THE MECHANICAL PROPERTIES OF WOOD INCLUDING A DISCUSSION OF THE FACTORS AFFECTING THE MECHANICAL PROPERTIES, AND METHODS OF TIMBER TESTING
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ith compressive stress over the section, the compressive stress being maximum at the section of greatest deflection on the concave side. The convex surface is under tension, as in an or
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er each square inch of area and the crushing strength is equal to the maximum load (P) divided { P } by the area of the cross-section (A). {
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be taken into consideration in the design of timber structures. It is maximum at the neutral plane and decreases to zero at the outer elements of the section. The shorter the span of a
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rupture until it has deformed considerably under loads at or near its maximum strength, or one which still hangs together after it has been ruptured and may be bent back and forth witho
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38 rings, and decreases rapidly from 38 to 47 rings. The strength at maximum load is not so great with the most rapid-growing wood; it is maximum with from 14 to 20 rings per inch, and
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rom the better situation, and were superior in toughness, the work to maximum load being 36.8 as against 31.2 for pignut. The trees had about twice as many rings per inch as others from
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otnote a: It will be noted that the temperature was 230°. This is the maximum | | temperature by the maximum-temperature recording thermometer, and is due to the handling | | of
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ighing beam is kept balanced after the yield point is reached and the maximum load, and at least one point beyond it, noted. _Log of the test_: The proper log sheet for this test consi
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ain diagram is continued to at least one deformation point beyond the maximum load, and in event of sudden failure, the direction of the curve beyond the maximum point is indicated. A b
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nd the movable head 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 i
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size shown in Fig. 45. The apparatus will be as shown in Fig. 44. The maximum load only will be taken and the result expressed in pounds per inch of width. The speed of the moving head
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| | Cr. str. at max. ld. = Crushing strength at maximum load. | |-----------------
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| | Cr. str. at max. ld. = Crushing strength at maximum load. | |-----------------
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See also _ibid._, Vol. LXX, p. 37. GRISARD, JULES, et VANDENBERGHE, MAXIMILIEN: Les bois industriels, indigènes et exotiques; synonymie et description des espèces, propriétés physique
|-----------------+----------+-------+-------+--------+--------+---------+--------+--------+-------+ ------+---------+-------+-------+----------|
| | | | | | 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 | | | | | | | | |
|-----------------------------------------------------------------------------------------------------------------------------------------------|
| _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. |
|----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------|
|[Footnote b: Adopted, Vol. 1909, pp. 537, 564, 609-611.] |
|[Footnote c: Green timber in exposed work.] |
|[Footnote d: Partially air-dry] |
|----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------|
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
SOURCES & PROVENANCE
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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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