Cyclopedia of architecture, carpentry, and building : a general reference work . nger one put in its place,without in any way affecting the remainderof the building. In order to illustrate the design of acolumn, let it be required to design a col-umn with detail as shown in Fig. 05, theheight being 20 feet, the distance of the run-way girder from the face of the column 8inches, the direct stress 15 600 pounds, andthe bending moment due to the wind924 000 pound-inches. The reaction of therunway girder is 20 000 pounds. The stressdue to the bending moment caused by thewind and the eccentricity o
Cyclopedia of architecture, carpentry, and building : a general reference work . nger one put in its place,without in any way affecting the remainderof the building. In order to illustrate the design of acolumn, let it be required to design a col-umn with detail as shown in Fig. 05, theheight being 20 feet, the distance of the run-way girder from the face of the column 8inches, the direct stress 15 600 pounds, andthe bending moment due to the wind924 000 pound-inches. The reaction of therunway girder is 20 000 pounds. The stressdue to the bending moment caused by thewind and the eccentricity of the runwaygirder must be worked out by formula S,Strength of INIaterials, p. 86; and to thismust be added the direct stress caused bythe weight of the roof and the crane-girderreaction. Since, according to Article 13, the unit-stress must be reduced one-half in deter-mining the section to withstand stresses due to crane loads, themoment due to the crane loads and also its direct action must be w 2 W w Fig. 9(Koo Runway-Girder andTruss Eccentricity. 287 I 74 ROOF TRUSSES 086. Fig. 97. Illustrating Problem onPage 73. multiplied by 2 in order thatthe same formula for the unit-stress may be used throughou tin the design of the column. Let four 5 by 3U)y f-inchangles with a 16 by f-inch webplate be assumed, and placedas shown in Fig. 97. Theseangles have an area of inches each; and amoment of inertia parallel tothe long leg, of 3 18. Then(see Strength of Materials,pp. 48-53), the moment dueto crane reaction is 20 000 X( + 8) = 322 500 pound-inches. Accordingly, in visingthis in the formula, it will be2 X 322 500 = 645 000 pound-inches; and this, added to the924 000 pound-inches due tothe wind, will make a totalinches.
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