NATIONAL BUREAU OF STANDARDS REPORT

NBS PROJECT

1001-10^(^11 April 165 195^

NBS REPORT

3246

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for the

B'oreuii /j»r -.rards &-vx v^-^cks

•licpartv.'ie.'it of tiie *^-avy

The publication, rep

unless permission Is

25- D, C, Such pe

prepared if that 3]

Approved for public release by the " '*

Director of the National Institute of

"'“'''‘"g''"’

Standards and Technology (NIST)

on October 9, 201 5.

as been speclhcally

rt for Its own use.

FIRE fEST OF aEI’|-F>EGMD UOOF Stjm

test Report 1:010215-23*1^^327^

Fire lest 325

1. I^fa>DUCTIlM

At the request of tliO liure&u of Yards aad 'JaclsSf a fire

endurance test was coaducted oa a roof deek coASistiiig of

three precast concrete chaianel slabs of a special design*

Ibis test was a part of a detrelopaent program of the Bureau

of iards and ^ocks acmd was intended to provide data for use

in future desigsns» incladliig pre stressed concrete slabs.

2. l'ES2

tm speclma subject to test was saade up of three

identical panels » each of which was in the fora of a channel

1? ft 10 la* long 9 h t% 2^ in* widet 6 in* deep along each

side or flange y and It in* thick through the web* fransverse

ribs were located one at each endy at each quarter pointy

and at the center* thereby dividing each panel into four

equal bays* In* thick web was reinforced at aidti^ckaess by 2 by 2 in* no* 12 ga welded wire fabric which

was carried down each side flange to 3A in* fros the bottosi.

Bach flaiige was reinforced with a single 3A l^i* defortaed

reioforciog baz* and eacli trazusverse rib with two 4 in*

deforesd round bars*

Ihe concrete was isixed la the proportioizs of 1 part

(by weight) ceiisaty 2u parts clean Potoaac Elver sandy and

2 parts clean i/hite llarsh gravel* the gravel had been

passed through a 3A sieve* tl:ie tests of nine cylindrical

saaples of the concrete IMicated strengtlis fron 6100 to

7300 Ib/in*^ averaging 6dU0 Ib/ia*^* The details of the

coastructicm are given In figure 1*

3* tsst

three panels were placed to span the long di.seas ioa

of the test furnace* The edges were butted and the joints

sealed with grout, the three parols had aged under the

temperature and humidity conditions in a ventilated, occupied

work room for periods of 90 to 109 days before test* ^Airing

testy the bottoa sides of th^e panels were directly exposed to
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thG furoace fires which were cositrolled to provide average

:^iruace tefaperatures as close to those specified in the

Sta<idard Methods of Tests of BulldlTig Construction and

Materials, micH B119-53 which includes 1000® F at 9 *in,

1300®F at 10 aia, 1550®F at 30 aln, and 1?CX)®F at 1 hr.

Tesperatures were awasored in the furnace chamber, on the

panels* reinforcing steel, and on the unexposed surface of

the concrete. Ihe panels were subjected to an applied load

of 15.3 lb/ft2.

4. msmjTs

During the fire test, trsuisverse cracks were observed

at 7 •aid la the top surface along th© transverse centerlines

of the center and East paiiels and the North quarter point of

the center panel} 9 «in, moisture on top surface from above

cracks; 10 aaia, diagonal crack across top surface In Southwest coraeri 10^ min, full la* thickness of concrete

spalled explosively from over half of bay South of center of

East panel I 15 sain, concrete spalled through about 1/3 of

area of South bay of East panel, explosively| 2/ min, chanael

webs aad possibly transverse ribs sagging between flanges;

30 min, spall 2 to 4 iu. long at bottom of West flange of

East panel, m&r center of spsux; 4? jaia, transverse ribs

sagged i to i in.; 1 hr, slight sag in longitodiiml flanges,

up to 1 la. sag In web; 1 lur 2^ min, gas off, test ended.

Xiie apparatus by which masoremiiats of the deflections

of the panels were to have been made was disarranged by the

explosive spalliag at iOt min and accurate measureeeats were

not possible tiisreafter. iha fire exposure severity for the

full duratloa was 93*0 percent of standard. The average

toaperatore as measured mi the unexposed surface of the patieis

had risen the limiting 250 degrees F (139 degrees C) above

the ialtial average by about lU min a:id the maximum temperature

as measured at any one point bad risen the limiting 325

degrees F (iBl degrees C) above its initial temperature at

the same tisie. Th© average temperature, as measured on the

3A lii. reinforcing bars, reached lOOC^F at 1 hr atid the

tsaxiaiui! at uix/ one point reached 1200® F at 5^ mlii. Flots^

of the various temperatures measured are given in figure 2.

The condition of th© specimen after test is shown Ui fiir-ires

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The results of this test iaiSlc&te a fir© endurance XlaU.t

of about l.Q,jaln for the particular speciawn tested^

Neither the contents of this report aor the fact that

this test was conducted at the ?Jatloiial Bureau of Standards

aa/ be used ia advertising or prnsotloaal literature*
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SIDE ELEVATION

PANELS PLACED WITH LONGITUDINAL

RIB SIDES IN CLOSE CONTACT

•_|oo

17-10

PLAN

ARRANGEMENT OF PANELS

SECTION I -I ' SECTION 2-2

NO. 2 DEFORMED BARS

SECTION 3-3

CEMENT FACTOR

MAXIMUM SIZE AGGREGATE

NOTES

7 BAGS /CU, YD.

I

IN.

INTERMEDIATE GRADE REINFORCING 24,000 PSI

WIRE MESH 30,000 PSI

FIG. I CONSTRUCTION DETAILS OF PRECAST ROOF PANELS

3

PANELS

AT

4'

FIG. 2 OBSERVED TEMPERATURES, TEST S25

TEMPERATURF,