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diff --git a/17776.txt b/17776.txt new file mode 100644 index 0000000..a9ffdb0 --- /dev/null +++ b/17776.txt @@ -0,0 +1,1257 @@ +The Project Gutenberg EBook of Transactions of the American Society of +Civil Engineers, vol. LXX, Dec. 1910, by W. B. Gregory + +This eBook is for the use of anyone anywhere at no cost and with +almost no restrictions whatsoever. You may copy it, give it away or +re-use it under the terms of the Project Gutenberg License included +with this eBook or online at www.gutenberg.org + + +Title: Transactions of the American Society of Civil Engineers, vol. LXX, Dec. 1910 + Tests of Creosoted Timber, Paper No. 1168 + +Author: W. B. Gregory + +Release Date: February 16, 2006 [EBook #17776] + +Language: English + +Character set encoding: ASCII + +*** START OF THIS PROJECT GUTENBERG EBOOK CIVIL ENGINEERS *** + + + + +Produced by Juliet Sutherland, Sigal Alon and the Online +Distributed Proofreading Team at http://www.pgdp.net + + + + + +[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 deg. 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 deg. 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 deg. Fahr., the +cylinders shall be promptly filled with creosote oil at a temperature as +high as practicable (about 100 deg. 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 Riehle 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 +Riehle 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 the Project Gutenberg EBook of Transactions of the American Society +of Civil Engineers, vol. 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