| By Author | [ A B C D E F G H I J K L M N O P Q R S T U V W X Y Z | Other Symbols ] |
| By Title | [ A B C D E F G H I J K L M N O P Q R S T U V W X Y Z | Other Symbols ] |
| By Language |
|
Download this book: [ ASCII | HTML | PDF ] Look for this book on Amazon Tweet |
Title: Transactions of the American Society of Civil Engineers, vol. LXX, Dec. 1910 - Tests of Creosoted Timber, Paper No. 1168
Author: Gregory, W. B. (William Benjamin), 1871-1945
Language: English
As this book started as an ASCII text book there are no pictures available.
*** Start of this LibraryBlog Digital Book "Transactions of the American Society of Civil Engineers, vol. LXX, Dec. 1910 - Tests of Creosoted Timber, Paper No. 1168" ***
[Transcriber's Note:
1. Mathematical power (superscript) is rendered using a carat (^).
2. Superscript text is rendered using an underscore (_).]
AMERICAN SOCIETY OF CIVIL ENGINEERS
INSTITUTED 1852
TRANSACTIONS
Paper No. 1168
TESTS OF CREOSOTED TIMBER.
BY W. B. GREGORY, M. AM. SOC. C. E.
During the last few years a quantity of literature has appeared in which
the treatment of timber by preservatives has been discussed. The
properties of timber, both treated and untreated, have been determined
by the Forest Service, United States Department of Agriculture, and
through its researches valuable knowledge has come to engineers who have
to deal with the design of wooden structures. There is very little
information, however, regarding the effect of time on creosoted timber,
and for this reason the results given herewith may prove of interest.
The material tested consisted of southern pine stringers having a
cross-section approximately 6 by 16 in. and a length of 30 ft. For the
purpose of testing, each beam was cut into two parts, each about 15 ft.
long. This material had been in use in a trestle of a railroad near New
Orleans for 26 years. The stringers were chosen at random to determine
the general condition of the trestle. The timber had been exposed to the
weather and subjected to heavy train service from the time it was
treated until it was tested. The annual rainfall at New Orleans is about
60 in., and the humidity of the air is high. In spite of these
conditions, there was no appearance of decay on any of the specimens
tested. The specifications under which the timber was treated were as
follows:
TIMBER.
The timber for creosoting shall be long-leafed or southern pine. Sap
surfaces on two or more sides are preferred.
_Piles._--The piles shall be of long-leafed or southern pine, not less
than 14 in. at the butt. They shall be free from defects impairing their
strength, and shall be reasonably straight.
The piles shall be cleanly peeled, no inner skin being left on them. The
oil used shall be so-called creosote oil, from London, England, and
shall be of a heavy quality.
The treatment will vary according to the dimensions of the timbers and
length of time they have been cut. Timbers of large and small dimensions
shall not be treated in the same charge, neither shall timbers of
differing stages of air seasoning, or the close-grained, be treated in
the same charge with coarse or open-grained timbers.
The timbers shall be subjected first to live steam superheated to from
250 to 275° Fahr., and under a 30 to 40-lb. pressure. The live steam
shall be admitted into the cylinders through perforated steam pipes, and
the temperature shall be obtained by using superheated steam in closed
pipes in the cylinders.
The length of time this steaming shall last will depend on the size of
the timbers and the length of time they have been cut. In piles and
large timbers freshly cut, as long a time as 12 hours may be required.
After the steaming is accomplished, the live steam shall be shut off and
the superheated steam shall be maintained at a temperature of 160° or
more and a vacuum of from 20 to 25 in. shall be held for 4 hours or
longer, if the discharge from the pumps indicates the necessity.
_Oil Treatment._--The temperature being maintained at 160° Fahr., the
cylinders shall be promptly filled with creosote oil at a temperature as
high as practicable (about 100° Fahr.). The oil shall be maintained at a
pressure ranging from 100 to 120 lb., as experience and measurements
must determine the length of time the oil treatment shall continue, so
that the required amount of oil may be injected.
After the required amount of oil is injected, the superheated steam
shall be shut off, the oil let out, the cylinders promptly opened at
each end, and the timber immediately removed from the cylinder.
In the erection of timbers the sap side must be turned up, and framing
or cutting of timbers shall not be permitted, if avoidable. All cut
surfaces of timbers shall be saturated with hot asphaltum, thinned with
creosote oil. The heads of piles when cut shall be promptly coated with
the hot asphaltum and oil, even though the cut-off be temporary.
METHOD OF TESTING.
The tests were made on a Riehlé 100,000-lb. machine in the Experimental
Engineering Laboratory of Tulane University of Louisiana. The machine is
provided with a cast-iron beam for cross-bending tests. The distance
between supports was 12 ft. The method of support was as follows: Each
end of the beam was provided with a steel roller which rested on the
cast-iron beam of the testing machine, while above the roller, and,
directly under the beam tested, there was a steel plate 6 by 8 in. in
area and 1 in. thick. The area was sufficiently great to distribute the
load and prevent the shearing of the fibers of the wood. The head of the
Riehlé machine is 10 in. wide. A plate, 3/8 in. thick, 6 in. wide and 18
in. long, was placed between the head of the machine and the beam
tested.
[Illustration: FIG. 1.--DEFLECTON CURVES BEAM I]
[Illustration: FIG. 2.--DEFLECTON CURVES BEAM II]
TABLE 1.--SUMMARY OF RESULTS OF TRANSVERSE TESTS OF BEAMS AT TULANE
UNIVERSITY, FEBRUARY 10TH TO MARCH 2D, 1909.
Columns in table:
1. Number of beam.
2. Top or butt of log.
3. Width, in inches.
4. Height, in inches.
5. I = (bh^3)/12
6. Actual at elastic limit.
7. Maximum.
8. At elastic limit.
9. Maximum.
10. At elastic limit.
11. E = (Pl^3)/(48dI)
12. Weight, in pounds per cubic foot.
===========================================================================+
| | b | h | I | LOADS: |S = (Plc)/(4I) | d, |
| | | | | | |INCHES.|
| |------+-------+-------+-----------------+---------------+-------+
1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 |
------+---+------+-------+-------+--------+--------+-------+-------+-------+
I | B | 6.28 | 15.94 | 2,120 | 22,000 | 45,900 | 2,975 | 6,200 | 0.41 |
I | T | 6.00 | 15.69 | 1,934 | 20,000 | 38,000 | 2,915 | 5,540 | 0.465 |
| | | | | | | | | |
II[A]| T | 6.37 | 15.81 | 2,098 | 20,000 | 43,450 | 2,722 | 5,918 | 0.380 |
II | B | 6.41 | 16.41 | 2,360 | 16,000 | 25,040 | 1,999 | 3,130 | 0.430 |
| | | | | | | | | |
III | T | 5.88 | 15.68 | 1,871 | 24,000 | 45,130 | 3,608 | 6,785 | 0.535 |
III | B | 5.88 | 15.90 | 1,965 | 21,000 | 35,190 | 3,054 | 5,120 | 0.515 |
| | | | | | | | | |
IV | T | 6.00 | 15.43 | 1,835 | 22,000 | 38,425 | 3,320 | 5,810 | 0.465 |
IV | B | 6.12 | 15.87 | 2,032 | 22,000 | 35,500 | 3,090 | 4,983 | 0.660 |
| | | | | | | | | |
V | B | 6.00 | 16.00 | 2,048 | 22,000 | 47,000 | 3,090 | 6,610 | 0.400 |
V[A]| T | 6.00 | 15.87 | 1,999 | 14,000 | 22,050 | 1,998 | 3,145 | 0.315 |
| | | | | | | | | |
VI[A]| B | 5.50 | 15.75 | 1,790 | 22,000 | 51,330 | 3,484 | 8,925 | 0.450 |
VI[A]| T | 5.87 | 15.62 | 1,865 | 20,000 | 44,000 | 3,013 | 6,627 | 0.410 |
| | | | | | | | | |
VII | B | 6.56 | 15.62 | 2,083 | 34,000 | 51,900 | 4,580 | 6,985 | 0.620 |
VII[A]| T | 6.22 | 15.62 | 1,975 | 20,000 | 49,000 | 2,845 | 6,970 | 0.380 |
===========================================================================+
[Footnote A: Failed in longitudinal shear.]
==============================================
E | |
| |
-----------+ |
11 | 12 | Remarks.
-----------+------+---------------------------
1,575,000 | 50.2 | } Close-grained pine,
1,383,000 | 47.5 | } long-leaf.
| |
1,562,000 | 40.5 | } Coarse loblolly,
979,000 | 42.2 | } large knots.
| |
1,489,000 | 40.4 | } Close-grained, long-leaf
1,288,000 | 44.2 | } no knots.
| |
1,601,000 | 40.8 | } Loblolly, with
1,017,000 | 41.5 | } knots.
| |
1,670,000 | 47.2 | } Long-leaf yellow
1,382,000 | 42.1 | } pine.
| |
1,695,000 | 50.2 | } Long-leaf yellow
1,625,000 | 45.2 | } pine.
| |
1,637,000 | 43.7 | } Long-leaf yellow
1,658,000 | 40.2 | } pine.
==============================================
The deflection was measured on both sides of each beam by using silk
threads stretched on each side from nails driven about 2 in. above the
bottom of the beam and directly over the rollers which formed the
supports. From a small piece of wood, tacked to the bottom of the beam
at its center and projecting at the sides, the distance to these threads
was measured. These measurements were taken to the nearest hundredth of
an inch. The mean of the deflections was taken as the true deflection
for any load.
[Illustration: FIG. 3.--DEFLECTON CURVES BEAM III]
[Illustration: FIG. 4.--DEFLECTON CURVES BEAM IV]
In computing the various quantities shown in Table 1, the summary of
results, the load has been assumed as concentrated at the center of the
beam. While it is true that the load was spread over a length of about
12 in., due to the width of the head of the machine and the plate
between it and the beam tested, it is also true that there were
irregularities, such as bolt-holes and, in some cases, abrasions due to
wear, that could not well be taken into account. Hence, it was deemed
sufficiently accurate to consider the load as concentrated. Besides the
horizontal bolt-holes, shown in the photographs, there were vertical
bolt-holes, at intervals in all the beams. The latter were 7/8 in. in
diameter, and in every case they were sufficiently removed from the
center of the length of the beam to allow the maximum moment at the
reduced section to be relatively less than that at the center of the
beam. For this reason, no correction was made for these holes. The
broken beams often showed that rupture started at, or was influenced by,
some of the holes, especially the horizontal ones.
While some of the heavy oils of a tarry consistency remained, they were
only to be found in the sappy portions of the long-leaf pine and in the
loblolly (Specimens II and IV). Exposure in a semi-tropical climate for
26 years had resulted in the removal of the more volatile portions of
the creosote oil. The penetration of the oil into the sap wood seemed to
be perfect, while in the loblolly it varied from a fraction of an inch
to 1-1/2 in. In the heart wood there was very little penetration across
the grain. The timber had been framed and the holes bored before
treatment. The penetration of the creosote along the grain from the
holes was often from 4 to 6 in.
Circular 39 of the Forest Service, U. S. Department of Agriculture,
entitled "Experiments on the Strength of Treated Timber," gives the
results of a great many tests of creosoted ties, principally loblolly
pine, from which the following conclusions are quoted:
"(1) A high degree of steaming is injurious to wood. The degree of
steaming at which pronounced harm results will depend upon the
quality of the wood and its degree of seasoning, and upon the
pressure (temperature) of steam and the duration of its
application. For loblolly pine the limit of safety is certainly 30
pounds for 4 hours, or 20 pounds for 6 hours." [Tables 3, 6, and
7.]
"(2) The presence of zinc chlorid will not weaken wood under static
loading, although the indications are that the wood becomes brittle
under impact." [Tables 3 and 4.]
[Illustration: FIG. 5.--DEFLECTON CURVES BEAM V]
[Illustration: FIG. 6.--DEFLECTON CURVES BEAM VI]
"(3) The presence of creosote will not weaken wood of itself. Since
apparently it is present only in the openings of the cells, and
does not get into the cell walls, its action can only be to retard
the seasoning of the wood." [Tables 3, 4, 5, and 6.]
[Illustration: FIG. 7.--DEFLECTON CURVES BEAM VII]
COMPARISONS.
A comparison of the results obtained with tests made on untreated timber
is interesting, and to this end Tables 2 and 3, from Circular 115,
Forest Service, U. S. Department of Agriculture, by W. Kendrick Hatt,
Assoc. M. Am. Soc. C. E., are quoted. The tests made by the writer were
from timber raised in Louisiana and Mississippi, while the tests quoted
were from timber raised farther north. The number of tests was not
sufficient to settle questions of average strength or other qualities.
It will be seen, however, that the treated timber 26 years old compares
favorably with the new untreated timber.
[Illustration: PLATE I, FIG. 1.----SPECIMEN IN TESTING MACHINE, SHOWING
METHOD OF SUPPORT.]
[Illustration: PLATE I, FIG. 2.--END VIEWS OF TESTED TIMBERS.]
TABLE 2.--BENDING STRENGTH OF LARGE STICKS.
Columns in table:
A: Reference number.
B: Number of tests.
C: Moisture, per cent.
D: Rings per inch.
E: Specific gravity, dry.
F: WEIGHT PER CUBIC FOOT, IN POUNDS.
G: As tested.
H: Oven dry.
I: Fiber stress at elastic limit, in pounds per square inch.
J: Modulus of rupture, in pounds per square inch.
K: Modulus of elasticity, in thousands of pounds per square inch.
L: Elastic resilience, in inch pounds per cubic inch.
M: Number failing by longitudinal shear.
LOBLOLLY PINE.
+========================================================================+
| | Locality| DIMENSIONS. | | | | | | |
| | of +--------------+ Grade. |Condition | | | | |
| A | Growth. |Section,|Span,| | of | | B | C | D |
| | | in | in | |seasoning.| | | | |
| | | inches.|feet | | | | | | |
+---+---------+--------+-----+---------+----------+-------+---+-----+----+
| | | 6 by 7| | | | | | | |
| | | 6 by 10| 10 | | | | | | |
| 1 |South | 4 by 12| to | Square | Green |Average| | 48.0| 5.7|
| |Carolina.| 6 by 16| 15.5| edge | |Maximum| 42| 92.1|11.7|
| | | 8 by 14| | | |Minimum| | 30.2| 2.3|
| | | 8 by 16| | | | | | | |
+---+---------+--------+-----+---------+----------+-------+---+-----+----+
| | | 6 by 7| | | | | | | |
| | | 4 by 12| 10 | | | | | | |
| 2 |South | 6 by 10| to | Square |Partially |Average| | 27.7| 5.0|
| |Carolina.| 6 by 16| 16 | edge |air dry. |Maximum| 18| 29.2| 8.2|
| | | 8 by 16| | | |Minimum| | 25.5| 2.5|
| | |10 by 16| | | | | | | |
+---+---------+--------+-----+---------+----------+-------+---+-----+----+
| | | 6 by 7| 10 | | | | | | |
| |South | 4 by 12| to | Square |Partially |Average| | 21.0| 5.6|
| 3 |Carolina.| 6 by 10| 15 | edge |air dry. |Maximum| 19| 24.9|17.2|
| | | 6 by 16| | | |Minimum| | 15.0| 2.7|
+---+---------+--------+-----+---------+----------+-------+---+-----+----+
| | | | 6 | | |Average| | 22.4| 4.8|
| 4 |Virginia.| 8 by 8| to | Square |Partially |Maximum| 12| 27.7| 8.8|
| | | | 16 | edge |air dry. |Minimum| | 17.8| 2.5|
+---+---------+--------+-----+---------+----------+-------+---+-----+----+
| | | | 6 | | |Average| | 64.0| 3.0|
| 5 |Virginia.| 8 by 8| to | Square | Green |Maximum| 17|100.5| 4.0|
| | | |15.5 | edge | |Minimum| | 38.8| 2.5|
+---+---------+--------+-----+---------+----------+-------+---+-----+----+
LONG-LEAF PINE.
+---+---------+--------+-----+---------+----------+-------+---+-----+----+
| | | | | | |Average| | 25.0|13.7|
| 6 |South | 6 by 8| 15 |Merchant-|Partially |Maximum| 22| 40.3|25.4|
| |Carolina.|10 by 16| |able |air dry |Minimum| | 17.3| 6.2|
+---+---------+--------+-----+---------+----------+-------+---+-----+----+
| | | | | | |Average| | 27.3|18.0|
| 7 |Georgia. |10 by 12| 15 |Merchant-|Partially |Maximum| 22| 34.5|29.0|
| | | | |able |air dry. |Minimum| | 20.0|11.0|
+========================================================================+
+=====================================================================+
| | Locality| | F | | | | | | |
| | of | +---------+ | | | | | |
| A | Growth. | E | | | I | J | K | L | M | Remarks. |
| | | | G | H | | | | | | |
| | | | | | | | | | | |
+---+---------+----+----+----+-----+------+-----+----+---+------------+
| | | | | | | | | | |Moisture |
| | | | | | | | | | |above |
| 1 |South |0.50|46.2|31.2|3,150| 5,580|1,426|0.45| |saturation |
| |Carolina.|0.60|56.8|37.5|5,210| 8,460|1,920|0.99| 7 |point in |
| | |0.40|35.6|25.0|1,675| 3,120| 905|0.07| |all cases. |
| | | | | | | | | | | |
+---+---------+----+----+----+-----+------+-----+----+---+------------+
| | | | | | | | | | | |
| | | | | | | | | | | |
| 2 |South |0.50|40.0|31.2|3,380| 5,650|1,435|0.45| |Moisture |
| |Carolina.|0.55|43.7|34.4|4,610| 8,090|1,880|0.76| 0 |from 25 to |
| | |0.45|35.6|28.1|2,115| 3,600|1,152|0.20| |30 per cent.|
| | | | | | | | | | | |
+---+---------+----+----+----+-----+------+-----+----+---+------------+
| | | | | | | | | | | |
| |South |0.50|37.5|31.2|2,970| 5,690|1,340|0.39| |Moisture |
| 3 |Carolina.|0.58|45.6|36.2|4,850| 8,100|2,040|0.69| 2 |less than |
| | |0.41|31.2|25.6|1,730| 2,910| 906|0.10| |25 per cent.|
+---+---------+----+----+----+-----+------+-----+----+---+------------+
| | |0.46|35.6|28.8|3,260| 5,180|1,180|0.51| | |
| 4 |Virginia.|0.58|43.1|36.2|5,300| 8,950|1,728|1.05| 0 | |
| | |0.37|30.0|23.1|1,280| 2,180| 606|0.13| | |
+---+---------+----+----+----+-----+------+-----+----+---+------------+
| | |0.43|43.7|26.9|1,935| 3,490| 744|0.31| |Very rapid |
| 5 |Virginia.|0.51|51.9|31.9|3,185| 4,720|1,193|0.78| 0 |growth; poor|
| | |0.35|35.0|21.9| 956| 2,180| 357|0.12| |quality. |
+---+---------+----+----+----+-----+------+-----+----+---+------------+
LONG-LEAF PINE.
+---+---------+----+----+----+-----+------+-----+----+---+------------+
| | |0.58|45.6|36.2|3,800| 7,160|1,560|0.53| | |
| 6 |South |0.76|60.0|47.5|4,970|10,020|2,010|0.78| 9 | |
| |Carolina.|0.50|39.4|31.2|2,220| 5,450|1,190|0.21| | |
+---+---------+----+----+----+-----+------+-----+----+---+------------+
| | |0.69|54.7|42.9|5,581| 8,384|1,820| -- | |Excellent |
| 7 |Georgia. |0.79| -- |49.4|9,600|11,410|2,920| -- | 6 |merchantable|
| | |0.50| -- |31.4|3,547| 4,836|1,167| -- | |grade. |
+=====================================================================+
TABLE 3.--LOBLOLLY PINE.--BENDING TESTS ON BEAMS SEASONED UNDER
DIFFERENT CONDITIONS.
(8 by 16-in. section; 13-1/2 to 15-ft. span.)
Columns in table:
A. Number of tests.
B. Fiber stress at elastic limit, in pounds per square inch.
C. Modulus of rupture, in pounds per square inch.
D. Longitudinal shear at maximum load, in pounds per square inch.
E. Modulus of elasticity, in thousands of pounds per square inch.
F. Percentage of moisture.
G. Rings per inch.
H. Weight per cubic foot, oven dry, in pounds.
I. Condition of seasoning.
====================================================================
| A | B | C | D | E | F | G | H | I
--------+---+-----+-----+-------+-----+----+----+----+--------------
Average | |3,580|5,480|364_{4}|1,780|23.2| 9.4|33.7| Air dry,
Maximum | 4 |4,070|6,600|440 |1,987|24.3|11.5|34.5| 3-1/2 months
Minimum | |3,090|5,000|327 |1,530|21.5| 8.0|32.5| in the open.
--------+---+-----+-----+-------+-----+----+----+----+--------------
Average | |4,512|5,060|338_{3}|1,685|20 | 7.7|33.9| Kiln dry,
Maximum | 5 |5,840|7,320|488 |1,790|22 |10.2|38.0| 6 days.
Minimum | |3,180|2,150|143 |1,410|18 | 4.7|27.7|
--------+---+-----+-----+-------+-----+----+----+----+--------------
Average | |4,331|6,721|493_{9}|1,688| -- | 7.7| -- | Air dry, 21
Maximum |12 |4,990|8,560|620 |2,002| -- | 9.5| -- | months under
Minimum | |3,110|5,160|380 |1,398| -- | 5.5| -- | shelter.
====================================================================
NOTE.--Figures written as subscripts to the figures for
longitudinal shear indicate the number of sticks failing in that manner.
[Illustration: PLATE II.--SIDE VIEWS OF TESTED TIMBERS.]
TABLE 4.--LOAD AND DEFLECTION LOG. BEAM I.
Columns in table:
A: Load, in pounds.
B: Reading.
C: Total deflection.
D: Mean total deflection.
Date: February 26th, 1909. Date: February 24th, 1909.
_l_ = 12 ft.; _l_ = 12 ft.;
_b_ (mean) = 6-9/32 in.; _b_ (mean) = 6 in.;
_h_ (mean) = 15-15/16 in.; _h_ (mean) = 15.69 in.;
_c_ = 7.97 in. _c_ = 7.84 in.
Time = 1 hour.
=========================================================================
| P | DEFLECTION, IN INCHES. || P | DEFLECTION, IN INCHES.
No.+------+----+----+----+----+-----++---------+----+----+----+----+-----
| A | B | C | B | C | D || A | B | C | B | C | D
---+------+----+----+----+----+-----++---------+----+----+----+----+-----
1 | 0 |1.86| 0 |1.88| 0 | 0 || 0 |1.83| 0 |1.86| 0 | 0
2 | 2,000|1.92|0.05|1.90|0.02|0.035|| 2,000 |1.87|0.04|1.90|0.04|0.04
3 | 4,000|1.96|0.10|1.94|0.06|0.080|| 4,000 |1.91|0.08|1.96|0.10|0.090
4 | 6,000|1.99|0.13|1.98|0.10|0.115|| 6,000 |1.96|0.13|2.00|0.14|0.135
5 | 8,000|2.03|0.17|2.02|0.14|0.155|| 8,000 |2.00|0.17|2.04|0.18|0.175
6 |10,000|2.05|0.19|2.06|0.18|0.185||10,000 |2.04|0.21|2.08|0.22|0.215
7 |12,000|2.10|0.24|2.09|0.21|0.225||12,000 |2.09|0.26|2.13|0.27|0.265
8 |14,000|2.13|0.27|2.13|0.25|0.260||14,000 |2.14|0.31|2.18|0.32|0.315
9 |16,000|2.17|0.31|2.16|0.28|0.295||16,000 |2.19|0.36|2.23|0.37|0.365
10 |18,000|2.20|0.34|2.20|0.32|0.330||18,000 |2.24|0.41|2.28|0.42|0.415
11 |20,000|2.24|0.36|2.25|0.37|0.365||20,000 |2.29|0.46|2.33|0.47|0.465
12 |22,000|2.28|0.42|2.28|0.40|0.410||22,000 |2.34|0.51|2.39|0.53|0.520
13 |24,000|2.32|0.46|2.32|0.44|0.450||24,000 |2.39|0.56|2.43|0.57|0.565
14 |26,000|2.36|0.50|2.36|0.48|0.490||26,000 |2.44|0.61|2.48|0.62|0.615
15 |28,000|2.40|0.54|2.39|0.51|0.525||28,000 |2.49|0.66|2.53|0.67|0.685
16 |30,000|2.43|0.57|2.44|0.56|0.565||30,000 |2.55|0.72|2.58|0.72|0.720
17 |32,000|2.48|0.62|2.48|0.60|0.610||32,000 |2.61|0.78|2.65|0.79|0.785
18 |34,000|2.52|0.68|2.53|0.65|0.655||34,000[B]|2.68|0.85|2.70|0.84|0.845
19 |36,000|2.56|0.70|2.56|0.68|0.690||36,000 |2.74|0.91|2.78|0.92|0.915
20 |38,000|2.61|0.75|2.62|0.74|0.745||38,000 | Broke.
21 |40,000|2.65|0.79|2.67|0.79|0.790||
22 |42,000|2.70|0.84|2.73|0.85|0.845||
23 |44,000|2.75|0.89|2.77|0.89|0.890||
||
37,500 lb., First Crack; ||
45,900 lb., Failed. ||
||
At Elastic Limit: Load, 22,000 lb.; ||At Elastic Limit: Load, 20,000 lb.;
deflection, 0.41 in.; || deflection, 0.465 in.;
_S_, 2,975 lb. || _S_, 2,975 lb.
||
Maximum: Load, 45,900 lb.; ||Maximum: Load, 38,000 lb.;
deflection,.....; || deflection,.....;
_S_, 6,209 lb. || _S_, 5,540 lb.
||
_E_ = 1,575,000 lb. || _E_ = 1,383,000 lb.
=========================================================================
[Footnote B: First crack.]
TABLE 4.--(_Continued._)--LOAD AND DEFLECTION LOG. BEAM II.
Columns in table:
A: Load, in pounds.
B: Reading.
C: Total deflection.
D: Mean total deflection.
Date: February 20th, 1909. Date: --
_l_ = 12 ft.; _l_ = 12 ft.;
_b_ (mean) = 6.38 in.; _b_ (mean) = 6.41 in.;
_h_ (mean) = 15.81 in.; _h_ (mean) = 16.41 in.;
_c_ = 7.91 in. _c_ = 8.20 in.
Time = 47.5 min.
=========================================================================
| P | DEFLECTION, IN INCHES. || P | DEFLECTION, IN INCHES.
No.+------+----+----+----+----+-----++---------+----+----+----+----+-----
| A | B | C | B | C | D || A | B | C | B | C | D
---+------+----+----+----+----+-----++---------+----+----+----+----+-----
1 | 0 |1.65| 0 |1.68| 0 | 0 || 0 |1.86| 0 |1.87| 0 | 0
2 | 2,000|1.69|0.04|1.72|0.04|0.040|| 2,000 |1.91|0.05|1.92|0.05|0.05
3 | 4,000|1.73|0.08|1.77|0.09|0.085|| 4,000 |1.98|0.12|1.98|0.11|0.115
4 | 6,000|1.76|0.11|1.80|0.12|0.115|| 6,000 |2.05|0.19|2.02|0.15|0.170
5 | 8,000|1.80|0.15|1.83|0.15|0.150|| 8,000 |2.07|0.21|2.08|0.21|0.210
6 |10,000|1.83|0.18|1.86|0.18|0.180||10,000 |2.13|0.27|2.13|0.26|0.265
7 |12,000|1.87|0.22|1.90|0.22|0.220||12,000 |2.18|0.32|2.18|0.31|0.315
8 |14,000|1.91|0.26|1.94|0.26|0.260||14,000 |2.25|0.39|2.24|0.37|0.380
9 |16,000|1.95|0.30|1.98|0.30|0.300||16,000 |2.30|0.44|2.29|0.42|0.430
10 |18,000|1.98|0.33|2.02|0.34|0.335||18,000[C]|2.35|0.49|2.35|0.48|0.485
11 |20,000|2.03|0.38|2.06|0.38|0.380||20,000 |2.44|0.58|2.42|0.55|0.565
12 |22,000|2.07|0.42|2.10|0.42|0.420||22,000 |2.54|0.68|2.54|0.67|0.675
13 |24,000|2.11|0.46|2.14|0.46|0.460||25,040 | Failed
14 |26,000|2.15|0.50|2.18|0.50|0.500||
15 |28,000|2.18|0.53|2.22|0.54|0.535||
16 |30,000|2.23|0.58|2.26|0.58|0.580||
17 |32,000|2.27|0.62|2.30|0.62|0.620||
18 |34,000|2.32|0.67|2.35|0.67|0.670||
19 |36,000|2.37|0.72|2.40|0.72|0.720||
20 |38,000|2.42|0.77|2.45|0.77|0.770||
21 |40,000|2.48|0.83|2.50|0.82|0.825||
22 |42,000|2.53|0.88|2.56|0.88|0.880||
23 |43,450| Fracture. ||
24 |45,710| Failed. ||
||
At Elastic Limit: Load, 20,000 lb.; ||At Elastic Limit: Load, 16,000 lb.;
deflection, 0.38 in.; || deflection, 0.43 in.;
_S_, 2,722 lb. || _S_, 1,999 lb.
||
Maximum: Load, 43,450 lb.; ||Maximum: Load, 25,040 lb.;
deflection,.....; || deflection,.....;
_S_, 5,918 lb. || _S_, 3,130 lb.
||
_E_ = 1,562,000 lb. || _E_ = 979,000 lb.
==========================================================================
[Footnote C: First crack.]
TABLE 4.--(_Continued._)--LOAD AND DEFLECTION LOG. BEAM III.
Columns in table:
A: Load, in pounds.
B: Reading.
C: Total deflection.
D: Mean total deflection.
Date: February 13th, 1909. Date: --
_l_ = 12 ft.; _l_ = 12 ft.;
_b_ (mean) = 5.88 in.; _b_ (mean) = 5.88 in.;
_h_ (mean) = 15.63 in.; _h_ (mean) = 15.9 in.;
_c_ = 7.82 in. _c_ = 7.95 in.
Time = 45 min.
=========================================================================
| P | DEFLECTION, IN INCHES. || P | DEFLECTION, IN INCHES.
No.+------+----+----+----+----+-----++---------+----+----+----+----+-----
| A | B | C | B | C | D || A | B | C | B | C | D
---+------+----+----+----+----+-----++---------+----+----+----+----+-----
1 | 0 |1.23| 0 |1.06| 0 | 0 || 0 |1.67| 0 |1.63| 0 | 0
2 | 2,000|1.27| .04|1.10|0.04|0.040|| 2,000 |1.70|0.03|1.68|0.05|0.040
3 | 4,000|1.32|0.09|1.13|0.07|0.080|| 4,000 |1.72|0.05|1.72|0.09|0.070
4 | 6,000|1.37|0.14|1.17|0.11|0.125|| 6,000 |1.82|0.15|1.78|0.15|0.150
5 | 8,000|1.42|0.19|1.22|0.16|0.175|| 8,000 |1.86|0.19|1.82|0.19|0.190
6 |10,000|1.47|0.24|1.26|0.20|0.220||10,000 |1.90|0.23|1.87|0.24|0.235
7 |12,000|1.51|0.28|1.31|0.25|0.265||12,000 |1.97|0.30|1.92|0.29|0.295
8 |14,000|1.55|0.32|1.35|0.29|0.305||14,000 |2.00|0.33|1.98|0.35|0.340
9 |16,000|1.60|0.37|1.40|0.34|0.355||16,000 |2.03|0.36|2.04|0.41|0.385
10 |18,000|1.64|0.41|1.44|0.38|0.395||18,000 |2.10|0.43|2.09|0.46|0.445
11 |20,000|1.68|0.45|1.49|0.43|0.440||20,000 |2.13|0.46|2.14|0.51|0.485
12 |22,000|1.72|0.49|1.54|0.48|0.485||22,000 |2.20|0.53|2.20|0.57|0.550
13 |24,000|1.78|0.55|1.58|0.52|0.535||24,000 |2.26|0.59|2.26|0.63|0.610
14 |26,000|1.82|0.59|1.64|0.58|0.585||26,000 |2.31|0.64|2.32|0.69|0.665
15 |28,000|1.88|0.65|1.68|0.62|0.635||28,000 |2.38|0.71|2.40|0.77|0.740
16 |30,000|1.92|0.69|1.73|0.67|0.680||30,000 |2.42|0.75|2.47|0.84|0.795
17 |32,000|1.97|0.74|1.79|0.73|0.735||32,000 |2.49|0.82|2.55|0.92|0.870
18 |34,000|2.02|0.79|1.85|0.79|0.790||34,000 |2.58|0.91|2.62|0.99|0.950
19 |36,000|2.07|0.84|1.90|0.84|0.840||
20 |38,000|2.13|0.90|1.97|0.91|0.915||
21 |40,000|2.20|0.97|2.03|0.97|0.970||
22 |42,000|2.27|1.04|2.11|1.05|1.045||
23 |44,000|2.37|1.14|2.21|1.15|1.145||
||
39,100 lb. First Crack; ||22,000 lb. First Crack;
45,130 lb. Failed. ||35,190 lb. Failed.
||
At Elastic Limit: Load, 24,000 lb.; ||At Elastic Limit: Load, 21,000 lb.;
deflection, 0.535 in.; || deflection, 0.515 in.;
_S_ 3,608 lb. || _S_, 3,054 lb.
||
Maximum: Load, 45,130 lb.; ||Maximum: Load, 35,190 lb.;
deflection,.....; || deflection,.....;
_S_ 6,785 lb. || _S_ 5,120 lb.
||
_E_ = 1,489,000 lb. || _E_ = 1,288,000 lb.
==========================================================================
TABLE 4.--(_Continued._)--LOAD AND DEFLECTION LOG. BEAM IV.
Columns in table:
A: Load, in pounds.
B: Reading.
C: Total deflection.
D: Mean total deflection.
Date: February 16th, 1909. Date: February 10th, 1909.
_l_ = 12 ft.; _l_ = 12 ft.;
_b_ (mean) = 6.0 in.; _b_ (mean) = 6.12 in.;
_h_ (mean) = 15.43 in.; _h_ (mean) = 15.87 in.;
_c_ = 7.71 in. _c_ = 7.93 in.
Time = 30 min.
=========================================================================
| P | DEFLECTION, IN INCHES. || P | DEFLECTION, IN INCHES.
No.+------+----+----+----+----+-----++---------+----+----+----+----+-----
| A | B | C | B | C | D || A | B | C | B | C | D
---+------+----+----+----+----+-----++---------+----+----+----+----+-----
1 | 0 |2.28| 0 |2.05| 0 | 0 || 0 |1.44| 0 |1.58| 0 | 0
2 | 2,000|2.31|0.03|2.10|0.05|0.040|| 2,000 |1.50|0.06|1.64|0.06|0.06
3 | 4,000|2,34|0.06|2.14|0.09|0.075|| 4,000 |1.55|0.11|1.70|0.12|0.115
4 | 6,000|2.40|0.12|2.19|0.14|0.130|| 6,000 |1.62|0.18|1.76|0.18|0.180
5 | 8,000|2.43|0.15|2.23|0.18|0.165|| 8,000 |1.68|0.24|1.82|0.24|0.240
6 |10,000|2.47|0.19|2.28|0.23|0.210||10,000 |1.72|0.28|1.89|0.31|0.295
7 |12,000|2.51|0.23|2.32|0.27|0.250||12,000 |1.80|0.36|1.94|0.36|0.360
8 |14,000|2.54|0.26|2.37|0.32|0.290||14,000 |1.85|0.41|2.00|0.42|0.415
9 |16,000|2.59|0.31|2.41|0.36|0.335||16,000 |1.90|0.46|2.06|0.48|0.470
10 |18,000|2.62|0.34|2.45|0.40|0.370||18,000 |1.98|0.54|2.13|0.55|0.545
11 |20,000|2.68|0.40|2.50|0.45|0.425||20,000 |2.03|0.59|2.19|0.61|0.600
12 |22,000|2.72|0.44|2.54|0.49|0.465||22,000 |2.09|0.65|2.25|0.67|0.660
13 |24,000|2.78|0.50|2.60|0.55|0.525||24,000 |2.15|0.71|2.33|0.75|0.730
14 |26,000|2.82|0.54|2.65|0.60|0.570||26,000 |2.23|0.79|2.42|0.84|0.815
15 |28,000|2.87|0.59|2.69|0.64|0.615||28,000 |2.32|0.88|2.49|0.91|0.895
16 |30,000|2.91|0.63|2.74|0.69|0.660||30,000 |2.42|0.98|2.62|1.04|1.010
17 |32,000|2.97|0.69|2.78|0.73|0.710||32,000 |2.56|1.12|2.74|1.16|1.140
18 |34,000|3.01|0.73|2.85|0.80|0.765||34,000 |2.67|1.23|2.87|1.29|1.265
19 |36,000|3.07|0.79|2.90|0.85|0.820||
20 |38,000|3.14|0.86|2.98|0.93|0.895||
||
34,000 lb. First Crack; ||28,360 lb. Cracked;
38,425 lb. Failed. ||35,500 lb, Failed.
||
At Elastic Limit: Load, 22,000 lb.; ||At Elastic Limit: Load, 22,000 lb.;
deflection, 0.465 in.; || deflection, 0.66 in.;
_S_ 3,320 lb. || _S_, 3,090 lb.
||
Maximum: Load, 38,425 lb.; ||Maximum: Load, 35,500 lb.;
deflection,.....; || deflection,.....;
_S_ 5,810 lb. || _S_ 4,983 lb.
||
_E_ = 1,601,000 lb. || _E_ = 1,017,000 lb.
==========================================================================
TABLE 4.--(_Continued._)--LOAD AND DEFLECTION LOG. BEAM V.
Columns in table:
A: Load, in pounds.
B: Reading.
C: Total deflection.
D: Mean total deflection.
Date: -- Date: February 27th, 1909.
_l_ = 12 ft.; _l_ = 12 ft.;
_b_ (mean) = 6 in.; _b_ (mean) = 6 in.;
_h_ (mean) = 16 in.; _h_ (mean) = 15.87 in.;
_c_ = 8 in. _c_ = 7.94 in.
Time = 40 min.
=========================================================================
| P | DEFLECTION, IN INCHES. || P | DEFLECTION, IN INCHES.
No.+------+----+----+----+----+-----++---------+----+----+----+----+-----
| A | B | C | B | C | D || A | B | C | B | C | D
---+------+----+----+----+----+-----++---------+----+----+----+----+-----
1 | 0 |1.97| 0 |1.37| 0 | 0 || 0 |1.31| 0 |1.25| 0 | 0
2 | 2,000|2.01|0.04|1.40|0.03|0.035|| 2,000 |1.37|0.06|1.31|0.06|0.06
3 | 4,000|2.06|0.09|1.43|0.06|0.075|| 4,000 |1.41|0.10|0.36|0.11|0.105
4 | 6,000|2.08|0.11|1.47|0.10|0.105|| 6,000 |1.46|0.15|0.40|0.15|0.150
5 | 8,000|2.11|0.14|1.50|0.13|0.135|| 8,000 |1.49|0.18|0.45|0.20|0.190
6 |10,000|2.16|0.19|1.54|0.17|0.180||10,000 |1.54|0.23|1.49|0.24|0.235
7 |12,000|2.19|0.22|1.57|0.20|0.210||12,000 |1.58|0.27|1.53|0.28|0.275
8 |14,000|2.22|0.25|1.61|0.24|0.245||14,000 |1.62|0.31|1.57|0.32|0.315
9 |16,000|2.25|0.28|1.65|0.28|0.280||16,000 |1.68|0.37|1.65|0.40|0.385
10 |18,000|2.29|0.32|1,69|0.32|0.320||18,000 |1.78|0.41|1.71|0.46|0.435
11 |20,000|2.32|0.35|1.73|0.36|0.355||20,000 |1.99|0.68|1.97|0.72|0.700
12 |22,000|2.36|0.39|1.78|0.41|0.400||
13 |24,000|2.39|0.42|1.83|0.46|0.440||
14 |26,000|2.42|0.45|1.85|0.48|0.465||
15 |28,000|2.47|0.50|1.90|0.53|0.515||
16 |30,000|2.50|0.53|1.95|0.58|0.565||
17 |32,000|2.54|0.57|1.99|0.62|0.595||
18 |34,000|2.59|0.62|2.04|0.67|0.645||
19 |36,000|2.63|0.66|2.09|0.72|0.690||
20 |38,000|2.68|0.71|2.17|0.80|0.755||
21 |40,000|2.73|0.76|2.21|0.84|0.800||
22 |42,000|2.80|0.83|2.30|0.93|0.880||
23 |44,000|2.90|0.93|2.40|1.03|0.980||
||
25,000 lb. Slight Crack; ||20,000 lb. First Crack;
47,000 lb. Failed. ||22,050 lb. Failed.
||
At Elastic Limit: Load, 22,000 lb.; ||At Elastic Limit: Load, 14,000 lb.;
deflection, 0.40 in.; || deflection, 0.315 in.;
_S_, 3,090 lb. || _S_, 1,998 lb.
||
Maximum: Load, 47,000 lb.; ||Maximum: Load, 22,050 lb.;
deflection,.......; || deflection,.......;
_S_, 6,610 lb. || _S_, 3,145 lb.
||
_E_ = 1,670,000 lb. || _E_ = 1,382,000 lb.
=========================================================================
TABLE 4.--(_Continued._)--LOAD AND DEFLECTION LOG. BEAM VI.
Columns in table:
A: Load, in pounds.
B: Reading.
C: Total deflection.
D: Mean total deflection.
Date: February 12th, 1909. Date: February 13th, 1909.
_l_ = 12 ft.; _l_ = 12 ft.;
_b_ (mean) = 5.5 in.; _b_ (mean) = 5.87 in.;
_h_ (mean) = 15.75 in.; _h_ (mean) = 15.62 in.;
_c_ = 7.88 in. _c_ = 7.81 in.
Time = 40 min.
=========================================================================
| P | DEFLECTION, IN INCHES. || P | DEFLECTION, IN INCHES.
No.+------+----+----+----+----+-----++---------+----+----+----+----+-----
| A | B | C | B | C | D || A | B | C | B | C | D
---+------+----+----+----+----+-----++---------+----+----+----+----+-----
1 | 0 |1.22| 0 |1.30| 0 | 0 || 0 |1.28| 0 |1.30| 0 | 0
2 | 2,000|1.26|0.04|1.34|0.04|0.04 || 2,000 |1.30|0.02|1.35|0.05|0.035
3 | 4,000|1.29|0.07|1.38|0.08|0.075|| 4,000 |1.36|0.08|1.39|0.09|0.085
4 | 6,000|1.33|0.11|1.42|0.12|0.115|| 6,000 |1.40|0.12|1.44|0.14|0.130
5 | 8,000|1.37|0.15|1.47|0.17|0.160|| 8,000 |1.43|0.15|1.47|0.17|0.160
6 |10,000|1.42|0.20|1.51|0.21|0.205||10,000 |1.47|0.19|1.51|0.21|0.200
7 |12,000|1.45|0.23|1.55|0.25|0.240||12,000 |1.51|0.23|1.56|0.26|0.245
8 |14,000|1.50|0.28|1.59|0.29|0.285||14,000 |1.55|0.27|1.60|0.30|0.285
9 |16,000|1.54|0.32|1.63|0.33|0.325||16,000 |1.59|0.31|1.64|0.34|0.325
10 |18,000|1.58|0.36|1.68|0.38|0.370||18,000 |1.62|0.34|1.69|0.39|0.365
11 |20,000|1.61|0.39|1.72|0.42|0.405||20,000 |1.66|0.38|1.74|0.44|0.410
12 |22,000|1.66|0.44|1.76|0.46|0.450||22,000 |1.71|0.43|1.80|0.50|0.465
13 |24,000|1.81|0.59|1.81|0.51|0.550||24,000 |1.77|0.49|1.84|0.54|0.515
14 |26,000|1.86|0.64|1.86|0.56|0.600||26,000 |1.83|0.55|1.90|0.60|0.575
15 |28,000|1.91|0.69|1.91|0.61|0.650||28,000 |1.90|0.62|1.97|0.67|0.645
16 |30,000|1.96|0.74|1.96|0.66|0.700||30,000 |1.97|0.69|2.02|0.72|0.705
17 |32,000|2.00|0.78|2.02|0.72|0.750||32,000 |2.12|0.84|2.10|0.80|0.820
18 |34,000|2.04|0.82|2.11|0.81|0.815||34,000 |2.20|0.92|2.16|0.86|0.885
19 |36,000|2.10|0.88|2.20|0.90|0.890||36,000 |2.29|1.01|2.24|0.94|0.975
20 |38,000|2.16|0.94|2.25|0.95|0.945||38,000 |2.39|1.11|2.32|1.02|1.065
21 |40,000|2.28|1.06|2.38|1.08|1.070||
22 |42,000|2.38|1.16|2.42|1.12|1.140||
23 |44,000|2.44|1.22|2.52|1.22|1.220||
24 |46,000|2.53|1.31|2.60|1.30|1.305||
25 |48,000|2.66|1.44|2.71|1.41|1.425||
26 |50,000|2.78|1.56|2.87|1.57|1.565||
||
33,000 lb., First Crack; ||24,000 lb., First Crack;
51,330 lb., Failed. ||44,000 lb., Failed.
||
At Elastic Limit: Load, 22,000 lb.; ||At Elastic Limit: Load, 20,000 lb.;
deflection, 0.45 in.; || deflection, 0.41 in.;
_S_, 3,484 lb. || _S_, 3,018 lb.
||
Maximum: Load, 51,330 lb.; ||Maximum: Load, 44,000 lb.;
deflection,.....; || deflection,.....;
_S_, 8,925 lb. || _S_, 6,627 lb.
||
_E_ = 1,695,000 lb. || _E_ = 1,625,000 lb.
=========================================================================
TABLE 4.--(_Continued._)--LOAD AND DEFLECTION LOG. BEAM VII.
Columns in table:
A: Load, in pounds.
B: Reading.
C: Total deflection.
D: Mean total deflection.
Date: March 2d, 1909. Date: February 20th, 1909.
_l_ = 12 ft.; _l_ = 12 ft.;
_b_ (mean) = 6.56 in.; _b_ (mean) = 6.22 in.;
_h_ (mean) = 15.62 in.; _h_ (mean) = 15.62 in.;
_c_ = 7.81 in. _c_ = 7.81 in.
Time = 1 hr. Time = 33 min.
=========================================================================
| P | DEFLECTION, IN INCHES. || P | DEFLECTION, IN INCHES.
No.+------+----+----+----+----+-----++---------+----+----+----+----+-----
| A | B | C | B | C | D || A | B | C | B | C | D
---+------+----+----+----+----+-----++---------+----+----+----+----+-----
1 | 0 |1.84| 0 |1.71| 0 | 0 || 0 |1.69| 0 |1.73| 0 | 0
2 | 2,000|1.88|0.04|1.74|0.03|0.035|| 2,000 |1.72|0.03|1.77|0.04|0.035
3 | 4,000|1.92|0.08|1.79|0.08|0.080|| 4,000 |1.76|0.07|1.80|0.07|0.070
4 | 6,000|1.96|0.12|1.81|0.10|0.110|| 6,000 |1.80|0.11|1.84|0.11|0.110
5 | 8,000|2.00|0.16|1.85|0.14|0.150|| 8,000 |1.84|0.15|1.87|0.14|0.145
6 |10,000|2.03|0.19|1.89|0.18|0.185||10,000 |1.88|0.19|1.92|0.19|0.190
7 |12,000|2.06|0.22|1.93|0.22|0.220||12,000 |1.91|0.22|1.95|0.22|0.220
8 |14,000|2.11|0.27|1.95|0.24|0.255||14,000 |1.95|0.26|2.00|0.27|0.265
9 |16,000|2.14|0.30|1.99|0.28|0.290||16,000 |1.99|0.30|2.03|0.30|0.300
10 |18,000|2.18|0.34|2.03|0.32|0.330||18,000 |2.03|0.34|2.06|0.33|0.335
11 |20,000|2.22|0.38|2.05|0.34|0.360||20,000 |2.07|0.38|2.11|0.38|0.380
12 |22,000|2.25|0.41|2.10|0.39|0.400||22,000 |2.11|0.42|2.16|0.43|0.425
13 |24,000|2.29|0.45|2.13|0.42|0.435||24,000 |2.15|0.46|2.20|0.47|0.465
14 |26,000|2.32|0.48|2.17|0.46|0.470||26,000 |2.19|0.50|2.24|0.51|0.505
15 |28,000|2.36|0.52|2.21|0.50|0.510||28,000 |2.23|0.54|2.28|0.55|0.545
16 |30,000|2.40|0.56|2.25|0.54|0.550||30,000 |2.27|0.58|2.33|0.60|0.590
17 |32,000|2.43|0.59|2.29|0.58|0.585||32,000 |2.32|0.63|2.37|0.64|0.635
18 |34,000|2.47|0.63|2.32|0.61|0.620||34,000 |2.36|0.67|2.42|0.69|0.680
19 |36,000|2.51|0.67|2.37|0.66|0.665||36,000 |
20 |38,000|2.56|0.72|2.41|0.70|0.710||
||
27,000 lb., First Crack; ||28,000 lb., First Crack;
51,900 lb., Failed. ||49,000 lb., Failed.
||
At Elastic Limit: Load, 34,000 lb.; ||At Elastic Limit: Load, 20,000 lb.;
deflection, 0.62 in.; || deflection, 0.38 in.;
_S_, 4,580 lb. || _S_, 2,845 lb.
||
Maximum: Load, 51,900 lb.; ||Maximum: Load, 49,000 lb.;
deflection,.....; || deflection,.....;
_S_, 6,985 lb. || _S_, 6,970 lb.
||
_E_ = 1,637,000 lb. || _E_ = 1,658,000 lb.
=========================================================================
*** End of this LibraryBlog Digital Book "Transactions of the American Society of Civil Engineers, vol. LXX, Dec. 1910 - Tests of Creosoted Timber, Paper No. 1168" ***
Copyright 2023 LibraryBlog. All rights reserved.