_Connection of 3/8 Web to Flange Angles._--Taking the forty rivets between ends of girder and second stringer, the horizontal strain difference is 162,000 lb., the rivets being strained 3,400 lb. per square inch double shear, and 11,600 lb. per square inch bearing area. Taking distance from ends to first stringer, the horizontal strain difference is 105,000 lb., yielding on twenty rivets 4,200 lb. per square inch double shear, and 15,000 lb. per square inch bearing area. Taking a short distance of 2 feet from ends, the horizontal strain is 70,000 lb. on ten rivets, giving 5,800 lb. per square inch double shear, and 20,000 lb. per square inch bearing area. In these girders the weakness feared was in the end flange riveting and shear in end web, and caused the test recorded below. The test was recently made at the works of the Keystone Bridge Company, by means of hydraulic power applied at stringer points. Convenience made it necessary to make the test with the beam blocked up horizontal on the ground, so that the weight of the beam is necessarily neglected. The beam was connected with a pair of posts, precisely as in the actual structure, between which an additional girder was framed as a reaction base for the rams. The annexed diagram shows the general arrangements. The hydraulic power was derived from the testing machine plant of the Keystone establishment, and the deflections measured from a fine wire parallel to the lower flange, and about 3 inches therefrom. The diameter of the ram was 10 inches; area 78.54 inches. The record was as follows: Gauge Load on Deflections. Total reading. each ram. _b_ _b_' load. lb. in. in. lb. 565 44,375 1/8 1/8 177,500 1130 88,750 5/16 5/16 355,000 1412 110,900 3/8 3/8 443,600 No permanent set in above 1695 133,125 uncertain. -- -- 532,500 Permanent set scant 1/32 inch. 1980 155,500 not recorded. -- -- 622,000 Permanent set 5/32 inch. 2080 Failure commenced. -- -- 653,500