— 45 — 



DRIED BEAMS 



UNDRIED BEAMS 



Locality 



of the 



beam tested 



Sugi of 

 Owashi, , 

 I of No.6. 

 {J"1yJ"J) 



Load in 

 tons 



Deflection 

 at the 

 loading 

 point 



0.00 

 0.58 

 1.31 

 1.50 

 2.00 

 2.50 

 3.00 

 3.50 

 4.00 

 4.50 

 5.00 

 5.50 

 6.00 

 6.50 

 7.00 

 7.01 



Inch 

 0.00 

 0.15 

 0.24 

 0.30 

 0.40 

 0.50 

 0.60 

 0.71 

 0.85 

 0.98 

 1.11 

 1.26 

 1.45 

 1.68 

 2.65 

 3.14 



Yields 

 of the 



beam at 

 the 



support 



Inch 

 0.00 

 0.02 

 0.03 

 0.05 

 0.06 

 0.07 

 0.09 

 0.12 

 0.12 

 0.14 

 0.15 

 0.17 

 0.20 

 0.20 

 0.23 



Rectified 

 deflection 



Locality 



of the 



beam tested 



Inch 

 0.00 

 0.13 

 0.21 

 0.25 

 0.34 

 0.43 

 0.51 

 0.59 

 0.73 

 0.84 

 0.96 

 1.09 

 1.25 

 1.48 

 2.42 



Sugi of 



Owashi, 



4 of No. 6 



(7'''.35x7'''.2) 



Load in 

 tons 



Inch 

 0.00 

 0.50 

 1.00 

 1.50 

 2.00 

 2.50 

 3.00 

 3.50 

 4.00 

 4.42 



Deflection 



at the 



loading 



point 



Inch 

 0.00 

 0.10 

 0.21 

 0.35 

 0.53 

 0.70 

 0.90 

 1.13 

 1.49 

 2.95 



Yields 

 of the 



beam at 

 the 



suppor t 



Inch 

 0.00 

 0.02 

 0.06 

 0.12 

 0.18 

 0.22 

 0.27 

 1.31 

 0.35 



Rectified 

 deflection 



Inch 

 0.00 

 0.08 

 0.15 

 0.23 

 0.35 

 0.48 

 0.63 

 0.82 

 1.14 



Hinoki 

 of Kiso, 

 3 of No. 1 1 

 (5*.25 X 

 7*. 15) 



0.00 

 0.50 

 1.00 

 1.50 

 2.00 

 2.60 

 3.00 

 3.50 

 4.08 

 4.50 

 5.00 

 5.50 

 6.00 

 6.00 



0.00 

 0.13 

 0.23 

 0.33 

 0.45 

 0.55 

 0.67 

 0.80 

 0.93 

 1.03 

 1.20 

 1.41 

 1.67 

 1.85 



Hinoki 



of Kiso, 



1 of No. 10 



(4'''.9x7.'''4) 



0.00 

 0.50 

 1.00 

 1.53 

 2.00 

 2.50 

 3.00 

 3.50 

 4.00 

 4.50 

 4.60 



0.00 

 0.07 

 0.22 

 0.34 

 0.44 

 0.58 

 0.72 

 0.95 

 1.25 

 1.84 



Hinoki of 

 Yoshino, 



3 of No. 6. 

 (5'''.05x 

 6''''.95) 



0.00 

 0.64 

 1.17 

 1.64 

 2.00 

 2.50 

 3.00 

 3.50 

 4.00 

 4.50 

 5.00 

 5.56 



0.00 

 0.17 

 0.32 

 0.42 

 0.54 

 0.67 

 0.81 

 0.96 

 1.14 

 1.32 

 1.60 

 2.40 



0.00 

 0.17 

 0.30 

 0.46 

 0.56 

 0.70 

 0.87 

 1.05 

 1.42 



The diagrams in Plate I show in curves the results of the 

 preceding tests, from which the elastic limit and amount of work 

 done can be read. The deflection at the moment of rupture being un- 

 obtainable, was graphically prepared on the diagram. The formulas used 

 in computing the results of tests on rectangular beams were as follows : — 



3wl 



2bh- 



(1) 



