M@hdi42
11th October 2013, 06:23 PM
SCI P118: Design of Stub Girders
http://forum.civilea.com/Thread-sci-p118-design-of-stub
Author: R M Lawson, R E McConnel | Size: 3.4 MB | Format: PDF | Publisher: SCI | Year: 1993 | pages: 63 | ISBN: 1870004809
http://pic.civilea.com/images/45234437208586135086.jpg
بند انگشتی, برای دیدن عکس به صورت کامل بر روی آن کلیک نمایید
The design of ‘stub girders’ is presented in a form consistent with BS 5950: Part 3. The basis of design is simplified by considering that the steel bottom chord resists tension (arising from bending action), vertical shear, and local (Vierendeel) moments across the opening. The design method is compared with the results of three full-scale stub girder tests and is shown to be conservative but reasonably accurate. Model factors for these tests were in the range of 1.0 to 1.2 when using measured material strengths, increasing to 1.2 to 1.w4 hen using design strengths.
One important observation was that the Code requirements for transverse reinforcement are unduly conservative for this form of construction. A design example is included, which covers the important aspects of the design.
http://ifile.it/03t8zro
or
http://www.filesonic.com/file/734839371/SCI_P_118.pdf
or
http://www.4shared.com/document/lgMgSrVs/SCI_P_118.html
or
http://www.megaupload.com/?d=547OLL6S
or
http://www.mediafire.com/?er1k93tdt3y81uh
http://forum.civilea.com/Thread-sci-p118-design-of-stub
Author: R M Lawson, R E McConnel | Size: 3.4 MB | Format: PDF | Publisher: SCI | Year: 1993 | pages: 63 | ISBN: 1870004809
http://pic.civilea.com/images/45234437208586135086.jpg
بند انگشتی, برای دیدن عکس به صورت کامل بر روی آن کلیک نمایید
The design of ‘stub girders’ is presented in a form consistent with BS 5950: Part 3. The basis of design is simplified by considering that the steel bottom chord resists tension (arising from bending action), vertical shear, and local (Vierendeel) moments across the opening. The design method is compared with the results of three full-scale stub girder tests and is shown to be conservative but reasonably accurate. Model factors for these tests were in the range of 1.0 to 1.2 when using measured material strengths, increasing to 1.2 to 1.w4 hen using design strengths.
One important observation was that the Code requirements for transverse reinforcement are unduly conservative for this form of construction. A design example is included, which covers the important aspects of the design.
http://ifile.it/03t8zro
or
http://www.filesonic.com/file/734839371/SCI_P_118.pdf
or
http://www.4shared.com/document/lgMgSrVs/SCI_P_118.html
or
http://www.megaupload.com/?d=547OLL6S
or
http://www.mediafire.com/?er1k93tdt3y81uh