【摘要】：樁伴侶是中國(guó)發(fā)明專利樁頭的箍與帶箍的樁(200710160966.1)的俗稱：樁頭側(cè)而上下一設(shè)定高度范圍設(shè)置一閉合環(huán)形箍,箍的內(nèi)徑大于樁頭的外徑,箍與樁是分開(kāi)的,樁與樁頭的箍通過(guò)樁間土和墊層的傳力來(lái)協(xié)同工作,組合成帶箍的樁。：因其具有對(duì)樁豎向支承剛度簡(jiǎn)單靈活調(diào)整的屬性,其專業(yè)學(xué)術(shù)名稱為“變剛度樁”。為了深入了解樁伴侶的作用機(jī)理和承載性狀,本文對(duì)該技術(shù)進(jìn)行了初步研究。主要的研究成果、創(chuàng)新和結(jié)論包括： (1)人為地將樁土共同受力體的某些環(huán)節(jié)削弱或增強(qiáng),可改變共同工作的方式,使承載和沉降性狀向預(yù)定的方向發(fā)展,實(shí)現(xiàn)工程上可以接受的較大總體沉降與較小差異沉降和較小工后沉降,從而極大地促進(jìn)巖土工程的技術(shù)進(jìn)步和經(jīng)濟(jì)上的巨大節(jié)約。 (2)以相對(duì)的深和淺來(lái)劃分基礎(chǔ)類型不盡合理,而用“直接基礎(chǔ)”和“間接基礎(chǔ)”的表述來(lái)劃分基礎(chǔ)類型更加合理,傳統(tǒng)上“深基礎(chǔ)”與“淺基礎(chǔ)”的表述可以特指基礎(chǔ)的埋深或相對(duì)埋深；直接基礎(chǔ)可簡(jiǎn)單定義為能夠直接將荷載傳遞到上層天然地基的基礎(chǔ)；間接基礎(chǔ)也可定義為穿過(guò)上部持力層將荷載傳遞到下部持力層并間接影響上層天然地基的基礎(chǔ)。顯然,這樣一種分類方法同時(shí)包含了地基與地基兩方面的因素,更客觀地反映地基與基礎(chǔ)之間之間相互依存、相互影響、相互作用的關(guān)系。 (3)“用沉降量換承載力”的等價(jià)說(shuō)法或具體解釋是地基承載的良性循環(huán),即“上部荷載增大→壓實(shí)地基土→地基土性質(zhì)改善→可以承擔(dān)更大的荷載→進(jìn)一步壓實(shí)地基→地基土性質(zhì)更加改善→……”，現(xiàn)有研究沒(méi)有或沒(méi)有充分考慮作用于滑移線上的附加應(yīng)力對(duì)抵抗剪切滑動(dòng)的貢獻(xiàn)；樁伴侶可減小直接基礎(chǔ)發(fā)生整體剪切破壞的風(fēng)險(xiǎn)。 (4)選擇適宜的滑移線可以將地基承載力問(wèn)題轉(zhuǎn)化為傾覆問(wèn)題來(lái)研究；有樁伴侶的地基基礎(chǔ)非常符合較小剛體位移的“圓弧滑動(dòng)和向下沖剪”假設(shè),滑移線是以基礎(chǔ)底板寬度為直徑的一個(gè)半圓，圓心位于基礎(chǔ)底板的中心,基于莫爾庫(kù)倫強(qiáng)度理論,以符拉蒙的附加應(yīng)力解答推導(dǎo)出考慮附加應(yīng)力和土自重的滑移線上土剪力對(duì)基底中心抵抗力矩的解析解，將所有的傾覆力矩歸結(jié)為等效偏心,得到了評(píng)價(jià)地基承載力的等效偏心法,與通常的地基承載力的計(jì)算方法不同,等效偏心法不僅考慮上體性質(zhì)、基礎(chǔ)寬度、埋深等因素,同時(shí)考慮了上部結(jié)構(gòu)的等效偏心來(lái)綜合計(jì)價(jià)地基承載力,不同的等效偏心對(duì)應(yīng)不同的地基承載力值,等效偏心越小則承載力越人,經(jīng)初步對(duì)比,不考慮地震等水平荷載形成的等效偏心因素,在靜力荷載下太沙基公式的極限承載力所對(duì)應(yīng)的相對(duì)等效偏心ΔF/B在0.154左右,而承載力標(biāo)準(zhǔn)值所對(duì)應(yīng)的相對(duì)等效偏心ΔF/B在0.188左左右：以等效偏心法分析了樁伴侶“止沉”與“止轉(zhuǎn)”的計(jì)算思路,中樁對(duì)于“止轉(zhuǎn)”力矩的貢獻(xiàn)很小,基樁設(shè)置應(yīng)當(dāng)重點(diǎn)加強(qiáng)邊樁、角樁。 (5)論述了間接基礎(chǔ)的缺點(diǎn)；進(jìn)行了復(fù)合樁基優(yōu)化設(shè)計(jì)對(duì)間接基礎(chǔ)改進(jìn)的局限分析；提出個(gè)別安全系數(shù)的概念解釋和質(zhì)疑常規(guī)變剛度調(diào)平“內(nèi)強(qiáng)外弱”的結(jié)果,指出當(dāng)只有基礎(chǔ)底板沉降均勻這唯一的一個(gè)控制參數(shù)時(shí),間接基礎(chǔ)調(diào)平只能調(diào)整樁下部支承剛度的單一手段是產(chǎn)生變剛度調(diào)平優(yōu)化設(shè)計(jì)調(diào)平的結(jié)果不符合常理的重要原因,是用降低個(gè)別安個(gè)系數(shù)為代價(jià)換取了基礎(chǔ)底板沉降均勻；樁伴侶具有調(diào)整樁上部支承剛度的能力,可均勻布樁、甚至局部加強(qiáng)邊樁、角樁,增大抵抗整體傾覆的能力,適當(dāng)調(diào)整樁頂與基礎(chǔ)底板的距離,即邊樁、角樁預(yù)留沉降大一些，中樁預(yù)留沉降小些就可以實(shí)現(xiàn)變剛度調(diào)平。 (6)比較分析了樁伴侶的類似技術(shù),樁伴侶具有類似技術(shù)的優(yōu)點(diǎn)，且減震隔震,同時(shí)起到向土傳遞水平力、對(duì)樁阻隔水平力的雙重作用,并且增大了基礎(chǔ)底板的剛度；應(yīng)用剛性樁復(fù)合地基時(shí),應(yīng)當(dāng)注意地下室井坑破壞隔震、褥墊層模量影響隔震對(duì)其抗彎、抗剪能力較低的樁的水平承載產(chǎn)：生的不利因素,此外,常規(guī)采用褥墊層的剛性樁復(fù)合地基還存在反力“被平均”、基礎(chǔ)既不經(jīng)濟(jì)又不安全、“流動(dòng)補(bǔ)償”導(dǎo)致墊層流失等缺點(diǎn) (7)按照有限元收斂準(zhǔn)則判斷樁伴侶的極限承載力有不同程度的提高,但有限元模擬和現(xiàn)場(chǎng)實(shí)測(cè)證明伴侶對(duì)于按照傳統(tǒng)方法判定承載力的無(wú)顯著影響,樁伴侶承載力的提高依賴于沉降量的增大和土塑性的充分發(fā)揮,需要打破土原有的本構(gòu)關(guān)系并建立新的體系,有限無(wú)軟件本質(zhì)上難以模擬出現(xiàn)“拐點(diǎn)”的“止沉”曲線,最好的方法還是試驗(yàn)；研究了剛?cè)針稄?fù)合地基靜載荷試驗(yàn)時(shí)設(shè)置伴侶對(duì)樁土應(yīng)力比的影響,設(shè)置伴侶后樁頂應(yīng)力大幅度減小,伴侶附近樁間上的應(yīng)力大幅度提高,證實(shí)伴侶較好地起到了替樁頭分擔(dān)荷載作用,伴侶的作用可解釋為由于樁頂向上刺入墊層發(fā)生剪脹增大了墊層的內(nèi)摩擦角,也可以理解為由于伴侶的約束作用增大了樁頂上方墊層上柱受到的被動(dòng)土壓力。 (8)提出了整合復(fù)合地基和復(fù)合樁基的承載力計(jì)算公式并以位移調(diào)節(jié)裝置試驗(yàn)的數(shù)據(jù)進(jìn)行了驗(yàn)證,建議復(fù)合地基技術(shù)規(guī)范(征求意見(jiàn)稿)修改為：“僅采用褥墊層技術(shù)的剛性樁復(fù)合地基中的混凝土樁應(yīng)采用摩擦型樁,如果有可靠措施能夠保證樁上相繼同時(shí)共同工作時(shí),樁頂與基礎(chǔ)底板之間的上或墊層不會(huì)發(fā)生整體剪切破壞或其他滑移型的破壞,則剛性樁復(fù)合地基中的混凝土樁應(yīng)采用端承效果好的樁型,樁端盡量落在好土層上”；推導(dǎo)了樁伴侶的整體承載力安全系數(shù),只要下部持力層穩(wěn)定安全系數(shù)總能保證大于等于2,表明樁伴侶的安全度在合理的范圍內(nèi)；建議對(duì)于不同的抗震設(shè)防等級(jí)的建筑,采用不同的安全系數(shù)：建議用適度的不均勻沉降作為檢驗(yàn)建筑工程實(shí)體質(zhì)量的外部荷載,以“抵抗不均勻沉降指數(shù)”來(lái)衡量建筑工程的施工和設(shè)計(jì)質(zhì)量水平；提出“最小配樁率”概念；樁伴侶具有“止沉”的沉降特性,沉降主要由上部地基上的壓縮引起,影響深度小的直接原位壓板試驗(yàn)得到的極限沉降量與最終沉降量可能會(huì)比較接近,可直接作為沉降量預(yù)測(cè)的依據(jù),提出“整體傾斜”極限狀態(tài)的概念做為變剛調(diào)平“概念設(shè)計(jì)”的實(shí)用方法；應(yīng)用樁伴侶對(duì)某處理基樁缺陷事故案例合理方案進(jìn)行優(yōu)化,減薄承臺(tái),取消片石找平層,提出一項(xiàng)“樁姐妹”的方案,使作為直接基礎(chǔ)的樁能夠承受上拔拉力,提出了現(xiàn)澆伴侶的施工方法。 (9)建議將承臺(tái)與土之間的摩擦力小或地基土約束力差的低承臺(tái)樁基稱為“非典型高承臺(tái)樁基”,將其從“典型的低承臺(tái)樁基”中細(xì)分出來(lái)；當(dāng)不改變直接基礎(chǔ)的屬性,有限元數(shù)值模擬樁伴侶的改進(jìn)證實(shí)：伴侶是承臺(tái)向地基土傳遞水平荷載的可靠媒介,即使承臺(tái)與土之間摩擦力小,也可大幅度減小基樁的應(yīng)力和位移，對(duì)于樁身范圍地基土模量低的“非典型高承臺(tái)樁基”的水平承載性狀也有一定的改善；低承臺(tái)樁基的水平承載性狀本質(zhì)上取決于樁間上抵抗水平荷載的能力；使用樁伴侶，樁頂與基礎(chǔ)底板預(yù)留沉降空間就可以將傳統(tǒng)的樁基礎(chǔ)由間接基礎(chǔ)改造為直接基礎(chǔ),有限元數(shù)值模擬表明：水平荷載作用下樁身應(yīng)力大幅度降低；設(shè)置伴侶后可取消褥墊層；樁與承臺(tái)脫離開(kāi),更加促進(jìn)了伴侶作用的發(fā)揮：伴侶自身受到的內(nèi)力較大,且較為復(fù)雜；罕遇地震時(shí)伴侶可作為耗能構(gòu)件(?)先犧伴侶
[Abstract]:The pile partner is commonly known as the hoop and stirrup pile (200710160966.1) of China's patent pile head (200710160966.1), which sets up a closed ring hoop in the upper and lower height range of the pile head, and the inner diameter of the hoop is larger than the outer diameter of the pile head. The hoop and the pile are separated from the pile, and the pile and the hoop of the pile head are worked together through the force of the soil and the cushion layer. Because of its simple and flexible adjustment of the vertical bearing stiffness of the pile, the professional academic name is "variable stiffness pile". In order to understand the mechanism of the pile partner and the bearing character, this paper has carried out a preliminary study on this technology. The main research results, innovation and conclusion include:
(1) artificially reducing or strengthening some parts of the pile and soil joint force, can change the way of common work, make the bearing and settlement characters develop to the predetermined direction, realize the larger overall settlement and smaller differential settlement and lower settlement in the engineering, and greatly promote the technological progress and economy of the geotechnical engineering. Great savings.
(2) it is not reasonable to divide the basic type with relative depth and shallow, and the basic type is more reasonable with the expression of "direct base" and "indirect foundation". The traditional expression of "deep foundation" and "shallow foundation" can specifically refer to the buried depth or relative buried depth of the foundation. The direct connection foundation can be simply defined as the ability to transfer the load directly. To the foundation of the upper natural foundation, the indirect foundation can also be defined as the basis of passing the load through the upper force layer to the lower bearing layer and indirectly affecting the upper natural foundation. Obviously, such a classification method includes two aspects of the foundation and the foundation, and more objectively reflect the interdependence between the foundation and the foundation. Mutual influence, interaction.
(3) the equivalent theory of "replacing the bearing capacity with the settlement" or the concrete explanation is the benign cycle of the foundation bearing, that is, "the increase of the upper load, the compaction of the foundation soil, the improvement of the soil properties of the foundation, the greater load, the further compaction of the foundation, and the further improvement of the soil properties of the foundation", the existing research has not or did not fully consider the effect of the existing research. Additional stress on the slip line contributes to the resistance to shear sliding, and pile companions reduce the risk of shear failure of direct foundations.
(4) the choice of the suitable slip line can transform the foundation bearing capacity into the overturning problem. The foundation of a pile partner is very consistent with the "circular slip and down shear" hypothesis of the smaller rigid position movement. The slip line is a semicircle with the width of the base plate as the width, the center of the center and the base of the base plate. The analytic solution of the resistance moment of soil shear force on the base of slip line, which considers the additional stress and soil self weight, is derived by Ramon's additional stress solution. All the overturning moments are attributed to the equivalent eccentricity, and the equivalent eccentricity method for evaluating the bearing capacity of the foundation is obtained, which is different from the usual calculation method of the bearing capacity of the foundation. The effect eccentricity method not only considers the properties of the upper body, the width of the foundation and the depth of the buried depth, but also takes into account the equivalent eccentricity of the superstructure to comprehensively calculate the bearing capacity of the foundation. The different equivalent eccentricity corresponds to the different bearing capacity of the foundation. The smaller the equivalent eccentricity is, the more the bearing capacity is, the more the equivalent eccentricity, the equivalent eccentricity formed by the horizontal load, such as the earthquake, is not considered. The relative equivalent eccentricity Delta F/B corresponding to the ultimate bearing capacity of the Tai Sha based formula under static load is about 0.154, while the relative eccentricity of the standard value of the bearing capacity is about 0.188 left: the equivalent eccentricity method is used to analyze the calculation ideas of the pile companion "stop sinking" and "stop", and the tribute of the pile to the "stop" moment. The foundation pile should be strengthened with side piles and corner piles.
(5) the shortcomings of the indirect foundation are discussed, and the limitation analysis of the optimization design of the composite pile foundation to the improvement of the indirect foundation is carried out. The concept of the individual safety factor is explained and the result of the conventional variable stiffness leveling "internal strong and weak" is questioned. It is pointed out that the indirect foundation leveling is only when the only control parameter of the foundation floor is even settlement is the only control parameter. The single means to adjust the support stiffness at the lower part of the pile is the important reason that the result of the adjustment of the optimization design of the variable stiffness adjustment is not consistent with the normal reason. It is used to reduce the settlement uniformity of the base plate by reducing the coefficient of separate safety. The pile partner has the ability to adjust the supporting rigidity of the upper part of the pile, and can even distribute pile, even local pile pile, angle. Pile, increase the ability to resist the overall overturning, properly adjust the distance between the pile top and the base plate, that is, the side pile, the angular pile is reserved for a large amount of settlement, and the reserved settlement of the middle pile can realize the leveling of the variable stiffness.
(6) the similar technology of pile partner is compared and analyzed. The pile partner has the advantages of similar technology, and the shock absorption and isolation, the double action of the horizontal force to the soil, the double action of the pile blocking the horizontal force, and the stiffness of the base plate; when the rigid pile composite foundation is applied, it should be paid attention to the damage isolation of the basement pit and the influence of the cushion modulus. The horizontal bearing capacity of the piles with low bending and shear resistance is the adverse factors of birth. In addition, the rigid pile composite foundation with the conventional cushion has a "average" reaction, and the foundation is neither economical nor safe, and the "flow compensation" leads to the loss of the cushion.
(7) according to the finite element convergence criterion, the ultimate bearing capacity of the pile partner is improved to a different degree. However, the finite element simulation and the field measurement prove that the partner has no significant influence on the bearing capacity according to the traditional method. The increase of the bearing capacity of the pile partner depends on the increase of the settlement and the full play of the soil plasticity. It is difficult to simulate the "sink" curve of "turning point" in the nature of limited software. The best method or test is the best method. The influence of the companion on the stress ratio of the pile and soil is set up when the static load test of the rigid flexible pile composite foundation is set up. The stress of the pile top is greatly reduced after setting up the companion, and the pile on the pile near the companion should be found. It is proved that the partner is better to share the load for the pile head. The role of the partner can be explained by the expansion of the inner friction angle of the cushion because of the rising of the pile top to the cushion. It can also be understood as the increase of the passive earth pressure on the upper column above the top of the pile top because of the binding effect of the companion.
(8) a formula for calculating the bearing capacity of a composite foundation and a composite pile foundation is proposed and verified by the data of the displacement regulator test. It is suggested that the composite foundation technical specification (solicit draft) be modified as: "a friction pile should be used for a mixed soil pile in a rigid pile composite foundation with the cushion layer technology only, if there is a reliable measure." When the pile is working together at the same time, the upper or cushion between the pile top and the base floor will not have the whole shear failure or other slip type failure, then the concrete pile in the rigid pile composite foundation should adopt the pile with good end bearing effect, the pile end falls on the good soil layer as far as possible, and the overall bearing capacity of the pile partner is deduced. The coefficient, as long as the stability safety factor of the lower bearing layer is guaranteed to be greater than 2, indicates that the safety degree of the pile partner is within a reasonable range; it is suggested that different safety factors be adopted for different seismic fortification levels, which suggest that moderate uneven settlement should be used as the external load to test the solid mass of the construction engineering, to "resist" The uneven settlement index is used to measure the construction and design quality of construction projects, and the concept of "minimum pile ratio" is proposed. The settlement characteristics of the pile partner have "subsidence", and the settlement is mainly caused by the compression on the upper foundation. The limit settlement obtained by the direct in situ pressure plate test with small depth may be compared with the final settlement. As the basis of the settlement prediction, the concept of "overall tilt" limit state is put forward as a practical method of "conceptual design" of variable leveling, and the application of pile partners to optimize a reasonable scheme for a case dealing with pile defects, thinning the bearing platform, canceling the Shi Zhaoping layer and putting forward a "pile sister" scheme, As a direct foundation pile, it can bear uplift force, and puts forward the construction method of cast-in-situ companion.
(9) it is suggested that the low bearing pile foundation, which has small friction force between the soil and the soil, is called "atypical high bearing pile foundation", which is subdivided from "typical low bearing pile foundation". When the property of the direct base is not changed, the improvement of the finite element numerical simulation pile companion confirms that the companion is the carrier to transfer water to the foundation soil. The reliable medium of flat load can greatly reduce the stress and displacement of the pile, even if the friction between the pile cap and the soil is small. It also improves the horizontal bearing capacity of the "atypical high platform pile foundation" with the low soil modulus of the pile body, and the horizontal bearing behavior of the low pile foundation is essentially dependent on the resistance level of the pile. Load capacity, the use of pile partners, pile top and foundation floor reserved settlement space can transform the traditional pile foundation from indirect foundation to direct base. Finite element numerical simulation shows that the stress of pile body is greatly reduced under horizontal load; the cushion layer can be cancelled after setting up partner; pile and pile cap are removed from the pile. The role of couples: partners themselves are subject to greater internal forces, and more complex; in rare earthquakes, couples can be used as energy dissipation components (?) First Spouse
【學(xué)位授予單位】：太原理工大學(xué)
【學(xué)位級(jí)別】：博士
【學(xué)位授予年份】：2013
【分類號(hào)】：TU473.1

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相關(guān)期刊論文 前10條

1 王麗;鄭剛;劉雙菊;;豎向荷載作用下承臺(tái)(基礎(chǔ))—樁不同構(gòu)造形式下的工作性狀分析[J];四川建筑科學(xué)研究;2007年02期

2 周峰;宰金珉;梅國(guó)雄;劉松玉;;天然地基變剛度墊層的概念與方法[J];四川建筑科學(xué)研究;2009年04期

3 喬志煒;宰金珉;黃廣龍;;控制差異沉降的復(fù)合樁基優(yōu)化設(shè)計(jì)方法[J];地下空間與工程學(xué)報(bào);2006年05期

4 鄭冰;鄧安福;曾祥勇;梁莉;;剛?cè)峤M合二元復(fù)合地基布樁對(duì)結(jié)構(gòu)的影響分析[J];地下空間與工程學(xué)報(bào);2010年05期

5 傅文洵,王清友;壓力注漿樁現(xiàn)場(chǎng)荷載試驗(yàn)研究[J];北京水利;1997年03期

6 唐亮;凌賢長(zhǎng);徐鵬舉;王東升;高霞;;承臺(tái)型式對(duì)可液化場(chǎng)地橋梁樁-柱墩地震響應(yīng)影響振動(dòng)臺(tái)試驗(yàn)[J];地震工程與工程振動(dòng);2010年01期

7 丁永君;李進(jìn)軍;李輝;;勁性攪拌樁的發(fā)展現(xiàn)狀[J];低溫建筑技術(shù);2005年06期

8 郭天祥;林樹(shù)枝;;樁頂設(shè)置彈性支座的端承樁復(fù)合樁基的設(shè)計(jì)及應(yīng)用[J];福建建設(shè)科技;2010年01期

9 林樹(shù)枝;裴捷;宰金珉;廖河山;黃明輝;陳強(qiáng)全;;嘉益大廈復(fù)合樁基技術(shù)研究[J];福建建筑;2008年06期

10 林樹(shù)枝;汪亞建;;復(fù)合樁基新技術(shù)在廈門建筑工程中的應(yīng)用研究[J];福建建筑;2010年06期

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