29 1 Vol129, No11 2008 2 Journal of Building Structures Feb1 2008 : 100026869 (2008) 0120075208, (, 350002) :, 3,,, ;, ; : ; ; ; ; : TU39819 TU31711 : A Experimental studies on concrete filled steel tubular beam with corrugated steel web under bending CHEN Baochun, GAO J ing ( College of Civil Engineering, Fuzhou University, Fuzhou 350002, China) Abstract: A new composite structure, concrete filled steel tubular( CFST) beam with corrugated steel web, was p resented. Experiments of three beam s were carried out. Stresses, disp lacements, failure modes and ultimate carrying capacity of the beam s were analyzed and compared with each other, as well as CFST truss beam. Experimental results show that joint failure in CFST truss beam can be avoided by substituting web tubular members with corrugated steel web, and the flexible rigidity and ultimate lood2carrying capacity is imp roved considerably. Filling concrete into the steel tube will lead to higher load carrying capacity. However, this imp rovement is more evident in upper chord than that in bottom chord. The Quasi2Plane2 Section method can be used in calculation of load carrying capacity of CFST beam with corrugated steel web. Keywords: concrete filled steel tubular; corrugated steel web; beam; experiment; ultimate load2carrying capacity 0 ( ) [ 1 ],,,,, [ 2 ],,, 1 /20,,,, [ 3 ],, 1988 Maup re [ 4 ],,, ( ),, : (50778043) : (1958 ),,, : 2006 10 75
Maup re,,,,,, ;,,,,,,,,,, PC 1985 Cognac,, 80, [ 526 ], 420m 160m [ 728 ], PC,,,,,,,,, 3 1 111, [ 3 ] 3008mm, 488mm, 222mm, ( ) 2880mm 89 118, 4914, 60 116 2mm 118kg, 110kg, 2mm, 76 140 610,, ( 1 ), 4 1 ( a) 1 Fig. 1 Configuration of test beam 3, ( A ) C40 (B ) C40 (C ) A,, L /4 15cm : 4215 = 1 1116 21153 01444,, 50,,, : f y = 428MPa, s = 2048 10-6, f u = 533MPa, E s = 2109 10 5 M Pa, = 01259 s f cu = 55MPa, E c = 01347 10 5 MPa 112,, 500 t,, ( L /4 3L /4 ), 2, 3m in, 1 /10,
2 Fig. 2 Test set2up 2 1 /20,, 113, 16, 49, L /4 L /2 3L /4 6 3 4 2 Fig. 4 Load2deflection curves ( a) 3 Fig. 3 D istribution of strain gauges 2, 2. 1, 4 5, 2,,,,, 2 [ 3 ], PC 2 [ 9 ], A B C F 0 165kN 0 185kN 0 215kN,,, 2,,, ; A B C F 185kN 210kN 245kN, 2,,, A B C F 190kN 240kN 265kN,,,, [ 3 ], A B C ( ) B0 B1 B2 9215kN 10715kN 14715kN,,,, 77
212 6 6a, A ( 1985 10-6, 2048 10-6 ),, 2 B C, A, 2 A, C ( ), 2 B 6b,, 3 2, 3 2, A,, 2 B C, 2 C B,, [ 10 ],,,, 5 Fig. 5 Deflection curves of beam s,, A B C 14138 mm 44113 mm 48103mm, 1 /200 1 /65 1 /60 [ 3 ] 3 B0 B1 B2, 9215 kn 10715 kn 14715 kn, 22135mm 19157mm 18122mm, 1 /128 1 /147 1 /158,, 3 4173mm, 5128mm, 5181mm, 1 /608, 1 /566, 1 /495,, [ 3 ],, 6 2 Fig. 6 Load2strain curves of chords 78
DL /T 5085 1999 DBJ 13 51 2003, 111 213 21311, 3, 7,, 3, C, B, A,,, PC [ 11212 ] 7, 8 L /8 8 L /8 Fig. 8 Longitudinal strain distribution ofl /8 section 7 Fig. 7 Longitudinal strain distribution of m id2span section,, C,, C 21312, = 2 45-0 + 90 ( 1), 45 0 90 (1) L /8, L /8 9 9, A B 79
9 L /8 2 Fig. 9 Load2shear strain curves ofl /8 section A B,,, C,, L /8,, 10 L /8,,,,,,, C, 9 C, 10c 220kN ( 265kN) 3 ( a) A 311 3, A,, ( 11 ), 1985 10-6, 2048 10-6,, 2786 10-6, 1804 10-6 A, [ 13 ], ( b) B ( c) C 10 L /8 Fig. 10 Shear strain distribution ofl /8 section, C 230kN, 3, 80 11 A Fig. 11 Failure mode of Beam A B,, 6184 10-6 ( ), 19632 10-6, B, 2568 10-6,
B, C 230kN, ( 2165 10-6 ),, L /8,,, C,, 4045 10-6 ( ) 4579 10-6, 31138 10-6, 12 12 C Fig. 12 Failure mode of Beam C 3, B C, A,, B C, C,,,,, B 240kN A 190kN 11263, C 265kN B 240kN 11104 312,, [ 14216 ] ( ),,,,,,,,,, 13 13 Fig. 13 Sketch for load2carrying capacity N 1 - N 2 = 0 N 1 h 2 + N 2 h 2 +M 1 +M 2 = M 13 ( 2),, M 1 = ( E I) 1 M E I = 1 M, M 2 = E I 2 E I M = 2M ( 3), 1 = E I 1 / E I, 2 = E I 2 / E I, ( E I) 1 = E s I s1 + E c I c1, E I 2 = E s I s2 + E c I c2 ; E s E c ; A s1 A s2 ; I s1 I s2 ; I c1 I c2 ; h (2) (3), M i N i, N i = 1-1 - h 2 M ( 4) (3) (4) N i M i, F s1 F s2, 3 : ( 1) A, 1 = 2,, N 2 = 2f y A s (, ), F s2,,,, cr (5) [10 ], cr f y N s M s, ( 6), F s1, F s1 < F s2 cr = 2 E t 2 /12 ( 5) 1-2 L 2 N N s + M M s 1 ( 6) (2) B C, N 1 = 2 f sc A sc, f sc A sc, [ 17 ] ( 61215-1) B, N 2 = 2f y A s, C, N 2 = 2 111f y A s B C, N 1 > N 2 1 3 81
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