The design of the Chicago and Northwestern Railway train shed (1909) (14574247210)

Identifier: designofchicagon00hill (find matches)

Title: The design of the Chicago and Northwestern Railway train shed

Year: 1909 (1900s)

Authors: Hillman, Frank William

Subjects: Chicago and North Western Railway Company Engine houses (Railroads) Railroads Theses

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Contributing Library: University of Illinois Urbana-Champaign

Digitizing Sponsor: University of Illinois Urbana-Champaign

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e be-cause of the electric currents in the rails for the interlockingand block systems. What has been said above refers only to the floor in the shed.In the ballast floor section the same general plan of floor beamsand stringers is maintained. However, all the floor or transversebeams are the same depth and at the same height across the building.The reason for this is obvious. Another difference is that bricksare laid upon the waterproofing to protect it from the ballast whichhas a minimum depth of 6 inches under the ties. Because the stringers in the ballast floor are lower thanthose in the shed floor, the floor beams at the junction of the twofloors are special in that they are deeper. Pig. 16 shows the de-tails of these beams. Pig. 17a & b shows a typical col^jmn and columrbase. For uniformity all the columns are 2-15 channels, 12 inch-es back to back with a four angle and plate diaphragm. The basesare figured to give a pressure of 400 lbs. per square inch on - 37 G,,17.(,c».)

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the masonry and are made large enough on top to insure a good con-nection to the column. Then by considering the casting as an in-I verted overhanging beam supported at the two quarter points of thecolumn sole plate, and loaded uniformly by the pressure on theconcrete the casting is investigated for strength. The formulaSI = Mc is used, the allowable tension being 2000 lbs. per sq. in. All of the track floor steel is designed for Cooper»s E50loading. The allowable stresses are 15,000 lbs. per sq. in. fortension and compression and 9,000 lbs. per sq. in. of gross sectionfor shear. The usual impact formula is (jj -jj j L where L and Dare respectively the live and dead load stresses. However, be-cause the trains will run into the station at slow speed one-halfof the usual impact is used for the steel and one-fourth for themasonry and footings. Rankines column formula was employed^ Igfherever two or three tracks were loaded the live load stresses were I taken as 80^ and 75^ respectively

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the design of the chicago and northwestern railway train shed 1909 book illustrations history of technology electric power railroad industry railroads industrial history science theses high resolution

1909

University of Illinois Urbana-Champaign

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