THE MECHANICAL PROPERTIES OF WOOD INCLUDING A DISCUSSION OF THE FACTORS AFFECTING THE MECHANICAL PROPERTIES, AND METHODS OF TIMBER TESTING
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Mechanical Properties, and Methods of Timber Testing_ BY SAMUEL J. RECORD, M.A., M.F. ASSISTANT PROFESSOR OF FOREST PRODUCTS, YALE UNIVERSITY FIRST EDITION FIRST THOUSAND 1914 BY
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y D.: Some results of dead load bending tests of timber by means of a recording deflectometer. Proc. Am. Soc. for Testing Materials. Phila. Vol. IX, 1909, pp. 534-548.] ~Maximum load~ i
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e Fig. 40.) The height of the weight is increased after each drop and records of the deflection taken until failure. The total work done upon the specimen is equal to the area of the str
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apted. [Footnote 17: For details regarding the structure of wood see Record, Samuel J.: Identification of the economic woods of the United States. New York, John Wiley & Sons, 1912.] I
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felled--in reality, it is likely to be wetter.[47] [Footnote 47: See Record, S.J.: Sap in relation to the properties of wood. Proc. Am. Wood Preservers' Assn., Baltimore, Md., 1913, pp.
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his is the maximum | | temperature by the maximum-temperature recording thermometer, and is due to the handling | | of the exhaust valve. The average temperature was that of exha
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f late wood, and rate of growth are assumed to be the same as already recorded for the beams. In specimens not so taken, these quantities are determined in the usual way. The sheared-off
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ad of the static machine and pulled in two. Only the maximum load was recorded. (See Fig. 46, No. 1.) [Illustration: FIG. 46.--Designs of tension test specimens used in United States.]
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ght, due to being pressed against the wood, the load will be read and recorded. Two penetrations will be made on a tangential surface, two on a radial, and one on each end of each speci
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. Proc. Int. Assn. Test. Mat., 1912, XXIII_{2}, pp. 17. See also Eng. Record, Vol. LXVI, 1912, p. 269. BERG, WALTER G.: Berg's complete timber test record. Chicago, 1899. Reprint from A
|-----------------+----------+-------+-------+--------+--------+---------+--------+--------+-------+ ------+---------+-------+-------+----------|
| | | | | | 1,000 | | | | | | | | | |
| | Inches | | | Lbs. | lbs. | Lbs. | Inches | Inches | | | Lbs. | | | Lbs. |
| | | | | | | | | | | | | | | |
| Longleaf pine | 4 by 5 | 46 | 26.3 | 3,480 | | 4,800 | 4 by 5 | 4 | 22 | 25.1 | 572 | 52 | 20.2 | 984 |
| Douglas fir | 6 by 6 | 259 | 20.3 | 3,271 | 1,038 | 4,258 | 4 by 8 | 16 | 44 | 20.8 | 732 | 465 | 22.1 | 822 |
| | 2 by 2 | 247 | 18.7 | 3,842 | 1,084 | 5,002 | 4 by 8 | 10 | 32 | 18.1 | 584 | | | |
| | | | | | | | 4 by 4 | 8 | 51 | 20.2 | 638 | | | |
| | | | | | | | 4 by 4 | 6 | 49 | 24.0 | 613 | | | |
| | | | | | | | 4 by 4 | 4 | 29 | 24.8 | 603 | | | |
| Shortleaf pine | 6 by 6 | 29 | 15.7 | 4,070 | 1,951 | 6,030 | 8 by 5 | 16 | 4 | 17.8 | 725 | 85 | | 1,135 |
| | 2 by 2 | 57 | 14.2 | | | 6,380 | 8 by 5 | 14 | 3 | 16.3 | 757 | | | |
| | | | | | | | 8 by 5 | 12 | 5 | 15.1 | 730 | | | |
| | | | | | | | 5 by 5 | 8 | 6 | 13.0 | 918 | | | |
| | | | | | | | 2 by 2 | 2 | 57 | 13.9 | 926 | | | |
| Western larch | 6 by 6 | 112 | 16.0 | | | 5,445 | 8 by 6 | 16 | 17 | 18.8 | 491 | 193 | 15.0 | 905 |
| | 4 by 4 | 81 | 14.7 | | | 6,161 | 8 by 6 | 12 | 18 | 17.6 | 526 | | | |
| | 2 by 2 | 270 | 14.8 | | | 5,934 | 5 by 4 | 8 | 22 | 13.3 | 735 | | | |
| Loblolly pine | 6 by 6 | 23 | | 3,357 | 1,693 | 5,005 | 8 by 5 | 16 | 12 | 19.8 | 602 | 156 | 11.3 | 1,115 |
| | 5 by 5 | 10 | 22.4 | 2,217 | 545 | 2,950 | 8 by 5 | 8 | 7 | 22.9 | 679 | | | |
| | 4 by 8 | 8 | 19.4 | 3,010 | 633 | 3,920 | 4 by 5 | 8 | 8 | 19.5 | 715 | | | |
| | 2 by 2 | 69 | | | | 5,547 | | | | | | | | |
| Tamarack | 6 by 7 | 3 | 15.7 | 2,257 | 1,042 | 3,323 | 2 by 2 | 2 | 57 | 16.2 | 697 | 60 | 14.0 | 879 |
| | 4 by 7 | 3 | 13.6 | 3,780 | 1,301 | 4,823 | | | | | | | | |
| | 4 by 4 | 57 | 14.9 | 3,386 | 1,353 | 4,346 | | | | | | | | |
| | 2 by 2 | 66 | 14.6 | | | 4,790 | | | | | | | | |
| Western hemlock | 6 by 6 | 102 | 18.6 | 4,840 | 2,140 | 5,814 | 7 by 6 | 15 | 25 | 18.2 | 514 | 131 | 17.7 | 924 |
| | 2 by 2 | 463 | 17.0 | 4,560 | 1,923 | 5,403 | 6 by 6 | 6 | 26 | 16.8 | 431 | | | |
| | | | | | | | 4 by 4 | 4 | 6 | 15.9 | 488 | | | |
| Redwood | 6 by 6 | 18 | 16.9 | | | 4,276 | 8 by 6 | 16 | 5 | 25.4 | 548 | 95 | 12.4 | 671 |
| | 2 by 2 | 115 | 14.6 | | | 5,119 | 6 by 6 | 12 | 6 | 14.7 | 610 | | | |
| | | | | | | | 7 by 6 | 9 | 5 | 14.8 | 500 | | | |
| | | | | | | | 3 by 6 | 14 | 2 | 12.6 | 470 | | | |
| | | | | | | | 2 by 6 | 12 | 2 | 16.2 | 498 | | | |
| | | | | | | | 2 by 6 | 10 | 4 | 14.3 | 511 | | | |
| | | | | | | | 2 by 6 | 8 | 2 | 13.2 | 429 | | | |
| | | | | | | | 2 by 2 | 2 | 145 | 13.8 | 564 | | | |
| Norway pine | 6 by 7 | 4 | 15.2 | 2,670 | 1,182 | 4,212 | 2 by 2 | 2 | 36 | 10.0 | 924 | 44 | 11.9 | 1,145 |
| | 4 by 7 | 2 | 22.2 | 3,275 | 1,724 | 4,575 | | | | | | | | |
| | 4 by 4 | 55 | 16.6 | 3,048 | 1,367 | 4,217 | | | | | | | | |
| | 2 by 2 | 44 | 11.2 | | | 7,550 | | | | | | | | |
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| _Note.--Following is an explanation of the abbreviations used in the foregoing tables:_ |
| F.S. at E.L. = Fiber stress at elastic limit. |
| M. of E. = Modulus of elasticity. |
| M. of R. = Modulus of rupture. |
| Cr. str. at E.L. = Crushing strength at elastic limit. |
| Cr. str. at max. ld. = Crushing strength at maximum load. |
|-----------------------------------------------------------------------------------------------------------------------------------------------|
|----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------|
| TABLE XXII TABLE XXII |
|----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------|
| [b]WORKING UNIT-STRESSES FOR STRUCTURAL TIMBER[c] |
| EXPRESSED IN POUNDS PER SQUARE INCH |
| (From Manual of the American Railway Engineering Assn., 1911, p. 153) |
|----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------|
| NOTE.--The working unit-stresses given in the table are intended for railroad bridges and trestles. For highway bridges and trestles the unit-stresses may be increased |
| twenty-five (25) per cent. For buildings and similar structures, in which the timber is protected from the weather and practically free from impact, the unit-stresses may be |
| increased fifty (50) per cent. To compute the deflection of a beam under long-continued loading instead of that when the load is first applied, only fifty (50) per cent of the |
| corresponding modulus of elasticity given in the table is to be employed. |
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| | BENDING | SHEARING | COMPRESSION | |
| |---------------------------------+-----------------------------------------+-------------------------------------------------------------------------| Ratio |
| | Extreme | Modulus of | Parallel to | Longitudinal | Perpendicular | Parallel to | For | Formulæ for | of |
| | fibre | elasticity | the grain | shear in | to the grain | the grain | columns | working stress in | length |
| KIND OF | stress | | | beams | | | under 15 | long columns over | of |
| TIMBER |--------------------+------------+--------------------+--------------------+--------------------+--------------------| diameters | 15 diameters | stringer |
| | Average | Working | | Average | Working | Elastic | Working | Elastic | Working | Average | Working | working | | to |
| | ultimate | stress | Average | ultimate | stress | limit | stress | limit | stress | ultimate | stress | stress | | depth |
|-----------------+----------+---------+------------+----------+---------+----------+---------+----------+---------+----------+---------+-----------+-------------------+----------|
| Douglas fir | 6100 | 1200 | 1,510,000 | 690 | 170 | 270 | 110 | 630 | 310 | 3600 | 1200 | 900 | 1200(1-_l_/60_d_) | 10 |
|-----------------+----------+---------+------------+----------+---------+----------+---------+----------+---------+----------+---------+-----------+-------------------+----------|
| Longleaf pine | 6500 | 1300 | 1,610,000 | 720 | 180 | 300 | 120 | 520 | 260 | 3800 | 1300 | 980 | 1300(1-_l_/60_d_) | 10 |
|-----------------+----------+---------+------------+----------+---------+----------+---------+----------+---------+----------+---------+-----------+-------------------+----------|
| Shortleaf pine | 5600 | 1100 | 1,480,000 | 710 | 170 | 330 | 130 | 340 | 170 | 3400 | 1100 | 830 | 1100(1-_l_/60_d_) | 10 |
|-----------------+----------+---------+------------+----------+---------+----------+---------+----------+---------+----------+---------+-----------+-------------------+----------|
| White pine | 4400 | 900 | 1,130,000 | 400 | 100 | 180 | 70 | 290 | 150 | 3000 | 1000 | 750 | 1000(1-_l_/60_d_) | 10 |
|-----------------+----------+---------+------------+----------+---------+----------+---------+----------+---------+----------+---------+-----------+-------------------+----------|
| Spruce | 4800 | 1000 | 1,310,000 | 600 | 150 | 170 | 70 | 370 | 180 | 3200 | 1100 | 830 | 1100(1-_l_/60_d_) | |
|-----------------+----------+---------+------------+----------+---------+----------+---------+----------+---------+----------+---------+-----------+-------------------+----------|
| Norway pine | 4200 | 800 | 1,190,000 | 590[d] | 130 | 250 | 100 | | 150 | 2600[d] | 800 | 600 | 800(1-_l_/60_d_) | |
|-----------------+----------+---------+------------+----------+---------+----------+---------+----------+---------+----------+---------+-----------+-------------------+----------|
| Tamarack | 4600 | 900 | 1,220,000 | 670 | 170 | 260 | 100 | | 220 | 3200[d] | 1000 | 750 | 1000(1-_l_/60_d_) | |
|-----------------+----------+---------+------------+----------+---------+----------+---------+----------+---------+----------+---------+-----------+-------------------+----------|
| Western hemlock | 5800 | 1100 | 1,480,000 | 630 | 160 | 270[d] | 100 | 440 | 220 | 3500 | 1200 | 900 | 1200(1-_l_/60_d_) | |
|-----------------+----------+---------+------------+----------+---------+----------+---------+----------+---------+----------+---------+-----------+-------------------+----------|
| Redwood | 5000 | 900 | 800,000 | 300 | 80 | | | 400 | 150 | 3300 | 900 | 680 | 900(1-_l_/60_d_) | |
|-----------------+----------+---------+------------+----------+---------+----------+---------+----------+---------+----------+---------+-----------+-------------------+----------|
| Bald cypress | 4800 | 900 | 1,150,000 | 500 | 120 | | | 340 | 170 | 3900 | 1100 | 830 | 1100(1-_l_/60_d_) | |
|-----------------+----------+---------+------------+----------+---------+----------+---------+----------+---------+----------+---------+-----------+-------------------+----------|
| Red cedar | 4200 | 800 | 800,000 | | | | | 470 | 230 | 2800 | 900 | 680 | 900(1-_l_/60_d_) | |
|-----------------+----------+---------+------------+----------+---------+----------+---------+----------+---------+----------+---------+-----------+-------------------+----------|
| White oak | 5700 | 1100 | 1,150,000 | 840 | 210 | 270 | 110 | 920 | 450 | 3500 | 1300 | 980 | 1300(1-_l_/60_d_) | 12 |
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| These unit-stresses are for a green condition of timber and are _l_ = Length in inches. |
| to be used without increasing the live load stresses for impact. _d_ = Least side in inches. |
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|[Footnote b: Adopted, Vol. 1909, pp. 537, 564, 609-611.] |
|[Footnote c: Green timber in exposed work.] |
|[Footnote d: Partially air-dry] |
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BIBLIOGRAPHY
Part I: Some general works on mechanics, materials of
construction, and testing of materials.
Part II: Publications and articles on the mechanical properties
of wood, and timber testing.
Part III: Publications of the U.S. Government on the mechanical
properties of wood, and timber testing.
PART 1. SOME GENERAL WORKS ON MECHANICS, MATERIALS OF
CONSTRUCTION, AND TESTING OF MATERIALS
ALLAN, WILLIAM: Strength of beams under transverse loads. New
York, 1893.
ANDERSON, SIR JOHN: The strength of materials and structures.
London, 1902.
BARLOW, PETER: Strength of materials, 1st ed. 1817; rev. 1867.
BURR, WILLIAM H.: The elasticity and resistance of the materials
of engineering. New York, 1911.
CHURCH, IRVING P.: Mechanics of engineering. New York, 1911.
HATFIELD, R.G.: Theory of transverse strain. 1877.
HATT, W.K., and SCOFIELD, H.H.: Laboratory manual of testing
materials. New York, 1913.
JAMESON, J.M.: Exercises in mechanics. (Wiley technical series.)
New York, 1913.
JAMIESON, ANDREW: Strength of materials. (Applied mechanics and
mechanical engineering, Vol. II.) London, 1911.
JOHNSON, J.B.: The materials of construction. New York, 1910.
KENT, WILLIAM: The strength of materials. New York, 1890.
KOTTCAMP, J.P.: Exercises for the applied mechanics laboratory.
(Wiley technical series.) New York, 1913.
LANZA, GAETANO: Applied mechanics. New York, 1901.
MERRIMAN, MANSFIELD: Mechanics of materials. New York, 1912.
MURDOCK, H.E.: Strength of materials. New York, 1911.
RANKINE, WILLIAM J.M.: A manual of applied mechanics. London,
1901.
THIL, A.: Conclusion de l'étude présentée à la Commission des
méthodes d'essai des matériaux de construction. Paris, 1900.
THURSTON, ROBERT H.: A treatise on non-metallic materials of
engineering: stone, timber, fuel, lubricants, etc. (Materials of
engineering, Part I.) New York, 1899.
UNWIN, WILLIAM C.: The testing of materials of construction.
London, 1899.
WATERBURY, L.A.: Laboratory manual for testing materials of
construction. New York, 1912.
WOOD, DEVOLSON: A treatise on the resistance of materials. New
York, 1897.
PART II. PUBLICATIONS AND ARTICLES ON THE MECHANICAL PROPERTIES
OF WOOD, AND TIMBER TESTING
ABBOT, ARTHUR V.: Testing machines, their history, construction
and use. Van Nostrand's Eng. Mag., Vol. XXX, 1884, pp. 204-214;
325-344; 382-397; 477-490.
ADAMS, E.E.: Tests to determine the strength of bolted timber
joints. Cal. Jour, of Technology, Sept., 1904.
ALVAREZ, ARTHUR C.: The strength of long seasoned Douglas fir
and redwood. Univ. of Cal. Pub. in Eng., Vol. I, No. 2,
Berkeley, 1913, pp. 11-20.
BARLOW, PETER: An essay on the strength and stress of timber.
London, 1817; 3d ed., 1826.
----: Experiments on the strength of different kinds of wood
made in the carriage department, Royal Arsenal, Woolwich. Jour.
Franklin Inst., Vol. X, 1832, pp. 49-52. Reprinted from
Philosophical Mag. and Annals of Philos., No. 63, Mch., 1832.
BATES, ONWARD: Pine stringers and floorbeams for bridges. Trans.
Am. Soc. C.E., Vol. XXIII.
BAUSCHINGER, JOHANN: Untersuchungen über die Elasticität und
Festigkeit von Fichten- und Kiefernbauhölzern. Mitt. a. d.
mech.-tech. Laboratorium d. k. techn. Hochschule in München, 9.
Hft., München, 1883.
----: Verhandlungen der Münchener Conferenz und der von ihr
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The Mechanical Properties of Wood Including a Discussion of the Factors Affecting the Mechanical Properties, and Methods of Timber Testing
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