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Experimental Modelling and Analysis of Three One-Tenth-Scale Reinforced Concrete Frame-Wall Structures.

紀錄類型:	書目-語言資料,手稿 : Monograph/item
正題名/作者:	Experimental Modelling and Analysis of Three One-Tenth-Scale Reinforced Concrete Frame-Wall Structures./
作者:	Wolfgram, Catherine Ellen.
面頁冊數:	1 online resource (350 pages)
附註:	Source: Dissertations Abstracts International, Volume: 45-07, Section: B.
Contained By:	Dissertations Abstracts International45-07B.
標題:	Civil engineering. -
電子資源:	click for full text (PQDT)
ISBN:	9798205576123

Experimental Modelling and Analysis of Three One-Tenth-Scale Reinforced Concrete Frame-Wall Structures.
Wolfgram, Catherine Ellen.

Experimental Modelling and Analysis of Three One-Tenth-Scale Reinforced Concrete Frame-Wall Structures. - 1 online resource (350 pages)

Source: Dissertations Abstracts International, Volume: 45-07, Section: B.

Thesis (Ph.D.)--University of Illinois at Urbana-Champaign, 1984.

Includes bibliographical references

Three one-tenth-scale frame-wall models were tested on the earthquake simulator at the University of Illinois. The prototype was a full-scale structure tested at the Building Research Institute (BRI) in Tsukuba, Japan. The models, designated NS1, NS2, and NS3, were composed of individual planar systems representing the primary lateral load resisting elements of the BRI structure. There were no floor slabs in the models. The first model, NS1, contained beam, column, and wall reinforcement equivalent to that of the comparable elements in the full-scale structure. Structures NS2 and NS3 had additional beam steel to account for the contribution of the slab steel in the full-scale structure. Base motions for the small-scale structures were in one horizontal direction only. This was also the case for the load configuration applied to the full-scale structure. The Miyagi Ken-Oki 1978 (N-S) record was chosen as the primary earthquake since it was to be used by the University of California (Berkeley) for their one-fifth-scale tests. A comparison of the response histories of the three one-tenth-scale structures indicated good correspondence when the structures were subjected to similar base motions. The response of the structures was dominated by the first mode. Limit analysis was used to calculate the maximum base shear capacity of the structures. The measured shear and moment capacities of the structures were nearly twice those calculated from a planar analysis. This increase in capacity was due to three-dimensional interaction. The harness, used to attach additional story masses to the structures, acted as a stiff floor system. Vertical displacements due to rocking of the wall were transmitted to the exterior frames by the harness. The uplift created a tension in the exterior frame columns adjacent to the wall which increased the capacity of the structures. This is similar to the effect of the floor system observed in the full-scale structure.

Electronic reproduction.
Ann Arbor, Mich. :
ProQuest,
2024

Mode of access: World Wide Web

ISBN: 9798205576123Subjects--Topical Terms:

561339
Civil engineering.
Index Terms--Genre/Form:

554714
Electronic books.

Experimental Modelling and Analysis of Three One-Tenth-Scale Reinforced Concrete Frame-Wall Structures.
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504 $a Includes bibliographical references
520 $a Three one-tenth-scale frame-wall models were tested on the earthquake simulator at the University of Illinois. The prototype was a full-scale structure tested at the Building Research Institute (BRI) in Tsukuba, Japan. The models, designated NS1, NS2, and NS3, were composed of individual planar systems representing the primary lateral load resisting elements of the BRI structure. There were no floor slabs in the models. The first model, NS1, contained beam, column, and wall reinforcement equivalent to that of the comparable elements in the full-scale structure. Structures NS2 and NS3 had additional beam steel to account for the contribution of the slab steel in the full-scale structure. Base motions for the small-scale structures were in one horizontal direction only. This was also the case for the load configuration applied to the full-scale structure. The Miyagi Ken-Oki 1978 (N-S) record was chosen as the primary earthquake since it was to be used by the University of California (Berkeley) for their one-fifth-scale tests. A comparison of the response histories of the three one-tenth-scale structures indicated good correspondence when the structures were subjected to similar base motions. The response of the structures was dominated by the first mode. Limit analysis was used to calculate the maximum base shear capacity of the structures. The measured shear and moment capacities of the structures were nearly twice those calculated from a planar analysis. This increase in capacity was due to three-dimensional interaction. The harness, used to attach additional story masses to the structures, acted as a stiff floor system. Vertical displacements due to rocking of the wall were transmitted to the exterior frames by the harness. The uplift created a tension in the exterior frame columns adjacent to the wall which increased the capacity of the structures. This is similar to the effect of the floor system observed in the full-scale structure.
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