Transactions of the American Society of Civil Engineers, vol. LXX, Dec. 1910 / Tests of Creosoted Timber, Paper No. 1168

by W. B. Gregory

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	3644	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	3383	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	4939	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.