(高清版)DB34T 4664-2024 公路橋梁回轉(zhuǎn)式鋼筋混凝土濕接縫設(shè)計(jì)規(guī)程

34DB34/T4664—2024公路橋梁回轉(zhuǎn)式鋼筋混凝土濕接縫設(shè)計(jì)規(guī)程StandardfordesignofconcretewetjointsofHighwaybridgeswithloopedreinforcement2024-01-11發(fā)布2024-02-11實(shí)施安徽省市場(chǎng)監(jiān)督管理局發(fā)布I 4 8 本文件起草單位：安徽省交通控股集團(tuán)有限公司、同濟(jì)大學(xué)、安徽省華通路橋工程有限責(zé)任公司、安徽路達(dá)公路工程有限責(zé)任公司。1JTG3362公路鋼筋混凝土及預(yù)橫向錨固鋼筋transversereinf23橫向錨固鋼筋連接回轉(zhuǎn)鋼筋接縫混凝土回轉(zhuǎn)鋼筋預(yù)制構(gòu)件46.2.1預(yù)制構(gòu)件的主筋在滿足回轉(zhuǎn)最小半徑要求時(shí)宜采用主筋回轉(zhuǎn)形式，見圖7-a）；在主筋不滿足左側(cè)回轉(zhuǎn)鋼筋s左側(cè)預(yù)制板右側(cè)預(yù)制板s右側(cè)回轉(zhuǎn)鋼筋s右側(cè)預(yù)制板主筋 右側(cè)預(yù)制板左側(cè)回轉(zhuǎn)鋼筋s右側(cè)預(yù)制板主筋 右側(cè)預(yù)制板左側(cè)預(yù)制板主筋左側(cè)預(yù)制板右側(cè)回轉(zhuǎn)鋼筋HHHmin——兩側(cè)回轉(zhuǎn)式鋼筋之間產(chǎn)生相互作用的最小——混凝土錨固破壞錐體的平面擴(kuò)散角，應(yīng)按照試驗(yàn)選取，無試驗(yàn)數(shù)據(jù)時(shí)5圖8最小重合長(zhǎng)度計(jì)算示意圖6.2.3兩側(cè)鋼筋交叉安裝后，對(duì)向相鄰交叉回轉(zhuǎn)式鋼筋中心間距不應(yīng)小于2倍鋼筋直徑，且凈距不應(yīng)6.2.4回轉(zhuǎn)鋼筋的最小彎曲內(nèi)徑除應(yīng)符合本文件表1的規(guī)定外，尚應(yīng)符合其他現(xiàn)行國(guó)家、行業(yè)標(biāo)準(zhǔn)的有關(guān)規(guī)定。表1回轉(zhuǎn)式鋼筋最小彎曲半徑6.2.5回轉(zhuǎn)式鋼筋重合長(zhǎng)度范圍的交錯(cuò)環(huán)內(nèi)應(yīng)配置橫向錨固鋼筋，橫向錨固鋼筋不應(yīng)少于4根，直徑不宜小于12mm,凈距不應(yīng)小于40mm,中心距不應(yīng)大于200mm。6.2.6帶底托板預(yù)制的濕接縫，在底托板內(nèi)應(yīng)均勻配置直徑不小于8mm的構(gòu)造鋼筋，并與預(yù)制板內(nèi)鋼筋可靠連接。7設(shè)計(jì)計(jì)算7.1一般規(guī)定7.1.1回轉(zhuǎn)式鋼筋濕接縫的正常使用極限狀態(tài)的抗裂性驗(yàn)算可按照J(rèn)TG3362的規(guī)定進(jìn)行計(jì)算，計(jì)算時(shí)可按照數(shù)量較少一側(cè)回轉(zhuǎn)鋼筋連續(xù)通過濕接縫作為受力鋼筋面積進(jìn)行計(jì)算。7.1.2回轉(zhuǎn)式鋼筋接縫在交叉重疊范圍外截面的承載能力計(jì)算應(yīng)按照J(rèn)TG3362的規(guī)定執(zhí)行。7.1.3回轉(zhuǎn)式鋼筋接縫在符合JTGD60規(guī)定的汽車荷載作用下，可不單獨(dú)進(jìn)行抗剪承載能力驗(yàn)算。67.1.4回轉(zhuǎn)式鋼筋接縫在交叉重疊范圍內(nèi)的承載能力極限狀態(tài)驗(yàn)算可按照本文件7.3條的規(guī)定，根據(jù)不同的受力狀態(tài)選取對(duì)應(yīng)的方法進(jìn)行計(jì)算。7.1.5采用雙環(huán)回轉(zhuǎn)式鋼筋混凝土濕接縫，可分別對(duì)每個(gè)交叉重疊范圍內(nèi)的承載能力分別進(jìn)行計(jì)算。7.1.6回轉(zhuǎn)式鋼筋接縫的設(shè)計(jì)計(jì)算可參照本文件附錄B規(guī)定的流程執(zhí)行。7.1.7參照本文件附錄C給出的基本構(gòu)造參數(shù)設(shè)計(jì)的回轉(zhuǎn)式鋼筋接縫，可不考慮疲勞效應(yīng)的影響。7.2計(jì)算模式與力學(xué)模型7.2.1回轉(zhuǎn)式鋼筋濕接縫在兩側(cè)預(yù)制構(gòu)件受拉或受彎時(shí)，受拉側(cè)回轉(zhuǎn)鋼筋與其核心混凝土之間的作用模型宜按照拉壓桿受力模型考慮，其中濕接縫內(nèi)回轉(zhuǎn)鋼筋之間的混凝土斜向承壓，見圖9。壓桿的壓力與回轉(zhuǎn)鋼筋拉力及橫向錨固鋼筋的拉力形成節(jié)點(diǎn)平衡，見附錄A。AB圖9混凝土壓桿示意圖7.2.2在進(jìn)行回轉(zhuǎn)式鋼筋濕接縫在兩側(cè)預(yù)制板受拉或受彎設(shè)計(jì)計(jì)算時(shí)，可將“棗核”形壓桿短柱等效為等截面“棱柱”形壓桿，壓桿尺寸及位置示意見圖10。9a)等效壓桿位置示意圖7DH相鄰環(huán)筋中心重合長(zhǎng)度(mm);8）；D'——為回轉(zhuǎn)鋼筋兩肢鋼筋之間的中心距··········································································································0SRNUbarAUfdU················································NUbar——單根回轉(zhuǎn)式鋼筋抗拉承載力（kNAU——單根回轉(zhuǎn)式鋼筋截面積（包括上下兩層mm29fdU——回轉(zhuǎn)式鋼筋的抗拉強(qiáng)度設(shè)計(jì)值（MPa）。NTbarATfdTNTbar——橫向錨固鋼筋抗拉承載力（NfdT——橫向錨固鋼筋的抗拉強(qiáng)度設(shè)計(jì)值（MPaNConACfceN）；），fce——壓桿混凝土有效設(shè)計(jì)強(qiáng)度（MPa·················································fcesfcd·················································fcd——混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值（0.30.4ATfdTcos0.7·····················································s0.5ACfcdfdT——橫向錨固鋼筋的抗拉強(qiáng)度設(shè)計(jì)值（MPa），fcd——混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值（1)單個(gè)內(nèi)部回轉(zhuǎn)式鋼筋的承載力由回轉(zhuǎn)式鋼筋受拉和壓桿受壓兩者中的不利因素決定，按NTnN·························TUbar2UdUN1AfUbar2UdUAU——單根回轉(zhuǎn)式鋼筋截面積（包括上下兩層mm2fdU——回轉(zhuǎn)式鋼筋的抗拉強(qiáng)度設(shè)計(jì)值（MPa）。NTbarATfdT··································································(16)NTbar——橫向錨固鋼筋抗拉承載力（NNConACfce·····································································(17)N）；）；fce——壓桿混凝土有效強(qiáng)度（MPa·················································fcebfcd·················································）；fdT——橫向錨固鋼筋的抗拉強(qiáng)度設(shè)計(jì)值（MPa）；），fcd——混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值（MPa）。1)單個(gè)內(nèi)部回轉(zhuǎn)式鋼筋的承載力由回轉(zhuǎn)式鋼筋受拉和壓桿受壓兩者中的不利因素決定，及························································································································································N3)回轉(zhuǎn)式鋼筋接縫受拉區(qū)抗拉承載力應(yīng)按照式···················································TnNu···················································T）；Tx······················fcdbxx）；）；）；7.3.4偏心受拉構(gòu)件承載能力計(jì)算時(shí)，當(dāng)彎矩與軸力比值M/N10時(shí)，接縫應(yīng)按照受彎構(gòu)件進(jìn)行計(jì)算；當(dāng)彎矩與軸力比值M/N10時(shí)，應(yīng)按照軸心受拉構(gòu)件進(jìn)行計(jì)算。(資料性)A.1回轉(zhuǎn)式鋼筋接縫內(nèi)回轉(zhuǎn)鋼筋在外側(cè)形成的節(jié)點(diǎn)平衡應(yīng)按照?qǐng)DA.1所示模型計(jì)算，A.2回轉(zhuǎn)式鋼筋接縫內(nèi)回轉(zhuǎn)鋼筋在中間形成的節(jié)點(diǎn)平衡應(yīng)按照?qǐng)DA.2所示模型計(jì)算，T?為節(jié)點(diǎn)承受的圖A.2回轉(zhuǎn)鋼筋中間結(jié)點(diǎn)受力示意圖受彎設(shè)計(jì)拉彎設(shè)計(jì)受壓設(shè)計(jì)受彎設(shè)計(jì)拉彎設(shè)計(jì)受壓設(shè)計(jì)受拉設(shè)計(jì)計(jì)算M計(jì)算M/N參照J(rèn)TG計(jì)算M計(jì)算M/N參照J(rèn)TG3362計(jì)算N確定H