Abstract: A foundation unit which, when assembled, can be collapsed for compact storage and shipping and later can be elevated to a fully expanded state. The foundation unit includes a rectangular, grid wire top bearing structure, a rigid bottom substructure such as a wooden frame, and a series of spaced, parallel rows of substantially flat support members extending between the top bearing structure and the bottom substructure. The support members are hingedly secured to the top bearing structure and bottom substructure to permit reduction of the foundation unit to the collapsed state with the rows of support members lying essentially prone. In the elevated state, the foundation unit includes stabilizers which are oppositely reactive and which prevent relative longitudinal translation between the top and bottom of the foundation unit. Depending on the firmness characteristics required of the foundation unit, the flat support members can assume one of a number of different configurations, offering total stiffness or varying degrees of recoilable compression of the foundation unit.

Abstract: A foundation vent structure is positioned upon the footing of a building below the lowermost row of concrete blocks of the basement wall and extends below the concrete floor of the basement. The vent structure is formed of a plastic material, preferably in strips, and is shaped to define alternate tunnels and channels having openings therein. The vent structure intercommunicates the openings in the hollow, concrete blocks with the drain area located along the marginal area below the basement wall to permit moisture to be vented into this drain area.

Abstract: A protective flood barrier comprising panels sealingly attachable to one another to form a continuous barrier around a building structure and sealingly attachable to a fixed foundation surrounding the structure.

Abstract: This paper describes the environment provided by the recently announced enhanced VAX floating point architecture and compares it with the features described in various proposals for an IEEE Floating Point Standard. The IEEE Standards Committee created a Working Group on Floating Point Arithmetic late in 1977. Four formal proposals for a floating point standard have been submitted to the Working Group. Of these, three have received extensive discussion. The fourth describes a floating point system in which range and precision are dynamically traded off against each other in order to avoid overflow and underflow; it was submitted after agreement had already been reached on the basic specifications for a floating point representation, and never received serious consideration. The other three proposals are in substantial agreement on the representation and arithmetic for ordinary floating point numbers. There has, however, been sharp disagreement on the handling of exceptions and on how extra precision should be made available for \"critical\" calculations.

Abstract: The invention contemplates an earth-anchor or the like structural reference which is cast in cementatious filling at the installation site and which relies upon a particularly characterized bored cavity in the underground medium to permit primary reliance upon the confined compressive strength of the medium, thereby substantially increasing the load capacity of the reference, as compared to prior constructions. To achieve this result, the bored cavity is characterized by one or more wall surfaces of relatively uniform slope with respect to the axis of the bore, the slope being dependent upon the particular medium. The invention is described in application to a foundation pile or caisson, and to an earth anchor, to illustrate compressional and tensional uses.

Abstract: Tubular foundation piles (4) supporting building structures are utilized as means for storing heat from solar heat collectors, waste water etc. in the earth (1) in the foundation area and for withdrawal heat from said area by means of conduits or conductors introduced into the piles.

Abstract: A concrete foundation pile has a concrete body with reinforcing bars, a steel anchorage plate, a steel capping plate and a removable reinforcing bar which is anchored to the anchorage plate and whose end is located in a recess in the cappling plate. The reinforcing bar can be releasably coupled to the bar of an aligned pile to tension the composite pile formed from a plurality of aligned piles. The capping plate takes hammer blows applied to the upper end of the pile and the upper end of the bar is protected in the recess. The reinforcement is densest immediately below the anchorage plate and steel capping plate.

Abstract: PURPOSE:To build a marine construction effectively and at a low cost by utilizing the gunwale separated from the waste ship vessel as a part of the foundation and the main body of the separated vessel as the upper part of the marive construction, decreasing the amount of expensive foundation stones to be used. CONSTITUTION:A waste ship vessel 1 is separated into the prow 1a, the stern 1b, the gunwales 1c and the main vessel body 1d. The gunwales 1c are disposed lying on the stone layer 3 of a foundation at the sea bottom to form a foundation as a whole. Then the main vessel body 1d is mounted on thus formed foundation. Thus a marine construction such as a breakwater and a shore protective construction is obtained.

Abstract: 軟弱地盤上 に盛土 を施工す るにあたっては, 地盤 の支 持力 を評価す るために事前 に地盤調査 を し, 安定解析 を 行 うのが普通 である. ところが安定計算 における安全率 が1. 0を 上回 っていたにもかかわ らず, 実際 には施工途 中で破壊 を生 じたケースが 少な くない1). 最近ではこの よ うな問題 に対処す るため, 主 としそ2つ の方 向か らの アプローチ がなされ ている. そ の1つ は, 安定解析 に必要 な地盤強度 の測定法 を改 良 しよ うとす る も の で, 粘土 の非排水強度 に関する研 究1)~3)がそ うで ある. 他 の1っ は, 施工 中の盛土 や地盤 の挙動 を現場 で計測 し, その結果 か ら破壊 の兆候 をいち 早 くキ ャッチ して, 適切 な対 策を講 じようとす る方 法で ある. 後者 はTerzaghiが 唱 えたObservational Method4) の踏襲 であ り, 盛土 の破壊 に先 立 って, 地盤 変形や間隙 水圧 な どになん らかの先駆現象 がみ られ ることを前提 と している. ここで 盛土破壊の定性的な 兆候 を まとめ る と, 次の ようであ る5). (i)盛土天端や法部にクラック が発生 する. (ii)盛 土中央 部の沈下が 急増す る. (iii) 盛土法 尻部 の水平 変位 が盛土外方 に向か って急増す る. (iv)盛 土法尻部付近 が 隆起 す る. (V)盛 土作業の休止 中に も間隙水圧 が上昇す る. これ らの中で, (i)は, 破壊の直前に起 こることが多 く, 対 策工 を施 すだけの時間的余裕がない ため, 盛土 の 安定管理には適用で きない. また, 残 りの(ii)~(V)に ついて も, それに よって どの程度破壊が接近 してい るか の 目安, 換 言すれば破壊 までの余裕時 間6)や余裕盛土高 を推定す ることは困難であ る. そ こで破壊予測因子の有 効性 を定量的 に吟味す る必要が生 じ, この点 に関 して従 来 か ら多 くの研究 が進 め られ ている6)~19). 本論文 の位置づ け もまたその範 ち ゅうに入 る ものであ って, ここでその内容 の概要 を述 べてお く. 最初 に解析 の基本 となる土 の弾 ・粘塑性 モデルを紹介す るが, これ は粘土 にみ られ る弾塑性 的な性質 とクリープな どの時 間 依存性 を同時 に説 明 し得 る ものである(2). ついで, こ のモデルで構成 された地盤上 に, 盛土荷重 を載荷 した と きの非排水 な らびに排水条件下 での変形挙動 を, 有 限要 素法 に よって解析 する(3.). この ような盛 土基礎地盤 の 挙動解析 の結果 か ら, い くつかの知見が得 られ るが, こ こではまず前述 した破壊 の兆候(ii)~(V)が, 有 用な予 測 因子 とな り得 るか否かの検討 を行 う(4.). 次に側方変 形係数 と名づけたパ ラメー ターに着 目した新 しい破 壊予 測法 を提案 し, その方法 を実際に適 用 した例 について述 べ る(5・)さ らに地盤の極限支 持力に及ぼす載荷速 度の

Abstract: A limit-analysis procedure for a reinforced lateral earth support system is described. The system is composed of a wire-mesh-reinforced shotcrete panel facing, an array of reinforced anchors grouted into the soil mass, and rows of reinforcing bars that form horizontal wales at each anchor level. Excavation starts from the ground level and, after each layer, reinforcement is applied immediately on the exposed surface and into the native soil. This system thus forms a temporary earth support that has the advantages of requiring no pile driving, not loosening or sloughing the soil, and providing an obstruction-free site for foundation work. It has been successfully used for large areas of excavation to depths of up to 18 m in various ground conditions. However, in the past, no rational and proven analytical design procedure was available, a problem that resulted in coonsiderable reservation toward the use of the system among engineers and contractors. The two-dimensional plane-strain limit- analysis formulation includes consideration of design parameters such as soils type, depth of excavation, length of the reinforcing members, inclination, and spacing. The analysis procedure can be used to evaluate the overall stability of the system and to determine the proper size, spacings, and length of the reinforcement for a given site condition. (Author)

Abstract: Solution existence, uniqueness and regularity are analyzed for the elastic plate on unilateral elastic foundation problem. Some results are also given for the one-sided rigid foundation case.

Abstract: Procedure and arrangement for laying the foundation of prefabricated plants (7) comprising such types as processing plants, industrial buildings, hospitals, hotels, etc., and for their removal, assembly and foundation building at the place of destination (10) ashore. Foundations (4) are made ashore or in a dry dock or on a barge, after which the processing plant is assembled. If the foundation is manufactured outside the barge (1), the plant (7) and/or foundation (4) can be moved to transport barges (1). Transport to the place of destination is carried out by means of sea-going transport barges (1). At the place of destination (9) the transport barges (1) are lowered onto an erection bed (2), and the plant (7) is launched over prefabricated sliding supports (5) from transport barge to the definitive erection site (10), which can advantageously be situated above the water level in the vicinity of the beach (9) or ashore.

Abstract: •I n many structures it is economically advantageous to use lightweight concrete in place of normal weight concrete. This economy is generally reflected in the foundation design due to a 20 to 30 percent lighter dead load in the superstructure. The degree of savings varies greatly depending on: (a) Site conditions which dictate the type of superstructure design. (b) Availability and cost of lightweight aggregates. (c) Cost of high tensile steel (if the concrete is prestressed) which may be required to counteract the relatively large prestress losses in the lightweight concrete induced by creep and shrinkage. It should be noted that the properties of lightweight concrete vary significantly from place to place depending on the source and manufacture of the aggregate. However, once the design engineer is aware and familiar with the particular product, he can predict fairly accurately the creep and shrinkage characteristics of the lightweight concrete in the design of his structure. With this recognition, the design should be no more difficult than that for normal weight concrete. Therefore, it is good practice to investigate the use of lightweight concrete in the preliminary design stages of any structure. Two recent notable examples showing economy in cast-in-place structures built with lightweight concrete in America are the Napa River Bridge and the Parrotts Ferry Bridge, in California. The latter bridge has a center span of 640 11 (195 m). While lightweight concrete is often found economical in cast-in-place structures, it is found that structures employing precast elements are usually economical in lightweight concrete but for different reasons. Precast concrete structures may also