《建筑結構(第2版)》-第六章受拉構件承載力計算

第六章受拉構件承載カ計算【學習重點】軸心受拉構件承載カ計算:偏心受拉構件承載カ計算。【學習目標】了解受拉構件的種類:熟悉軸心受拉構件計算的適用范圍:掌握受拉構件承載カ的計算方法;熟悉偏心受壓構件的構造要求及計算適用范圍；掌握偏心受拉構件承載カ的計算方法。鋼筋混凝土受拉構件按縱向拉力作用位置的不同分為軸心受拉和偏心受拉兩種類型。當縱向拉力くmathdisplayゴblock')<semantics>mi>N</mi><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGobaaaa@3FF0@</annotation></semantics></math>作用在截面形心時,稱為軸心受拉構件,如鋼筋混凝土屋架下弦桿、高壓圓形水管及圓形水池等。當縱向拉カくmathdisplay='block'><semantics>mi>N</mi>encoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGobaaaa@3FF0@</annotation></semantics></math>作用在偏離截面形心時,或截面上既作用有縱向拉力くmathdisplay='block'><semantics>mi>N</mi><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGobaaaa@3FF0@</annotation></semantics></math>,又作用有彎矩くmathdisplay='block')<semantics>mi>M</mi><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGnbaaaa@3FEF@</annotation></semantics></math>的構件,稱為偏心受拉構件,如鋼筋混凝土矩形水池、工業(yè)廠房中雙肢柱的肢桿等。第一節(jié)軸心受拉構件承載カ計算ー、軸心受拉構件的受力特點承受節(jié)點荷載的桁架或屋架的受拉弦桿和腹桿、剛架和拱的拉桿、受內壓力作用的圓形儲液池的環(huán)向池壁、承受內壓力作用的環(huán)形截面管道的管壁等通常按軸心受拉構件計算。鋼筋混凝土軸心受拉構件,開裂以前混凝土與鋼筋共同負擔拉カ;開裂以后，開裂截面混凝土退出工作，全部拉力由鋼筋承受。當鋼筋應カ達到其抗拉強度，截面到達受拉承載カ極限狀態(tài)。二、軸心受拉構件承載カ計算根據(jù)承載力極限狀態(tài)設計法的基本原則及力的平衡條件,軸心受拉構件正截面承載カ計算公式為:<mathdisplay='block')<semantics><mi>N</mi><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGobaaaa@3FF0@</annotation></semantics></math>wくmathdisplay='block'><semantics><mrow><msub><mi>N</mi><mi>u</mi></msub><mo>=</mo><msub><mi>f</mi><mi>y</mi></msub><msub><mi>A</mi><mi>s</mi></msub><mo>+</mo><msub><mi>f</mi><mrow><mi>p</miXmi>y</mi></mrow></msub><msub><mi>A</mi><mi>p</mi></msub></mrow><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGobWaaSbaaSqaaiaadwhaaeqaaOGaeyypaOJaamOzamaaBaaaIeaacaWG5baabeaakiaadgeadaWgaaWcbaGaam4CaaqabaGccqGHRaWkcaWGMbWaaSbaaSqaaiaadchacaWG5baabeaakiaadgeadaWgaaWcbaGaamiCaaqabaaaaa@4C16@</annotation></semantics></math>(6-1)式中くmathdisplay='block'><semantics><mi>N</mi><annotationencoding=,MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHbI7mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGobaaaa@3FF0@</annotation></semantics></math>—軸向拉カ設計值;<mathdisplay='block')<semantics><mrow><msub><mi>N</mi><mi>u</mi></msub></mrow><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHbI7mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGobWaaSbaaSqaaiaadwhaaeqaaaaa@4116@</annotation></semantics></math>——軸心受拉構件正截面承載カ設計值;<mathdisplay二'block')<semantics><mrow><msub>mi>f</mi>mi>y</mi></msub></mrow><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHbI7mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGMbWaaSbaaSqaaiaadMhaaeqaaaaa@4132@</annotation></semantics>——鋼筋抗拉強度設計值,くmathdisplay='block')<semantics><mrow><msub>mi>f</mi><mi>y</mi></msub></mrow><annotationencoding="MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHbI7mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGMbWaaSbaaSqaaiaadMhaaeqaaaaa@4132@</annotation></semantics></math>大于300N/mm2時,按300N/mn/取值:<mathdispIay='bIock'><mrow><msub><mi>f</mi><mrow>mi>p</miXmi>y</mi></mrow></msub></mrow><annotationencoding=,MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGMbWaaSbaaSqaaiaadchacaWG5baabeaaaaa@4227@</annotation></semantics></math>——預應カ鋼筋的抗拉強度設計值;<mathdispIay='bIock1><semantics><mrow><msub><mi>A</mi><mi>s</mi></msub></mrow><annotationencoding=,MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGbbWaaSbaaSqaaiaadohaaeqaaaaa@4107@</annotation></semantics></math>——截面上全部縱向受拉鋼筋的截面面積;<mathdisplay='block'><semantics><mrow><msub><mi>A</mi><mi>p</mi></msub></mrow><annotationencoding=,MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGbbWaaSbaaSqaaiaadchaaeqaaaaa@4104@</annotation></semantics></math>——截面上預應カ鋼筋的全部截面面積。由式（6T）可知,軸心受拉構件正截面承載カ只與縱向受拉鋼筋有關,與構件的截面尺寸及混凝土的強度等級無關。三、軸心受拉構件構造要求（-）縱向受力鋼筋⑴軸心受拉構件的受カ鋼筋不得采用綁扎搭接;搭接而不加焊的受拉鋼筋接頭僅僅允許在圓形池壁或管中,其接頭位置應錯開，搭接長度應滿足規(guī)范要求。⑵為避免配筋過少引起的脆性破壞,按構件截面面積計算的全部受力鋼筋的直徑不宜小于12mm,構件ー側受拉鋼筋的最小配筋百分率不應小于0.2%和（45くmathdisplay='bIock'><semantics><mrow><msub><mi>f</mi><mi>t</mi></msub></mrow><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHbI7mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGMbWaaSbaaSqaaiaadshaaeqaaaaa@412D@</annotation></semantics></math>Xmathdisplay='bIock'><semantics><mrow><msub><mi>f</mi><mi>y</mi></msub></mrow><annotationencoding=,MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGMbWaaSbaaSqaaiaadMhaaeqaaaaa@4132@</annotation></semantics></math>）%的較大值,也不宜大于5%。⑶受カ鋼筋沿截面周邊均勻對稱布置,凈間距不應小于50mll1,且不宜大于300mm。（二）箍筋在軸心受拉構件中,與縱向鋼筋垂直放置的箍筋主要是與縱向鋼筋形成骨架,固定縱向鋼筋在截面中的位置，從受カ角度而言并無要求。箍筋直徑不應小于縱筋直徑的1/4,且不應小于6mm,間距一般不應大于400mm及構件截面短邊尺寸?！纠?-1］已知某鋼筋混凝土屋架下弦，截面尺寸くmathdispIay='bIock'><mi>b</mi><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGIbaaaa@4004@</annotation></semantics></math>x<mathdisplay='block'><semantics><mi>h</mi><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHbI7mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWG0baaaa@400A@</annotation></semantics></math>=200mmX150mm,其所受的軸向拉カ設計值為300kN,鋼筋為HRB335級,混凝土強度等級為C30,求縱向受拉鋼筋截面面積くmathdisplay='block'><semantics><mrow><msub><mi>A</mi><mi>s</mi></msub></mrow><annotationencoding=,MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHbI7mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGbbWaaSbaaSqaaiaadohaaeqaaaaa@4107@</annotation></semantics></math>并選配鋼筋?！窘狻坑深}意知此屋架下弦為軸心受拉構件,鋼筋HRB335,<mathdisplay='block'><semantics><mrow><msub>mi>f</mi>mi>y</mi></msub></mrow><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHbI7mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGMbWaaSbaaSqaaiaadMhaaeqaaaaa@4132@</annotation></semantics></math>=3oon/mm2,C30混凝土,くmathdIspIay='bIock'><semantics><mrow><msub>mi>f</mi><mi>t</mi></msub></mrow><annotationencoding=,MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHbI7mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGMbWaaSbaaSqaaiaadshaaeqaaaaa@412D@</annotation></semantics>=i.43N/mm2,令くmathdispIay="bIock'><semantics><mi>N</mi><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGobaaaa@3FF0@</annotation></semantics></math>=<mathdisplay='block'><semantics><mrow><msub><mi>N</mi><mi>u</mi></msub></mrow><annotationencoding=,MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHbI7mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGobWaaSbaaSqaaiaadwhaaeqaaaaa@4116@</annotation></semantics></math>,代入式（6T）,得<mathdisplay='block'><semantics><mrow><msub><mi>A</mi><mi>s</mi></msub><mo>=</mo><mfrac><mi>N</mi><mrow><msub><mi>f</mi><mi>y</mi></msub></mrow></mfrac><mo>=</mo><mfrac><mrow><mn>300000</mn></mrow><mrow><mn>300</mn></mrow></mfrac><mo>=</mo><mn>1000</mnXmi>m</miXmsup><mi>m</mi><mn>2</mn></msup></mrow><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGbbWaaSbaaSqaaiaadohaaeqaaOGaeyypaOZaaSaaaeaacaWGobaabaGaamOzamaaBaaaIeaacaWG5baabeaaaaGccqGH9aqpdaWcaaqaaiaaiodacaaIWaGaaGimaiaaicdacaaIWaGaaGimaaqaaiaaiodacaaIWaGaaGimaaaacqGH9aqpcaaIXaGaaGimaiaaicdacaaIWaGaamyBaiaad2gadaahaaWcbeqaaiaaikdaaaaaaa@537B@</annotation></semantics></math>縱向受拉鋼筋的配筋率為:<mathdisplay='block'><semantics><mrow><mi>&#xO3C1;</mi><mo>=</mo><mfrac><mrow><msub><mi>s</mi></msub></mrow><mi>A</mi></mfrac><mo>=</mo><mfrac><mrow><mn>1000</mn></mrow><mrow><mn>200</mn><mo>×</moXmn>150</mn></mrow></mfrac><mo>=</moXmn>3.3</mnXmi>%</mi></mrow><annotationencoding=,MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHbI7mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacqaHbpGCcqGH9aqpdaWcaaqaaiaadgeadaWgaaWcbaGaam4CaaqabaaakeaacaWGbbaaaiabg2da9maaIaaabaGaaGymaiaaicdacaaIWaGaaGimaaqaaiaaikdacaaIWaGaaGimaiabgEnaOkaaigdacaa11aGaaGimaaaacqGH9aqpcaaIZaGaaiOIaiaaiodacaGGLaaaaa@5302@</annotation></semantics></math>><mathdisplay='block'><semantics><mrow><msub><mi>&#xO3C1;</mi><mrow><mi>min</mi></mrow></msub><mo>=</mo><mn>0.9</mnXmo>×</moXmfrac><mrow>mi>f</mi>mi>t</mi></msub></mrow><mrow><msub>mi>f</mi>mi>y</mi></msub></mrow></mfrac><mo>=</mo><mn>0.9</mnXmo>×</moXmfrac><mrow><mn>1.43</mn></mrow><mrow><mn>300</mn></mrow></mfrac><mo>=</mo><mn>0.429</mnXmi>%</mi></mrow><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacqaHbpGCdaWgaaWcbaGaciyBaiaacMgacaGGUbaabeaakiabg2da9iaaicdacaGGUaGaaGyoaiabgEnaOoaaIaaabaGaamOzamaaBaaaIeaacaWGObaabeaaaOqaaiaadAgadaWgaaWcbaGaamyEaaqabaaaaOGaeyypaOJaaGimaiaac6cacaa15aGaey41aq7aaSaaaeaacaaIXaGaai01aiaaisdacaaIZaaabaGaaG4maiaaicdacaaIWaaaaiabg2da9iaaicdacaGGUaGaaGinaiaaikdacaa15aGaaiyjaaaa@5D47@</annotation></semantics></math>因為くmathdisplay='block'><msub><mi>&#xO3C1;</mi><mrow><mi>min</mi></mrow></msub></mrow><annotationencoding=,MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacqaHbpGCdaWgaaWcbaGaciyBaiaacMgacaGGUbaabeaaaaa@43DB@</annotation></semantics></math>=0.429%>0.4%,所以上式中最小配筋率取〇.429%。所以配筋率滿足要求,縱向受拉鋼筋選用4418鋼筋,くmathdisplay='block'><mrow><msub><mi>A</mi><mi>s</mi></msub></mrow><annotationencoding=,MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGbbWaaSbaaSqaaiaadohaaeqaaaaa@4107@</annotation></semantics></math>=1017mm)第二節(jié)偏心受拉構件承載カ計算矩形水池的池壁、エ業(yè)廠房雙肢柱的受拉肢桿、矩形剖面料倉的倉壁或煤斗的壁板、受地震作用的框架邊柱、承受節(jié)間豎向荷載的懸臂式桁架拉桿及一般屋架承擔節(jié)間荷載的下弦拉桿等均可按偏心受拉計算。一、偏心受拉構件構造要求⑴偏心受拉構件常用矩形截面形式,且矩形截面的長邊宜和彎矩作用平面平行,也可采用T形或工字形截面。小偏心受拉構件破壞時拉カ全部由鋼筋承受,在滿足構造要求的前提下,以采用較小的截面尺寸為宜,大偏心受拉構件的受力特點類似于受彎構件,宜采用較大的截面尺寸,有利于抗彎和抗剪。⑵矩形截面偏心受拉構件的縱向鋼筋應沿短邊布置。⑶小偏心受拉構件的受カ鋼筋不得采用綁扎搭接接頭。⑷矩形截面偏心受拉構件縱向鋼筋配筋率應滿足其最小配筋率的要求:受拉ー側縱向鋼筋的配筋率應滿足くmathdisplay=,bIock'><semantics><mi>&#xO3C1;</mi><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacqaHbpGCaaa@40DD@</annotation></semantics></math>=くmathdisplay='block'><semantics><mrow><mfrac><msub><mi>A</mi><mi>s</mi></msub></mrow><mrow>mi>b</miXmi>h</mi></mrow></mfrac></mrow><annotationencoding=,MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaadaWcaaqaaiaadgeadaWgaaWcbaGaam4CaaqabaaakeaacaWGIbGaamiAaaaaaaa@42F5@</annotation></semantics></math>2くmathdisplay='block'><semantics><mrow><msub><mi>&#xO3C1;</mi><mrow>mi>min</mi></mrow></msub><mo>=</mo><mi>max</mi><mrow><mo>?/mo><mrow>mn>0.45</mnXmfrac><mrow><msub>mi>f</mi>mi>t</mi></msub></mrow><msub>mi>f</mi><mi>y</mi></msub></mrow></mfrac><mi>�</mi><mn>0.2</mnXmi>%</mi></mrow><mo?</moX/mrow></mrow><annotationencoding=,MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacqaHbpGCdaWgaaWcbaGaciyBaiaacMgacaGGUbaabeaakiabg2da9iGac2gacaGGHbGaaiiEamaabmaabaGaaGimaiaac6cacaaIOaGaaGynamaaIaaabaGaamOzamaaBaaaIeaacaWGObaabeaaaOqaaiaadAgadaWgaaWcbaGaamyEaaqabaaaaOGaeSy==7MaaGimaiaac6cacaaIYaGaaiyjaaGaayjkaiaawMcaaaaa@5646@</annotation></semantics></math>受壓ー側縱向鋼筋的配筋率應滿足くmathdisplay='bIock'><semantics><mrow><msup><mi>&#xO3C1;</mi><mo>‘</mo></msup></mrow><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacqaHbpGCdaahaaWcbeqaaiaacIbiaaaaaa@41C6@</annotation></math>=<mathdisplay='block')<semantics><mrow><mfrac><mrow><msubsup><mi>A</mi><mi>s</mi><mo>'</mo></msubsup></mrow><mrow><mi>b</miXmi>h</mi></mrow></mfrac></mrow><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHbI7mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaadaWcaaqaaiaadgeadaqhaaWcbaGaam4CaaqaaiaacEcaaaaakeaacaWGIbGaamiAaaaaaaa@43A1@</annotation></semantics></math>ュくmathdisplay='block'><semantics><mrow><msubsup><mi>&#xO3C1;</mi><mrow><mi>min</mi></mrow><mo>'</mo></msubsup><mo>=</mo><mn>0.2</mnXmi>%</mi></mrow>encoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacqaHbpGCdaqhaaWcbaGaciyBaiaacMgacaGGUbaabaGaai4jaaaakiabg2da9iaaicdacaGGUaGaaGOmaiaacwcaaaa@4868@</annotation></semantics></math>受拉構件的受カ鋼筋接頭必須采用焊接,在構件端部,受カ鋼筋必須有可靠的錨固。⑸偏心受拉構件要進行抗剪承載カ計算,根據(jù)抗剪承載カ計算確定配置的箍筋,箍筋ー般宜滿足有關受彎構件箍筋的各項構造要求。二、偏心受拉構件的分類當構件在拉カ和彎矩的共同作用下,則可以用偏心距くmathdisplay='block'><semantics><mrow><msub><mi>e</mi><mn>0</mn></mrow><annotationencoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGLbWaaSbaaSqaaiaaicdaaeqaaaaa@40ED@</annotation></semantics></math>=<mathdisplay='block'><semantics><mrow><mi>M</mi><mo>/</mo><mi>N</mi></mrow><annotationencoding=,MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGnbGaai4laiaad6eaaaa@4175@</annotation></semantics></math>和軸向拉カくmathdisplay='block'><semantics><mi>N</mi><annotationencoding=,MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGobaaaa@3FF0@</annotation></semantics></math>來表示其受力狀態(tài)。受拉構件根據(jù)其偏心距くmathdisplay='block')<mrow><msub><mi>e</mi><mn>O</mn></msub></mrow><annotationencoding=,MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=xfr=xb9adbaqaaeGaciGaaiaabeqaamaabaabauaakeaacaWGLbWaaSbaaSqaaiaaicdaaeqaaaaa@40ED@</annotation></semantics></math>的大小,并以軸向拉力くmathdisplay=,block'><semantics><mi>N</mi>encoding='MathType-MTEF'>MathType@MTEF@5@5@+=feaaguart1ev2aaatCvAUfeBSjuyZL2yd9gzLbvyNv2CaerbuLwBLnhiov2DGi1BTfMBaeXatLxBI9gBaerbd9wDYLwzYbItLDharqqtubsr4rNCHbWexLMBbXgBd9gzLbvyNv2CaeHb17mZLdGeaGqiVuOJe9sqqrpepC0xbbL8F4rqqrFfpeea0xe9Lq=Jc9vqaqpepm0xbba9pwe9Q8fsO=yqaqpepae9pgOFirpepeKkFrOxfr=