ML19268C263
| ML19268C263 | |
| Person / Time | |
|---|---|
| Site: | Trojan File:Portland General Electric icon.png |
| Issue date: | 10/31/1966 |
| From: | Allen M, Monk C STRUCTURAL CLAY PRODUCTS RESEARCH FOUNDATION |
| To: | |
| Shared Package | |
| ML19268C260 | List: |
| References | |
| TAC-12369, NUDOCS 8001100050 | |
| Download: ML19268C263 (46) | |
Text
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\\y A 77AC h'MNT 1 C ll RESEARCHREP0RT M :. p N U i B E R 10 i
vph 00YESSE ED "lARSVRSi S"ETH ESTS 07 EF-M BU( WA.LS STRUCTURAL CLAY PRODUCTS R[ SEARCH FOUNDAT A DMslon of Structural Cisy Products Institute Geneva, Illinals i
c October 1966 95001170 r
G 0011000 50 L
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FDMDB In keeping with the poli:y of the Stmetural Cay Products Research Foundation (SCPRF), a diviolon of the Structura! Cay Products Institute, to periodictity pub.
!!sh research results and test data of generalintemt and usefulness to the bund.
ing profeaalona, this tenth in the series of Research Reports is herewith prese De data pmented in this report represent the completion of anoti,er phase of a continuing series of structural tests being planned and conducted at the Geneva.
!!!1nois laboratories of the research dMsion of Structural Cay Products Insthute.
Mr. A. B. Zukauskas. SCPRF Structural Engineer, was in direct supervision of the aesting. Mr. M. W. Currie, SCPRF Msterials Engineer, was mponsible fot tbc daUy control of n aterials and the statistical scalysis of the raw data. The building of all test specimens by Mr. R. L. Lorenz. Laboratory Technician, and their actual testing by Mr. J. P. Wogulls, Laboratory Technician, were under $c supervision of Mr. C. C. Sah!not, SCPRF Development Engineer. De interest and consulta.
tion of Mr. Carcoce B. Monk, Jr., SCPRF Technical Manager, Structural Re.
search; Mr. Harry C. Plummet Dean, Mr. James O. Cross, Director; and Mr.
Robert D. Dikkers, Assistant Chief Engineer, SCPI Engineering and Technology Department,SCP! are also gratefully acknow!cdged.
STRUCTURAL CLAY PRODUCTS RESEARCH FOUNDATION I
A Division cf l
Struetural Ca; Products Institute Malcolm H. Allen, F.E.
t%-e-at newatch C. B. Monk, Jr.
Technical Manager, Structural Research Geneva,Illiools October 1966 95001171 2
.a
~e
&c1h 2
FOREWORD
... ~
4
~
L157 O F t M 1.ES...
- ~.. - -
-_4 LIST OF ti WSTRAT10NS....
~
5 ABSTR.ACi._.......
.. ~
.. ~
.. ~.. ~.
.. - ~
~ ~.
5
- 3. INTRODUCT10N..'.
5 1.1 Gencral 5
1.2 Method of Bonding.......
1.3 Compre:sive suength of brick Units
~..
5 3
l.4 Tme of Mortat
. ~
1.5 Thxknes of Mortar Joinsa 1.6 Sienderness Ratio..........
5 1.7 Quality of WorI.manship m
~
- 2. MATKR1A1.$
~ ~. ~..
,~
2.1 B ric k............~..
~.-
6 2.2 Mort'er Materials...... -
6 2.2.1 Porlland Cement 6
.. ~
2.2.2 Hydrated Lime...
6 7
2.2.3 Sand..
2.3 M ortar..~
-~.~ - ~.
1 7
2.3.1 Sampling Procedure.~
2.3.2 Mortar Propertics 9
~
2.4 Metal Ties
)
9
- 3. TEST SPEClMENS...
.. ~ ~
9'
. ~
3.1 0e ne tal........
9 l.
3.2 Compressive Sirength Test Speeimens........
~.
9 3.2.1 Compressive Prisms............
30 3.2.2 Compressive Wall Columns.
10 3.3 Traruverse Strength 7est Specimens..
10 1-3.4 Mortar Specimens
. _.~.~.
33 i
- 4. COMPRESSIVE STRENGTH TEST 3 21'
}
4.1 Teiting Equipment 31 4.2 Specimen Prepatation..
....~....-.-
12 4.3 Test Proeedute.
12 4.4 Test Results....-..
12 I
4.5 Diwussion.......
...~..
12
~
l 4.5.1 E5ect of Method of Bonding....
12 4.5.2 E6eet of Brick Compressivc Streagtb.....
12 4.5.3 E5ect of Type of Mortar 12 4.5.4 Enest of Jomt Thickness 12 4.5.5 E5ect of Sienderness R tio 33 4.5.6 E5ect of Workmanship..
~ -
4 20 C
- 5. TRAN3 VERSE STRENGTH TESTS 30 (L
5.1 General 20 5.2 Test Equipment.......
20 4
-.~
5.3 Preparation of Soecimens...
20 3
5.4 Test Procedure.'......._
20 5.5 Test Resuits 23
.r 5.
oism,wn._ _.
.r 23
..n suuMAxy 1,
.r I
9500102 W-
IAllU D*
D g
' q) "
A Pete
. y u,La,,
i Ow Table 3
21 Phyika! Propertjes of Brick 6
Sitye AnsJysu of Sand...
~6
~
w s.immary ut tevonas a mh.. sempe4 aed spuimm Tested......
...~....~. ~. -.... ~
22 7
- 28. Day Strength of Type S Menan Used to BuiM Cornpressive Prisms.....
4
- 28. Day Stre:gth of Type 5 Mortars Uml to Bdid Cepenivs Wr.H Columns 24 25
- 26. Day Strength of Type S Mortars Used to 9
26 Build Transyerse Test Wall Specimens -- ~ --
9
- 28. Day 5trength of Types M. N and O Mortars _
10 27 Summary of Number and Type of Specimens 13 3.I Cocpressive Strength of 8.in. Btiek Prisms -
14 41 4 2 Compressive Sirength of 4.In. Brick Centrol Prisms.
15 Compres.lve Strength of 8.in. Brick Wall CoJumns _._
37 43 E5ect of Type of Bonding on Ultimate Compresalve 44 Strength of 8.in. Brek Wan Columns 45 Effect of Brick Compressive Strength on Ultimats 17 Compressive Strength of 8-in. Brick Phams..
4 6 Efeet of Mortar Compreuive Strength on Ultimate 17 Corninenive Strength of 8.in. Brick Pdsms Efect of Mortar Bed Joint Thickness on Ultimsts
. 17 47 Compressisc Strength of 8.In. Erick Prisms 4.$ Effect of 8.in. wan Column Slendernen Ratto 17
. _ ~..
on Ultimate Cempressive Strength 49 Efect of Workmanship on Ultimate compressive 11 Strengih of 8.in. Stick Masonry.
21 Treasversa Streagth of 8.in. Brick Wans 23
$.1 Summary of Compressive Strength Tests of E.in. Brick Masonry 23 61 62 Summary of Transverse Strength Tests of 8.in. Brick Masonry ILLDtiiil.flH3 Pete Ylttre 6
21 Dimentions of Briek Units. -
7 22 Sieve Ana!ysfa of Sand..
_ 13 31 Compressive Prism Specimens _
10
.. ~
12 Wat Column 5peeimeas......
Fitteen Foot Column in One Minion Pound Comprenive Testing Machine 32 14 Compressive Sirength of 8 in. Brick Prisms, Series H. Metal. Tied.
41 14 42 16 Compressive Strength of 8.la. Brick Prisms. Series M. Metal.TiedCo 16 43 16 44 Compressive Stt ngth of 8 in, Brick Prisms. Series I., Metal. Tied _
45 16 46 47 44 Cornpressive Strength of 8.!n. Brick Wall Cohrrans.
18 Series M. 3.ft. Walk. Metal. Tied Com[aressive Strength of 6 in. Brick Wan Columna, 18 49 eries M. 6.ft. Walts, Meta].Tsed 410 Compressive Strength of 8.in.BriMdlColumna, 18 Series M. 8.ft. Walls. Metal. Tied 411 Comprenive Sirength of 8.In. Brick wad Colu ret, Ig 5erles M.10.ft. Walls Metal Tied 412 Compressive Strength of 8.in. Brick wad Colurn' i,
_ _ 19
~
Series M.1311. W6Ds. Metal. Tied.
413 Compressive Strength of 8.in. Erick Wau Colurres, 19 2!
414 Compressive Strength of 8, Sri:k. Bended..
serjes M.13.fL. Walls
- m. Brick Wall Columns.
19 y
Series M 15Jt. Wa!!s. Mets!. Tied
-~
~.
20 415 Ty ical Mode of Failure in Compression T sts. Prism Specimen...
20 hat Mode of F Uure in Compreuion Testa, Wan Column Spectmen 416 T 417 E cet of 31caderness Ratio of 8 in. Brick wad r.
19 F
Columns on Ultimate Compreulve Strength 21 22 Transverse Strength Specimen and Testing Equipment _
51 Transverse Strength of 8.in. Metal.T"eed Brick Wads 22
.m
$.2 5-3 Transverse Strength of 8.in. Brie). Bonded Waus 22 p.
e{
S.4. Typical Fa!!ure of Transverse Specimen 95001173
[
.. ~
,, (,
1,7 Osmanty of sfertmenky 1.3 C' esteem'are Stresse of his r.amucet wwt. amahtp, ence.md AESTRACT vasm y cornptetely f@ bend and coder $eints '
f.
Thm ennes ed brick campessive aM emooth tur.fsrrywed) bed jeets, was Epscimens of nominst E.in. twowythe stengths were verd.5eries H brick had as amployed as the star.dsrd throo6mrt ane-brid saDs were swWected to compm.
eive and traesverse arength testa follow.
,,erese compressive streessh of 16,093 construction of all specet, ens. Meweser, and psi; series M Mt.11.866 pal:
to obtala some katwinige of the edact 6tg. with sertain escephons, the proce*
emes t Wk. 6306 pal. The investigs.
of workmsedip on the caspressive dures set forth in AITM Jia*deraf Mrth*
tion of the etteet of the strenge of brick strenge of 8.in. Wk vdk a esnes of ede of Cone'urtsg Jrwith Tedts */
Pentf far #eihfing Coa.stracitoa. E 77 an h Nength of the snuonry was con.
8ve mets!.t' sed priens was ecestructed -
dl,7he :Kscis of such voriables ss meth.
Aned no three series of emaner som.
in which "so amerdd" or " pow
- work.
ed of bendies. strTngth of breck, type y,mi,e psene, snanship wn.s need. This type of work.
saanship was characterizad by partia!?y af rnortar thickness of jomts. stenderness 34 TfPe af Marur fatlo and goality of norkmanship were The *eentro!* mortar uend as te Alled head ed cotar joints and deeply 4:res Issted.
standard $er te prostam oss a trps &
W bed W m.
arment. lime mortar. Com9teulve pcterns.
- 1. NTRCDUCTON In which types W. N and O emment Ume
- 2. M T RIAL 1 smertars were sted, were alao tested M 31 h4d Ceteral f.)The nessic.g program described la this rememian and G,,eir ulthee s,om.
g gg mg g g, g
,,a,, %,,, u types of brict itsed to hund On test repon e..aAa.d i. e+
ia-.sne estan prisme la which type $ mortar e as seed.
epecimens art summariand in Tabte 31.s of the compressive and troneverse 7%3ckseu of Mortar Petees h wen h w & W Wk n.
strength of 6 6n. brick masonry 51sils.
The %LaMard* Joint thickneu esed lected tw ou in me ye W mg tem masonry bondad and metal.awd 1.3 in.
& Mkm we MM h No emer or rucking tests were per.
in building the specimens was 4(
formed. All specimens were tested after However, compressive prisms with %
g
,4 g,p,g p,,,, y g gyp, 28 days of curies. In the compresshe and %.in. mortar joints were also turilt we ud. mind. 4de. cut inde.g brid usrod testing pbsw of the program. Se efects and tested and their ultimate compree-e e m hdes 4 2 4 W g,,,, g g g g,, g at the foUo.Ing variables on the talti.
she strengths compared to moes buDt p % ht @ es "mdM* m2 mate compressivt straneth of 8.in, brkk with 46 In. $otnts.
of masonry were investigated-brick (wrim M) von used in h!Mus
- 1. Method of bondMs.
L6 Skh Rade h waf! soim ad ma ed panens for s
compnedvs arer.g4 ad smes,er.m 1 Compressive strensth of brick waits.
(2 b M m M h e d Er*nfth testing. respecthelf.
- 3. Type of mortar.
- 4. Thishness of mortar bets, heights of 3 ft 3 in 6 ft 3 in 8 ft 2 in The em type of brid topment "denwse N to ft 1 in.,13 ft d trt. and 15 ft 3 an.
Approaimately me 10 parsant!!. die $0 y
- 4. Qu, - d =dmnegA All were constrweted with sertas M brick.prrcendte ad es 90 pw'A as s
,y,,g,g,
,7 ggg, g in the transverse tests, only the efect 3
w of bond ng mes invesugstal.
compressive st'tages, of the 27 types of slenderness ratios (height to thickness) anits originally selected by the 13 SCFI
=
actuel rGmennons were $.0.
. l.3 Method of Soeding I
t=e wnetns metnode wr=
9.6.12.6.15.6. 20 6 and 2).6. The h/t Teiwd m anwenise e Amt SW w e. la bee.d an beeinese et same4 rig and Tamas Sams,
[
the masonry bonded st*%.... f 'i t.W-ratio for the smaner prisms was 2.7. The C #1.42.
hesosts sete empfoted ever) 7th course.
IS ft On. masimum clearance of the
- y
- Q [ Q, "d P,p i
The metal. lie bonded specimens had pre.
compressive leMing inachine established
,,,,,,m s.,e,, ye,. S.,m.r,,,ed.
i fatrecated trves.dssigned es11 reinforce, me dmom s,ui-n he,hi w is a
== a,.ea pesa4.u As,= ms.
j meni a bed % u in. u.,oery 3 in. mit of 23.sk f
om couruk rr 7.
s TABLE 21 e
Pitysical Properties of Scick go,4., t is a #1 y
i Series M (num 1g)
I seele M lae 31
~
I e
I e
E e
C e
I e
4-rhyitut e,e,.ar
- O r,
teses nooi ir.4 u.a sen ni same su su t.344 18e T.4 1,113 181J 113 est AL7 8J ca e.o.= 5.,= seh. a
}
d.0 E7 17.2 18J 4.9 4.s 94.1 M
21J aed si.e of twe ws, pd e
M SJ 12J M
M 4.8 9J 1.1 14J lnAlel Save of abierpoten' 4J e.s to u
s.4 m,
tu n.:
rJ J
lese Cald Abierposen ICL %
jf su n.a aw e.a at s l
I E
f.
' h q
b I
n i
- e<.a.
a.a,. so en h.
N me==sas mean (everessie touwens j&
l r
ugg Sue
- .3 c*
ya 4,e 4, en 3
u e.*e er 8
,]
tee w.m.ie.
95001174
9 M@~$$$
t regioen had used in the is!G phaaes of M tuttat program. Senes L tad 4
e c( the lowest 10 w
H are repreierie
' per test and t
..tghen 10 per cast, l
respectivsly, of the 27 brid. Series M trick are repmentative of the median of the 27 types of ualta. whb roepect f
to eompressive strength.
f -
The ennes M bnet need a tbla pro, d,
L
- d d" l
gram were from a new shrpment and.
as saa h seen in cornparir.: their prop.
erties erkh those sareplad from the pervious chilenent and wisd ln the 44a.
en m his bnch wall testics prtstam, their aversee sweegth ess about 1000 pel higher. The sundard deviation of their earnpree, 8
elve suenr.hs was sonsderably hisber.
- = = = - - -
bowever. than that of the semplies from g.
i the previous thipmem 0912 pad as esm.
g pared is only 347 pW.
n.e.m e m e d 2.2 Morer Maserials 2.2.1 Portland Ctenet. The portland l
1 l
comeut used was tm 1
- Medusa Port.
6=
--.H
]
1ead Cement. As in previous testing pro.
as4 *ar emcr grams. It was purchased fresh h reta.
pm ciert connes.t4A littly small quantities at ene time C20 mcks) and nept stored bi emetal drums eth Lishs.Sitmg lids.
2.22 N)dresed !.tes. Wortassat, a type
-'d C
{,,
ar-j B' bydrated mason's time produced try es U.S. Gypsum Company, ens used to the mortar. Its prcrutement and storste followed the emme procedure sa shat ser the portland *=sa==t.
213 Sand. The sand was a No. I ser.
i 7-
)
W8' pedo strural sand obtained locally. The slave analysm of the send is shown in Table 2 2 and in Fig. 31.
sea curt cos* o -11 e errw s.
..e ioninc.
= tenwed Caswed. C 12 43.
ficVRt 24 Tw si.as.,e smunwie= tw nyereed pimenstone of tekk Unho
.A 1.ame t= w:wirr tax.rs c set.a TABLE 2 ?
TABLE SJ Steve Analysis of bad tummary of Mortar gesches Sampled and specimene fested (n e for each batch)
~
Cemetep,PseCea*Pe %
Member as el aierte 1,., - --
s 8
g g
88 a,
- f. ew ve.1 teas' d'
Cebes Smens
- g.,,,
yp,,g,,
=.a j
.i
~~
12 12 a
tra See m
3 Cornerosaw Peise,.
de 98 9
12 12 5
5 9eJ 95 300 f
s u
a n
w
.u n.ien O
3 12 M'
30 seJ 40 75 de C - i.e C
=
=
=
y
,e J
- i...
f...,.;,se too W oes S
3g 130 13D i*
rbeness mee.W*aitF p,
,o,
... _, ~
..eer se. mmener ensrear, C 14*e.77 f-95001175 i
vure.: :s' 'ow.m
. e n.
~
i.
4 y
y
~
$ R 0 8 f N Ag1P"
~
- %"% mosa,..o,ou the operimerts was a type $'
- bone propor-A as x
tient. by votams. wees I pri pontand A
sement. % part hydrated lime and 4M twichins. how.
pns sand. Iri the actus:
ever, egi.halens vat weishts were vuod in the interest of ocevracy and contreL 8'
pontand cement. 94 tb per eu fl g*
- C.",
Unit weights veed wersi Hydrated Ivne
... 40 le per en f
,d'Q+Q688 5ehd 100 lb per eu ft g
-.w owe====
ury.nd) tuh batch was mised in s 3H.ca h as i
pdd), inn miser for a minanum of 3
[%
tem eith enough water to produes s seceptable h} the inesan.
vertsbiltt>
The averste water.coment tstic of the a
enersars oss !.08 and the inttit! Seat mere in eterse of 150. The air content verwd from 3.3 to 4.9 per eerd, ekh
,,,,,,m.
en averste of 4.3 per ernt.
To determine the effect of snartar pggggg gg esmprenho stret:sth on the altunate gg g g,,g compreuive Hrength of bruk matonry, trick manonry corriprettivt pehms tett sito Dvitt *ith types M. N and O mot.
b ten, as deAned by ASTM C 270 647, I
and tested. Thew mortars were propee.
tsemd (by volumen c4 follows.
ggg g4 l
Type M.
l pan partland earnant
- 18. Day $1rength of type $ Morfers l
u part iime, 3 parts mad Used to Build Compressive Prisms Type x....! pn pontand eget.
).
3 pn lime. 4 parta sand O'3 betches sampleef)
,I Tm 0.-
1 part portland cemem.
- 8"'b-2 ports time.9 prts sand II 7
temptinn ta=, J
- e. stesa**===
A "***d 1'
- ' - N[*
X e
v e
I i
2.3.1 8'"3"* **
of the number of batches mised in any f
one ear. Wy one est of sia standard 4
m p
u evhes and sia uandard triquets weft mge from one typical batch each day.
CPt41. 4 & S.41 4
tots 1401
- J e
too it.00 13 The mortar =u sarnpied dhectly from CPt 42. 1. J & 8 4
1876 m
sJ e
tas t s.+e ts.:
4 the tioars. Estept for ihs mia ts***4==
6*
'n.
i sempted from fnortars veed to build the CPect. 2. 3. d.& 5 6
4 20 52 6 af 6
M1 M
HJ N'.
- compreet priser.: b* eeries M and H CPG 61 & 2 e
4271 Ss.O te e
les alJ 11J J
ties Tebte 2 41. all esbes and briqvets were moist. cured under set burlap for 24 hr. after thich they were air.cuesd CPt43,d & 5.81 6
1831 110.3 y.1 6
174 14.1 0.1
=
The mortar spetimens for 6eriet CPe42,3,4 4 4 e
t371 1y7J t44 4
13e IU 9.3 with their associated manority test speci.
y bene beech e cps 42,3. 4 & a m kein at ment M and H sompresshe prisms were air.
cps.Ct.3 & 8
(
their assocwred seasonry baw had a CPe41 & 2 in 4*rtse i cured 36th y,
specirnens for the full 28 ders.
CPe<d & S Tahte 21 summarises the mortar 4
1s43 102.4 u
4 315 84 84 hetches sampled and numtwr of tracl-gyL,we.
mens assion.
uir su i.e i=
iu u
=
g, 3,
g gy, y,
yj -
uorm, cro, erne v.wes 3 d, s.
u.:
.4 3 and 24 summatise the physical pesy.
4 init se.3 tJ e
134 t4J 7.7 enies for each of the 71 batches of type 5 nortar earnpled. The averats som.
CPe.St. 2. 3 4 4
., {
pretabe suength of the 426 t)pe $
CPe43,81.3 6 3 a
1204 101.1 8.4 6
144 TJ 4.0 startat cum was 1491 psi The everage Seaw bed n es CPt41 & 3 in serem m
.y 98 G*j fansile streng'.h of the 426 type 5 mor.
CPe ed 4 5 tar briquets was 182 psi. The prop,.
CPe41, t. 3. d 6 8 4
tsk 37 e s>
e Iff M
u 6'
lies of the types M. N and 0 isurtees s as anne, se es=,
I'f,
+fm.
3
, s. n,,, sa e, and = ee en rensnee e S.
are stam: stiavd la Table 2 7.
~
- uTW Tier, tow tenscostume let Morter es===..-
e==. a as 4.
O see una w.w n. c **est.
95001176 4e
- =we.e..
..-........:... m _.,.
..,_c.,____..
Amede.4 er. d-s w 9
- a. e c4 s,.o A
e I
e s,.m s
type am, e
sul sal pel set i
TABL12 5 81 e
1984 75.4 4.0 4
109 ts.7 s.1
- 18. Day $frength of TYPE $ Merlers c3 1843 e
lest atJ SJ e
174 13 4 7J l
11J FJ Used to Iv!!d Compresolvo.
$4 & a e
643 edJ 13 e
tot i
Wall Cetumns J
(38 betshes tampleen s1 e
aset v7.9 a.1 4
in 193 nd
.e a
two
- A de 6
les tJ M
C6 3
e tH4 MJ SJ e
210 M
LO W
e 1733 9tJ 85 4
El 143 M
98 4
1888 AJ 14 e
itt 184 142 t
31 4
18s?
BJ 19 4' ' lad 13.3 7.9 N
4 1998 SLR M
e til
%4.8 M
Cs a
e SJa
. R.1 18 e
led 15J MJ.
to e
Sdee 31J U
e SPS 39J 10.9 i
as 4
14 5 ott d.3 e
191 M
M s
31 6
1730 eu 18 4
218 flJ M
N 4
1840 m.1
&7 4
rit 119 7J C16 38 4
1614 7FJ 43 e
190 14 3 42 44 4
tele 41A SJ e
308 18J 9J SS e
4873 107J 4.4 4
190 38.1 17J 31 e
late laL7 FJ e
183 49 42
~1tJ 83 6
1872 1874 13J e
!?S 44.1 a
e 1339 131.9 144 4
171 10J 4J 84 4
1996 57 4 43 4
-Id 19 1 40 l
St$
88 e
1537 46J 48 4
217 18J M
3 31 e
1485 GLS EJ e
30s 13J M
1
,f' at e
lef7 StJ 8.9 4
175 143 60 33 4
tead 592 4
178 17.1 9J N
4 1349 44J M
e 143 p
p SS e
3094 79J SJ e
$$1 37.1 10J l
r o o, 9
g-e itse MJ S.O 4
I?F 41 13 4
1814
. Sff 19 6
las 19 3 112
- 3 gi a cc 4
Ed 5.2 4
1404 S5J SJ e
300 i
t 6
1314 A9 SJ e
W3 __18J 9J et L
e 10F4 88J 7.9 e
let 9J U
I 4
100' 194J 9J e
199 30 2 183 C18
S 4
40t3 MJ 4.3 e
id 13J 9J
)
t 4
1748
- J 23 4
22.1 18J FJ '
i ed e
(<
6 913 40 49 i e 1M B.4 113 4
,u 7,J u
e
,J.
8J 9
I
,,, _ ~
. _.. _ m..
~
4
-.. ~
2 t
95001177 u.
g.
5' I
t.
y.
e.
3.4 Metal Ties TASM 34 The estal ties need to bood esa test 18 Day $trength of Ty;ee S Morters (food spechos em Wabacated Waso.
To Send Transverse Te ti Well Specimens Ges!gend wall reinforcorriest mornban.
e QO baWs sempM type 1. manufactured by to Dor 4 Wal Camparty. Both the side and cross feds wm No. 9 page ce164: awn seest wits
. spam.
I*
g.hp.eami sehay 6 b ot. 8as.Gsh==
,e With the riumfersemest spatre % %,
e v
e4., the croes.nectional area of ties per
_ l
' 5pe<6ese**
K e
e a
en Ma e '
_l 5
sputty fpM pf waH was 0.0196 at la.
s p,,
1
)
n I'
M e
1848 te c 4.8 6
192 89 2 18J l
e sats its.
4.s a
sig tis se 31 C'88'*l With the saarption of the Ms. dagis-e 1411 ye.1
- 84 e
too ta.e FJ wythe compressive pnams ballt as cco-a tro!" spe<fmens, aD test spas.wners ware e
1903 Se d 29 6
141 IBA 75 two bruk wythe h niekass (nominal 3
I 6
197e F0.8 84 4
See 14.8 as 8 " *O #
N 6
note 93 4 4.0 e
Ise 10J P4 fossement' Ezesnent wortraaeship ess 16 3
speclAed. all head and cellst jema bains e
16 5 122.4 PJ e
193
%AD P2 sampletely Riled and to funswing of i
8 I P'#"
l 4
1999 73 1 8.2 6
147 41 10.9 thicknesses were h44 la approtimately 46 to. When samary, brick wm i
e 31gy 6' J 44 4
tal 4A 4J wetted before betag laid to toduce set-6 1304 asu At 4
18e 99.9 18 3 tion and knprove bar.'
g The schedule of '.a!Km. and nesting e
isss 444 84 6
18 22 SJ was planned so as to maistals a 2841ay
~
corina ma. This enhedste was suces.
u
,,s
$43 sJ e
1:4 s.s a,e 8
fully maintahed. Au specimerts sees eured la laboratary atr. whkb everigod e
tese 127.9 FA 4
til E7 12 4 aban 14 F. Relative humidities ruessd.
e 1817 127A 70 e, 317 9.8 d.4
.from about 35 to 60 per cent duties the a
j Per a e
lits 69.3 8.1 e
164 444
&J rvtare ring of the snoctar was Permitted. The sus of indtvidual mortar 4
317o 184.0 64 e
222 44.2 8.2 batches was such that asc.h sould be 1
e 1174
- A 42 e
130 13.8 40 4 consumed beferi estemperir4 wenld he e
3044 48.0 2.4 6
301 M8 84 carded without escessive waste of ca.
4 1964 88J S.0 4
148 11J F.9 S.2 Comprenette 84reage '#%st 4
teos 98.1 AJ 6
140 17 3 11.1 h
Speeleneas
~
A total d 115 sempressive test spee6 e an se e mee and an.em=== w 8e* 14 ** eu
.,e4 fe, w== es se es,s.
ment wste bW11 and tested (Table 3 lh s.+,
a e.um = war s.e.,
.ed. on.ine a Im'w =ee osmo ne ese o=A =en.
100 M which were 8 in, la nemhat t
a thkkness and $$ were the Ma. thich TAgtg 3 7
{
28 08y Sirength of Types M, N and C Mortars'
- l'8j' f g,g g,
[
@ belches samM were bondad with rnetal ties and 20 sla brick huders. With the estertion af 23 einse St.-c '
8.ia. mpesive gh na 6erke M, I
Come es* seseege butt to lavestistis the afect of type of a
e e
7 e
e mortar and thicLaes of joints, aD epeci.
typ y
a I
do b
were eensta**f isth type $
ed
,e b8' N,, = _[m minue temenWme mortar and W M.h.
f i
e stas 371.0 9.1 4
899 32.s llA
)ointa. Five replastions of each spesi-e Sao au 8.2 men were buGI.
r s
e 2064 307.4 _ 73 6
s74 98.8 tea e
121 117 E8 3.2.1 Ceeprestve Priesa Figure $ 1 j
f illustrates the typsa d comprimsfve '
e F8d 33 prisms built assi tenied. Both mascer7-E8 0
9d 18J "3
es bonded and men PhmM
)
with the three typet of brick (ta=$es li.
t 4
27 Sta 10.8 4
84 84 ISI a
&&)
814 44 4
41
. 91 19
)4 a.r}4 M to ok.ala data on the effect of
}
gp both betek sorepesanive strengt and i
shethod d berens on line titimate 1
e as amie*=see to 34 tv ead etemeed ter 6ete* ed 98 ease.
i O M1 95001178 g
Tall 2 81 strer.sth of the s.maanry. In addition.
I meias uries M brd onty. naditional Summary of Number and Type of $pecimens I
specimens were built
- nth types M. N (A!! specimens 8 in. In thithness essept as r>eted) and O mortars and with u and H.in.
ps es trps 5 asortar. All of these casi, e.% spe=tisionis he,g erei e.is epacirhens were metal 41ed.
teeli6ael nwmher WWaal Newibee I
T
- ene, W
S A
i eM spe=am 3.2.2 Compresefte wad Coh mas. In w.
lam t es.heems W
Fig.12 are shoe'n the types of com-g,e,;,,,,,e 9 W
I'"
prealve wall columm ht were built
.,c and tested Eacept for the nominal 13 ft cPt $
tk311/3 hi68 SPeetment, only 6ve metal tied epec,
==
=
=
imera entre built h each bright. As M
CPt4 16aJ11/3 8
eddnicaal Ivs bnet. bow erecur.ses cPett 16a.tl I/3 s
were kut b ibe 11 ft beight. Each IS ft d,
high specimen was cor.oructed oper a CPt4 16 311/3 ett two day period. All oGers were som.
paced in one day or nees Only arries M g,,4 j f,
~
bnch sad type $ monat were osed he cys t.1 16:211/3 3
the vsu colonna.
3.3 Truse eres Strength Test Spectroses cas 34 3, s
is ases s
Only tre trantverse inst specimens M
8'*F3 8
E M
8 wert boat and tested, all with estics V brick,pid tfbe 5 mortar. Five 4 by 8-T' c-as 2 dest a
eistle were buut with metal ties and the Clos Saal28 8
W 'tw epocimees had bed benders.
The locations of the metal des and the OI88 8 #
8
'heici beaders vers the same as for the 1cmprTsdve test wall Colurnfu of the C.133 34a140 3
emme betabt.
C.1ss taatsa 8
34 Marant Specimens Standard evbee and briquets wer' CPa4 16a211/3 s
made from represarttatin batches of tbs t
cPa4 14211/3 4
=
mortars need to bund ett spcimens. See Secuse 3.3.1 for the procedure for gp,o g3g tampling mortar.
total tta TcfAL 10
' se =m.en e=e,.m b,.es an.
w cm,m wum
& aiew spesseth se41 sme*ebhee
- C.s te8he89teive testf 8Wi 1W46.homeed 8
m Pe.1tessie*9et.we pretsm 5"W8tDa 8081eWP8he " EPI
- M WF9A6*erte 8e0' WeJI h trust sew test,dage r e 4demiker (3. 4. 4. ees.) ofier "C" 6askaiet eenerief 8ie.gne o se isium.
3 t W owet armou f t laefuelen 31 teseismens bvfD as trivve'.ge.e the 9 ert ed eyes ed siester, enshnans si nomest and eer o=
4 8
3Aso en w tem teWee theTh pf Watt stasestry.
8 e
0 I
t/
97-l ew - m n--
l 7
ii
- g f
n s
e> esee,
' r 9" i!
i i
di p
l
,i, -
P 1
h n t a
t
?
i; U
l!
e i
E 3
J
{
q g
1.
g
=
Ej
[
j
!! I k
P 5
e
}
l
- j u
u
-ee ese aos ens ans see same FIOutt 3 2 p
Woll Column 5pecimers a
D**
Y
~
~
95001179 h
t A. m" o
,t*
- 4. CCAPit&5tVI STRINGTH ft373
.. t i
c 4.1 Teuttag Eqslyenest
-o-AD corr.prusive spee. men wsrs trued
^
to a ad: lion. pound capacity tydrsufic
_~
teste.g ma:2 arse Wit. s 1). A!1 est: col.
g uma specisnens were capped to place L
assinst the bend and how p!*tess and E
=
5 g
tested as axia!!y losood speumens we g
flat or P.and soda. The e m prest %
prism specuotes, however, vers capped wW outside the machies and wers tar,sd with a spbtrica0y esated tear.:3 Hock af.
tached to the upMr platan 768 4 15).
They wort also axiaUy Loaded an a f.at uppt bearms surfam.
4.2 Spettmes Preyststles
~
At the and of the 234ay cartr. po-riod, the top and bortom of each v611 NOMIMAL 8" _
column ' specimen wsa given a east of
- (
NOMINAL 14"
]
1 sMilas and the specimen was trass-I SECTION ported to the testics machine either by ELEVAT)QN G
e e,
9 4*$
4 4
4 e
y 9
D PP P
y e
.4 l
m a
- w. m G
h 6
9 O
e e
3 0
I e
95001180 a
e
,,4 ; - - g-
.g shows la TsMe 6 4. At this beight. the gp f?4
),,, -
gagir.g te sgnadtse of the dial gegen.
mesa ultimate st.reegth of the metal. tied
_.p g s i,
- 3r*:r,.
Osp ler.gais were approtimately 78 e'
cs.A Two columr.s wo SUghtly greater (6.7 per
.t y '
d'c,[3 '
7,-p 9 per caet of & epecunsa heigbet cent) tr.tn that of the bnck booded cob t
addNocal dis.1 pses were snousted on
, j, e $ 5 ' N *.
u.
A cocnpariwn of the modull of eiu.
6 C P*,
stands teete:g oc the but platan to utnns.
e*4 5.,/
knuswre lateral def ecticos at mid.
taciry of the two f)pcs el speclmens ajso I 7..n*. *
- g.w' y, r -,4 hansht ef the vsli solutc.n specroets.
snekas.. w w sew a u g,..
- l e m er,,ma a ho,,,,,
n*.;
b.., A.,.
s.
.e loaded le $C hip incremestL An stial dJ.2 Efees er tra coscymmho
, J..a All S.la. Sompressive specimens etre
.,t,, hl' -
i:!. **5 I.*
d
'* s
., s,.',l StrasgCL The invesHgstices of the efset p' #
prelcad of $0 lips was Aru apphed, the of brick ecenpreuhe strsngth oc wt!!
- . '4 d
i
-tt comperuive strength wu limfied to the M( s g,{* '
deformatioes recorded, and me dial
.(,,
f,.1 y saae: then re sereed From this potat.
terur: of short comprees!ve pnams knit e-. y *.) a the load ws4 Lectsued b 50.krp tecre.
with the thne types of bnck,1, M sed 3
444",'
j Q; #
menu sad sep readings recordad for
'M The indrvidust test mults are shows
'4 e
each iocrement, afur whka the land h Table 41 and are summarized in lt:
, f ai eas reluud so as to return to the 30 Table 4.f. If the specimens built with d $. 6 bp preload and the geges read esam medium ettergth btick (series M, E
O' '.'
'i le,*
'd',* Jfl the so record parmanent oct. After the Land 11.866 psi) are ecmsidered to be the y ',
,) M
(.'.
,4 *~ 3 * '%lfq ) N.
a
- i. r. '.
reaeed about 75 par cent of the eau.
control apetunens, the mesa sempre,-
Lr,.
t.
3'
- t. !
mated ultunate load, the trutrumentation stve strength of the senos L specirosas l
wu removed and readings discontinued (6306 psi bricht h 12 per cant of the
' as, asses.1ess g *.
in the interest of safety and to prevens rnean atteng1h of the control stwcimens.
darnage to the sages. Tbs lead was then erhile the tents H sMcimens (16,093 psi PIOURI 41 applied contisuously to failure and uits.
bnckt have compressive streegths tvet.
Flhoen. Foot WoD Column snote nood recorded. The rste of loedmg arms about 12 per cent higher man for g.
wu kept under 0.05 in. per mA The k One Mon Pwnd orrise M.
averstes of h two shortening and two e,,,,,,,,,,, %
u.-t= mmmmew um rocmed.
.1, y,,,
,, yn,,,
y,,,,,,,
Table p-4 the results of the brvest8stt500 f
of the vKart of mortar compremire belns constant. The test resulu sam.
4A Test Reestes i
The resulu of the cornprwve seats strength on the compteutve strength of marlied in Table 4-4 fall apprameats.6y on 6 trt. pnsms sad wa!! columna are 8 in. bra snswery pristne are sum.
within thoes intbs.
-I shoot la Tables 41 and 4 3 and tha enerised. In this case, the specimens
[
etress s:tsin curves for hw specimens built with type 5 mortar were consid.
m m g %, mg g are plotted in Fist- &2 through 414.
cred to be the control specimens and ersults of the investigation of the afect L
The results of the cornpressive tests oc the strengths of penrns built with types d mow W hm a N olti.
g 4 in. control prisms are shoun in Tabic M. N and O mortars are nlated to es mate compeenive suessth of 6 in. bnck k
62.
Strensth of the control specimetri All masonry are summarked in Tatte d 7.
3 la both h short prism and the es!!
specimens were built with ser6es M bnch,.
With the % tn. joint at the eoetro!. sim-i solarna cornpressive tests. the typical h In. }oints and oc.t bonded with metal Du prim wts built M % and % E mode of failure was tensile trilums of joints, and the test resutis niated to taow ti"
the specimen (Tige. 415 and 416).
The grangth of the mortar hat a sis
- of the control prisme 3duonry scenprus.
7
[
ameant afut upots the ultimate stroasth sive sissagth votied inversefy as abs 4J Discession of the brick masonry, as would be es.
hick"#" d.
C.
44.1 F.fect of Stefbod of Bondlag.
rected. While higher masonry wrengths h*;$,'"'
The teu results indicate no risnifkset are associated with higher mortar strengths, and vies veria the re!stfors.
dderence between the m!timate corn-prenho strength of muonry hcaded ships are not finsar. For estmpic epeck 413 Effect of 51endersem Ratle. The me.u built with a tyre O mortar havirng skeet of the height of 8-srs. brick wsH specirnos and of spe" sas banded wkh a mean comprenive strength only 24.3 specimens att the ultimate cornpreestve metal ties. The shimata utength of b.
ebort prierns (h/f w 2.7) bonded with per eent of the mean strength of the
- Irpsth of the masonry la summenard metal ties knded to be slighdy lower type $ control mortar hed an everage in Table 4 8 sad ploued gespNeslly b than of those with brkk headers. In compressive strength 3g per cent of that Fig. 417. The resula of three tests of F
of the specimens constructed enth the
}
estwo L and M (Tsb e 41). the mena type $ mortar. While the mene suength 9 ".fi 'I,** *'18 of Il 88I88">
'56 M f* N3 IT""
'P'""*"'.6 an contrary to =W M strengths of h metal.ded spee! mens of the t>pe M mortar sned was tw4ce 2.7 to 23 evrt 94 and 96 per cent, respsetivtty, hl of h type 5 mortar, fSe corree-W
]a of the stranath of cernparaNo specimens beilt with masonry hudats. The mean pending mairmry peitm strength he-
.a t crnpr ss attimats strusths of b peisms buDt ersawd ocly 38 per cent.
strength of the wall specimen shootd es-The results of compressive tests of crsue u h Wht of spe-imes b.
wkh the high-unngth trkk (series H) solid brkk walle at the Notinnal Bareso creaws. As cia be' acted in Tsbis 4-3.
r of standards, npneted in NBS Resestch for specimens nngirs b beish! fracn were identiest foe both methods of
{[
bondins.
Paper No.108 in 1929. Indksted that I ft 9 in. to 13 ft 4 f the s'timate The afect of method of bonding on suengths, for at practic.al purposes, the strenath of wall columns was inveeth the compreuive strength of such wn!!s were praetkiny the same. Only at the s
seried approximately as me cube root 33.fi 3... ses.hi dtd the stress 1h drop k
Salad at cely one height (13 ft 4 la. er
- ihe moria, o,eng1h..ri other fa,to,s m of 2o.e name is, daia -
,t 95001181 i
4.36 IJed of Wor **=a'r. IJI Table or *tnspected" wortmarabfp. 411 otter facton being constant. The data in Tb cf appreciably labout 12 per eenf) from 4.9 an sumtestis*l the rueults of tbs bla 4 9 trtdicate that soth speimens that of the compreuion block strength investigation of the efhet of wortman.
vers 87 per ocet as etree4 as Ce control to sh ch they were afl mistoi The nasons for this uomely art w:rotohnt ship on the whimate compressive strength epeciment Tbs diferetce snay be due of 6.in. noUd bft:1 mascery. The spect.
10 the fad that in constructir4 the p9ar obscure. One poeOle eglanation le the mens busit with escellent workinantip workmseship specimens in the asterent methce of toading 'The loads were sp-(what would be coe.nde ed
- inspected" program, the season did p!ste some mor-pl.ed saisits to flat tas compared to workmanship) were conudered to be the tar in the co0ar )omt. 6Jdon.gh to ab pinned) endt The encs of the speci.
controls. The influenet of pace wort.
mem thettfort. were not free to come manship on rrrettsth was less than ca.
tempt was made to comFWta!y El it as wed dont in tbt czoefkot workmanship under loed and this could contn'bute to peeted. Prior trivestigattor.s at the No.
procedure. As a tenit, cesly athout 30 higher apprent compreuirt strengths at A seres of nests of tional Sursau of Standards indicated the. strength of solid brick ws!!s per cent of the collar Jornts was coe-higher hit ratiot.
si$ered to have teen voids. The poor that senilst sper2 mens tested with permed constrweted with poor ce 'ccmmerria!"
workmanshrp walls built in the NES ends and with varymg eccntricities. nou-wortmstaship was appresimetelt 60 per hetng planned will. wo doubt. provide a cent of almflat walla Irudt with etsslical prolfsm won descr.' bed as havind
- prat.
prester insight into this questeen, TABLE d1 Compressive Strength of S tn. Erick Prisme (Nominal dimerisions: $ la. thick,16 in. Iong enaf 21 1/2 in. high (Swilt with type 5 sament !!me enerter, 3/8 In. ielate and excellent workmanshipi P=pemme l
s m huse.
4tedeless of Eiser'apy, E **
m Compreestre le g.
R.
i o
e 2
e o
Wh6sesse gr, enlflies stet.es midtime
$ay4se of hise sol pel pel poi poi pel 5
7ype Lead tendlas' an CPt $1 d35 SM1 t.300
_n 1.120
[
12 40 3752 _
ms CPeJ3 se poco 3731 119 4 3.1 1.413 Apt 36 g,,,3 t Je3 CPe $d DSS 3410 i 1.280 Cft.
462 SESC 1.349 CPe.41 ss3 4043 IJe3 CPt $2 12e 4J9_
3249 LI IJf7 1J10 E1874 114 Ctt 41 463 29 64 _
4051 IJM Cet 44 449 disd y
1363 CPe 45 421 3890 2 49 402 483I _
I
,1g8841 t.48 _
$63 4301 _
CPt43 SE2 M73 e647 1847 1.3 1 43 3J06 0.3314
&9 CDt.52, _
t.1T3 sw.
M C9e ss
$14 eene _
tu?
CPe.83 ss3 4M4 17M CP941 iM M24_
t.543 CP t.52 654 1
&254 _
NI CPS-43 622 1
$C3a 4886 30e.9 4.2 1 606 3.54d 0.2210 8.7
' CPR s4 ec6
- 2s 3.174 601 00e
,_C78 45 3.548 C7t41 742
$Me 3 daJ CPe12
_ t ad 354a _
..s Cet t,
.m m,
u u
11,
u r.
uw g
s.161 M2
_ 4789 M
_CP t.se s.sss Cnas ns ss7s 3.340 CPS 41 745
&$35 3 SF9 CPv42 7)J SPr3 747 64
$3J9
$46J 44 1 Joe 131 0.34 0 fA3
_C'ei3 1,.e C,t.
,oe w
i
- C,..
om t_.
e.
- hemel fe e.w aneeAs 1
D F l o-95001182 m e>
e-,
1 4A
~
m
~
~
TABLE 43 CompressiYG Ilftrbgth SI 4.In. I(Ith centrel prisms 4 in, thick,14 la. lens and 21 1/3 in. high.
(Nominst dimensions:
Built with type 5 sementilme morter,3/5 in }elats and escottent workmenship)
Pese s*se i
n o.etr. m n,n..
{
< m se I
e e
sp <i==se s.
X e
e s.pues suesten anallee pel pel pel gl.iee.,
P=
ID***
Lead N
pai pel go,4,e hipe -
IJOO CPG 41 132 4004 i.Sf 6 ele 318.0,
dJ 1.47e_
IJos 4.4120 SJ
' CPG 42 R$1_,
dad 2__
1 CPt43 ISO di ed_
~
t.500 CPt.Cd 262 4762 tJ00 f
CPR Cs 247 444 s.soe pe4i en no 2.??8 m
e,s.es een san _
sess an.s u
san ute attic 4J 300 8380 _
j
, CPS C
$432 k
pe.cd 374 does 1.452 174 dets Cre.c3.
s.n.
g Cn4i su ssee 3.905 250 5429 _
ss36 961J 94 S.739 _ _
3350 0.3130 M
g CPt C2 sn essa l
94
,CPe43 3.9 47
_ cL un s
CPe44 s00 Cn C as 6r
.'j w]
u &rqnkn l
i w w a=**=
U
@0 lN v;
,b.
Y.
4 7.
?
Y f
"*/
=
t
,en e k.
..(.l..
....,e.
P f
9
?
I Y'
?
?
.E L-d o'
}
+
.?
i.
8
/
[
i i.
I.
.t.,
9 4
l' I
- t../=. Lj t.
.J._
._J._
a
}..J h
h A
h l'
l
?
t y --
d 4
j i
1 l,
r, 3i -,-
.g
<a e,s
<o
<e e
f
.,e p
i.
e w-.
+,.
a-
-[..
e _.. ty """""Em. ~.3, e
7-g,, _,
g, g
a.
as w
F10VRE 4 3 1-f ROURE 4 3 e +,.s w e ea us rm i'
c +.=. sno+ a u.u,mm, w S ua. aa
.J.
w., a u.,.i.n.d 95001183
,?
0
i TABL3 M Compressive Strensth of sin. Srkk Well Calvmris (Metal.IIed, ASTM type $ tement Ilme morter.7 3/4 la, thickness and tosted et 28 s4ysl m_
- r. m -
' ^^
i abodelse of fise6 cry. E.'
C,emp_# Sesosigen e
e to I
e 9
i I
h Utbnese
('
W animise snakes mEse p
/
te d b
t hips pel 9el 5
pel pel Val EdM i
402 4831
_ CPG -11 _
cye.82 asa deel 3.899 4 73 __
dMF 114,7 M
3 463 d.Sp6 M3td u
...$4h l'4 % "
37 CF813 8 f?3 CPe44 874 e644_
deed 2.467 CPG 44 843 C3.1 851 4311
_ LSee o3 977 0.31 1 909 e
C3.s rSu-sm 9ie 3
me esa s9u u
s,0.
3.rst utsr u
C3d
C3 5 862 4403 RJ00 d_
t,0.
LeM CI 814 4 18 Ces e'.3%"
94 914 asas hert 5dta 6.1 1 833 M
1984 11 i
9 29 dv06 Lats __
Camd c.
m Jm un cst 438 4425 3.000
/
3000 C&2 ti?
4439 i CS-3 8'th*
12A
_ 30' 43M ed87 189 4 3.9 190' 3.900 41053 d4 s.rso C>d
_..en un -
C&S 842 46El 2J00 999 M22 3.000 C161 _
C153 883 0 03 1951 C163 t#' 1" 114
.,, ss t 4627 dfde 199.3 3.3 2.423 _
3.844 tute is C10 4 OOP ass tan
_939
- 22
$ 823 C168 Cis i
, so.
4:n _
uss Cts.3 d549 3.000 Ct M __
13'4%*
su jst 446 _7 4810 19tL4 4.1 3.984 1994 e51134 34 901 4787 3.J30 Cts.4 C155 844 4d90 3.ter o-3.064
~
cia.
303
_4333 CIM
, 824 4303 3000 3.00h
& #957 3J C1M IN%"
23 4 764 4C23 _
4132 153.9 3.7 3.134 C15 4 M3 4175 SJt7 C1 746 3930 1934
Sees.mse demooed s,weg he preawwe fainwe Dese so. eased.
og w& y ngnb e
-gn o
eji t
~
95001184
.f
} ~
./~~ ' /
j ~~>/ _, /t/..
c.
/
,i /Y f,.
,/Il[. /\\ h1 /f /I
\\
r av I l.R.B A B /
! i i.Mk&/
l
,.n
!/ !/1/il J(/ i/ U
!L y/
,'Y, Y.
Y.
l.
Y,,
Y.
,Y, Y.
4
-g FIGURI 65 P10Utf 4-4 c.mr.iar. sw.nch et san. nsa m c w.a,. w.nch.# un.saa es.m.
__.n.
/
P!3 Tig; 6
m l;fj./w e
.~
s.
'/',.'p.,p,/p/
l l,
?
q-l/,,V,2, l.
,1 -r v /., /,
!'7-,r,'
w MMi-/
t-r f-
'. jyj 7.7.
z x x zy 2
t'
't.. 7
- ....y
.. ---E y
7 FIGURE 'J comena. su.nsih of s.tn. m Ps.m.
F10 VRI,4 4 san saa ps.m.
s.d L. sad 5.aded come..w.. si,.n 8.
s.x u.Ln.d 95001185 to
.s I
TA8LE 4 4 ENect of type of Bending en Ult!mste Compressive Sirmeth of 84n. Erish Wall Celvmns*
1 p,
sx - _ _
m.v.i
.# u.,. s.
c, -. >=.ee
'g-ut,y, s
e i
Uhl. wee
,e e
~
u 8 88 pel __
pel pel n
_ _ 8 81 taas 7
MC1M1 826 aM amp mees!
Anciast ts7 4989 fine 46C1H3 812 4467 delt 190.d 4J 1954 19e6 ttisd.
3.3 Amo m
ECIM4 901 as7 3.167 meetus
,646 edoc SADO htC1Fel
$f8 eff l
kldF 4 tics MC1H2 841 4444 LDee 8.1000 SJ 4227 JS2.0 SJ Si anct$s3**
1 000 MC1M4 733 SMD
~
anctiss" a o.-. s ir.asc.s. a w.i ai.m. s.
. w n.,
.. 4.u.
. am.
TAlt! 44 E#ect of Mortar Compressive $4rength sa Ultimate Compresalve Strweth of TABLI 4.s 84a. Brick Prisms *
)
tRect of Brick Compressive 5 rength en Ul Imote Compressive Strength i
of $4n. trick Prisms
- I an BeW
>.e.asse, Ca puese.e p
89"e*"
y Sweage tr9e by e
Coopresolv, voies.e sol Seeength Wee 88I*'"e satse at a
f Shear y
p tot / alas is sess s
ans tas d
IC.1/A41/ss 13 let 8
deaf t.a0 t
- a. sos t0 atta s.s2 N
it.iLas 12 m
s as70 c.76 m
it.sas to arrr im IN 12 as7 s
m am M
14 0r1 to ssde
- i. n
- 4YJs*M.Y ","*' """
.Asm.nosc.
w
.% w.
TABLE 47 TABLE 4 8 TABLI 49 INe<t of Mortar Bed Jelnt ',Mcknees Erect of 44n. Wall Column EMeet of WerkrnensMp en en Ultirnate Compressi e 5frength
$1enderness Ratie on Ultimate Ult! mate Compresslve $1rength of ada. Brick Pasme*
Compressive Strensth*
of $4n. Erkk Masonry aloon fyys ane s.
E*I*'8' p:
>>-.a' Prism.
8** '
Me he usi-es, et
.i.e gg
...s ur
=
=
,, i,~
ans.nww a
clo tm Pd 2J l'4%"
s 4667 1.00 p.,,
g
- agg, ggy s.0 3'4%"
d 4762 tm e4 6'4%'
8 4616 12 0
dist 0.e9 114 8'lk" 3
4487
&96 W
IN*
I
- d' IAE se.
as w.4, Asts,,,, s n, tw 20 4 13'4 4
- f efl0 Af7 21.4 is rw-s 412 4Js ORQQ]}
- 5.nin e, me. Lewd, Aste type 4 se ma
/.J t
en.ne, e>m. souun.
?
17 o
o
0 1
8 li 7
2 r/;~f>--
j' /
llli. a J
!/ 'f. V f, b l /
l.
4..Ll?
~
(
lb
/:
!, !hRi.ll/
!/1 1.
~.
!/ i/1 fFi f
I f r
L f y
MO "
Compresolve St,sesth el sin. Sekk Well Cohwans Series A 3 It. Wells. West Tied g,,, u g, W,t3,,
,g, d
I 1
PNR :R D L f
a
~
-r 7 7 //~~
/
f./-'l. /.
/ /
l 1-l/ j-l-l l f
-)/
i l / ?W /
- i. I
/
?-
l l
u l
l t
- E i
- ._ _.c
.z p NOURI 611 MOURI 610 c.,,. r.. $,,,,,s a iae. ua won es-sectu g lo.it. Wolls, Metet.Nd e-,,,w.. $,,,s a ie. ua won %
Seres % 8 ft. Welli, Metal. Tied 95001187
~.
s s
8
==
-~
7 y
5-
/
r 7
P
/
/
- l. l1 1
e l
t
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'f
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l 5..
o.
v I'
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6 l
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p 6
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(
(
i s b
q u
e one e
n a.
m.
_se MOURI418
'e 1
Compresolvo StrongA of 8 trL Drick Well Colvmns
---7 Socios M,13.h. Walla, adet.& ended
=.
ROURI 412
,3~
I, camp,eieve strength of $4n. Reick well columns m01r J)D L,
serie. % 1s.H. wetts. Wet.Tled 3
- g.., - m mw -.
h.
-..f; %
j&.
- k...,.v. '; 1 n
, '.,.,. h.
,4
, ' ' rg. '
.%y$,d.d,s'.!
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e
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- 7. ; *.. yg 1e,
. h.Y.
s
. r.
tj.
' l l... W ? ? % )'\\' %. g ?
.s
~
p~ ~ G.:. M s -.. - :w-.
~
L.%
s.
..a t.
. c.,. s.......=
'-lha.rr')hW M_ N-- Y.M.
ui
'5 5h.-.%
A f
f
.., },1
,,.& QU$
b*
4&;Q.
.?
8 I
l-
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..v,,.; x.1,.i.
p I $
k, g.'. H a.;
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J./
+
- ,s 5.5** 's d
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f
... (. g,,e :3 e
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4
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w +.,,..,m p
p y
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i w.M.6 r
-q ~. :
.;.e.. ;.=?,-".;. f '>%,;.~ :,',3 g
m c5....,
)
,s.'.y.,:.f. % :.).'..p.W, W, <<
.i s
sir.:
ey.h..,% g.v., :.f.,"fQ. :p 6 t
t, ';,. Tf..'i'hg yg,Q 3.yf@d
~
=
N--
r e
et
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i a'
y a'
MOURI St3 r
Mount 414 T# col Mode of Fotfore in Comproutve Tessi P
Camp <eulve Serength of 8.In. Srkk Waff Colinens Priani $pedmen Series % 14.h. Walla, Wal Tied I
95001188
-=
ses =M:=et
=
- gvY AAAu x
V 0**
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o
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. QRTR*
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t.
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t ggigt M-cro
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ti
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{s TQ i,
i.s a a:
i I oe s
I "i i; i:
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l il t".P%fF),
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i I
i
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r%
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i
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~
Flout! 617 F10VRt 614 in,ta sana.rnessnos e un. wa tr,ic.i u. s r.nu,. a C w s.w. t e Well Columns en Ultimate Compresse Strength Woll Cetwmn $riedmen r
t 3.4 Test Frecedure SJ Pnperstlee of 5perisseet The procedure used was in aceoedance ticaDy so mortar in the lottsjtudinal The moeaMe tant frame wu moved em MeM B. sedon. H and 2A d
,ertical jointa" hio @ so eat de khd and AITAf K 1N1, Jiandert Methodt af A.'TRAN$ VERSE STRENGTN ftSTS air bag were parallel to and arsinet the Condectfat Juength Tesu of Fanels for face of the ten walt WhD4 the wall was Two seu of Sve 4 by 541 wit! panels held in a ver&al yd plumb position solid.ar coeurrwcr/ce sacept that fbe General S.)
agains the backboerd, it was rabad and
- beg method" of uniform lead appika.
were built and tested, ons set having a d.ia. dierneter steel pipe ydated under g,yg g g,y,,,,
brick haders every 7th courie and the
- 11. parallel to its length. The leur pipe ggg g g g,g g other ;.aving prefabricated lives wad reaction was positioned 2 la. above the ties swry 6th couria. An ten walls wars bene of the well and the upper resetion d **
- built with series M brici, type 3 more 2J ft above the centerline of the lower g
I tar and H.is. founta-renc+xe. Gypwm cement was possrod each increment. Prsssure wie removed between the specimen and the reection ggg 5,2 Test Egelpeest transvene test equipmast is pins to apread bearing streseca and pre-an hem W beg end rmdval de, The e Fig. 5-1. It consau of a **!!
"8 "' N went local ervCmg due to line loeding.
- shown, braced steel frame =dh a in in. ply *
"' "M wood bachoord stdsoed wie staal la ardst to prevent pouible retrahit
- "'"P'"
cAaaaels. 'eamless steel pipes. 2% la. is of b Iceded specimea about the rose.
$J Test Resette diametsf. are welded to 6.in. steel chap.
Lions. plastic $ltn was Aru wrapped The tsavhs of the tranv'efte utength nels and provide the ructicas behind around uch naction pipe to avoid bond-tests are summarited in Tame $.1 and i
the sent waB. These tsaction member' ing of se g3psum cement to the steel.
the lood deAcetion curves for the two Each spcittwo was inwrumented with sets of seccirnens are plotted la Flas.
I M*
}'
g g
eiz 0.00034n. dial sages to swasure de.
$=2 and $4. In an cues, h d d os al caatu a
@aner Wts fan-f e-r+ 5 4>
is n- - -~
< ~ =
dge of de back fan at W entreme tenn h of b form d r ut w
snouwd ocar och e brick mortar interface. Facept for speci-a,,i d,o
,,e
- e. b,..
has air a sylon ninforced neoprest of the wall specirnes and b average siens 731 and T54, the faaurin oc.
that is bucs between h waH and the of each pair of tendirts: calculated im evrns' in a mortar joint within 4 courses Wywood badboerd. Alt pressure in the order to compensate for any dWereenal above er beltre Ibe cantar time of the sygem is meswred la e menometer with due to wstput distmed wetar es the Guid, 95001189 3
m
9 m m py 9
y i hlb
$m1AC TA LI S.1 Transvern 5trength of S-In. Erkk Wetts' m.4.h,..#sw.ka,s.t r
f swact et s.4 s,4 w.tha s,.w.
f I
8.
I Y
"*#j
"Y tha
- 8""
s V**
U*'ad
'**d
'"d tp
_' s fr**
g4.
topeere
- n. ps, p=8
,a j
P8 W
rol s'
m ta=*e M
,4 s.
wt ts.1 255.3 1s1.2
_a sed amt is.t
- ovj, Iw.o tw.
15:
ist.o tas.4 lt9J taan 873 aeJ IL7 sm 1434 em 33.o a,
g) tus 1e0 0 11 2.4 _
s.eSe 73.s too 3 1ao.s g
l ts 1 167 e 11F.7 a
, _ o4.s 997.s tas.7 37.9 sta to.4 tare _
syre taas sey is2.s s,
t s.: _ sia s s
si ts.
i4sL s.mo is.4
- 4e e tes a s.es4
_ fa s 233.7 1s02 4 v. 5,.
. 6..
.is.
s _
t.. ~.. 4 4
r e
, e i w., i. m <
.m e e.awi.
as ii. wee am -
) _
se
/
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us A
- [*
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t~ rl l/~~r/.
/
I
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s tm 1
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i i
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p I
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c 1
i
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=
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fm p,.,-., a-f ei n
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/
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+
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af
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- 18 9
8P,*,.
8P'
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+
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' 18 did 4 88 mt
+
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PICURE 51 t) 1,.-
s.,.e.,s., m. u.i.n.a se w.
i 95001190
() bU Ju 9 R[l9
' }.]1 O.
. \\.
'w e-M-
- r.,.3,,,7 y, at.
-t 7
> P.... E.%.t.4.m.,>M.e y,2i,gy/~.qi~
. ; 4..
.s c-t r-
.w. 3.p3 e
. Ne r. m., t
's L..,... -, s
.f I' M'?.2',"jf,,. M /J A. J C '
g' g, r
e- %:L"3 e um tw 3 t.?s:n m;;q t.
n
.s.
3*G I
q-r; cim M
. p..; t, 1 6["!
6 4
b.,
ar : 3:m er 5::10 nm p &' '"**
& 2.77%; c.,!. -
C:' t/2 ) M...
Cn -s c" a(g v
- s..
t M *tuCi~'s1 M M '
p
,.: u
_ *f i
e, =#
'r h
."':lt,,
gn sh". rc 15 Y#. 2 C::.:: t3C.. i.
r.
a
(
0 eEs t::. ; se a':-
- LI-
- t. k
,u 1
p.i 1,. E -a s a m :
. t r-1 5 r n 't t
e M u. rs'w.r2 rir m a sus =r. l -
r rr-ii
- 3. e
\\l' ")rw sr.. m r n x m: vs u?m
- t... r '.l.
J 8 I O Dd t sil. i n'"',E M E U ~
- 1. [*: {(
I l
3 i
- pr' yy g*s=4 M. ',
)
h
5 I
.f Mount 5 4 moutt 51 Typlay) feltvre of Trar.tyme Sp+dmen Troraverse Strength 5pedmen and Teserig Eqvhwient l
i me f
l m..
I JP f
d
~
5 i
f
/,
nj y
I
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f y
j f
v-en l
- /
i /
a t
ij
-,ry
/y /
l l
7 7_
l W j, g...___,,
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+-f f. -
4,.
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/
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1
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an
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se en I
we au me.
,, "4's r~,1s s'd -~.
su an au sa s
4 Mt ne y
't' l
u 1
ne me 643 By
}
- s e,ue ret w wees =
7
i FK;Utf 5 3 T
Transyme Serench of 84n. Erick Sonded Wens 95001191 I
f.
n
a 4
g
- f TABLS M
. Summary of Compressive Sersnyth feats of 84a. Srkk Mesenry'
..,. i i
(All specimens hv!!i with ASTM type 8 e
=
sement.fime msetar and 3/84n. leiritt)
?*;*
/
i-
~
point 6 seurtes abeve she emniar, f7 h7 k span. Seth 751 and % 3 failed ki e Trai=""
sU,.I Y
$.6 Dhrences The only varisNe InWetigated in thew 8'esmu tests see the rnethod of bondag the 4==+e6desen t'. 4%"
23 I
3731 1.dte st!!6. Eks cast be posed in Table J.1, g
P r#"*
there was so sq.2 ant 4Aermee be.
Gw 8%"
13 s
405)
W rween the ultimate stratigG el the speci.
Prisme I
ment bemded ekh metal tes and those I**'*'d I'* 0%*
IJ S
4447 Lpe bereded okh bed headers.
i Pemau is is buerettang to nose mat Ave dda.
tenet. beaded,
t'. 8%" y L?
8 date W
thich erolls. Dollt with the some type of JP d
car L721 9'. ret" 10 brick.1eortar and wothmaneNp and e'.246" e4 s
aos s.ees teped in a previous prostem', had an
- g. t h" 134 s
4447 s.cos 8
$nerage ubmata attength of de psf.
Theewetically. alw ultimate transverte sesse* en gir pg.
1s t a
cae sJeg seength of such 3 alls. all other things u.W W
s asic m
being equel, will vary as the aquete of 13'. S ee" 30 e 3
Arry 3Ase
.e the well thickness. It was estimited.
18'. S te" sie e
4132 s.coe therefore, that the ultimatt stret'sth of Ibs S.la. es!)s tested in this program preen.
~
toold be approtimateh 184 pef. 5is of
--,_ l'. 8%"
17 8
ande sJ74
- a***idise the ten 8.is. trs!! specimens escuedad p,m, this value. Die everall aversee bems
- 'tch. beaded l'. 4%"
25 g
suo sJai olighth snare then 198 psf. The cosm.
. so.ee w ovee W kak w L m m n w it s m n 5 m g ewats of variation for the 4 and 8 in.
- e. e,,s.n e
eslls sete practacelly identn;al and wire t6awesascim e mean.no a
i}pical of those usually octained in 9 ' lad'*' '*e'*' ***8****
4 transverse temuns.
- 4. SLIMMARY TABLI M
%s aversges of the results of this Summary of Transverse $trengfli senes of tornpressive and transverte tests feels of 34n. Erick Walls of 8-4n. brick mesowy specimena are (All spc<Imene built with series M helch.
ASTM type 5 sement lime morter and 3/ 54n. letnes) iperimen or = ich the est res
~
evnenarired in thew tables erere con.
A y"*
A***
structed with ASTM type 5 cemett6 hme gy,,
U* T,,
of mortar, %.in. iciats and escalient er e#
a
,w Inspersed workman Np. F.ach spectroen Gesehmes*
g, avpre p,
(
usa cured in the laborstery air for 28 days before being tested.
0 Id84 The averese compressive strength of TW i
de 425 type $ mortar tubes earnpled g,ggw 3
g,e gy 1 776 during the construction of the test spe.i.
ment was 1477 pei. The average M
- test a 4
- een and a h hieh.
streegth of the 424 mortar brisposes unm ene p.e
,re m 1eemed was 182 pul..
t t=====*.na *=== a wa
- so.s m.e e e.
wwi-s e g
i
~
95001192
~
V G& Mtb h,
?.$ $ A $ 0 S N EC & n/An 4 l
1
. TESTS OF REITORCED COHCRETE MASomY BIM3 The use: of Reinforced Conorcte it:.sonry h:s greatly increr. sed in the Inst fifteen ye.rs ltheush it 1: en.1.y on the Pacific Coast th:t Building Cedce he.vc been 0:,nerc117 acc?te.d sp cifice.117 '
for this type of constructien.
The recent aver ic hirst tests in Wevsda denenotreted the resiett.nce of the Reinf orced Concrete lissonry te inr:;c dieruptive ferce s, and inert.c.aed Lim duin of many to build uith this ncterial.
On the other hand the 1955 Uniferm Building Code of the Pacific Coast Buildin;; Officials Centerence lowered the allowr.bl.c utrcuses frc:n that cllowed in the previous edition of the senc buildin, code, The concreto masenry we.nttfacturers hcyc not felt the lowering of stresses was justified nnd h:vo financed these tests to answer seue of the questions concernin,, the use of ncinforced Concreto I:asonry.
Previous beam tecto hed gener:117 oonsieted of air.,gic cources of tuits.
In thece tests the effect of m: kin ; a benn out of seversi courocs of unit: is investi;nted, for both sher.: cnd flenur:1 otresses.
In decipina buildings to withstand scismic and wind forces c bond be:m.is some: times.:. cd, where the forces are perperdicular to the w:.11 cnd span fr.m pib.cter to pils: tor.
A f ew he r.ns of this type of construction at incluf.ed in this series.
Some beams reinforced for com7ression heve been tested to.
determine the vclue et egreunion st:cl.
Many other un.1mcyns vere in the minds of these preparint; thin tcet tror, ram b.t the limit was set at 3h beams with the intention to f ollow these tests with others in the c.rcas where testins would be indiccted as most necdful.
00'r53UCTIOR MTEp.,pLS All of the materials used in thn construction of the beams were obt:.incd fron local correrezzi ricu= rn, and are the same as used in the construcMon of ennerde twnr y buiMings.
Each type of materici was purcht sed from c sin;.lc n 'urce.
The ocmont was Honolith Portland Cct't.r t, unferM9, t'e "C te.,'^r r d %cci.fic tion for Portl.nd Ccnent." MTb Desi.,.v. tic?:
Line was Arrotfaccd ifyrtrateri Llue cc tierm b1C 35J ;Q'StmCardTbc Hy(. rated te Specif2cu bions for 9.itc?.cd L.u.- for Luco;a;,y ?"rp ost.c," ASTII Desigintion: C 207-W.
The band una from Arro" doch wand and Ornyc1 Cos.tpany, conforminc to " Tentative Spt cif).ca tions for Concreto A,;recetes, " ASTM Desic,nntion: C 33-5hT.
C 95001193
.. Type !! nort r in conformnnce vith " Tentative SnecificcLions for C 270-bl T we.s u.:,cd in 1(ortar for Unit lie.conry, "ASTii De.) ;.,ne. tion:
4 the con:truction of c11 of the bee.n:.
Fif teen morter cerples ucrc tc ten durin;, the con:truction pt:riod.
Five senples uc.re breken at seven C yo cad had en evern e compre :ive strensth of 2721;. esi.
Ten scr: pics uere brchen at 30 de.yc :.nd had an averece compr'ecsive strength of 3936 poi.
Orout u:.s n.de in conferncnce t'ith the requirements of the Uniform Dui10.in, Codo of 'the Pacific Cocct Duildin; Of.:1cicis Con-fcrence.
The ui;; used wec conpoced by v luce, of one pr.rt portlcnd cement ni three pe.rts out(, uith nfficient unter odd,(. Oc rehe fluid consistency.
Twcive acnplea s.ere tchen of the ycut u rin';
the conotruction period.
Four emples were broken et sew:n d. ys cnd he.d en avere ~o cer.r;rcocive s trencth of 2080 poi.. ticht se.r:ples ucre broken et 2d days a.nd had an e.verate compreceive strength of 377h psi.
The reinforcina ateci uno of intermedietc crede deformed be.rd confornin*; to " Tentative Specifientiene for Billet-Stcol Days ter Concretc lcinforcement," ASTii Deni;nstion:
A 15-5kT, and " Tentative Specific tions for Minimum Requiremente for the Defor.r. tion of Dc-formod Steel Dc.rc for Concreto Reinforect.cnt," ASTM Decisnation:
A 305-53T.
Propertien of the reinforcing bero are given in Tcbic I.
PROPERTIES OF REIiF0pCIm SEL TADL2 I
~
- =.....
Aron Yic1d Point, Tencile Strentch, E;oncetion Bar Sizes aq in.
psi psi
% in 8 in.
M 0.j,0,2 W O,0 0 7)_,J00 23.0 6.N.17 hh.%0 7 h000_
23 0
- 6 The nnuonry unito r.' (.c from any Liven as yeccte ucre.inichtsed fron c c An.,1c in.nufactteer.
In purchasing, they uc.rc s.secificc to be teken fron toch pilec cnd to be n:: uc r no practice.1 to 20 ccys old en( to conform to the requirements for Crede A units accor(ing to "StenC.f rd Specificationo for Hollou Locd 3carins Concrete 1.*auenry 1Ni ts" AST11 De si.;nn tion: C 90.47.
Nnnev ti c - nf the vrM nun uw t ts used are.,1ven in Tnble II.
The units were not mr.istened be fore inyin., end were used as delivered withon'c sc1cetien c:< cept to disa ccrd those which were broken.
Units for testin; were celected ct redom by the incretor ef ter de31v.:,ry to the conr.truction site.
Shrir.hcLe tms met sured on two units of c.ch c3;ccetc by the Dapid Method as outlined in the Jo".e.cl of the A ncrienn Concrete Institute, Volume 24, Mo. 20, ACI 3ep'o'ri~71F,7Ep~cr"16. Ti9'-13, TpH1 1GT 95001194
e
}D '^
- D
- D'T w h
. b
-u Unita merhed V,
'.?, X, Y cnd Z were nnnnfactured using lichtuci;ht a-,re ;:tco.
Units narhed T0 cnd T!!. ucre ncnur:ctured usins send-ynyc1 ::;;regatec.
TAD G II PROP 3. TIES OP 001TOETE }%SONRY WITS Unit
.ionant.1 Grosc Net Gross Het Absorption Shrinhage, 11crk Size Arca
/.r ca poi psi lbs/cu.ft.
inches ~
V 8x8 16 118.6 63.8 1212 2253 8.1 0.0036 W
8x9x16 118.6 63.8 1596 2967 6.7 c.0036 x
0x0x16 118.6 63.8 1236 2297 8.h 0.0036 Y
8:0x16 118.6 63.1 1905 3h19 8.1 0.003h 2
0x0 16 118.6 63.8 1610 2993 9.9 0.0032 TD 8n0:16 116.6 62.6 13 Q PC1 7.9 0.0028 T4 0xb::16 118.6 61.4 13 d 2604 7.6 0.0020 o
lhoonry 'airr: ucre constructed in accordance uith.,)ccifications in Scccion 2.k.0h. (c) of the Uniforn Sn11Can., Code. Pacine Co:.st Builcia:, otheit.la Conference. _ Thece Jicrs ucre built on the con.
etruction site at the tine the ber.n: ucre n:dc end were then taken to the 1:boratory and oi.ored until testins.
Tests ucre r..cdo at 33 to 35 c'ece of a:.,e, vuich corresponeed c., pro =instely to the tinc of nahin, the been tests.
Each nominal di:..ica:1on et 8"::0"x16gier una built of half-unite and hcd a when conpleted.
The hc11cu core was' not tilled uith ; rout.
Toct recultc are shown in Tablo III.
TA52 I.II PROPERTIES OF COFCRETE I%SOEY PIERS Unit Popinci Gross Hot Gross fict
- Acc, llark Unit Size Aron Arca poi poi Dcys v
8xBx8 58.1 35.7 1566 2549 35 w
0x0x8 58.1 36.9 16k9 2597 35 x
0x8x0 58.1 39.6 1256 luh3 35 Y
0::S::8 58.1 39.1 1990 2957 3h 2
0::00 50.1 36.3 2220 3553 35 TB 0.:3nc 58.1 35.0 1050 3071 3h T4 0r):::8 58.1 39.1 2005 2980 33 95001195
D**D 3
' Jo
+
bra 11 C0753UCTION All of the 3h benme constructed 1:1 thin toet scrics were 7-5/8 15-5/3 in. hich end 22 ft. lon.
31ock picre were set on in. vide,d to supnert a 2 by 10 in. wood pinnk 22 f t. lon:1, to form the groun a construction bed for the benso ct an cecy height for the werhmen.
A sheet of 15 lb. fcit roofins pap 'r une then laid alen;; the plank to hecp noictcc frem the wood end a line was stretched to guide the laying of the concrete ncsonry bec.n.
Three nnsens nna tuo h:.1pers uero employed to constNet tbc bet =.
cmployed to An inspector fren the Smith->. cry Tc sting Leberatory wn9 watch the c or 9true' ~ cnd tc.hc cc.myles and keep a recrrd, but uns no t pernitted to 1.
cr, ero vith the uorlacn concerninG verl..tanship.
The worl:nanship van w tidered of nvcrn;c qu111ty for masonry con-atruction.
i The SR-b strein Onces uere fcctened to the reinforcin: barn and Theco bars vere trans-wcterproofed in the Smith *.'.ncry laboratorics.
taken ported to the site on a flat bed truch uith opecial cr.rc bein to fastbn them in position c.nd sup? ort them on the truch so that no dr.na;;c vot.1d occur to the ceces.
Virca to the On:cs were lens enou0h*
trJCro they Vero MC.rRCG for to tne out31Co of Enc to*D,he reccrdinc instruments were tv cxtw.n3
':ntoncien uirco to t 1(entifiertion.
ucided to the:c uires af ter the been construction was conyleted.
All unite vere 1:id m.th standard runninc bond, cad :acrtty joints ucre fccc ch:11 bcdded t.nd touled uith a round tool.
"nd joints ucro s eccifico tv11, but observation dvrinc construction shoued ncny of then not f ull.
Fluid :; rout was poured in the vertieni cores, li:;htly All puddled uith a wooden stick cnd struck anooth with a trowel.
horizontal reinforcing bcra were 23 ft. lens onton(ins 6 in. beyond i
the boca at cach end.
A - B~'A1:3 Three bcoms were constructed using 4 courses of 8 by h by 16 inch T4 units.
The first course was a channeled unit laid dircetly on the bed.
Three Ho. 6 bars wore inid in the channel of this courec, the portcr use placed nion; the face chc11s and the Since thin uns to be a
- succeedin ; courEcc of Tk units worc laid.
fic:ture tect and shcar failures ucre to be avoided, No. 3 sin 3 c bars 1
uith hoch.-d crds were pinced verticc117 in cach core.
Seven SR-h strain cc,,cc ucre on cach Ho. 6 bar in the positions choun on Fipr o 1.
B - BEAUS.
Throo bonna were constructed unins 2 courses of 8 These becmo were the ot.nc n: the A-Eccas by 8 by 16 in. 78 units, cncept fdr the difference neccasitated by unir.0 the S in. hi:)1 units.
Clu ce Mo. 6 be.rs were pl:ced on cr. mil picece of broken block uhieb The held thc= in pos:. tion at the specified hc10ht above the bed, first course une laid with chennel units uhich ucre p'Jnced in an in-verted position over the bars.
Faco shelin ucrc norhnred and the tcp course of TO blocks unu piccod.
Fo. 3 vertioni hoched barn verc placed ha in the A-3ccmc.
Ho strain ca,;cs ucre used in M* ' O 1196
- oup
3
-5 Tais crom een:.:ted of 5 betns buAlt if,etierl
}
but con:tructing en: bem from cach of t.te.170 J
C -
~2J3.
- with the ";-Dc n:
ac; ?.t:.t::,
y, u, ::, y, and 2.
j T.a':c be=c ur.re built using 0 by 4 by 16 in. 74 1117 the s=
e.s the '
l p
E.'!J3, Dec. *1euns vere conc ht".*c ted 1(enti:
f,..;,:. r.c except tur.v the Do. 3 vertical bars ucro entirely onitted.
units.
Po sLrtin ccteo "cro u:.co.
T.2in '.,roup 'conciated of.5 berme built identical en;ept the.to. 3 vertical b rs were osaitted the U - E12.1L un t', th C-2 sw.r. e.: in tuu L-3cc.c.'
Three besno were built the sano as the A-Lee.mo ew.4t the.t efter the third cource of 6 by 4 by 16 in. T4 units 1:ced alen:,
F - U"t.13 vere laid, tuo lio. 5 5.rn ucre 15 in ens.nnel u-J ts vr.s then placed course consistin3 of 0 b.y 4 ty Otr:u Or.0cc ucre pl:er/ on the in r.n $nverted position over iden.tuo top bars nd on the two outer betten be.ro in the positiens indi-cc.ted in."icuro 1.
7.u ce ben.s were built the c:.nc c.s the 0-bems c:: cept that the top nm rce c%nir.ted of :Senac1 nat ts lnid uith the chr.nnel 0-31d;3 Str:.in
';ua no. 5 barn ucro e.ie.ced in the che. pac 3..
.ositiona no in the F Ocens.
ct th: top.
)
ca,,cs uere ple.ced 17 the nr.n:
7.u ce benns vern built usen ; the ec.no as the T-Ocar:
encept that the botton rei'*c":F10 pad tuo llo, 5 bars mt,sut attr.in n. ;F./W3.
g ::, and no chenr reinforec=:rt uc= used.
Three bee.ns ucru built the sanc as the U-Decms.
I - C. E s.
We beans (J1 end J2) uero built the came as thees the F.-0: en J - 3373.
/ t'.ird beem (J3) una built the sc.n:
1 3
Strein On*,;cs ucre pinced on eli be.rs as o;aown 1.n Ticv
..n the A-c=c.
n-Benn:.
E4U.JT?.U.5!
Iste d of two 10 in, etcol cht.nnels, sp:ced 20 in, ap:rt by 0 M. E steel beans ct the four points.Lere sending The testi.g frc.nc con:
Tun 12 in.. channels ucre placed at wc s t o b e c.p.G./ tc the b: n=.bonn to forn in ;e n.id ucre held tenot.hcr by an 0 in.
each cod of th:
Fig.u'e 1 E been uhich r.r de the reac ci:r t.cnt for *.2n m/u;cnry bem.
v e r t s.c a.L t.c s t.
shnus the frnrac 1.n position f or Lond uns my ilica by rncns of tuo ca.115?cted hyde.u11e jachs.All b Deficction uns 1: ensure 6 b~ dna? "r.cen.
and steadilv loaded to f.1.tnce as rn.nd1'; na 3a30s c
- recorded, 95001197 l
~
(o-
~
r.-
.6
here the beams were to be ' cnted in the verti.
cci position, the been connect:Ln; the 1e;;s.we.s removed cnd the free; a 5-ten fork' lif t.
't;sen, the masonry be:n ute rn.aca e
lowered over the m.isonry ben =.
by m:Ans of jechs e.t the ends and the nul:portinc structure vas're.
Tho' steel beans ucre bolted in p ace betueen'the 12 in.
The conter.
moved.
channels cud the masonry beams were loucred in place.
to center distaae*, betueen and supports unc 20 ft.
For flerral lendanc,'the P.ns wt.ro placed 1 ft. cach cide of the nid-pei.nt of l
For chcar loading, the jacks vero pieced 3 ft. fren the tho.boam.
center of the end. supports.
Uhcre the masonry ber.ms ucre to be tested with terizontal lead-inc, the supporting structuro vac renoved from the end 24 in. only.
The stcol frame was turned horizonta2 and rested on block piers.
Jceks'were held in placo by hand vntil the frame was tichtened in place.
These becns were tested for ricxural strerg.;th with The ultimate load on each beam A - BrAi3.
the jcchs et the center positione.
The been itacif was enicula.
was 9,300 pounds total frem the jacho.The deficction curve is shown 1.n F1Guro tod to weich.2,h60 pounds.Denn fcilure uns the result of co@recsion in the mac The 6triin Onces ucro not on zero 2.steci av reached the yield point.
The curve for the avercge af ter th;e been una in the testin*;.Tme. strain in the bcrs c.s ne is thoun in Picure 3.
It ucs noted that ce the beca deficcted, tension crcchs occurred in the louer portion of the be ca et 0 in, on center and ucre genor-ally visible t*u'ou;;h the ecuter of'the louer course of blochs before There was no shear or,dicconal it was visibic ih the mortte joint.
tension crackibc, These becms vero tested for flerral Strencth theThe B - DEMs.
snar as ucre the A-Denna.
The beam itsc1f was calculcted to pounds totc1 from the jaeus.The deficction curve io shown in Figure 2.
Th:
voigh 2,h60 pounds. difference in the defloetion curves and ultimato lond fro
?.ho effoetivo depth to the A-Deens corncres with the difference inThe tension cre;.as in the lower portion o reinforcin; otoel. bean were cencre117 visible in the mortar joint before any These beams ut re tested for fic:: ural stronsth the same as vero the A-Lee.ms, het thn ultime.tc lond and the deflectionThe ave C-1 EMS.
cueves for each been were quito differont.Since there was only one beam for each curve is shown in Ficuro 2.
a;;,:,rc:;ote it uns' felt that no conclusivo results could be tabulated from those beans.' Ultinnte stress and mcment for cac ments an individuni raconry unit was noted in cach case as th shown in T.ble IV.
of failure.
95001198 ee.k
?..
p g
d'"
- ~
7
~
betvcon mortte or ; rout and the nasonry Units durin0 the tests, there j
was senctines separetien between grouted cores and the masenry at j
the titse of failure, These beers were tested for shear strength with the D - Ul?.1*S.
The deficction curves vero at ">cints 3 feet fren each end.the er.ne for each beor. until the total lo fach:
ptseticalig50 yovnds, then the curves vcried anB. the ttitinato loadsIn the bec.n that reachot.5,s as c'totet in Fi,;ure' 5.
were different for occh bean,lond an individuni nasenry unit in tho -
failed uith the loucet shcar In the nc::t louest shcae r en sec. red to disinte ; rate et failure.
shear lend f:11uro thero uns an cpptrent failut e due to mpreperWe bean thich
~ uorhnenship in plc.cing the nortar in hond joints.
failed at the W,. hest vc1v.c t=a noted as the typiceldeswed sher.r failurc vith the fna. lure brech coin'.; neross masonry units, :; rout cores cud nortar.
The mini =n ahear vr.lue uns 103 psi, the nazir.m value una 175 psi, and the avernco vclue for the three beams uss 131 pai.
These ber.ms were tented for snear screnctn as in D
ICAID.The results ucre ouite different for onch beam, but the results cnvc chcar strensth cencrr.117 failin0 in the same rance the D-0czns.
Bean W in es the D-ac us.Deficction curves are shown in Figure 5.
o this croup was of particular intercet in that it was dropped at one num 173 psi.
end dvring the proccas of placinc it in the testing franc and a visible vertical crack was noted throuch the ben = betwcon the point This bean was then shcr.r lended of lead and the end of the bean.and developed an ultinate shear strensth The results of this early crackin;; shous in the deficction curvo I
where in the louer loads thero is more deficction but as the load Le increcsed the deflection curve rcjoined the typical bcens. d result of the difference in the effectivo depths.
none besmo uere tested for ficxurel strength to The c.vernte deficction*
F-- DrA13 ddtermine the veluo of conpression steel.
curve is shotn1 in Fi;,urc 2 cnd the strain in the bers in Ficure 3.
The deficction cervo vnrica from the cerparable A-Detms in ccoordance uith the dif fcrenco in the nonent of inc.rtia as computed by theUltinc transferned area nethod.
Failure pounds to 11,450 pounds uith an evernso of 11,017 pounds.
e.nf af ter the occurred uhen the compression etcol buchied cideur.y:
tension steci 11cd pa: sed the yield point.
These beans were tested the snac as the ?-Ber.ns.
The deficction curvo is shown in Fi uro 2 and the acrain in the b 0 - BTA12 Dc).lection citrves varied from the B-Be:ns in accord-Ultimate jac in Pi:.;ure 3
. Enco trith the differenco in noment of inertia.
varico fron 13,500 povnds to 16000 pounds with an avernce ofF 1b 217 pounds.up1 wards and af ter the tension stcol had passed the yie
~
95001199
In} f
~
.e.
~
the cendrescien steel in the upper pertion The irgertt.wec of 'invin,is shown in the Creeter increase e.nd Reduced of the cor;rcesion area c flectie.ts of the beans cc co:.): red to the F-Dece.s.
Thr.co bcr.ms were tested with shear loadin~.; in the E.. I/7.? 3 Dcrie tion was mee. cured at the point of load.
horizontal di:?cetien.
in; as ve.11 ac.t the center of the been c.nd the resulting curves are shotm in Tisure 4, g
Ulti::.te loads varied from 11,!CO pou$ds to 12,300 pounds with Failure una in the reinforcing steel on aver
,e of 12,017 pounds.As shottn b; the der 1r etion evrve the.c una a not in..e conr:' shecr.
the team. ton creeks occurred, c.nc. the test very definite coint wh..;tfror. the: e on becesc a te.nasen te:t for the reinforcin The tir.se of o r t.s hin',; b e.s e d on eclev.lc.ted tesision in the twoormy c.t this the n neut of inertia of the vnert ched ocetion ant' nc,,1ccte.G the steci 1: 262 p:1.
These benas urre tes ted uith fle.:rt*% lociin' in tho I - UdAIE.
herizontr.1 cirection :.nd the deflectica curves for the center of bets three feet from the point of support are shen in Ti',r.:re nad. a soini:
4 Fa'11ure uns in the reinfereing stccl.
These beams were tomted with shear loadia:; in the J - U:'A13 A
There ucro vertic.1 pociteien to attidy the bond of the etec1 bart.
no cpp:c. rent fctlurcs in bond but the s?rt.in ;nten on this gro ic not function setistcctorily for catres not 'ictermined. tension stoc1 had 71c
'll bcens
,1 t.11 beans faile.d in the shocr aren af ter theUltir.ste lon6o ucro 15,7 ed, pounds respectively.
Coi! PARIS 0N PRELIIIITARY TFETS AND BEAll T:' CTS TADLE IV Flexuro Fle::uro
=.
lin:enry hasonry Piers Unit Flexuro Test Test Beam Shear Unit Ult.
Ult.
S troos
!!aximt:m Steel Effectivo Test ilark Mot IIct Ult.
11onent Strees Depth Ult.
poi poi psi Ft.
Ult.
In.
psi Kins poi Y
2549 2253 2790 6h.13 47,900 11;.
173
-a p
u 2597 2967 2910 62.13 46,400 14 150
~ 2297 1970 W.J 3 JJ,Ovu
.th 90 X
liW3 Y
2957 3tA9 3460 69.73 52,000 14 144 Z
355) 2993 2415 50.03 37,,900 14 134 j,. ',
TS 3071 2531 2520 55,95 14,700 14.
~
a, I'
T4 2960 2604 2650 40.0 39,900 12.75 131 95001200 a'
I)A*D
~0 "AO O3'k} N L
IP.SomY LUIT TtTS C. lL'A.;"D iTITS B"AH TTSTS Tobic IV Aevn a cer.parisen of the bean tecta uith the prolin-Fic::v.re.1 otrecs o%un us.t. cel:ulated by ine.ry 1.'*.t em y uas t te r. s.
the r. os..1'.':, c f c.2.r.stteit;' of the er.r,cc y n.: 1,000 times the 6.:, n ta.ti*; ;
The Mtht' tn cement in-ui t,"..h e trer.,t'. c t i.'a c r* t: c= y unit s.bcr:m ut,id.t c.s nell r.n th.t frem thc jsch i *.ic r* ter. '.i.? ti.:
ehfi::
vrx.1.t tier. M at'..t.r.t re.fl.: cts the c C1'cetive f.As tenco be-T.:
s i' f e l l'.T c.
Steel le,r t te'. c ; senter-r. c.r.ip.ccr.r. on crd t'nts.en at t ar:
cr.j pit.t:d vr11aen bur.;cd en tir. d. Ls....':o locd arte ear s s'.:o,*n e.?c usin-We c.l.rci $ t ?t y t}'cary en.4 6o act inficato arl.:tien in s:ec. c.clity.
I n c 1 ;'.'.'.c t i " 3 t')r v.W.:-r t c s te c.1. s tre s a fren the neanee i. w..:eci stre in e r.4, tta cafl.',,; tic 2 cc.avra i t us e apparent that et th; tive: of fail-the stce't. vas at n y n :trett.1/ t.hc Sit.14 prir.:
ure of c.11 ber.ns in ihr A, F, cnd C neri.w ena:p t P.c:. s **.-0 c.nf. NC T'* c sher.:: stren:;ths titich ucre. other fr.' trac's as previou:1y nr.to4.
Thesc do not c a.sec.r to be trir.ted to the r.m.:o.r; m!.t t brei:c,the.
pcthern: ind'.ccte the.t the v:ristians enf the obnerved railr:
tc.sile strength of the nr.conry units is rcre irrt.ortt.nt in deternin-in,, the ultimate 1caca t'2.n the cou.irc::ivo stren:,:th.
Cop : ALLO'.bC V.'*RSW 'f.:ST Jt.CL LO.J Tt.';C V Test Codo Micwebic J teh load 111nt:r.:n'
~
Uis.hr.e.2 Ultinnta Test H::.rh continuens C:r t'.m'*m Ja:h Inst.<.r tion Inctration Lead IA8 Len.
Li'_s -
A 9 0. 0..
ih.n. e..
() J.0.0 t
2073
,1G U 05,0,,
B 2*n S o00 C
1.*).1 D
-.l..'.'.C.
F'. r."
- 11. 600 E
T 1..E.' ')
14 'o 15 7.00.
F 2[.:00 16,'iO.
3.0 ?.5 0 0
37.2.0_
PJ..j 0. 0 13 TO_O _
- 1.. l)$0_,,
1 15. O H
-.'r..i..M.
.MO
.!;_,1.5.0_
I
- _.1. 0'V.
95001201 se 4 e.. e Ogume m e
Y D*
0 D
kA 2
ou v
- 10 =
BIfd! C.ET %$ ULT 3 Col:PATCD 00 LU!I.DIlc 003 Tit?;UITC C'.CS Tablo V ;;ives a conpe.rison of the jac!: loads entried by the beer.s cnd the lende which would be allowed under the allouabic etrescos as establiche d by the 10% edition of the Uniform Duilding Cod:.
In this ta'1c the locd shotm is the jcel: load.
The veiGht Under the test ultire.ato lecd of the beo.n itself is not included.
colnn the minintn t'atinate lead 1s shesm and yet the extronely issrse 3 pcrticu-dif ferenec between nilounbic and actual is e,uito apparent In the F e.nd G 3ce.s the utse of conpress.
Itrly in the A to E Becms.
ien steci at the scac value as allmted for reinforced concreteIn the H cnd I Berms reduces the sprend of values.
controls the tc:12 and the ellouabic loads ccmpare nero favorably trith the ultimate.
CONCINSIOU5_
Alleunble stresses as theun in the -15J5 Uniform suilcing code (1).
are too lou.
'liultipic c urces of concrote urtsonry fillcipith put and rein-(2).
~~
forced f or tension arc effcetivo as a benn.
Cc..iprecuien eteel :;ives siu..lar results in reinforced concretsi (3).
me.senrf to that in reinforced concretc.
neinforect. concrete nnuenry in just as effcetive to resist (h).
forces in the horizontal direction as in the vertice.1 direction.
Cenpres: ion tests on the units are not an adequato ner.sure of i'
(5).
qte.lity of nasonry tinits, and resecrch is needed to develop a better tect.
The c ause of separ: tion of grout cores from masonry units at (6).
time of failure needs investigstion.
Sond betvcon the nortar and units was adequato to develop the (7).
strencth of the ber.ms in fic;niro and shear.
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e NRC Question (12/6/79)
Question 5 Page 1 of 4 a.
Describe the maximum load on a single masonry block due to pipe reactions and demonstrate block pullout resistance.
b.
For highly loaded typical masonry walls (both mortared double-wythe and composite), describe the size and distribution of cracking that would result from in-plane and out-of-plane loading.
Also, with regard to the resulting crack patterns, demonstrate the pullout capacity of the expansion bolts.
Answer a.
The maximum loading on a single block is hypothesized to be a tension strut with four 3/4 in. diameter expansion anchor bolts connected to a single block.
Considering a bolt spacing of 6 inches (in order to fit four bolts on a single block)*, the maximum tension transmitted to the block would be 6.2 kips.
The allowable load for a 3/4 in diameter shell type expansion anchor bolt in masonry (high density) is considered to be the manufacturer's ultimate pullout value, based on tests in 3500 psi concrete, divided by a safety factor of 5 and multiplied by a reduction factor of 0.60 for a masonry installation.
(The factor of 0.60 was established from data in ICB0 Report No.1372.)
The load on the base plate is determined by using a bolt capacity reduction f actor of 0.80 based on a linear interpolation between 10 diameters and 5 diameters for a 6-in. spacing (ICSO 1372.7).
Table 5-1 shows the resistance of a single block to direct tension considering the shear strengths of the nortar and cell fill grout.
Dowel effects of rebar and tensile bond stress at the back of the block are not considered in this evaluation.
The table shows that the block will resist a direct tension load of 18.8 kips and the
- To our knowledge there are no installations at the Plant where the bolt configuration is as severe as this bounding case.
950012 %
Question 5 Page 2 of 4 shear stresses around the perimeter of the block will remain within allowable limits.
The ratio of capacity to applied load on the single masonry block is 3.0, and therefore sufficient resistance to block pullout exists.
b.
The maximum predicted strain level in the wall's vertical reinforcing steel due to in-plane and out-of-plane unf actored loads is less than two times yield strain.
This is calculated by superimposing the maximum effects of the loads described above where the stress in the reinforcing steel due to out-of-plane loads is limited to 30 ksi (1.5 x UBC working stress allowable) and the maximum predicted stress in the reinforcing steel due to in-plane loads is approximately 36 ksi (ACI 318-63 Ultimate Strength Design).
Therefore, the predicted maximum hori: ental crack width for an 8 in block height is less than 21 mils.
In general, this crack width is predicted to occur at the wall panel boundaries only.
For out-of-plane bending, the maximum crack width for an 8-in. block height is approximately 8 mils.
The pullout resistance of expansion anchor bolts mounted in a typical wall should not be significantly reduced by the size and extent of cracks that could develop in the wall during a design seismic event.
The deformation of the anchre shell which results from the setting operation is shown in Table 5-2.
For the various sizes of exparsion ancho-bolts used at Trojan, this deformation is considerably larger than the maximum expected crack si:e in the walls.
- However, if a crack was considered to be centered on a given hole, . is conceivable that a small amount of slippage could occur if the crack extended through the depth of the anchor shell.
For example, metric considerations show that it would take a 50-mil crack width to cause a 1/16-1nch slip in a 5/3-inch anchor.
95001209
s Question 5 Page 3 of 4 The tests most applicable to this question which have been performed are those performed by ITT Phillips Drill Division 1 and by Burns and Roe 2 These tests were for expansion anchors in concrete, but are considered to also be valid for good quality masonr/ such as used at Trojan.
Coth tests were performed by partially setting anchors and measuring the reduction in pullout strength.
This may be thought of as analogous to hav4ng a crack centered on the bolt hole and extending to the full depth of the anchor, effectively reducing the deformed diameter of the anchor shell.
The data from Phillips and Burns and Roe show a maximum 50% reduction fr" a 50% set where the percentage set refers to the distance the plug is driven into the shell.
For a 1/2-inch diameter anchor, which can be considered as a limiting case for large piping (3-in. diameter and larger), a 60% set corresponds to a reduction in expansion of 0.04 inches.
This is analogous to a crack si:e of 4']
- nils.
If a given anchor has a factor of safety against pullout of 5.0, a reduction in pullout resistance strength of 50% would still provide a f actor of safety greater than 2.0.
For more than two bolts under a single base plate to be affected by cracking, a ver/ closely spaced crack pattern caused by a state of high stress would be required.
Therefore, if cracking were to occur near the support point of an anchor, it would be improbable that more than two anchor bolts would be affected.
Crack sizes predicted to occur under maximum loading combinations which include the SSE are not large enough to result in a factor of safety reduction below two for any anchor or pair of anchors, and not all bolts on a given anchor would be effected.
Therefore, the expected wall cracking on expansion enchors is not considered to be a problem.
95001210
Question 5 Page 4 of 4 1.
Letter f rom ITT Phillips Drill Division to Bechtel Power Corporation.
May 11, 1979, regarding reduction factors for partially set Phillips self-drills.
- k. head Maren f j n of Drilled In Anchors by L. B.
f le and W
+
95001211
TABLE 5-1 SHEAR RESISTANCE OF A SINGLE ELOCK TO DIRECT TENSICH Location Area Allowable Stress l Capacity (k)
Cell Grout - Double Shear 127 in2 f=1.1 (3000)l/2 = 60 7.6k
" mar Bed Joints 111 in2 f=25 psi (UBC) 2.8k Head Joint Grout (excluding 78 i n2 f=27 (1) 2.1k mortar)
Allowable load capacity = 12.5k Factored load capacity = 18.8k (1) The allowable worki19 stress value determined thus:
27 si 5
40 psi is the interface shear stress between grout and block (See Supplement 2 to LER 79-15).
95001712
TABLE 5-2 Expansion of Sel f-Drilling hchors (Values in incnes)
(1)
Outsice (2)
Outsice (2)
Size Diameter unset Diameter Set Difference 1/2 0.70 0.79 0.10 5/6 0.65 0.99 0.14 3/4 1.01 1.13 0.11 7/8 1.14 1.30 0.15 (1) Values for 3/8-in. ciameter anchor bolts are not provioed because this size bolt is not used on restraints for large ciameter piping (larger than 3-in. ciameter).
(2) Values ere cetermineo by actual measurement of new Phill1ps Reo Head sel f-crilling anchors.
A vernier caliper was useo to measure the insice and outsice ciameters of tne anchor shell.
The insice diameter of the shell was subtractea from the measureo ciameter of the conical plug to cetemine the amount of expansion.
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7 UNITED STATES OF AMERICA o
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NUCLEAR REGULATORY COMMISSION
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/gS i l h,D BEFORE THE ATOMIC SAFETY AND LICENSING BOARD In the Matter of
)
)
Docket 50-344 PORTLAND GENERAL ELECTRJ.C COMPANY,
)
et al
)
(Control Building Proceeding)
)
(Trojan Nuclear Plant)
)
CERTIFICATE OF SERVICE I hereby certify that on December 13, 1979 Licensee's letter to R. H. Engelken with information requested by the NRC M aff on December 6,1979 has been served upon the persons listed below by depositing copies thereof in the United States mail with proper postage affixed for first class mail.
Marshall E. Miller, Esq., Chairman Atomic Safety and Licensing Appeal Atomic Safety and Licensing Board Panel U. S. Nuclear Regulatory Commission U. S. Nuclear Regulatory Commission Washington, D. C.
20555 Washington, D. C.
20555 Dr. Kenneth A. McCollom, Dean Docketing and Service Section (3)
Division of Engineering, Office of the Secretary Architecture and Technology U. S. Nuclear Regulatory Commission Oklahoma State University Washington, D. C.
20555 Stillwater, Oklahoma 74074 Joseph R. Gray, Esq.
Dr. Hugh C. Paxton Counsel for NRC Staff 1229 - 41st Street U. S. Nuclear Regulatory Commission Los Alamos, New Mexico 87544 Washington, D C.
20555 Atomic Safety and Licensing Beard Lowenstein, Newman, Reie, Axelrad & Toll Panel 1025 Connecticut Ave., N. W.
U. S. Nuclear Regulatory Commission Suite 1214 Washington, D. C.
20555 Washington, D. C.
20036 95001214
/
8(
- ]
y
M CERTIFICATE OF SERVICE Trank W. Ostrander, Jr., Esq.
Mr. David B. McCoy Richard M. Sandvik, Esq.
348 Hussey Lane Assistant Attorney General Grants Pass, Oregon 97526 State of Oregon Depar*. ment of Justice Ms. C. Call Parson 500 Pacific Building P. O. Box 2992 520 S. W. Yamhill 16diak, Alaska 99615 Portland, Oregon 97204 Mr. Eugene Rosolie William Kinsey, Esq.
Coalition for Safe Power Bonneville Power Administration 215 S. E. 9th Avenue P. O. Box 3621 Portland, Oregon 97214 Portland, Oregon 97208 Columbia County Courthouse Ms. Nina Bell Law Library 728 S. E. 26th Avenue Circuit Court Room Portland, Oregon 97214 St. Helens, Oregon 97051 Mr. John A. Kullberg Route 1 Box 250Q Sauvie Island, Oregon 97231 95001215 YY l -
Ronald W. p hnson Corporate /At torney Portland General Electric Company Dated:
December 13, 1979 sa/4kk66.27B11 1