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Title: Transactions of the American Society of Civil Engineers, vol. LXX, Dec. 1910

Author: W. B. Gregory

Release date: February 16, 2006 [eBook #17776]

Language: English

Credits: Produced by Juliet Sutherland, Sigal Alon and the Online

Distributed Proofreading Team at http://www.pgdp.net

*** START OF THE PROJECT GUTENBERG EBOOK TRANSACTIONS OF THE AMERICAN SOCIETY OF CIVIL ENGINEERS, VOL. LXX, DEC. 1910 ***

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.

FIG. 1.—DEFLECTON CURVES BEAM I

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.

Number of beam.

Top or butt of log.

b

h

I

LOADS:

S = Plc/4I

d, INCHES.

E

Weight, in pounds per cubic foot.

Remarks.

Width, in inches.

Height, in inches.

I = bh^3/12

Actual at elastic limit.

Maximum.

At elastic limit.

Maximum.

At elastic limit.

E = Pl^3/48dI

I

B

6.28

15.94

2,120

22,000

45,900

2,975

6,200

0.41

1,575,000

50.2

Close-grained pine, long-leaf.

I

T

6.00

15.69

1,934

20,000

38,000

2,915

5,540

0.465

1,383,000

47.5

II[A]

T

6.37

15.81

2,098

20,000

43,450

2,722

5,918

0.380

1,562,000

40.5

Coarse loblolly, large knots.

II

B

6.41

16.41

2,360

16,000

25,040

1,999

3,130

0.430

979,000

42.2

III

T

5.88

15.68

1,871

24,000

45,130

3,608

6,785

0.535

1,489,000

40.4

Close-grained, long-leaf no knots.

III

B

5.88

15.90

1,965

21,000

35,190

3,054

5,120

0.515

1,288,000

44.2

IV

T

6.00

15.43

1,835

22,000

38,425

3,320

5,810

0.465

1,601,000

40.8

Loblolly, with knots.

IV

B

6.12

15.87

2,032

22,000

35,500

3,090

4,983

0.660

1,017,000

41.5

V

B

6.00

16.00

2,048

22,000

47,000

3,090

6,610

0.400

1,670,000

47.2

Long-leaf yellow pine.

V[A]

T

6.00

15.87

1,999

14,000

22,050

1,998

3,145

0.315

1,382,000

42.1

VI[A]

B

5.50

15.75

1,790

22,000

51,330

3,484

8,925

0.450

1,695,000

50.2

Long-leaf yellow pine.

VI[A]

T

5.87

15.62

1,865

20,000

44,000

3,013

6,627

0.410

1,625,000

45.2

VII

B

6.56

15.62

2,083

34,000

51,900

4,580

6,985

0.620

1,637,000

43.7

Long-leaf yellow pine.

VII[A]

T

6.22

15.62

1,975

20,000

49,000

2,845

6,970

0.380

1,658,000

40.2

[A] Failed in longitudinal shear.

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.

FIG. 3.—DEFLECTON CURVES BEAM III

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.]

FIG. 5.—DEFLECTON CURVES BEAM V

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.]

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.

Plate I, Fig. 1.—Specimen in Testing Machine, Showing Method of Support.

Plate I, Fig. 2.—End Views of Tested Timbers.

TABLE 2.—BENDING STRENGTH OF LARGE STICKS.

LOBLOLLY PINE.

Reference number.

Locality of Growth.

DIMENSIONS.

Grade.

Condition of seasoning.

Number of tests.

Moisture, per cent.

Rings per inch.

Specific gravity, dry.

WEIGHT PER CUBIC FOOT, IN POUNDS.

Fiber stress at elastic limit, in pounds per square inch.

Modulus of rupture, in pounds per square inch.

Modulus of elasticity, in thousands of pounds per square inch.

Elastic resilience, in inch pounds per cubic inch.

Number failing by longi- tudinal shear.

Remarks.

Section, in inches.

Span, in feet

As tested.

Oven dry.

1

South Carolina.

6 by  7

6 by 10

4 by 12

6 by 16

8 by 14

8 by 16

10 to 15.5

Square edge

Green

Average

42

48.0

5.7

0.50

46.2

31.2

3,150

5,580

1,426

0.45

7

Moisture above saturation point in all cases.

Maximum

92.1

11.7

0.60

56.8

37.5

5,210

8,460

1,920

0.99

Minimum

30.2

2.3

0.40

35.6

25.0

1,675

3,120

905

0.07

2

South Carolina.

6 by  7

4 by 12

6 by 10

6 by 16

8 by 16

10 by 16

10 to 16

Square edge

Partially air dry.

Average

18

27.7

5.0

0.50

40.0

31.2

3,380

5,650

1,435

0.45

0

Moisture from 25 to 30 per cent.

Maximum

29.2

8.2

0.55

43.7

34.4

4,610

8,090

1,880

0.76

Minimum

25.5

2.5

0.45

35.6

28.1

2,115

3,600

1,152

0.20

3

South Carolina.

6 by  7

4 by 12

6 by 10

6 by 16

10 to 15

Square edge

Partially air dry.

Average

19

21.0

5.6

0.50

37.5

31.2

2,970

5,690

1,340

0.39

2

Moisture less than 25 per cent.

Maximum

24.9

17.2

0.58

45.6

36.2

4,850

8,100

2,040

0.69

Minimum

15.0

2.7

0.41

31.2

25.6

1,730

2,910

906

0.10

4

Virginia.

8 by  8

6 to 16

Square edge

Partially air dry.

Average

12

22.4

4.8

0.46

35.6

28.8

3,260

5,180

1,180

0.51

0

Maximum

27.7

8.8

0.58

43.1

36.2

5,300

8,950

1,728

1.05

Minimum

17.8

2.5

0.37

30.0

23.1

1,280

2,180

606

0.13

5

Virginia.

8 by  8

6 to 15.5

Square edge

Green

Average

17

64.0

3.0

0.43

43.7

26.9

1,935

3,490

744

0.31

0

Very rapid growth; poor quality.

Maximum

100.5

4.0

0.51

51.9

31.9

3,185

4,720

1,193

0.78

Minimum

38.8

2.5

0.35

35.0

21.9

956

2,180

357

0.12

LONG-LEAF PINE.

6

South Carolina.

6 by  8

10 by 16

15

Merchantable

Partially air dry

Average

25.0

13.7

0.58

45.6

36.2

3,800

7,160

1,560

0.53

9

Maximum

22

40.3

25.4

0.76

60.0

47.5

4,970

10,020

2,010

0.78

Minimum

17.3

6.2

0.50

39.4

31.2

2,220

5,450

1,190

0.21

7

Georgia.

10 by 12

15

Merchantable

Partially air dry.

Average

27.3

18.0

0.69

54.7

42.9

5,581

8,384

1,820

6

Excellent merchantable grade.

Maximum

22

34.5

29.0

0.79

49.4

9,600

11,410

2,920

Minimum

20.0

11.0

0.50

31.4

3,547

4,836

1,167

TABLE 3.—LOBLOLLY PINE.— BENDING TESTS ON BEAMS SEASONED UNDER DIFFERENT CONDITIONS.

(8 by 16-in. section; 13-1/2 to 15-ft. span.)

Number of tests.

Fiber stress at elastic limit, in pounds per square inch.

Modulus of rupture, in pounds per square inch.

Longitudinal shear at maximum load, in pounds per square inch.

Modulus of elasticity, in thousands of pounds per square inch.

Percentage of moisture.

Rings per inch.

Weight per cubic foot, oven dry, in pounds.

Condition of seasoning.

Average

4

3,580

5,480

364_4

1,780

23.2

9.4

33.7

Air dry, 3-1/2 months in the open.

Maximum

4,070

6,600

440

1,987

24.3

11.5

34.5

Minimum

3,090

5,000

327

1,530

21.5

8.0

32.5

Average

5

4,512

5,060

338_3

1,685

20

7.7

33.9

Kiln dry, 6 days.

Maximum

5,840

7,320

488

1,790

22

10.2

38.0

Minimum

3,180

2,150

143

1,410

18

4.7

27.7

Average

12

4,331

6,721

493_9

1,688

7.7

Air dry, 21 months under shelter.

Maximum

4,990

8,560

620

2,002

9.5

Minimum

3,110

5,160

380

1,398

5.5

NOTE.—Figures written as subscripts to the figures for longitudinal shear indicate the number of sticks failing in that manner.

Plate II.—Side Views of Tested Timbers.

TABLE 4.—LOAD AND DEFLECTION LOG. BEAM I.

Date: February 26th, 1909.

l = 12 ft.; b (mean) = 6-9/32 in.;

h (mean) = 15-15/16 in.;

c = 7.97 in. Time = 1 hour.

Date: February 24th, 1909.

l = 12 ft.; b (mean) = 6 in.;

h (mean) = 15.69 in.;

c = 7.84 in.

No.

P

DEFLECTION, IN INCHES.

P

DEFLECTION, IN INCHES.

Load, in pounds.

Reading.

Total deflection.

Reading.

Total deflection.

Mean total deflection.

Load, in pounds.

Reading.

Total deflection.

Reading.

Total deflection.

Mean total deflection.

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.; deflection, 0.41 in.; S, 2,975 lb.

At Elastic Limit: Load, 20,000 lb.; deflection, 0.465 in.; S, 2,975 lb.

Maximum: Load, 45,900 lb.; deflection,.....; S, 6,209 lb.

Maximum: Load, 38,000 lb.; deflection,.....; S, 5,540 lb.

E = 1,575,000 lb.

E = 1,383,000 lb.

[B] First crack.

TABLE 4.—(Continued.)—LOAD AND DEFLECTION LOG. BEAM II.

Date: February 20th, 1909.

l = 12 ft.; b (mean) = 6.38 in.;

h (mean) = 15.81 in.;

c = 7.91 in. Time = 47.5 min

Date: —

l = 12 ft.; b (mean) = 6.41 in.;

h (mean) = 16.41 in.;

c = 8.20 in.

No.

P

DEFLECTION, IN INCHES.

P

DEFLECTION, IN INCHES.

Load, in pounds.

Reading.

Total deflection.

Reading.

Total deflection.

Mean total deflection.

Load, in pounds.

Reading.

Total deflection.

Reading.

Total deflection.

Mean total deflection.

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.; deflection, 0.38 in.; S, 2,722 lb.

At Elastic Limit: Load, 16,000 lb.; deflection, 0.43 in.; S, 1,999 lb.

Maximum: Load, 43,450 lb.; deflection,.....; S, 5,918 lb.

Maximum: Load, 25,040 lb.; deflection,.....; S, 3,130 lb.

E = 1,562,000 lb.

E = 979,000 lb.

[C] First crack.

TABLE 4.—(Continued.)—LOAD AND DEFLECTION LOG. BEAM III.

Date: February 13th, 1909.

l = 12 ft.; b (mean) = 5.88 in.;

h (mean) = 15.63 in.;

c = 7.82 in.

Date: —

l = 12 ft.; b (mean) = 5.88 in.;

h (mean) = 15.9 in.;

c = 7.95 in. Time = 45 min.

No.

P

DEFLECTION, IN INCHES.

P

DEFLECTION, IN INCHES.

Load, in pounds.

Reading.

Total deflection.

Reading.

Total deflection.

Mean total deflection.

Load, in pounds.

Reading.

Total deflection.

Reading.

Total deflection.

Mean total deflection.

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; 45,130 lb. Failed.

22,000 lb. First Crack; 35,190 lb. Failed.

At Elastic Limit: Load, 24,000 lb.; deflection, 0.535 in.; S 3,608 lb.

At Elastic Limit: Load, 21,000 lb.; deflection, 0.515 in.; S, 3,054 lb.

Maximum: Load, 45,130 lb.; deflection,.....; S 6,785 lb.

Maximum: Load, 35,190 lb.; deflection,.....; S 5,120 lb.

E = 1,489,000 lb.

E = 1,288,000 lb.

TABLE 4.—(Continued.)—LOAD AND DEFLECTION LOG. BEAM IV.

Date: February 16th, 1909.

l = 12 ft.; b (mean) = 6.0 in.;

h (mean) = 15.43 in.;

c = 7.71 in.

Date: February 10th, 1909.

l = 12 ft.; b (mean) = 6.12 in.;

h (mean) = 15.87 in.;

c = 7.93 in. Time = 30 min.

No.

P

DEFLECTION, IN INCHES.

P

DEFLECTION, IN INCHES.

Load, in pounds.

Reading.

Total deflection.

Reading.

Total deflection.

Mean total deflection.

Load, in pounds.

Reading.

Total deflection.

Reading.

Total deflection.

Mean total deflection.

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; 38,425 lb. Failed.

28,360 lb. Cracked; 35,500 lb, Failed.

At Elastic Limit: Load, 22,000 lb.; deflection, 0.465 in.; S 3,320 lb.

At Elastic Limit: Load, 22,000 lb.; deflection, 0.66 in.; S, 3,090 lb.

Maximum: Load, 38,425 lb.; deflection,.....; S 5,810 lb.

Maximum: Load, 35,500 lb.; deflection,.....; S 4,983 lb.

E = 1,601,000 lb.

E = 1,017,000 lb.

TABLE 4.—(Continued.)—LOAD AND DEFLECTION LOG. BEAM V.

Date: —

l = 12 ft.; b (mean) = 6 in.;

h (mean) = 16 in.;

c = 8 in. Time = 40 min.

Date: February 27th, 1909.

l = 12 ft.; b (mean) = 6 in.;

h (mean) = 15.87 in.;

c = 7.94 in.

No.

P

DEFLECTION, IN INCHES.

P

DEFLECTION, IN INCHES.

Load, in pounds.

Reading.

Total deflection.

Reading.

Total deflection.

Mean total deflection.

Load, in pounds.

Reading.

Total deflection.

Reading.

Total deflection.

Mean total deflection.

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; 47,000 lb. Failed.

20,000 lb. First Crack; 22,050 lb. Failed.

At Elastic Limit: Load, 22,000 lb.; deflection, 0.40 in.; S, 3,090 lb.

At Elastic Limit: Load, 14,000 lb.; deflection, 0.315 in.; S, 1,998 lb.

Maximum: Load, 47,000 lb.; deflection,.......; S, 6,610 lb.

Maximum: Load, 22,050 lb.; deflection,.......; S, 3,145 lb.

E = 1,670,000 lb.

E = 1,382,000 lb.

TABLE 4.—(Continued.)—LOAD AND DEFLECTION LOG. BEAM VI.

Date: February 12th, 1909.

l = 12 ft.; b (mean) = 5.5 in.;

h (mean) = 15.75 in.;

c = 7.88 in. Time = 40 min.

Date: February 13th, 1909.

l = 12 ft.; b (mean) = 5.87 in.;

h (mean) = 15.62 in.;

c = 7.81 in.

No.

P

DEFLECTION, IN INCHES.

P

DEFLECTION, IN INCHES.

Load, in pounds.

Reading.

Total deflection.

Reading.

Total deflection.

Mean total deflection.

Load, in pounds.

Reading.

Total deflection.

Reading.

Total deflection.

Mean total deflection.

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; 51,330 lb., Failed.

24,000 lb., First Crack; 44,000 lb., Failed.

At Elastic Limit: Load, 22,000 lb.; deflection, 0.45 in.; S, 3,484 lb.

At Elastic Limit: Load, 20,000 lb.; deflection, 0.41 in.; S, 3,018 lb.

Maximum: Load, 51,330 lb.; deflection,.....; S, 8,925 lb.

Maximum: Load, 44,000 lb.; deflection,.....; S, 6,627 lb.

E = 1,695,000 lb.

E = 1,625,000 lb.

TABLE 4.—(Continued.)—LOAD AND DEFLECTION LOG. BEAM VII.

Date: March 2d, 1909.

l = 12 ft.; b (mean) = 6.56 in.;

h (mean) = 15.62 in.;

c = 7.81 in. Time = 1 hr.

Date: February 20th, 1909.

l = 12 ft.; b (mean) = 6.22 in.;

h (mean) = 15.62 in.;

c = 7.81 in. Time = 33 min.

No.

P

DEFLECTION, IN INCHES.

P

DEFLECTION, IN INCHES.

Load, in pounds.

Reading.

Total deflection.

Reading.

Total deflection.

Mean total deflection.

Load, in pounds.

Reading.

Total deflection.

Reading.

Total deflection.

Mean total deflection.

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; 51,900 lb., Failed.

28,000 lb., First Crack; 49,000 lb., Failed.

At Elastic Limit: Load, 34,000 lb.; deflection, 0.62 in.; S, 4,580 lb.

At Elastic Limit: Load, 20,000 lb.; deflection, 0.38 in.; S, 2,845 lb.

Maximum: Load, 51,900 lb.; deflection,.....; S, 6,985 lb.

Maximum: Load, 49,000 lb.; deflection,.....; S, 6,970 lb.

E = 1,637,000 lb.

E = 1,658,000 lb.

*** END OF THE PROJECT GUTENBERG EBOOK TRANSACTIONS OF THE AMERICAN SOCIETY OF CIVIL ENGINEERS, VOL. LXX, DEC. 1910 ***

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Table of Contents

TRANSACTIONS

Paper No. 1168

TESTS OF CREOSOTED TIMBER.

TABLE 1.—Summary of Results of Transverse Tests of Beams at Tulane University, February 10th to March 2d, 1909.

TABLE 2.—Bending Strength of Large Sticks.

TABLE 3.—Loblolly Pine.— Bending Tests on Beams Seasoned Under Different Conditions. (8 by 16-in. section; 13-1/2 to 15-ft. span.)

TABLE 4.—Load and Deflection Log. Beam I.

TABLE 4.—(Continued.)—Load and Deflection Log. Beam II.

TABLE 4.—(Continued.)—Load and Deflection Log. Beam III.

TABLE 4.—(Continued.)—Load and Deflection Log. Beam IV.

TABLE 4.—(Continued.)—Load and Deflection Log. Beam V.

TABLE 4.—(Continued.)—Load and Deflection Log. Beam VI.

TABLE 4.—(Continued.)—Load and Deflection Log. Beam VII.

THE FULL PROJECT GUTENBERG LICENSE