FLANAGAN ET AL. ON HOLLOW CLAY TILE INFILLED FRAME- 123docz.net

equivalent strut w i d t h be reduced by 0.707 for p i n n e d frames. The results of this formulation are also provided (Table 6).

TABLE 5--Ultimate Capacity D i s p l a c e m e n t

C o m p r e s s i o n Tension

Test

L o a d (kN) D i s p l a c e m e n t Load (kN) D i s p l a c e m e n t

(ms) (ms)

1 121.7 22.7 165.4 22.8

2 166.1 23.2 183.1 22.3

3 156.8 12.6 168.7 ii.i

5 194.6 9.8 168.6 12.4

FIG. 7--Test 2 Hysteresis (Displacement at Top of Left Column)

TABLE 6--Initial Stiffnes~

Test Observed Stafford-Smith and Jamal et al. [15]

Stiffness Carter [14] E q u i v a l e n t Strut Equivalent Strut

1 25 kN/mm 30 k N / m m 23 k N / m m

2 29 kN/mm 54 k N / m m 40 k N / m m

3 16 kN/mm" 73 k N / m m 56 k N / m m

5 45 kN/mm 89 k N / m m 66 k N / m m

" Inadvertent preload of specimen before data sampling.

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98 MASONRY: DESIGN AND CONSTRUCTION, PROBLEMS AND REPAIR

S t e e l w i t h a m i n i m u m s p e c i f i e d y i e l d s t r e n g t h o f 2 4 8 M P a w a s u s e d f o r t h e s p e c i m e n frames. A c t u a l m i l l t e s t r e s u l t s i n d i c a t e d s t r e n g t h s r a n g i n g f r o m 15 t o 35 p e r c e n t h i g h e r t h a n t h e s p e c i f i e d m i n i m u m . F r a m e d b e a m c o n n e c t i o n s c o n s i s t i n g of c l i p a n g l e s w e r e u s e d as t h e b e a m - c o l u m n c o n n e c t i o n . R a c k i n g t e s t s of t h e b a r e f r a m e of s p e c i m e n 2 r e s u l t e d in a n o b s e r v e d l o a d of 15 k N for a 25 m m d i s p l a c e m e n t m e a s u r e d n e a r t h e t o p o f t h e column.

H o l l o w c l a y m a s o n r y u n i t s w e r e u s e d in t h e i n f i l l a n d t y p e N m o r t a r w a s u s e d for c o n s t r u c t i o n . A v e r a g e m o r t a r c o m p r e s s i v e s t r e n g t h s a r e g i v e n (Table 4). P e a k l o a d s in t e n s i o n a n d c o m p r e s s i o n a n d t h e i r c o r r e s p o n d i n g d i s p l a c e m e n t s a r e a l s o p r e s e n t e d (Table 5). T h e s e d i s p l a c e m e n t s w e r e m e a s u r e d o n t h e c o l u m n n e a r t h e t o p of t h e infill.

U l t i m a t e l o a d s (larger of t h e t w o peaks) a r e u n d e r l i n e d . T A B L E 4 - - A v e r a q e M o r t a r C o m p r e s s i v e S t r e n q t h s

T e s t S t r e n g t h @ 30 D a y s S t r e n g t h @ I n f i l l T e s t D a t e

1 12.5 M P a 12.4 M P a (75 days)

2 13.2 M P a 13.2 M P a (30 days)

3 10.2 M P a 10.5 M P a (66 days)

5 14.3 M P a 16.3 M P a (59 days)

E a c h of t h e t h r e e 200 m m w a l l p a n e l s r e s p o n d e d in a s i m i l a r m a n n e r . T h e b e h a v i o r w a s c h a r a c t e r i z e d b y m o r t a r c r a c k i n g a n d s e p a r a t i o n at t h e b a s e a n d t o p of t h e p a n e l f o l l o w e d b y c o m p r e s s i o n c r a c k i n g in t h e m o r t a r n e a r t h e u p p e r corners. Next, d i a g o n a l c r a c k i n g t h r o u g h o u t t h e m o r t a r j o i n t s of t h e p a n e l s w a s o b s e r v e d a n d f i n a l l y c r a c k i n g of t h e c l a y t i l e as t h e f a c e s h e l l s of t h e u p p e r r o w u n i t s s p l i t a w a y f r o m t h e i r webs. T h e 330 m m s p e c i m e n e x h i b i t e d a s i m i l a r f a i l u r e p a t t e r n . A s i g n i f i c a n t s e p a r a t i o n of t h e w y t h e s of t h e u p p e r c o u r s e s w a s o b s e r v e d as t h e t i l e s of e a c h w y t h e f a i l e d i n d e p e n d e n t l y in t h e

l a t t e r p o r t i o n s of t h e l o a d history. T h i s f o l l o w s l o g i c a l l y as t h e r e w a s no a p p r e c i a b l e c o l l a r joint o r o t h e r s p e c i a l b i n d i n g c o n d i t i o n t o p r e v e n t t h e w y t h e s f r o m r e s p o n d i n g s e p a r a t e l y . F i g u r e s 7 a n d 8 s h o w a h y s t e r e t i c c u r v e of t h e r e s p o n s e a n d t h e t y p i c a l f a i l u r e m o d e of t h e p a n e l s .

T h e l o a d - d e f l e c t i o n b e h a v i o r of t h e i n f i l l e d f r a m e s a r e c h a r a c t e r i z e d b y f a i r l y t i g h t h y s t e r e t i c l o o p s of c o m p r e s s i o n a n d t e n s i o n . F o r s p e c i m e n 2, t h e u l t i m a t e c a p a c i t y of t h e i n f i l l e d f r a m e w a s a p p r o x i m a t e l y t e n t i m e s t h e c a p a c i t y of t h e b a r e f r a m e t e s t e d at a

s i m i l a r d i s p l a c e m e n t . E v e n t h o u g h i n e l a s t i c d e f o r m a t i o n s w e r e o b s e r v e d at l o w l e v e l s of load, t h e i n f i l l s y s t e m b e h a v e d s o m e w h a t l i n e a r l y u n t i l n e a r u l t i m a t e c a p a c i t y . T h e l i m i t e d d e g r a d i n g s t r e n g t h a n d s t i f f n e s s is m o s t a p p a r e n t in t h e l o a d - d e f l e c t i o n c u r v e s of t h e i n f i l l at o r n e a r u l t i m a t e c a p a c i t y . E a c h i n f i l l e x h i b i t e d s i g n i f i c a n t s t r e n g t h (40-50%

of u l t i m a t e ) a f t e r s e v e r a l u p p e r c o u r s e t i l e s w e r e d e s t r o y e d a n d a b s e n t f r o m t h e panel. H o w e v e r , t h e i n f i l l s t r e n g t h w a s s i g n i f i c a n t l y r e d u c e d d u r i n g t h e n e x t i n c r e a s i n g d i s p l a c e m e n t cycles. F i n a l l y , t h e r e s u l t s i n d i c a t e d l i t t l e i n f l u e n c e of v a r y i n g f r a m e s t i f f n e s s o n u l t i m a t e c a p a c i t y of t h e c o m b i n e d system.

I n i t i a l s t i f f n e s s of t h e i n f i l l e d f r a m e s is p r e s e n t e d (Table 6).

T h e i n i t i a l s t i f f n e s s of e a c h s p e c i m e n s o f t e n e d n o t a b l y a f t e r a s m a l l c o m p r e s s i o n force. T h e r e p o r t e d s t i f f n e s s is t h e s e c a n t s t i f f n e s s of t h e f i r s t c o m p r e s s i o n c y c l e of loading, a p p r o x i m a t e l y 1 m m d i s p l a c e m e n t . A c o m p a r i s o n is g i v e n of t h i s o b s e r v e d s t i f f n e s s t o t h o s e c a l c u l a t e d u s i n g t h e e q u i v a l e n t s t r u t m e t h o d p r o p o s e d b y S t a f f o r d - S m i t h a n d C a r t e r

[14]. J a m a l et al. [15] h a v e s h o w n g o o d c o r r e l a t i o n o f t h e r e s u l t s of t h i s e q u i v a l e n t s t r u t m e t h o d w i t h b o t h e x p e r i m e n t a l r e s u l t s [9] a n d

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FLANAGAN ET AL. ON HOLLOW CLAY TILE INFILLED FRAMES 99

FIG. 8 - - U l t i m a t e F a i l u r e M o d e of R a c k i n g T e s t s O u t - o f - P l a n e D r i f t

In a d d i t i o n t o i n e r t i a l loading, a w a l l m u s t w i t h s t a n d t h e t o p - b o t t o m r e l a t i v e d i s p l a c e m e n t s o f i n t e r s t o r y d r i f t r e s u l t i n g f r o m t h e t r a n s v e r s e c o m p o n e n t o f t h e e a r t h q u a k e . L i t t l e r e s e a r c h h a s b e e n p e r f o r m e d o n t h i s c o n d i t i o n . O f 83 r e f e r e n c e s in a 1979 l i t e r a t u r e r e v i e w of l a t e r a l l o a d i n g o n m a s o n r y i n f i l l p a n e l s [16], n o n e d e a l t w i t h t o p - b o t t o m r e l a t i v e d i s p l a c e m e n t s . H o w e v e r , B e n e d e t t i a n d B e n z o n i [17]

h a v e i n d i c a t e d t h a t i n t e r s t o r y d r i f t m a y b e a m o r e s e v e r e o u t - o f - p l a n e l o a d i n g o n t y p i c a l m a s o n r y w a l l s t h a n i n e r t i a l loading.

A s t h e s t e e l f r a m i n g a n d o r t h o g o n a l s h e a r w a l l s d e f o r m a n i n f i l l o u t - o f - p l a n e , t h e r e l a t i v e d i s p l a c e m e n t c a p a c i t y of t h e i n f i l l m a y b e e x c e e d e d . D u e t o a r c h i n g action, it is u n l i k e l y t h a t t h e c r a c k e d i n f i l l w i l l fall o u t of t h e e n c l o s i n g frame. A n o t h e r f a i l u r e s c e n a r i o is t h e loss of i n - p l a n e s h e a r c a p a c i t y of t h e i n f i l l d u e t o o u t - o f - p l a n e d i s p l a c e m e n t s b u t b e f o r e r e a c h i n g t h e o u t - o f - p l a n e l i m i t state.

T o i n v e s t i g a t e t h e e f f e c t of i n t e r s t o r y drift, t w o l a r g e - s c a l e i n f i l l e d f r a m e s p e c i m e n s , i d e n t i c a l t o i n - p l a n e t e s t s p e c i m e n 2, w e r e c o n s t r u c t e d . T h e steel f r a m e s e n c l o s i n g t h e i n f i l l p a n e l s w e r e o r i e n t e d w i t h t h e i r w e a k a x i s in t h e p l a n e of t h e wall. E a c h i n f i l l w a s b o n d e d t o t h e c o l u m n w e b a n d t o t h e b e a m l o w e r f l a n g e o f t h e s p e c i m e n f r a m e b y s n u g l y p a c k i n g m o r t a r b e t w e e n t h e s t e e l a n d m a s o n r y . T h e p a n e l s w e r e c o n s t r u c t e d w i t h no o f f s e t b e t w e e n t h e w a l l a n d t h e f r a m e c e n t e r l i n e . N o m o r t a r w a s p l a c e d b e t w e e n t h e c l a y t i l e a n d t h e c o l u m n flanges.

O n e s p e c i m e n (number ii) w a s c y c l i c l y l o a d e d o u t - o f - p l a n e w i t h a h y d r a u l i c r a m l o c a t e d n e a r t h e t o p of t h e i n f i l l panel, see F i g u r e 9.

F o r t h i s c a n t i l e v e r m o d e of d e f o r m a t i o n , a p e a k l o a d o f 57 k N w a s a p p l i e d t o t h e s p e c i m e n w i t h a c o r r e s p o n d i n g d i s p l a c e m e n t of 37 m m m e a s u r e d at t h e b e a m c e n t e r l i n e . T h e s p e c i m e n e x h i b i t e d a p r o n o u n c e d h o r i z o n t a l c r a c k a l o n g t h e b a s e a n d h a i r l i n e c r a c k s a l o n g s o m e of t h e l o w e r c o u r s e b e d joints. T h e v e r t i c a l i n t e r f a c e a l o n g t h e p a n e l a n d f r a m e b o u n d a r y r e m a i n e d i n t a c t as t h e w a l l m o v e d w i t h t h e c o l u m n s . O b s e r v e d o u t - o f - p l a n e d i s p l a c e m e n t s of t h e f r a m e a n d i n f i l l (edge a n d m i d p a n e l ) w e r e n e a r l y i d e n t i c a l for t h e s a m e height.

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100 MASONRY: DESIGN AND CONSTRUCTION, PROBLEMS AND REPAIR

T h e o t h e r s p e c i m e n ( n u m b e r 13) w a s c y c l i c l y l o a d e d o u t - o f - p l a n e t o p r o d u c e a b e a m t y p e c u r v a t u r e , see F i g u r e I0. T h e s p e c i m e n w a s

s u p p o r t e d at t h e t o p a n d a h y d r a u l i c r a m w a s p l a c e d at m i d h e i g h t . A p e a k l o a d of 2 2 0 k N w a s a p p l i e d t o t h e s p e c i m e n a n d a p e a k m i d h e i g h t d i s p l a c e m e n t o f 2.4 m m w a s m e a s u r e d . T h e s p e c i m e n e x h i b i t e d h o r i z o n t a l c r a c k i n g in t h e b e d j o i n t s n e a r m i d h e i g h t a n d v e r t i c a l h a i r l i n e c r a c k s in t h e h e a d j o i n t s of t h e u p p e r h a l f of t h e panel. A h o r i z o n t a l c r a c k a l o n g m o s t of t h e p a n e l a n d b e a m i n t e r f a c e a l s o d e v e l o p e d . A g a i n , s i m i l a r o u t - o f - p l a n e m o v e m e n t of t h e f r a m e a n d i n f i l l w e r e o b s e r v e d w i t h s l i g h t l y h i g h e r d i s p l a c e m e n t s of t h e f r a m e t h a n t h e i n f i l l at m i d p a n e l .

FIG. 9 - - C a n t i l e v e r M o d e o f D e f o r m a t i o n

FIG. 1 0 - - B e a m M o d e of D e f o r m a t i o n

C o p y r i g h t b y A S T M I n t ' l ( a l l r i g h t s r e s e r v e d ) ; S u n D e c 2 7 1 4 : 4 1 : 4 0 E S T 2 0 1 5 D o w n l o a d e d / p r i n t e d b y

U n i v e r s i t y o f W a s h i n g t o n ( U n i v e r s i t y o f W a s h i n g t o n ) p u r s u a n t t o L i c e n s e A g r e e m e n t . N o f u r t h e r r e p r o d u c t i o n s a u t h o r i z e d .

FLANAGAN ET AL, ON HOLLOW CLAY TJLE INFILLED FRAMES 101 In-Plane C a p a c i t y Followinq O u t - o f - P l a n e Drift

To m e a s u r e the damage of drift loading o n specimens ii a n d 13, a low amplitude v i b r a t i o n (impact hammer) test was p e r f o r m e d on b o t h specimens b e f o r e and after the o u t - o f - p l a n e loading. The u s e of this t e c h n i q u e w a s e m p l o y e d since it is d i f f i c u l t to assess t h e damage to a m a s o n r y structure at low to m o d e r a t e load levels. The p e r c e n t a g e

d e c r e a s e in the first o u t - o f - p l a n e and the first in-plane frequencies of the panels d u e to the drift loadings are shown (Table 7).

TABLE 7--Percentaqe Decrease in F r e q u e n c y from Drift L o a d i n q

Test O u t - o f - P l a n e In-plane

Frequency F r e q u e n c y

11 - Cantilever 16.8 28.7

13 - B e a m 16.2 16.6

Specimens ii and 13 were then loaded cyclicly in-plane to failure as specimen 2 had b e e n tested. O b s e r v e d failure m o d e s w e r e similar t o those of t h e racking tests. Minimal d e g r a d a t i o n of in-plane strength and stiffness from the o u t - o f - p l a n e loading was o b s e r v e d (Table 8).

TABLE 8--Ultimate Load and Initial Stiffness

Test Ultimate Load (kN) Stiffness

C o m p r e s s i o n T e n s i o n (kN/mm)

2 - Control 166.1 183.1 29

ll - Cantilever 152.2 149.3 27

13 - Beam 186.0 165.7 31

S U M M A R Y A N D C O N C L U S I O N S

T e s t i n g has been p e r f o r m e d of H C T units, mortar, assemblages, and large-scale b u i l d i n g components to evaluate the c a p a c i t y of typical Y-12 structures subjected to earthquakes. A r c h i n g action causes the panels of t h e infilled frame c o n s t r u c t i o n to have significant o u t - o f - p l a n e strength, thus the risk of panel failure is small. Wall damage due to o u t - o f - p l a n e inter-story drift effects had little influence on the in- p l a n e stiffness and strength. Thus, traditional m e t h o d s of t r e a t i n g orthogonal b e h a v i o r of the infilled frames separately are adequate.

D e p e n d i n g on the c h a r a c t e r i s t i c frequencies of the g r o u n d motion, the p r e s e n c e of n o n s t r u c t u r a l u n r e i n f o r c e d m a s o n r y infills m a y

s i g n i f i c a n t l y improve the seismic b e h a v i o r of structures. The H C T infills increase the stiffness, and therefore, the natural f r e q u e n c i e s of t h e structures. The infills also increase t h e lateral s t r e n g t h of the otherwise u n b r a c e d frames. The e x p e r i m e n t a l results showed an order of m a g n i t u d e increase in lateral strength.

R E F E R E N C E S

[!] Klingner, R.E., Beiner, R.J., and Amrhein, J.E., "Performance of M a s o n r y Structures in the M e x i c a n Earthquake of September 19, 1985," Proceedinqs of t h e Fourth N o r t h A m e r i c a n M a s o n r y Conference, 1987.

University of Washington (University of Washington) pursuant to License Agreement. No further reproductions authorized.

102 [_2]

[3]

[_4]

t_s]

[_6]

[!)

[_8]

[_9]

[i0]

Jill

[12]

[13)

[14]

[12]

[16]

[LT.T ]

MASONRY: DESIGN AND CONSTRUCTION, PROBLEMS AND REPAIR

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Riddington, J.R., "The Influence of Initial Gaps on Infilled Frame Behavior," Proceedinqs of the Institution of Civil Enqineers, Part 2, Vol 77, London, 295-310, 1984.

Stafford-Smith, B., "Model Tests of Vertical and Horizontal Loading of Infilled Frames," Journal of the A m e r i c a n C o n c r e t e Institute, 65(8), 618-624, 1968.

Stafford-Smith, B., and Carter C., "A M e t h o d for the A n a l y s i s of Infilled Frames," Proceedinqs of the Institution of Civi~

Enqineers, 44, 31-48, 1969.

Jamal, B.D., Bennett, R.M., and Flanagan, R.D., "Numerical

Analysis for In-Plane Behavior of Infilled Frames," P r o c e e d i n q ~ of the Sixth Canadian M a s o n r y Symposium, Saskatoon, Saskatchewan, Canada, 1992.

Lawrence, S.J., "Lateral Loading of M a s o n r y Infill Panels: A L i t e r a t u r e Review," Technical R e c o r d 454, E x p e r i m e n t a l Building Station, Sydney, Australia, 1979.

Benedetti, D. and Benzoni, G.M., "A Numerical M o d e l for Seismic Analysis of Masonry Buildings: Experimental Correlations,"

E a r t h q u a k e E n q i n e e r i n q and Structural Dynamics, 12(6), 1984.

University of Washington (University of Washington) pursuant to License Agreement. No further reproductions authorized.

Installation and Materials

University of Washington (University of Washington) pursuant to License Agreement. No further reproductions authorized.

John M. M e l a n d e r I and John T. Conway 2

C O M P R E S S I V E S T R E N G T H S A N D B O N D S T R E N G T H S O F P O R T L A N D C E M E N T - L I M E M O R T A R S

R E F E R E N C E : Melander, J. M. and Conway, J. T., " C o m p r e s s i v e S t r e n g t h s a n d B o n d S t r e n g t h s o f P o r t l a n d C e m e n t - L i m e

M o r t a r s , " Masonrv: DesiGn ~ Construction. Problems a n d Repair. A S T M STP 1180, John M. M e l a n d e r a n d Lynn R. Lauersdorf, Eds., A m e r i c a n S o c i e t y for T e s t i n g and Materials, Philadelphia, 1993.

A B S T R A C T : A S T M S t a n d a r d S p e c i f i c a t i o n for M o r t a r for Unit M a s o n r y (ASTM C 270) requires m o r t a r to be specified either by p r o p o r t i o n s p e c i f i c a t i o n s or p r o p e r t y specifications. For p o r t l a n d c e m e n t - l i m e

(PCL) mortars, it has b e e n suggested that a significant difference exists b e t w e e n the properties of mortars m i x e d a c c o r d i n g to the p r o p o r t i o n s p e c i f i c a t i o n s a n d the requirements of the p r o p e r t y specifications.

This p a p e r presents data confirming that c o m p r e s s i v e strengths of P C L m o r t a r s a c c o r d i n g to current proportion limits do vary s i g n i f i c a n t l y from p r e s e n t p r o p e r t y s p e c i f i c a t i o n requirements. A l t e r n a t i v e

p r o p o r t i o n s that would b r i n g the p e r f o r m a n c e of c e m e n t - l i m e m o r t a r s more in line with the p r o p e r t y specification requirements can be f o r m u l a t e d b a s e d on the data.

The p a p e r also investigates the r e l a t i o n s h i p of p o r t l a n d cement content to flexural b o n d strength development of cement-lime m o r t a r s as o b t a i n e d from tests conforming to UBC Standard 24-30. A m a t h e m a t i c a l model of the r e l a t i o n s h i p is p r o p o s e d and c o m p a r e d to additional e x p e r i m e n t a l data.

KEYWORDS: mortar, p o r t l a n d cement, lime, h y d r a t e d lime, c o m p r e s s i v e strength, flexural b o n d strength

In the U n i t e d States a n d Canada, m o r t a r is s p e c i f i e d b y one of two alternate means - either by the p r o p o r t i o n s p e c i f i c a t i o n s or the

p r o p e r t y specifications. Under the p r o p o r t i o n s p e c i f i c a t i o n s of A S T M

iMasonry Specialist, E n g i n e e r e d Structures & Codes, P o r t l a n d Cement Association, Skokie, IL 60077.

2Manager Q u a l i t y Assurance, Research & Development, H o l n a m Inc.,

Dundee, MI 48131

105

University of Washington (University of Washington) pursuant to License Agreement. No further reproductions authorized.

FLANAGAN ET AL. ON HOLLOW CLAY TILE INFILLED FRAMES 97

90 MASONRY: DESLGN AND CONSTRUCTION, PROBLEMS AND REPA{R

156 MASONRY: DESIGN AND CONSTRUCTION, PROBLEMS AND REPAIR