Title Knjiga Composite Steel Concrete Buildings 9.9 MB 204
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EUROPEAN CONVENTION FOR CONSTRUCTIONAL STEELWORK
CONVENTION EUROPEENNE DE LA CONSTRUCTION METALLIQUE CECM

E K S

rrzowLFAEl3EI3
Recherches

STEEL RESEARCH

Design Handbook
for Braced Composite
Steel-Concrete Buildings
According to Eurocode 4

i FIRST EDITION

2000 No 96

Page 102

I Ref. ChaDter IV - Members in compression

Table IV.8 b) Moments of inertia of concrete-filled rectangular hollow section

Ia, Is, E are the moments of inertia for structural steel, reinforcement and concrete (assumed
to be uncracked) for bending about y and z axes

(b - 2r)h3 2r(h - 2r)3 2
+ 5 (1 - 3) + x r 2 [: - r (1 - \$11 +

12 12 4 1a.y =

2
(b - 2t - 2qnt)(h - 2t)3 - 2rht (h - 2t - 2rmt)3

12 12 4

(h - 2r)b3 2r(b - 2r)3 4 2
1a.z = 12 + 12 + ~ ( l - ~ ) + x r ’ [ ~ - r ( l - ~ ) ] 4

I Notations : see table IV.8 c)

108

Page 103

I F2ef. Chapter IV - Members in compression I

Table IV.8 c) Moments of inertia of concrete-filled circular hollow section

Ia, Is, E are the moments of inertia for structural steel, reinforcement and concrete (assumed
to be uncracked) for bending about y and z axes

d
t dint

4

64 1S.Z
dint

1) Notations : n is the number of reinforcement bars,
is the own moment of inertia of re-bar i ( = 4 , with cp = re-

64
bar diameter),

(P4

Asi 4
is the area of re-bar i (= x - , with cp = re-bar diameter),

is the distance of the re-bar i of area Asi to the relevant eyi or ezi
middle line (z axis or y axis).

109

Page 203

IRef. Chapter VII - Composite slabs or concrete slabs 1

VII.4 Minimum transverse reinforcement
Ref. 7 [5.5]

(1) Transverse reinforcement must be provided in the slab to ensure that longitudinal shearing failure
or splitting does not occur before the failure of the composite beam itself (see chapter V.2.7.5).

(2) The steel decking is not allowed to participate as transverse reinforcement unless there is an
effective means of transferring tension into the slab, such as by throughdeck welding of the shear
connectors. Where the decking is continuous, the decking is effective in transferring tension and
can act as transverse reinforcement. This is not necessarily the case if the ribs are parallel to the
beam because of overlaps in the sheeting.

(3) Minimum amounts of transverse reinforcement are required. The reinforcement should be
distributed uniformly. The minimum amount is 0,002 times the concrete section above the ribs.

2 12

Page 204

STRUCTURAL STEEL RESEARCH REPORTS established by
RPS DEPARTEMENT / ProfilARBED RECHERCHES

k d y J.C. ,Schleich J.B.; Elasto Plastic Behaviour of Steel Frames with Semi-Rigid Connections / NORDIC STEEL
COLLOQUIUM on Research and Development within The Field of steel Construction; Odense, Denmark , 9-1 1 September
1991, RPS ReportN0101/91.
Geardy J.C. , Schleich J.B.;Semi-Rigid Action in Steel Frames Structures / CEC agreement NO7210-SA / 507 ; Final Report
EUR 14427 EN, Luxembourg 1992, RPS ReportNo102/91.
Pbin R,Schleich J.B.; Seismic Resistance of Composite Structures, SRCS / CEC agreement N"7210-SA / 506 ; Final
Report EUR 14428 EN, Luxembourg 1992, RPS Report N0103/91.
Chantrain Ph.,Schleich J.B.; Interaction Diagrams between Axial Load N and Bending Moment M for Columns submitted
to Bucklug / CEC agreement N"721oSA / 510 ; Final Report EUR 14546 EN, November 1991, RPS ReportN0104/91.
Schaumann P., Steffen A.; Verbundbriicken auf Basis von Walztriigem, Versuch Nr. 1 Einstegiger Verbundmger / HRA,
&hum, Juli 1990, HRA M c h t A 89199, RFS Report No105/90.
Schaumann P., Steffen A.; Verbundbriicken auf Basis von Walztriigern, Versuch Nr. 2 Realistischer Verbundbrockenwger

Bruls A., Wang J.P. ; Composite Bridges with Hot Rolled Beams in High Strength Steel Fe E 460 , and Spans up to 50 m /
Service Ponts et Charpentes, Universitk de Liege; Liege, November 1991,RF'S Report N0107/91.
Schleich J.B., Witq A.; Acier HLE pour Ponts Mixtes a Portks Moyennes de 20 a 50 m / Journ6e S i h g i q u e ATS 1991;
Paris, 4 et 5 decembre 1991, RPS ReportN0108/91.
Schaumann P, Steffen A.; Verbundbriicken auf Basis von Walztriigern, Versuch Nr. 5 Hauptmgerstoss mit

Schaumann P, Schleich J.B., Kulka H., Tilmanns H.; Verbundbriicken unter Verwendung von Walztriigern /
Zusammenstellung der V0-e anlhsslich des Seminars "Verbundbrtkkentag" am 12.09.90 an der Ruhruniversittit Bochum,
RPS Report No 1 10192.
Schaumann P., Steffen A.; Verbundbriicken auf Basis von Walztriigern, Versuche Nr. 3 U. 4 Haupth%gerstoss mit
geschraubten Steglaschen / HRA, Bochum 1992, HRA Bericht 90232-B, Rps Report NO1 11/92.
Schleich J.B., Witry A.; Neues Konzept filr einfache Verbundbriicken mit Spannweiten von 20 bis 50 m / E. Leipziger
Metallhau-Kolloquiq Leipzig, 27. Mtin 1992, RPS Report NO1 12/92.
Berg~nann R., Kindmatm R.; Auswertung der Versuche zum Tragverhalten von Verbundprofden mit ausbetonierten
Kammern; Verbundstiitzen / Ruhruniversittit Bochum, Bericht N"9201, Februarl992, RPS Report NO1 13/92.
Bergmann R., Kindmann R.; Auswertung der Versuche zum Tragverhalten von Verbundprofilen mit ausbetonierten
Kammern; Verbundtriiger / Ruhruniversittit Bochum, Bericht NO9202, Matz 1992, RPS Report NO1 14/92.
Mang F., Schleich J.B., Wippel H, Witry A.; Untersuchungen an stegparallel versteiften Rahmenknoten, ausgemhrt aus
dicknanschien hochfesten Walzprofilen . Entwurf hochbelasteter Vierenklmger im Rahmen des Neubaus des
Zentrums fb Kunst und Medientechnologie ( ZKM ), Karlsruhe / RPS Report NO1 15/92.
Chantrain Ph., Becker A., Schleich J.B.; Behaviour of HISTAR hot-rolled profiles in the steel construction - Tests / RPS
Report NO1 16/91.
Bode H., Kilnzel R; Composite Beams of Fe E 460 Quality, Research report 2/90; University of Kaiserslautem, Mach 1990;
RPS Report No 1 17/92.
Bruls A., Wang J.P. ; Composite Bridges with Hot Rolled Beams in High Strength Steel Fe E 460, Fe E 600 up to 60 meters
/ Service Ponts et Charpentes, Universitk de Liege, Liege, August 1992, RPS Report NO1 18/92.
Chantrain Ph., Geardy J.C., Schleich J.B. ; Elasto-Plastic Behaviour of Steel Frame Works / CEC agreement NO7210-SA/508
; Final Report EUR 15627 EN , Luxembourg 1992, RPS Report No 1 19/92.
Chantrain Ph., Schleich J.B.; Design Handbook for Braced or Non-Sway Steel Buildings according to Eurocode 3 / CEC
agreement NO72 1 O-SNS 1 3 and No PHIN-94-002 1, ECCS Publication No 85; December 1996, RPS Report 120196.
Chantrain Ph., Schleich J.B.; Simplified version of Eurocode 4 for usual buildmgs / CEC agreement N07210-SN516 ; Final
Report EUR (to be published), April 1996, RPS Report 121/96.
Chantrain Ph., Schleich J.B.; Improved classification of steel and composite cross-sections : New rules for local buckling in
Eurocodes 3 and 4 / CEC agreement N"721oSN519/319/934; Final Report EUR (to be published), April 1996, RFS Report
122/96.
Chantrain Ph., Schleich J.B.; Promotion of plastic design for steel and composite cross-dons : new required conditions in
Eurocodes 3 and 4, practical tools for designers (Rotation capacities of profiles ...) / CEC agreement NO7210-
SN520/321/935 ; Part I of the Final Report EUR (to be published) , July 1996, RPS Report 123196.
Chantrain Ph., Schleich J.B.; Ductility of plastic binges in steel structures - Guide for plastic analysis ; Part II of the Final
Report of the CEC agreement N"7210-SN520/321/935; July 1996, RPS Report 124/96.
Schleich J.B., Conan Y., Quazmtti S., Dubois C.; L'acier dans le logement ; Rapport final ; Juillet 1998, RPS Report 12998.
Conan Y.., Schleich J.B.; Design Handbook for Braced or Non-Sway Steel Buildings according to Eurocode 4 / July 1999,
RPS Report 126/99.
Chabrolin B..; Partial Safety Factors for Resistance of Steel Elements to EC3 and EC4 / CTICM, CEC agreement
NO7210-SN322.422.936.123.521.124.838.622; Intermediate reports 94-97, RPS Report 127/99.
Schleich J.B., Conan Y., Klosak M.; Modelling and Predesign of Steel and Composite Structures / CEC agreement
NO7210-SN525.326.132; Intermediate reports 96-98, RPS Report 128/99.

/ HRA, &hum, November 1991, HRA Bericht A 89199-2, RPS Report No 106/91.

Stahlbetondl~erqUeltriQer / HRA, &hum, 1992, HRA Bericht A 90232-A, RPS Report N0109/92.

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