cash (stamps are not acceptable), money order or cheque (payable at par in Ottawa credit National Research Coundl). Coupons mn be used for the purchase, of all National Reward, Council publications.

ANNOTATED BIBLIOGRAPHY ON

LATERAL

LOADS ON, UNREINFORCED MASONRY WALLS Compiled by

D.E.

Allen

Masonry w a l l s of buildings may be subjected t o l a t e r a l loads from wind, earthquake, b l a s t , r a i n and water, e a r t h , s t o r e d loose m a t e r i a l s and impact. R e l a t i v e l y l i t t l e i s known about the o a p a o i t i e s of masonry w a l l s of but l d i n g s t o r e s i s t these h o r i z o n t a l forces.

-

This bibliography of s e l e c t e d papers i s divided i n t o four p a r t s : t h e f i r s t p a r t includes some of the code requirements f o r masonry w a l l s and standard t e s t methods f o r l a t e r a l load; the

second, t h e o r e t i c a l approaches of the l a t e r a l s t r e n g t h of masonry walls; t h e t h i r d , the r e s u l t s of t e s t s c a r r i e d out; and the f o u r t h p a r t includes s t h e r r e f e r e n c e s p e r t i n e n t t o t h i s subjeot.

Referenoes not included here, but which a r e of equal

$mportanoe, a r e those conoerning t h e phyaical p r o p e r t i e s of masonry u n i t s and mortar, t h e standard t e x t s dealing with the theory of p l a t e s , and those papers on b l a s t t e s t s on masonry walls.

PART I Selected build in^ Code Requj-rements and Test Methods 1. National Building Code of Canada

(195310

P a r t

4

.

4

.

-

Unit

Masonry and P a r t

5

-

MaterSals, National Research Council, Ottawa, NRC

3188.

2. B r f t i s h Standard Code of Practioe

-

CP.111

(1948)o

S t r u c t u r a l recornendations f o r load bearing walls. The Council f o r Codes of' Practioe f o r Buildings, London.

3.

Amerioan Standard Building Code Requirements f o r Masonry

.

U.S. Department of Commerce,

Ma

t i o n a l Bwreau of Standards,

Misoellaneous Publication 211, July

19%.

4.

Standard Methods of Conducting Strength Tests of Panels f o r

Building Construction. ASTM Designation ~72-54, ASTM Standards,

PART I1 Theoretical Approaohes

5.

Tasker,

HOE.

A dfmensional a n a l y s f s study f o r model t e s t walls. Commonwealth Experimental Building Station, Duplicated

Document No.

16,

1947,

6

po

R

..

h

U el. U _{r l}

m m - P P

The author develops t h e dimensionless condition ---?----

-

-

pm

(where D i s the d e n s i t y of the material, 1 t h e l e n g t h scale and P %he e x t e r n a l uniformly d i s t r i b u t e d h o r i z o n t a l load; s u b s c r i p t s p and

m

r e f e r t o prototype and model r e e p e o t i v e l y ) which must be f u l f i l l e d i n r e l a t i n g a model t e s t t o the prototype f o r l a t e r a l uniform load.

6.

Isaaos, D.V. Second i n t e r i m a n a l y s i s of the s t r e n g t h of masonry walls. Commonwealth Experimental Building S t a t i o n Special Report No. 1, 1948,

59

p.

The author formulates a theory f o r the a n a l y s i s of masonry walls having b u t t r e s s wall supports. I n the f i r s t p a r t of the r e p o r t a t h e o r e t i c a l determination of wall s t r e n g t h s based on p l a s t i o shear s t r e s s conditions developed along known f a i l u r e cracks l a developed. The second p a r t a p p l i e s t h e theory f o r known s t r e s s and f o r cavfty w a l l s and w a l l s with and without roof support. Determinations f o r working loads a r e suggested. The t h i r d p a r t continues the theory developed i n t h e f i r a t p a r t by considering i n a d d i t i o n t h e s t r e n g t h s of the masonry u n i t s themselves and extends t h e theory t o multiple- s t o r y construotion.

I n

t h e f o u r t h p a r t of the r e p o r t the author d e r i v e s numerioal r e s u l t s f o r a c t u a l walls based on t h e maximum

s t r e s s e s b These r e s u l t s a r e i n the form of permissible wall lengths. 7. McDowell,

E

.

L

.

,

K.E. McHee and E b Sevin. Arching a c t i o n theory

of masonry walls. Proceedings of the A.S.C.E., ST2, Paper

915,

March

1956.

The authors develop a theory f o r the arching r e s i stance of a masonry beam h e l d between two r i g i d supportso The theory i s based

on the geometry of the d e f l e c t e d beam and the s t r e s g - s t r a i n pro- p e r t i e s of the materials. The theory compares favourably w i t h a o t u a l t e s t s .

8.

Cohen, E., and

E.

Laing. Discussion of " ~ r c h i n g Action Theory of Masonry Wallsn by McDowell e t a l , Proceedfngs of t h e A.S.C.E., ST5, 1067-28, September 1956.

The authors develop a theory s i m i l a r t o the arching theory developed by McDowell, McKee and Sevin, but upon more simplif l e d conditions. They make a provision f o r t e n s i l e s t r e n g t h i n the

theory. The theory i s applied t o w a l l s with a l a r g e span t o thick- n e s s r a t i o , hollow block w a l l s and f o r walls with non-rigid supports.

9.

_{MoKee, K.E., and E. Sevin. Design of masonry walls f o r blast,}

loading. Proceedings of the A.SoC.E., ST1, Paper 1512, January

1958

.

An equation, of motion i s developed f o r a masonry beam of s o l i d cross-section r e s t r a i n e d by e s s e n t i a l l y r i g i d supports. The

arching r e s i s t a n c e i n t h i s theory

i s

based on previous work ( ~ e f e r e n c e No. 7). This equation i s solved f o r a s i m p l i f i e d but r e a l i s t i c form

of b l a s t loading. Design

or

_{a n a l y s i s computations a r e presented.}

The theory i s extended by an approximate method t o wall panels supported on four sides. Comparison i s made with atomic and high explosive b l a s t t e s t data.

PART I11 Test Re suit-8

References 10-20 include r e s u l t s of t e s t s t h a t have been o a r r i e d out under conditions of loading other than those s p e c i f i e d by ASTM $72-54 (Referenae No.

4)

.

Referenoes 21-38 include r e s u l t s which have been o a r r i e d out under conditions of loading s p e c i f i e d by ASTM ~72-54. ASTM s t a t i c loading condition i s e s s e n t i a l l y a

v e r t i c a l unbuttressed

w a l l

panel f r e e l y supported top and bottom. Also an impact t e s t i s o a r r i e d out by dropping a sand-f i l l e d bag.

IOe

Miller,

A.L.,

and

A.L.

Bushnell. Comparison of e f f e c t i v e n e s s of header courses and metal t i e s i n brick walls. Claycraft,

4 ( 8 ) ,

1943,

Po

197-2020

A stud i s made of t h e r e l a t i v e behaviour of t r a n s v e r s e u n i t s (headera

3

and metal o r mortar t i e s i n b r i c k masonry w a l l s

t o shear caused by the a c t i o n of wall buckling. D i r e c t shear t e s t s a r e o a r r i e d out on these t i e s incorporated i n miniature w a l l e t t e a .

11. Svenson, Eo, and C.H. _{Dunrkop. Experiments with masonry of}

moler b r i c k s and ordinary clay bricks. Ingeniorvidenskabelige s h i f t e r , Copenhagen, No. 1,

1944,

78 P O

Sixteen 1 0 course p i e r s using four d i f f e r e n t mortars were t e s t e d a f t e r

9

months f o r bending strength.

12. Department of Scient if i6 and I n d u s t r i a l Researub, Wartime ~ u l l e t $ n , No. 21. Notes on the r e p a i r of bomb-damaged houses, Great B r i t a l n ,

1942,

21 p.

Appendix 1 summarizes the r e s u l t s of s t a b i l i t y t e s t s on

This b u l l e t i n discusses t h e s t a b i l i t y and r e p a i r of bomb- damaged w a l l s . It s t a t e s t h a t the e f f e c t of bomb b l a s t on masonry w a l l s i s o f t e n overestimated and t h a t walls which have suffered damage i n the form of cracking, bulging, buckling o r h a r i z o n t a l displacement, a r e often able t o support the domestic load f o r which they a r e required. Methods of r e p a i r i n g damaged walls a r e a l s o suggested.

13.

Taaker, HOE. Report on simulated wind pressure t e s t s c a r r i e d out on f o u r f u l l - s i z e t e s t walls. Commonwealth Experimental Building S t a t i o n , Duplicated Document

13,

1947,

13

p.

The

walls, supported a t the ends by b u t t r e s s e s but not a t t h e top, had t h r e e window openings. Wall types t e s t e d were: ( a )

9

ha .no-fines concrete w a l l with damp-proof course; ( b )

9

in. briok w a l l with damp-proof course; ( 0 ) 11 in. b r i c k c a v i t y wall with damp-

proof course.

4.

Boyd, A.F. Report on compressive and t o r s i o n a l t e s t a c a r r i e d out i n conjunction with t e s t walls. Commonwealth Experimental Building Station, Duplicated Document

15,

1947,

5

p.

Theae t e s t s were o a r r i e d out i n conjunction with r e f e r e n c e s

6

and

13.

The author r e p o r t s on t e s t s which were done t o determine some of t h e physloal p r o p e r t i e s of specimens taken from o e r t a i n t e s t w a l l s which had been 1 a t e r a l l . y loaded under uniform pressurea The f o u r t e s t walls comprise two no-fines concrete w a l l s and two briok walls, one a s o l i d

9

_{In. and t h e other an 11-in. c a v i t y wall.}

The ciompressive and t o r s i o n a l s t r e n g t h s of specimens were determined, Torsion t e s t s were a l s o o a r r i e d out on a number of b r i c k p i e r s

ereoted r e s p e c t i v e l y i n lime and cement mortar. Method of t e s t and tabulated r e s u l t s a r e presented but no conclusions a r e drawn*

3.5.

Davey, No, and F O G * Thomas. The s t r u c t u r a l uses of brlakwork.

Proceedings of the I.C.E., S t r u c t u r a l Building Paper No* 24,

February

1950,

66

p.

Load t e s t s were o a r r i e d out on walls of d i f f e r e n t b r i c k arrangements under oonditions s i m i l a r t o those s p e c i f i e d by ASTM

f o r l a t e r a l s t a t i c load and impact. A comparison i s made between t h e s t a b i l i t y load and t h e load required t o overcome t e n s i l e bond s t r e n g t h between t h e masonry u n i t and the mortar. I n a d d i t i o n t e s t s were c a r r i e d out on walls r i g i d l y supported along f o u r edges and along t h r e e edges.

16.

Thomas, FOGe The s t r e n g t h of brickwork. S t r u c t u r a l Engineer, February

1953,

P O 35-47

Tests were made on single-leaf walls and c a v i t y w a l l s which were supported on four s i d e s by a r e i n f o r c e d concrete frame.

Different widths of w a l l s were compared a s well a s the e f f e c t of reinforcement i n t h e c a v l t y walls.

17. .Monk, C.B. Transverse s t r e n g t h of masonry walls. S Y ~ P O S ~ ~ on Methods of Testing Building Construc t i o n s , ASTM Special

Pub.

166,

1955,

p. 21-50.

Pressure bag t e s t s were o a r r i e d out on f o u r s i d e s of a small t e s t building i n which two w a l l s were s o l i d and two had door and window operiings: Three types of constructions were used: 6-in. SCR brick; 8-in. brick-block; and 10-in. c a v i t y wall. These t e s t s

were compared t o l a b o r a t o r y t e s t s done according t o ASTRI conditions using both concentrated and uniformly-distributed applied load. 18. Johnson,'

P.V.

A t e s t method f o r producing b l a s t loading on

c l a y masonry walls. S t r u c t u r a l Clay Products Research Foundat ion, Paper 124,

1956

.

Test walls were i n the form of an octagonally-shaped

s t r u c t u r e . The explosion was s e t off i n the centre of the octagonal room. Data of pressures and Impulses a r e given.

19. Brick walls withstand ex l o s i o n b l a s t . B u l l e t i n of . t h e American Ceramic Society,

36(43,

1957. p.

&9.

Solid b r i c k of

8

and 12 in. thickness, 9-in. reinforced b r i c k and

5

1/2-in. SCR h o r i z o n t a l 1 -reinforced b r i c k walls, with-

stood

a

small nuclear explosion a t $600 f t whereas 8-in. v e r t i c a l l y - r e i n f o r c e d concrete block and

4-111.

b r i c k backed with 4-in. concrete block walls were demolished.

20. Dox, F.W., and

J.L.

Ennenga. Transverse s t r e n g t h of concrete block w a l l s . Journal of ACI, 2 9 ( l l ) , May 1958.

Twelve concrete block w a l l s ( t h r e e 4-2- c a v i t y without reinforcement, t h r e e with reinforcement t b e e $-in. wlthout reinforcement, t h r e e with reinforcementj were t e s t e d i n pure horf z o n t a l flexure. Alternate blocks ruptured. The authors

a t t r i b u t e the s t r e n g t h of a wall t o ( a ) c a n t i l e v e r a u t i o n from the base, ( b ) dead load on the wall, ( c ) v e r t i c a l f l e x u r a l strength,

( d ) h o r i z o n t a l arching r e s i s t a n c e , and ( e ) h o r i z o n t a l f l e x u r a l strength. The authors consider the l a t t e r a s most s i g n i f i c a n t .

-

21. Faber, 0. The s t a b i l i t y of t h i n walls. DSIR Building Research Board Special Report

3,

1921.

Tests were made on 4-1/2 in. ;rid 2-5/8 in. b r i c k w a l l s f o r h o r i z o n t a l load.

Tests were made on s e v e r a l commonly used m a t e r i a l s , each specimen being loaded t o d e s t r u c t i o n i n t h r e e ways:

(1) Small cubes were crushed t o obtain the s t r e n g t h of a m a t e r i a l when not used i n a t h i n wall.

( 2 ) Columns o r p i l l a r s

14

in. wide by 2-5/8 t o

4-1/2 in. t h i c k by

8

f t

6

in. high, were crushed.

( 3 )

Short lengths of wall

3

f t

6

in. long were subjected t o a constant v e r t i c a l load while a h o r i z o n t a l p u l l was applied and increased t o f a i lure.

A .tabulation of a l l r e s u l t s i s included i n the report. The p r i n c i p a l f a c t s brought out a r e the high crushing s t r e n g t h

shown by the slender w a l l s and the weakness of lime mortar compared with portland cement mortar when t e s t e d t h i s way.

22. Stang, AaH., D.E. Parsons and H.D. Foster. Compressive and transverse s t r e n g t h of hollow-tile walls. Tech. Paper of the Bureau of Standards 20,

347,

1925.26.

23. Stang, A.H., D.E. Parsons and A.B. McDaniel. Strength of

.

i n t e r l o c k i n g - r i b t i l e walls. Tech, Paper of the Bureau of Standards,

366,

1928, 20 p.

24. Anderegg, F.O. Construct ion of water-tight masonry. Journal

of Amerioan Ceramic Society,

13

( 5 ,

P a r t I ) , 1930, p. 315-3240

A descrript5on i s given of a n i n v e s t i g a t i o n which wa.s c a r r i e d out t o determine the oauses of, cures f o r , and the prevention of damp p e n e t r a t i o n through brickwork. The influence of workmanshi p on t h e soundness of brickwork i s emphasized.

25. Kelch, M.W. Methods used i n t e s t i n g masonry specimens f o r bending, tension, and shear. Journa 1 .of American Ceramic Society 14(2),

1931,

P O 125-132

This paper describes prelimfnary t e s t s c a r r i e d out t o determine the bending, t e n s i o n and shear s t r e n g t h of masonry specimens i n t h e form of walls. Lack of adhesion between mortar and b r i c k was found t o be the oause of a l l bending f a i l u r e s while

t h e r e s u l t s of the shear t e s t s were .too e r r a t i c t o y i e l d any conclusions S i m i l a r specimens were tea ted s i x months l a t e r and exhibited increased strength. The methods o f carrying out these t e s t s a r e b r i e f l y described.

26.

Richart, FOE., R o P o B a Moorman and P.M. Woodwarth. Strength and s t a b i l i t y of concrete masonry walls. University of I l l i n o i s , B u l l e t i n 251, 1932,

36

p.

The authors describe a s e r i e s of t e s t s t h a t furnished

information on the behaviour under load of star$-height wall panels. Smaller panels were a l s o t e s t e d t o i n v e s t i g a t e the scale f a c t a r 0

The t e s t s included uniform a x i a l compression, e o c e n t r i c compression and bending. The e f f e c t of aggregate, etrength of u n i t s , and thick- ness of wall were incorporated i n t o these t e s t s . Some of the

conclusions drawn were a s follows:

(1) Compressive s t r e n g t h i s dependent on the s t r e n g t h of the u n i t .

( 2 ) Type of aggregate, type of mortar and thickness of wall had l i t t l e e f f e o t .

( 3 )

Flexural s t r e n g t h 3.s a f u n c t i o n of the adhesion of the mortar t o the bearing surface.

(4)

Eccentrio f a i l u r e load averaged

76

per cent of a x i a l f a i l u r e load.

Building, Materials and S t r u c t u r e s Reports National Bureau of Standards, Washington

I n each of the t e s t s described i n the Building Materials

and S t r u c t u r e s r e p o r t s l i s t e d below, the' various .masonry constructions mentioned i n the t i t l e of each r e p o r t were subjected t o compressive,

transverse, concentrated, impaat, and raoking loads. Deformations

were measured a f t e r each uniform inarement of load and the s e t was measured a f t e r the removal of each load. The s e t only was measured f o r t h e concentrated load. The r e s u l t s a r e presented i n graphic and

t a b u l a r f

mm.

C

27. BMS

5.

Whitternore,

H.L.,

AoH.

Stang and DOEo Parsons. S t r u c t u r a l p r o p e r t i e s a f s i x masonry w a l l constructions, 1938.

26. BMS 21. Whitternore, H.L.,

A.H.

Stang and D.E. Parsons.

29. BMS 22. Whittemore, H.L., A.H. Stang and

DOE.

Parsons.

S t r u c t u r a l p r o p e r t i e s of " ~ u n - ~ i - S t o n e ' w a l l c o n s t r u c t i o n sponsored by t h e WoEo

Dunn

Manufacturing Co.,

19390

,

30. BMS 23. \9lhitternore, H o L o , A o H o Stang and

DOE.

Parsons.

S t r u c t u r a l p r o p e r t i e s of a b r i c k c a v i ty-wall c o n s t r u c t ion,

1939

310

BE3 24. Whittemore, HILO, A o H o Stang and C.C. Fishburn.

S t r u c t u r a l p r o p e r t i e s of a r e i n f o r c e d b r f c k w a l l c o n s t r u c t i o n and a b r i c k - t i l e cavity-wall c o n s t r u c t i o n ,

19390

32 BMS 32. V.hittemore, H.L., A o H o Stang and DaEo Parsons.

S t r u c t u r a l p r o p e r t i e s of two brick-concrete-block w a l l oonstruc t ions,

1939.

330

BMS

38.

Whittemore, HoLo, A o H o Stang and DsEo Parsons.

S t r u c t u r a l p r o p e r t i e s of two t ' ~ s t o n e ' t wa 11 c o n s t r u c t i o n s sponsored by t h e WaEoq Dunn Manufacturing COO, 1940.

340

BMS

53.

Whitternore,

BoL.,

A.H. Stang and

D.E.

Parsons. S t r u c t u r a l p r o p e r t i e s of a masonry w a l l c o n s t r u c t i o n of nMunlock Dry Wall Brickn,

l94.l.

35.

BMS

86.

Peak,

M.F.,

V.B. Phelan, R o s e D i l l and PoHo Peterson. S t r u c t u r a l , h e a t t r a n s f e r , and water p e r m e a b i l i t y p r o p e r t i e s of "Speedbrikn w a l l c o n s t r u c t ton, 1942

36.

BMS

136.

Goalwin, D.S. P r o p e r t i e s of c a v i t y walls,

19530

37.

Monk, COB. SCR b r i o k w a l l t e s t s . S t r u c t u r a l Clay Products Researoh Foundation, Researoh Report NO. 1,

19530

Masonry w a l l s b u i l t of "SCR briokg' were t e s t e d by ASTM procedure. The t e s t a show t h a t SCR b r i c k i s s t r u c t u r a l l y a s adequate a s oontemporary w a l l c o n s t ~ u c t i o n .

38.

Monk, COB. S t r u c t u r a l p r o p e r t i e s of m u l t i p l e u n i t 6-inch ceramic glazed s t r u c t u r a l c l a y f a c i n g t i l e walls.

S t r u c t u r a l Clay Products Research Foundation, Research ~ e p o ~ t NO.

6, 1956.

Two- and four-inch t h i c k ceramic glazed s t r u c t u r a l c l a y f a c i n g t i l e u n i t s were used

i n

6-inch w a l l specimens. These

specimens were s u b j e c t e d t o compressive and t r a n s v e r s e l o a d s

according t o ASTM procedure. The t e s t s i n d i c a t e d t h a t such w a l l s a r e capable of p l a y i n g a s t r u o t u r a l p a r t and i n doing s o have a h i g h s a f e t y f a c t o r .

PART

IV

_{Other Referenoes}

39.

Herz, S. The l a t e r a l s t r e n g t h of frame buildings. Stahlbau,

5(15),

1932, P O 117-20.

This paper includes a mathematical i n v e s t i g a t i o n of the s t a b i l i t y of a s o l i d wall exposed t o wind pressure and of t h e transmission of wind s t r e s s e s by f l o o r s .

40. Cherry, H.C.E. The influence of earthquakes on s t r u c t u r a l design. Proceedings of the I.C.Ees 236,

1934,

p. 303-430 The author c a l c u l a t e s the s t r e s s e s s e t up i n a b r i c k wall and b u i l d i n g by seismiu action.

4-10 B u r r , GoDs R i i d i t y of masonry i e r s and walls. C i v i l Engineer,

6f4),

1936,

p. 262-[.

Formulae a r e derived and t a b u l a t e d computations are presented f o r use i n the design of earthquake-resistant masonry p i e r s and

walls.

42. Dannenbur C .B. Safe bulge In walls. Engineering News-Record,

122(257:

1939,

p. 70-1.

m e n the bulge exceeds one-s5xth the thickness t h e moment s t r e s s exceeds t h e compressive s t r e s s and t h e r e s u l t i n g t e n s i o n induced i n t h e bed j o i n t s eventually oause collapse of the wall.

43.

Sweet, H.A. Resistance of b r i c k walls t o windo Engineering News-Record,

131

(17), 1943, P O

630-31

and discussion; Engineering News-Record, 131(21),

1943,

p o 74-5; and h g i n e e r i n g News-Record, 132 (2 ),

1944,

p. 22.

Based on simple overturning and t e n s i l e s t r e s s the author o a l c u l a t e s the resismt;ance of'

a

f r e e standing b r i c k w a l l which f a i l e d

in

a 32 mph wind. The author recommends t h a t the height of unbraced wall not exceed 1 0 times the thickness*

44.

Post-War Building Studies No,,

1s.

Walls, f l o o r s and roof S O Ministry of Works, London,

1944,

54

p.

The s t r e n g t h and s t a b i l i t y of w a l l s i s d i s c u s s e d ~

45.

Merlich, W. The design of load bearing b r i c k w a l l s t o r e s i s t wind pressure. Bauplan, 2 ( 9 ) , 1948, p. 271-2 6

The author discusses the design of t y p i o a l walls and

p r e s e n t s curves showing the maximum permissible ha i ght f o r various thiclmess of w a l l s supported i n d i f f e r e n t ways and with d i f f e r e n t proport ions of window area.

46.

Parsons,

DOE.

Water t i g h t n e s s and transverse s t r e n g t h of masonry walls. S t r u c t u r a l Clay Products I n s t i t u t e ,

1949,

20 p.

The author discusses t h e transverse s t r e n g t h of masonry walls a s dependent on the t e n s i l e bond strength between the brick and the mortar and discusses t h e v a r i a b l e s such a s suction r a t e which a f f e c t t h i s bond strength.

47. Whitternore,

R.L.,

JOB. Cotter, A.H. Stang and V.Bo Phelan. Strength of houses. BMS Report 109, National Bureau of Standards, 1948,

135

P O

On page

58

t h e authors recommend a method of d i s t r i b u t i n g wind load t o v e r t i o a l panels of a wall with openings. On pagels

78-85

a r e c r i t e r i a f o r determining allowable loads of d i f f e r e n t construotion types.

48. Hognestead, E. Yield l i n e theory f o r the u l t i m a t e f l e x u r a l s t r e n g t h of reinforoed concrete s l a b s * Journal of A C I

24(7),

1953,

Po 637-5460

Thg author p r e s e n t s an o u t l i n e of the y i e l d l i n e theory,

a p l a s t i c theory f o r the p r e d i c t i o n of u l t i m a t e f l e x u r a l s t r e n g t h of r e i n f o r c e d ooncrete slabs. The use of the theory i s i l l u s t r a t e d by numerioal exampleso

4

Plummer, HoC., and J.A. Blume. Reinforced b r i c k masonry and and l a t e r a l foroe design. S t r u o t u r a l Clay Products

I n s t i t u t e ,

1953,

271

po

The authors present data on t h e perfo~?mance of both r e i n f o r c e d and unreinforced masonry, reoomrnended design and

construction procedures and

a

review of c u r r e n t l y accepted design c r i t e r i a , p a r t i c u l a r l y those r e l a t i n g t o l a t e r a l f o r c e s from wind, earthquake and b l a s t .

50. Newmark,

N.M.

An

engineering approach t o b l a s t - r e s i s t a n t design. Transactions of AoSeCaE. 121,

1956,

pa-45-64. Simplifying assumptions a r e used i n t h e problem of b l a s t - r e s i s t a n t design. Mathmatical r e l a t i o n s h i p s and t h e design procedure a r e presented plus an explanation of the p r a c t i c a l a p p l i c a t i o n of t h e method*