A Design of a 70 Foot Thru Plate Girder Railroad Bridge
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In our eReader you can find the full English version of the book. Read A Design of a 70 Foot Thru Plate Girder Railroad Bridge Online - link to read the book on full screen. Our eReader also allows you to upload and read Pdf, Txt, ePub and fb2 books. In the Mini eReder on the page below you can quickly view all pages of the book - Read Book A Design of a 70 Foot Thru Plate Girder Railroad Bridge
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Tae estimatsd weight is: Weight of girders, 5S,0O:# 25J^ for girder details, lU,5'0C# Weight of floor beams, i+0,5CX:# Weight of floor he^ details, lO.OCCi V.'eight of stringers, 15,U0C# Weight of deck, 3S,30C# Total 17(S,90C# which gives 1,26(^ per linear foot of girder.
- 8 - xhe end reaxition is: D. L. kk.fXX)^ L. L. 151,qQC# I. 117j'->-'Ci Total 313;OOCf The end shear is: C- L. 35,5'3^ L, L. lEl.S'Xp I. 33.700f Total 25l,00C# The values of the maxin-urri bending mements are: D . L. 772, ax ...'# L. L. 2,267,000 '# I. 1,692,000 '# The effective depth of the assumed section is 7-375' (See design of end floor hean for method of deriving effective depth): Thus for flange stresses we get: D. L. 10U,500# L. L. 307, 50f^ I- 2 32,5O0f Total 641,50C)# and for the hottom flange we find that UO.l square inches net area is required. As explained under the design of the end floor heam, we get l^,2(yjjt for the allov/ahle unit stress for the top flange, and thus we require U2.1 square inches ^ross for this section.
What to read after A Design of a 70 Foot Thru Plate Girder Railroad Bridge?
You can find similar books in the "Read Also" column, or choose other free books by Lewis, George Draper to read onlineMoreLess
To quickly assess the difficulty of the text, read a short excerpt:
Tae estimatsd weight is: Weight of girders, 5S,0O:# 25J^ for girder details, lU,5'0C# Weight of floor beams, i+0,5CX:# Weight of floor he^ details, lO.OCCi V.'eight of stringers, 15,U0C# Weight of deck, 3S,30C# Total 17(S,90C# which gives 1,26(^ per linear foot of girder.
- 8 - xhe end reaxition is: D. L. kk.fXX)^ L. L. 151,qQC# I. 117j'->-'Ci Total 313;OOCf The end shear is: C- L. 35,5'3^ L, L. lEl.S'Xp I. 33.700f Total 25l,00C# The values of the maxin-urri bending mements are: D . L. 772, ax ...'# L. L. 2,267,000 '# I. 1,692,000 '# The effective depth of the assumed section is 7-375' (See design of end floor hean for method of deriving effective depth): Thus for flange stresses we get: D. L. 10U,500# L. L. 307, 50f^ I- 2 32,5O0f Total 641,50C)# and for the hottom flange we find that UO.l square inches net area is required. As explained under the design of the end floor heam, we get l^,2(yjjt for the allov/ahle unit stress for the top flange, and thus we require U2.1 square inches ^ross for this section.
What to read after A Design of a 70 Foot Thru Plate Girder Railroad Bridge?
You can find similar books in the "Read Also" column, or choose other free books by Lewis, George Draper to read onlineMoreLess
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