DBJT45-T 051-2023 公路波形鋼腹板預(yù)應(yīng)力混凝土梁橋設(shè)計(jì)指南

JT45DesignguidelineofprestressedcI 2 3 3 4 5 6 6 6 6 8 8 9 9 9 本文件按照GB/T1.1—2020《標(biāo)準(zhǔn)化工作導(dǎo)則第1部分：標(biāo)準(zhǔn)化文件的結(jié)構(gòu)和起草規(guī)則》的規(guī)定本文件主要審查人：羅吉智、李琳、黃中文、劉世忠、楊濤、歐陽(yáng)平公路波形鋼腹板預(yù)應(yīng)力混凝土梁橋設(shè)計(jì)指南本文件適用于廣西壯族自治區(qū)行政區(qū)域內(nèi)公路波形鋼腹板預(yù)應(yīng)力混凝土梁橋的設(shè)GB/T1228鋼結(jié)構(gòu)用高強(qiáng)度大六GB/T1229鋼結(jié)構(gòu)用高強(qiáng)度大GB/T1231鋼結(jié)構(gòu)用高強(qiáng)度大六角頭螺栓、大六角螺母、墊圈技術(shù)JGJ92無(wú)粘結(jié)預(yù)應(yīng)力混凝土結(jié)構(gòu)JT/T722公路橋梁鋼結(jié)構(gòu)防腐涂裝JTG3362公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計(jì)波形鋼腹板預(yù)應(yīng)力混凝土梁橋bridgewithcorrugatedsteel波形鋼腹板預(yù)應(yīng)力混凝土梁橋支點(diǎn)區(qū)段一定范圍12嵌入型結(jié)合部embeddedconn外包型結(jié)合部partialencasedconne4基本規(guī)定表1波形鋼腹板預(yù)應(yīng)力混凝土梁橋a)承載能力極限狀態(tài)：對(duì)應(yīng)于結(jié)構(gòu)及其構(gòu)件達(dá)到最大承載能力或出現(xiàn)不適于繼續(xù)承載的變形或b)正常使用極限狀態(tài)：對(duì)應(yīng)于結(jié)構(gòu)及其構(gòu)件達(dá)到正常使用的4.4橋梁考慮以下設(shè)計(jì)狀況進(jìn)行極限狀態(tài)設(shè)計(jì)：a)持久狀況：橋梁建成后承受結(jié)構(gòu)自重、車輛荷載等持續(xù)時(shí)間長(zhǎng)的狀況，應(yīng)進(jìn)行承載能力極限應(yīng)進(jìn)行承載能力極限狀態(tài)設(shè)計(jì)，必要時(shí)進(jìn)行正常使用極限狀態(tài)c)偶然狀況：橋梁在使用過(guò)程中偶然出現(xiàn)的狀況，應(yīng)進(jìn)行承載能力極限狀態(tài)設(shè)計(jì)；d)地震狀況：橋梁在使用過(guò)程中遭受地震時(shí)的情況，在抗震設(shè)防地區(qū)應(yīng)考慮地震狀況應(yīng)進(jìn)行承4.5橋梁設(shè)計(jì)應(yīng)考慮結(jié)構(gòu)上可能同時(shí)4.6橋梁施工階段的作用效應(yīng)組合，應(yīng)根據(jù)實(shí)際情況確定，結(jié)構(gòu)上的施工人員和施工機(jī)具設(shè)備均應(yīng)作4.7持久狀況設(shè)計(jì)應(yīng)按承載能力極限狀態(tài)的規(guī)定，進(jìn)行承載力及穩(wěn)定性計(jì)算。承載能力極限狀態(tài)計(jì)算4.8持久狀況設(shè)計(jì)應(yīng)按正常使用極限狀態(tài)的規(guī)定，采用作用頻遇組合、準(zhǔn)永久組合，對(duì)波形鋼腹板預(yù)4.9短暫狀況設(shè)計(jì)應(yīng)對(duì)施工過(guò)程中各個(gè)階段的承載能力及穩(wěn)定性進(jìn)行驗(yàn)算，必要時(shí)應(yīng)進(jìn)行結(jié)構(gòu)的傾覆5.1混凝土5.1.2混凝土軸心抗壓強(qiáng)度標(biāo)準(zhǔn)值fck和軸心抗拉強(qiáng)度標(biāo)準(zhǔn)值ftk應(yīng)按表2規(guī)定執(zhí)行。fckftk5.1.3混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值fcd和軸心抗拉強(qiáng)度設(shè)計(jì)值ftd應(yīng)按表3規(guī)定執(zhí)行。fcdftd345.2鋼筋5.2.3普通鋼筋的抗拉強(qiáng)度標(biāo)準(zhǔn)值fsk和預(yù)應(yīng)力筋的抗拉強(qiáng)度標(biāo)準(zhǔn)值fpk應(yīng)分別按表5和表6規(guī)定執(zhí)行，其中表6中抗拉強(qiáng)度標(biāo)準(zhǔn)值為1960MPa的鋼絞線作為預(yù)應(yīng)力筋作用時(shí)，應(yīng)有可靠工程經(jīng)驗(yàn)公稱直徑dMPa公稱直徑dMPa種類的鋼筋時(shí)，每種鋼筋應(yīng)采用各自的強(qiáng)度設(shè)計(jì)值；預(yù)應(yīng)力筋的抗拉強(qiáng)度設(shè)抗壓強(qiáng)度設(shè)計(jì)值f’sd抗拉強(qiáng)度標(biāo)準(zhǔn)值fpk抗拉強(qiáng)度標(biāo)準(zhǔn)值fpk和E彈性模量EsHRB400、HRBF400、RRB400、HRB5005.3鋼板fkfdfvd56fkfdfvd3）ν5.3.4波形鋼腹板的焊接材料選用，焊縫與主體鋼板技術(shù)條件應(yīng)相適應(yīng)，并通過(guò)焊接工藝評(píng)定確定。6.1.1橋梁結(jié)構(gòu)體系，宜綜合考慮使用功能、經(jīng)6.1.2橋梁總體設(shè)計(jì)，宜綜合考慮結(jié)構(gòu)受力、景觀效果、波形鋼腹板加工以及施工工藝等因素。6.2.1橋梁截面高度取值范圍與普通預(yù)應(yīng)力混凝土梁橋基本一致，宜考慮設(shè)置體外預(yù)應(yīng)力筋對(duì)截面高6.2.2橋梁橫截面設(shè)計(jì)主要是確定橫截面布置形式，包括主梁截面形式、腹板間距、截面各部分尺寸6.2.3橋梁頂、底板構(gòu)造尺寸，宜綜合考慮腹板間距、懸臂板長(zhǎng)度等因素確6.3.1波形鋼腹板高度大于5m的墩頂、梁端梁段，宜在腹板內(nèi)側(cè)澆筑混凝土或增加加勁肋形成組合6.4.1可采用全體外預(yù)應(yīng)力筋、全體內(nèi)6.4.2支點(diǎn)及跨間應(yīng)設(shè)置橫隔梁（板確?？古ば阅芎腕w外預(yù)應(yīng)力筋錨固、轉(zhuǎn)向的規(guī)定。6.5.1支點(diǎn)應(yīng)設(shè)置混凝土端橫梁，折線6.5.4采用體外預(yù)應(yīng)力結(jié)構(gòu)體系時(shí)，橫隔梁（板）設(shè)計(jì)應(yīng)復(fù)核預(yù)應(yīng)力錨固與轉(zhuǎn)向的規(guī)7.2梁段的剪切剛度僅考慮波形鋼腹板的剪切剛度，梁段的剪GA=nwαwGshwtw························nw——腹板個(gè)數(shù)；αw——波形鋼腹板形狀系數(shù)，αw=(aw+bw)/(aw+cw)；aw——波形直板段長(zhǎng)度；cw——波形斜板段長(zhǎng)度?！ぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁぁm——組合箱梁扭轉(zhuǎn)抵抗面積，Am=hm(bc1+bc2)/2；bc1——頂板處的腹板中心線間距；bc2——底板處的腹板中心線間距；tc1——頂板的厚度；tc2——底板的厚度；nE——鋼與混凝土的剪切彈性模量比，nE=Gs/Gc；78βw——組合截面扭轉(zhuǎn)剛度修正系數(shù)，可按式（3）計(jì) bc1+bc2 bc1+bc2>0.1）····································································bc1wlwlhtw2h bc28.1.2承載能力極限狀態(tài)應(yīng)按式（4）γ0Sd≤Rd······················································(4)γ0——橋梁結(jié)構(gòu)重要性系數(shù)，按橋梁結(jié)構(gòu)設(shè)計(jì)安Sd——作用（或荷載）效應(yīng)的組合設(shè)計(jì)值；Rd——構(gòu)件承載力設(shè)計(jì)值。8.1.3體外預(yù)應(yīng)力筋作為抗拉鋼筋進(jìn)行截面承載力計(jì)算時(shí)，體外預(yù)應(yīng)力筋的極限應(yīng)力設(shè)計(jì)值σpu應(yīng)按Δσp——體外預(yù)應(yīng)力筋的應(yīng)力增量；fpy——預(yù)應(yīng)力筋的屈服強(qiáng)度。8.1.4承載能力極限狀態(tài)計(jì)算時(shí)，不考慮內(nèi)b)不考慮鋼與混凝土之間的相對(duì)滑移；8.2.2截面抗彎極限承載力計(jì)算時(shí)，混凝土頂?shù)装蹇珊?jiǎn)化為矩形截面，且僅考慮混凝土頂?shù)装宄袚?dān)縱8.3.1抗剪承載力計(jì)算時(shí)，假定波形鋼腹板承擔(dān)組合截面全部剪力，且剪應(yīng)力沿腹板高度均勻分布。8.3.2截面抗剪承載力設(shè)計(jì)值可按式（6）、式（7）、式（8）計(jì)算： fvd——波形鋼腹板抗剪強(qiáng)度設(shè)計(jì)值；hw——波形鋼腹板高度；nw——腹板個(gè)數(shù)；Fpe——有效預(yù)應(yīng)力；θp——預(yù)應(yīng)力軸向傾角(rad)。8.4.1截面抗扭驗(yàn)算時(shí)，在驗(yàn)算抗扭承載力的同時(shí)，對(duì)于曲線梁橋應(yīng)對(duì)混凝土頂?shù)装宓葮?gòu)件進(jìn)行扭轉(zhuǎn)8.4.2截面抗扭承載力設(shè)計(jì)值，應(yīng)分別按照頂、底板扭轉(zhuǎn)斜壓破壞和截面整體扭轉(zhuǎn)破壞兩種模態(tài)進(jìn)行8.4.3頂、底板扭轉(zhuǎn)斜壓破壞承載力Mtcud可按式（9）和式（10）計(jì)算：Mtcud=2Amtiftcd····················································(9)cd=1.25√≤7.8MPa··········································fcd——混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值；Am——組合箱梁扭轉(zhuǎn)抵抗面積（參照7.29Mtyd=2AmVodi···················································(11)Am——組合箱梁扭轉(zhuǎn)抵抗面積（參照7.2）；Vodi——混凝土頂、底板或波形鋼腹板單位長(zhǎng)度面內(nèi)抗剪承載 fsd——鋼筋的抗拉強(qiáng)度設(shè)計(jì)強(qiáng)度；tc——混凝土頂、底板的厚度。Vod=fvdhtw····················································fvd——波形鋼腹板抗剪強(qiáng)度設(shè)計(jì)值；tw——波形鋼腹板厚度。8.5.1體外預(yù)應(yīng)力筋的轉(zhuǎn)向結(jié)構(gòu)應(yīng)進(jìn)行上拔抗拉承載力計(jì)算，在采用拉桿―壓桿模型計(jì)算時(shí)鋼筋的抗γ0Nd≤fsdAs·····················································(15)γ0——結(jié)構(gòu)重要性系數(shù)；fsd——內(nèi)環(huán)筋的抗拉設(shè)計(jì)強(qiáng)度，取JTG3362-2018中第3.2.2條規(guī)定的0.6倍，fsd值大于330MPa時(shí)取γ0Vd≤μ(fsdAsv-Nd)················································(16)γ0——結(jié)構(gòu)重要性系數(shù)；Nd——與Vd對(duì)應(yīng)的豎向拉力的組合設(shè)計(jì)值；Μ——摩阻系數(shù)，整體澆筑混凝土剪切面取1.4；fsd——穿過(guò)剪切面的鋼筋的抗拉設(shè)計(jì)強(qiáng)度；Asv——穿過(guò)剪切面的鋼筋截面面積。8.5.3非塊狀轉(zhuǎn)向結(jié)構(gòu)可依據(jù)可能發(fā)生的開裂面，進(jìn)行抗拉承載力和開裂面抗剪承載力的計(jì)算。8.5.4體外預(yù)應(yīng)力筋的錨固塊或錨固橫梁，在采用拉桿―壓桿模型計(jì)算時(shí)，鋼筋的抗拉承載力應(yīng)符合γ0Td≤fsdAs············································As——拉桿鋼筋的抗拉截面面積。9持久狀況正常使用極限狀態(tài)計(jì)算9.1一般規(guī)定土梁混凝土頂?shù)装宸ㄏ驂簯?yīng)力和抗裂性、撓度9.2截面應(yīng)力驗(yàn)算9.2.1遠(yuǎn)離支點(diǎn)處組合截面彎曲應(yīng)力可按下列基本假定進(jìn)行計(jì)算：a)截面正應(yīng)變分布符合擬平截面假定；9.2.2支點(diǎn)區(qū)段一定范圍內(nèi)彎曲應(yīng)力計(jì)算時(shí)，應(yīng)考橫隔梁對(duì)波形鋼腹板剪切變形抑制效應(yīng)在頂?shù)装逯?.2.3正截面混凝土最大壓應(yīng)力應(yīng)符合式（18）規(guī)定：σcc≤0.50fck·············································fck——混凝土的抗壓強(qiáng)度標(biāo)準(zhǔn)值。9.2.4體內(nèi)預(yù)應(yīng)力筋最大拉應(yīng)力應(yīng)符合式（19）規(guī)定：σpe+σp≤0.65fpk,i··············σp——體內(nèi)預(yù)應(yīng)力筋應(yīng)力增量；fpk,i——體內(nèi)預(yù)應(yīng)力筋的抗拉強(qiáng)度標(biāo)準(zhǔn)值。9.2.5體外預(yù)應(yīng)力筋有效預(yù)應(yīng)力應(yīng)符合式（20）規(guī)定：σpe,ex≤0.60fpk,ex··················································(20)σpe,ex——體外預(yù)應(yīng)力筋有效預(yù)應(yīng)力；fpk,ex——體外預(yù)應(yīng)力筋的抗拉強(qiáng)度標(biāo)準(zhǔn)值。9.2.6波形鋼腹板上的剪應(yīng)力應(yīng)確保因剪力引起的剪應(yīng)力τ過(guò)其鋼板抗剪強(qiáng)度設(shè)計(jì)值fvd，即符合式（21）、式（22）、式（23）規(guī)定：τwsd+τwtd≤fvd····································τwsd=·····················································τwtd=··················································tw——波形鋼腹板的厚度；Am——組合箱梁扭轉(zhuǎn)抵抗面積；βw——組合截面扭轉(zhuǎn)剛度f(wàn)vd——鋼板抗剪設(shè)計(jì)強(qiáng)度。9.3抗裂驗(yàn)算9.3.1在正常使用狀態(tài)下不允許混凝土開裂，應(yīng)進(jìn)行正截面抗裂驗(yàn)算。9.3.2整體式全預(yù)應(yīng)力波形鋼腹板組合梁正截面混凝土拉應(yīng)力驗(yàn)算，應(yīng)符合式（24）規(guī)定：σst-0.85σpc≤0··············································σst-0.8σpc≤0·······································9.3.4A類預(yù)應(yīng)力波形鋼腹板組合梁正截 ftk——混凝土的抗拉強(qiáng)度標(biāo)準(zhǔn)值。9.4撓度驗(yàn)算9.4.1撓度計(jì)算時(shí)，應(yīng)考慮波形鋼腹板剪切變形和荷載長(zhǎng)期效應(yīng)對(duì)撓度的影響，撓度長(zhǎng)期增長(zhǎng)系數(shù)可9.4.2簡(jiǎn)支梁橋在集中荷載作用下考慮剪切變fL?2=····························································································fL/2——跨中撓度；Ec——混凝土彈性模量；αw——波形鋼腹板形狀系數(shù)，αw=(aw+bw)/(aw+cw)。9.4.3簡(jiǎn)支梁橋在均布荷載作用下考慮剪切變fL?2=················································βq=0.67·················································fL/2——跨中撓度；Ic——混凝土頂?shù)装宓膽T性矩；αw——波形鋼腹板形狀系數(shù)，αw=(aw+bw)/(aw+cw)。級(jí)的90彈性模量不應(yīng)低于混凝土28d彈性模量的90且齡期不應(yīng)小于5d。10.2.2短暫狀況下組合梁正截面σcc≤0.7fck·····················································(32)fck——混凝土軸心抗壓強(qiáng)度標(biāo)準(zhǔn)值。10.2.3短暫狀況下組合梁正截面a)當(dāng)σct≤0.7ftk時(shí)，配置于預(yù)拉區(qū)縱向鋼筋的配筋率不小于0.2%;b)當(dāng)σct=1.15ftk時(shí)，配置于預(yù)拉區(qū)縱向鋼筋的配筋率不小于0.4%;10.2.4波形鋼腹板架設(shè)施工短暫狀態(tài)，應(yīng)進(jìn)行剪力與局部承壓共同作a）翼緣型-焊釘連接件b）翼緣型-開孔板連接件c）波形鋼腹板焊波形鋼腹板焊釘/貫通鋼筋開孔板波形鋼腹板▲d）嵌入型11.3.1結(jié)合部連接件在承載能力極限狀態(tài)作用下的水平剪γ0Vsd≤Vsud·································γ0——結(jié)構(gòu)重要性系數(shù)；γ0sd≤sa······················································sa——連接件極限滑移。qv=Lw(Vd-Vp)···········nnγ0Md≤Mud·····················································(36)Mud——連接件橫向彎矩承載力設(shè)計(jì)值。11.4.2翼緣型結(jié)合部開孔板連接件的單位長(zhǎng)度橫向彎矩承Mud=npbepbNpb···················································(37)Mud——連接件橫向彎矩承載力設(shè)計(jì)值；npb——單位長(zhǎng)度受拉側(cè)開孔板的孔數(shù)。11.4.3翼緣型結(jié)合部焊釘連接件的單位長(zhǎng)度橫向彎Mud=nstestNst····················································(38)est——焊釘?shù)臋M向間距；nst——單位長(zhǎng)度受拉側(cè)配置的焊釘數(shù)。Ast——焊釘截面面積；Ec——混凝土彈性模量；fcd——混凝土抗壓強(qiáng)度設(shè)計(jì)值。kss=0.32dstEEQ\*jc3\*hps15\o\al(\s\up4(3),c)?4EEQ\*jc3\*hps15\o\al(\s\up4(1),s)?4···············································(40)dst——焊釘連接件的直徑；11.5.3正常使用極限狀態(tài)下，焊釘連接件smax=Vsd?kss············································Vsd——正常使用極限狀態(tài)下焊釘連接件剪力設(shè)計(jì)值；fsd——焊釘材料抗拉強(qiáng)度設(shè)計(jì)值；fcd——混凝土棱柱體抗壓強(qiáng)度設(shè)計(jì)值；Abrg——焊釘頭部的凈支撐面積，Abrg=π(dh2-ds2)/4;ψc,p——焊釘拔出破壞時(shí)混凝土開裂修正系數(shù)，在正常使用狀態(tài)下混凝土未開裂時(shí)，取1.4，φb、φp——分別為焊釘拉斷破壞、混凝土掀起破壞和焊釘拔出破壞Vpud=1.38(d2-dEQ\*jc3\*hps15\o\al(\s\up5(2),s))fcd+1.24dfsd········································(43)ds——孔中貫通鋼筋直徑；fsd——孔中鋼筋抗拉強(qiáng)度設(shè)計(jì)值；fcd——混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值。kps=(0.27+0.14nEnEQ\*jc3\*hps15\o\al(\s\up4(2),d))Ecd············································(44)kps——開孔板連接件的抗剪剛度；Ec——混凝土彈性模量；smax=Vsd?kps·····································Vsd——正常使用極限狀態(tài)下開孔板連接件剪力設(shè)計(jì)值；kss——開孔板連接件的抗剪剛度。Npb=0.87(0.25d+hp)0.75√fcd··········································(46)fcd——混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值。12.1.4波形鋼腹板承載能力極限狀態(tài)下抗剪穩(wěn)定性驗(yàn)算可按圖4所示流程進(jìn)行。<>否<>否是awbwdwxdwLwzLwdw12.3.1波形鋼腹板局部屈曲和合成屈曲、合成屈曲和整體EQ\*jc3\*hps15\o\al(\s\up5(p),w) hw,IG=C2tEQ\*jc3\*hps15\o\al(\s\up5(p),w)2 hw,LI——波形鋼腹板局部屈曲向合成屈曲轉(zhuǎn)換的臨界高度，單位為毫米（mmhw,IG——波形鋼腹板合成屈曲向整體屈曲轉(zhuǎn)換的臨界高度，單位為毫米（mm、p1、p2——屈曲模態(tài)轉(zhuǎn)換系數(shù)，應(yīng)符合表13的規(guī)定；tw——波形鋼腹板厚度，單位為毫米（mm）。7955114852183223315p1156202992334857p2τcr=kL2················································kL=5.88+7.062-29.73·······································Es——鋼板彈性模量；aw——波形鋼腹板子板寬度（當(dāng)斜板寬度cw比直板寬度τcr=kG····································································································αw···················································kG=76.53+1.33-5.57·········································αw——波形鋼腹板形狀系數(shù)，αw=(aw+bw)/(aw+cw)。τcr=kⅠ····················································kⅠ=6.97+52.022-37.832·····································(56)kI——合成屈曲系數(shù)。Dx、Dy——波形鋼腹板彎曲剛度，按式（52）、式（53fvd＜0.36τcr····················································(57)fvd——波形鋼腹板的設(shè)計(jì)剪切屈服強(qiáng)度。蓋板蓋板波形鋼腹板波形鋼腹板波形鋼腹板波形鋼腹板/坡口焊縫/螺栓貼腳焊縫························································12.4.3波形鋼腹板高強(qiáng)螺栓連接時(shí)，單根螺栓抗剪承載力Nv=0.9nfμPp······································