TCI 263-2024 水上裝配式鋼結(jié)構(gòu)棧橋（平臺(tái)）施工技術(shù)規(guī)程

ICS93.040CCSP26團(tuán) 體 標(biāo) 準(zhǔn)T/CI263-2024（程Technicalregulationforconstructionofprefabricatedsteeltrestle（platform）onwater2024-1-8發(fā)布 2024-1-8中國(guó)國(guó)際科技促進(jìn)會(huì) 發(fā)布111目次前 言 1引 言 21范圍 3規(guī)性用件 3術(shù)和義 3一規(guī)定 45材料 45.145.24筋混土 5配橋板 5配防欄桿 66荷載 66.166.26總設(shè)計(jì) 7構(gòu)型 7體9構(gòu)算 10搭、護(hù)拆除 11結(jié)棧（臺(tái)的搭設(shè) 11結(jié)棧（臺(tái)的使和護(hù) 14結(jié)棧（臺(tái)拆除 14檢與收 15料驗(yàn) 15裝量求 15接量求 16全明工 17附錄A（范）要配件類規(guī)格 19附錄B（范）心壓構(gòu)的面類 23附錄C（范）心壓構(gòu)的定數(shù) 25附錄D（范）關(guān)計(jì)參數(shù) 28附錄E（范）載值計(jì)算 30附錄F（料）上配式結(jié)棧（臺(tái)驗(yàn)收錄 39附錄G（料）水裝配鋼橋平）計(jì)參圖》 44前言前言11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)定起草。本文件由中國(guó)國(guó)際科技促進(jìn)會(huì)歸口。引言引言PAGEPAGE2（（））水上裝配式鋼結(jié)構(gòu)棧橋（平臺(tái)）施工技術(shù)規(guī)程水上裝配式鋼結(jié)構(gòu)棧橋（平臺(tái)）施工技術(shù)規(guī)程PAGEPAGE3范圍本文件規(guī)定了水上裝配式鋼結(jié)構(gòu)棧橋（平臺(tái)）設(shè)計(jì)與施工過(guò)程中材料選用、荷載、結(jié)構(gòu)設(shè)計(jì)計(jì)算、搭設(shè)、維護(hù)及拆除、檢查與驗(yàn)收以及安全文明施工。本文件適用于內(nèi)河及海域范圍水上鋼結(jié)構(gòu)棧橋（平臺(tái)）的設(shè)計(jì)、施工、驗(yàn)收和使用等一系列工作。但水深超過(guò)25m、浪高超過(guò)3.5m、流速大于2.5m/s、裸巖和深厚淤泥層地質(zhì)等情況需進(jìn)行專項(xiàng)設(shè)計(jì)。（GB50009建筑結(jié)構(gòu)荷載規(guī)范JTGD60公路橋涵設(shè)計(jì)通用規(guī)范JTGD81JTGF80/1JGJ33JGJ46施JGJ276建筑施工起重吊裝工程安全技術(shù)規(guī)范JTS144港口工程荷載規(guī)范JTS145港口與航道水文規(guī)范JTS205-1水運(yùn)工程施工安全防護(hù)技術(shù)規(guī)范下列術(shù)語(yǔ)和定義適用于本文件。prefabricatedsteeltrestlebridgeonwaterPAGEPAGE10prefabricatedsteelstructureplatformonthewater裝配鋼面板prefabricated steelbridgedeck由花紋鋼板、縱向分配梁、橫向分配梁焊接成整體，直接承受車輛輪壓的承重結(jié)構(gòu)。prefabricateconcretebridgedeck由鋼筋混凝土澆筑而成，直接承受車輛輪壓的承重結(jié)構(gòu)。prefabricatedprotectiverailing由立柱、護(hù)欄片及其配件組成的安全防護(hù)結(jié)構(gòu)。導(dǎo)向架 guideframe沉樁時(shí)用于定位樁基平面位置的導(dǎo)向裝置。平臺(tái)（1985（）（（材料鋼材（Q235/Q355/Q420A:表A.1D.1焊材E4303、J422ER49。PAGEPAGE5常用混凝土材料見(jiàn)附錄D:表D.2。常用鋼筋材料見(jiàn)附錄D:表D.3。常用裝配式橋面板主要有裝配式鋼結(jié)構(gòu)橋面板和裝配式混凝土橋面板。圖1預(yù)制鋼橋面板圖2預(yù)制混凝土橋面板表1常用裝配式橋面板尺寸PAGEPAGE6編號(hào)規(guī)格（m）16×2.026×1.536×0.543×2.053×1.563×0.5表2常用預(yù)制混凝土橋面板尺寸編號(hào)規(guī)格（m）18×3.028×2.038×1.5荷載恒載鋼結(jié)構(gòu)棧橋（平臺(tái)）的設(shè)計(jì)恒載為結(jié)構(gòu)構(gòu)件自重，結(jié)構(gòu)自重根據(jù)構(gòu)件材料容重按實(shí)際取值。活載活載主要考慮風(fēng)荷載、水流力、波浪力、汽車荷載、施工機(jī)械荷載、制動(dòng)力荷載、材料堆放荷載、偶然荷載。風(fēng)荷載標(biāo)準(zhǔn)值按GB50009取值和計(jì)算，具體見(jiàn)附錄E.1風(fēng)荷載。鋼管樁所受水流荷載標(biāo)準(zhǔn)值按JTS144取值和計(jì)算，具體見(jiàn)附錄E.2水流力。波浪力的取值和計(jì)算參考JTS145，具體見(jiàn)附錄E.3波浪力。E.4PAGEPAGE7作用在鋼結(jié)構(gòu)棧橋（平臺(tái)）上的起重機(jī)荷載主要為履帶吊荷載，具體取值見(jiàn)附錄E.5起重機(jī)荷載。作用在鋼結(jié)構(gòu)棧橋（平臺(tái)）上的鉆機(jī)荷載主要為旋挖鉆機(jī)、回旋鉆機(jī)荷載，具體取值見(jiàn)附錄E.6鉆機(jī)荷載。鋼結(jié)構(gòu)平臺(tái)應(yīng)根據(jù)實(shí)際施工需要?jiǎng)澐止δ軈^(qū)，其中材料堆放區(qū)按實(shí)際需要計(jì)算堆放荷載。制動(dòng)力參考JTGD60中4.3條確定，并結(jié)合棧橋的具體情況采用，一般按汽車荷載的10%計(jì)算。FWvgT式中：W——漂流物重力，（kN）；應(yīng)根據(jù)河流中漂流物情況，按實(shí)際調(diào)查確定；v——水流速度，（m/s）；T——撞擊時(shí)間，（s）；應(yīng)根據(jù)實(shí)際資料估計(jì)，在無(wú)實(shí)際資料時(shí)，可用1s；g——重力加速度，g=9.81m/s2；水上裝配式鋼結(jié)構(gòu)棧橋（平臺(tái)）有貝雷結(jié)構(gòu)以及型鋼結(jié)構(gòu)兩種主梁形式。PAGEPAGE8 圖3鋼結(jié)構(gòu)貝雷棧橋（雙向）圖4鋼結(jié)構(gòu)型鋼棧橋圖5鋼結(jié)構(gòu)貝雷棧橋（單向）注：1——裝配式防護(hù)欄桿；2——管槽；3——橋面板；4——分配梁；5——主梁；6——樁頂分配梁；7——剪刀撐；8——鋼管樁；9——樁間連接系；10——鋼護(hù)筒。圖6鋼結(jié)構(gòu)平臺(tái)PAGEPAGE9（鋼結(jié)構(gòu)棧橋（平臺(tái)）寬度應(yīng)考慮以下要求進(jìn)行設(shè)計(jì)：6m500m5m；0.8m；跨徑鋼結(jié)構(gòu)棧橋（平臺(tái)）跨徑應(yīng)考慮以下要求進(jìn)行設(shè)計(jì)：3m6m、9m、12m15m標(biāo)高鋼結(jié)構(gòu)棧橋（平臺(tái)）橋面及最下層平聯(lián)標(biāo)高應(yīng)按以下要求設(shè)計(jì)：Hm):HH1H2H3H4式中:H——棧橋橋面頂標(biāo)高，（m）；H1——20年一遇設(shè)計(jì)高潮位或設(shè)計(jì)高水位，（m）；H2——橋位處最大波浪高度，（m）；H3——棧橋主橫梁及以上結(jié)構(gòu)總高度，含主橫梁、貝雷梁及橋面板的高度，（m）；H4——高度儲(chǔ)備值：一般取0.5m以上，特殊泄洪區(qū)域，取1m以上。0.5m～0.7m；PAGEPAGE100.5m4（（）（）（）（）表3荷載組合表工況組合自重風(fēng)荷載水流力波浪力施工機(jī)具荷載備注一標(biāo)準(zhǔn)組合1.01.01.01.01.0基本組合1.31.51.51.51.5標(biāo)準(zhǔn)組合1.01.01.01.0/水流力二和波浪基本組合1.31.51.51.5/力不同標(biāo)準(zhǔn)組合1.01.01.01.01.0時(shí)存在，三取較大基本組合1.31.51.51.51.5值四標(biāo)準(zhǔn)組合1.01.01.01.01.0基本組合1.31.51.51.51.5注：基本組合中可變荷載考慮結(jié)構(gòu)設(shè)計(jì)使用年限的荷載調(diào)整系數(shù)，取0.9PAGEPAGE11（施工準(zhǔn)備→施工測(cè)量→橋臺(tái)施工→鋼管樁運(yùn)輸和施沉→樁間連接系安裝→樁頂分配梁安裝→貝雷梁（型鋼）安裝→橋面板安裝→附屬設(shè)施安裝。鋼結(jié)構(gòu)棧橋（平臺(tái)）設(shè)計(jì)完成后需進(jìn)行方案評(píng)審，并按下列要求進(jìn)行報(bào)審和交底：）點(diǎn)）的6鋼管樁樁基施工包括樁基的運(yùn)輸、接長(zhǎng)、吊裝和施打，應(yīng)根據(jù)不同水深、地質(zhì)情況采用合適的施工PAGEPAGE12方式。6200mm×150mm1）定：20mm100mm30～501～3mb2）mm/min)作樁間連接系施工包括加工、吊裝和現(xiàn)場(chǎng)連接，宜采用裝配式施工:樁頭結(jié)構(gòu)應(yīng)按設(shè)計(jì)要求，在不同位置分別施工:PAGEPAGE13樁頂分配梁宜采用裝配式施工，主梁采用雙拼或多拼型鋼組拼，現(xiàn)場(chǎng)通過(guò)連接板與樁頭焊接。貝雷梁施工包括現(xiàn)場(chǎng)拼裝、吊裝及安裝配件和限位結(jié)構(gòu)，應(yīng)采用裝配式施工:3m設(shè)置一道；橋面板按下列工藝采用裝配化施工:“U1.5m2附屬設(shè)施施工應(yīng)隨鋼結(jié)構(gòu)棧橋（平臺(tái)）搭設(shè)同步完成。2mm3.0～6.0m1m30mLED）（1～5PAGEPAGE14并有足夠的固化時(shí)間。各層涂刷的間隔時(shí)間可按產(chǎn)品說(shuō)明書(shū)的要求或通過(guò)試驗(yàn)確定；（鋼結(jié)構(gòu)棧橋（平臺(tái)）使用期間應(yīng)符合下列要求:（）6（1020km/h；（鋼結(jié)構(gòu)棧橋（平臺(tái)）每2個(gè)月至少應(yīng)進(jìn)行1次定期檢查并做好日常維護(hù)，應(yīng)符合下列要求:（）））型鋼）定；

鋼結(jié)構(gòu)棧橋（平臺(tái)）拆除和材料周轉(zhuǎn)應(yīng)符合下列要求:（PAGEPAGE15沉樁、樁頂分配梁、貝雷梁、型鋼、橋面板、防護(hù)欄桿等安裝質(zhì)量要求如下表：表4沉樁檢驗(yàn)項(xiàng)目項(xiàng)次檢查項(xiàng)目規(guī)定值或允許偏差檢查方法1樁位（mm）雙排樁80全站儀/GNSS單排樁502樁尖標(biāo)高（mm）滿足設(shè)計(jì)要求水準(zhǔn)儀/全站儀貫入度（mm）滿足設(shè)計(jì)要求3傾斜度（%）1%全站儀4樁頂標(biāo)高（mm）±10水準(zhǔn)儀/全站儀表5樁頂分配梁項(xiàng)次檢查項(xiàng)目允許偏差檢查方法1高差（mm）±10水準(zhǔn)儀/全站儀2支點(diǎn)縱、橫向偏位（mm）±20尺量表6貝雷梁、型鋼主梁允許偏差項(xiàng)次檢查項(xiàng)目允許偏差檢查方法1安裝標(biāo)高（mm）±10水準(zhǔn)儀/全站儀2軸線偏位（mm）±10全站儀3相鄰兩梁表面高差（mm）2尺量4平面偏位（mm）±10全站儀/GNSSPAGEPAGE16表7橋面板安裝的允許偏差項(xiàng)次檢查項(xiàng)目允許偏差檢查方法1安裝標(biāo)高（mm）±10全站儀2軸線偏位（mm）±10全站儀3相鄰兩板表面高差（mm）2尺量表面平整度（mm）52m直尺表8防護(hù)欄桿安裝的允許偏差項(xiàng)次檢查項(xiàng)目允許偏差檢查方法1平面偏位（mm）4全站儀/尺量2斷面尺寸（mm）±5尺量3豎直度（mm）4鉛錘法4護(hù)欄接縫兩側(cè)高差（mm）5尺量表9橋臺(tái)外形尺寸驗(yàn)收項(xiàng)目項(xiàng)次檢查項(xiàng)目規(guī)定值或允許偏差檢查方法1混凝土強(qiáng)度（mm）在合格標(biāo)準(zhǔn)內(nèi)按JTGF80/1-2017錄D檢查2平面尺寸（mm）±30尺量3結(jié)構(gòu)高度（mm）±30尺量4頂面標(biāo)高（mm）±20水準(zhǔn)儀/全站儀5軸線偏位（mm）±15全站儀鋼管樁、樁頂分配梁的對(duì)接焊縫應(yīng)滿足規(guī)范中二級(jí)焊縫的外觀質(zhì)量要求，檢查方法：觀測(cè)及尺量。其余焊縫應(yīng)滿足規(guī)范中三級(jí)焊縫的外觀質(zhì)量要求。表10焊縫外觀質(zhì)量驗(yàn)收標(biāo)準(zhǔn)項(xiàng)次缺陷名稱（二級(jí)焊縫）（三級(jí)焊縫）1未焊滿≤0.2mm+0.02t1mm，100mm≤25mm≤0.2mm+0.04t2mm100mm縫內(nèi)未焊滿累積長(zhǎng)度≤25mm2根部收縮≤0.2mm+0.02t≤0.2mm+0.04t且≤2mm，長(zhǎng)度不限3咬邊≤0.05t且≤0.5mm，連續(xù)長(zhǎng)度≤100mm，且焊縫兩側(cè)咬邊總長(zhǎng)≤10%焊縫全長(zhǎng)≤0.1t且≤1mm，長(zhǎng)度不限4接頭不良0.05t≤0.5mm，每1000mm10.1t≤1mm1000mm焊縫內(nèi)不得超過(guò)1處5弧坑裂紋、電弧擦傷、表面夾渣、表面氣孔不允許50mm0.4t3mm26長(zhǎng)≤0.5t，且≤20mm注：表中t表示鋼材厚度。PAGEPAGE17平臺(tái)JTS205-1、JTG/TD81JGJ46JGJ276JGJ33（（）PAGEPAGE18門的監(jiān)督、檢查和指導(dǎo)。施工現(xiàn)場(chǎng)環(huán)境保護(hù)應(yīng)按以下要求實(shí)施：PAGEPAGE19附錄A（規(guī)范性）主要構(gòu)配件種類及規(guī)格表A.1水上裝配式鋼結(jié)構(gòu)棧橋（平臺(tái)）常用型鋼構(gòu)配件參考種類及規(guī)格名稱種類規(guī)格材質(zhì)截面積（cm2）理論重量（kg/m）幾何性質(zhì)x-xy-yIxcm4ixcmWxcm3Iycm4iycmWycm3樁基螺旋鋼管Φ630×8Q235156.32122.717561221.924007561221.92400φ800×8Q235199.05156.2515608828.0390215608828.03902φ800×10Q235248.18194.8219364627.93484119364627.934841φ820×10Q235254.47199.7620872828.64509020872828.645090φ820×12Q235304.61239.1224863928.57606424863928.576064Φ1000×10Q235311.02244.1538107435.0762138107435.07621Φ1000×12Q235372.47292.045454434.93909145454434.939091剪刀槽鋼[14aQ23518.5114.55645.5280.553.21.7013.0[16aQ23521.9517.28666.2810873.31.8316.3[18aQ23525.6920.212707.0414198.61.9620.0[20aQ23528.8322.617807.861781282.1124.2螺旋鋼管φ325×6Q23560.1347.2765111.28471765111.28471φ325×8Q23579.6762.541001311.216161001311.21616Φ425×8Q235104.8082.2722788147.451072.422788147.451072.4樁頂分配梁工字鋼I22aQ23542.1033.134008.993092252.3140.9I25aQ23548.5138.1502010.24022802.448.3PAGEPAGE20名稱種類規(guī)格材質(zhì)截面積（cm2）理論重量（kg/m）幾何性質(zhì)x-xy-yIxcm4ixcmWxcm3Iycm4iycmWycm3I36aQ23576.4460.01580014.48755522.6981.2I45aQ235102.480.43220017.714308552.89114I50aQ235119.293.64650019.7186011203.07142H型鋼HM588×300Q235187.21146.911283024.5383790096.93600.HN450×200Q23582.9765.12810018.4126015804.36159主梁H型鋼HN600×200Q235117.892.46660023.8224019804.09199主梁限位件槽鋼[10Q23512.7410.01983.9539.725.61.417.80角鋼∠75×75d=5mmQ2357.4125.8240.02.337.3216.61.505.77橋面系工字鋼I12Q23517.8014.04364.9572.746.91.6212.7I12.6Q23518.1014.24885.2077.546.91.6112.7防護(hù)護(hù)欄槽鋼[10Q23512.7410.01983.9539.725.61.417.80PAGEPAGE21表A.2水上裝配式鋼結(jié)構(gòu)棧橋（平臺(tái)）貝雷梁構(gòu)配件參考種類及規(guī)格名稱材質(zhì)理論重量（kg）示意圖貝雷梁Q355D270kg貝雷梁連接銷及保險(xiǎn)銷30CrMnSi3kg加強(qiáng)弦桿Q355D80kgPAGEPAGE22名稱材質(zhì)理論重量（kg）示意圖弦桿螺栓16Mn/支撐架Q235/T/CIXX—2022T/CIXX—2022PAGE31PAGE31附錄B（規(guī)范性）軸心受壓構(gòu)件的截面分類表B.1軸心受壓構(gòu)件的截面分類（板厚＜40mm）截面形式對(duì)x軸對(duì)y軸軋制a類a類軋制b/h≤0.8a類b類b/h＞0.8a*類b*類軋制等邊角鋼a*類a*類焊接、翼緣為焰切邊焊接b類b類軋制軋制、焊接（板件寬厚比＞20）軋制或焊接焊接軋制截面和翼緣為焰切邊的焊接截面格構(gòu)式焊接、板件邊緣焰切焊接、翼緣為軋制或剪切邊b類c類焊接，板件邊緣軋制或剪切軋制、焊接（板件寬厚比≤20）c類c類軋制工字形或H形截面t＜80mmb類c類t≥80mmc類d類焊接工字形截面翼緣為焰切邊b類b類翼緣為軋制或剪切邊c類d類焊接箱形截面板件寬厚比＞20b類b類板件寬厚比≤20c類c類a*Q235BbQ345Q390Q420Q460aQ235cQ345、Q390、Q420和Q460鋼取b類。②無(wú)對(duì)稱軸且剪心和形心不重合的截面，其截面分類可按有對(duì)稱軸的類似截面確定，如不等邊角鋼采用等邊角鋼的類別；當(dāng)無(wú)類似截面時(shí)，可取c類。附錄C（規(guī)范性）軸心受壓構(gòu)件的穩(wěn)定系數(shù)C.1 f y235012345678901.0001.0001.0001.0000.9990.9990.9980.9980.9970.996100.9950.9940.9930.9920.9910.9890.9880.9860.9850.983200.9810.9790.9770.9760.9740.9720.9700.9680.9660.964300.9630.9610.9590.9570.9550.9520.9500.9480.9460.944400.9410.9390.9370.9340.9320.9290.9270.9240.9210.919500.9160.9130.9100.9070.9040.9000.8970.8940.8900.886600.8830.8790.8750.8710.8670.8630.8580.8540.8490.844700.8390.8340.8290.8240.8180.8130.8070.8010.7950.789800.7830.7760.7700.7630.7570.7500.7430.7360.7280.721900.7140.7060.6990.6910.6840.6760.6680.6610.6530.6451000.6380.6300.6220.6150.6070.6000.5920.5850.5770.5701100.5630.5550.5480.5410.5340.5270.5200.5140.5070.5001200.4940.4880.4810.4750.4690.4630.4570.4510.4450.4401300.4340.4290.4230.4180.4120.4070.4020.3970.3920.3871400.3830.3780.3730.3690.3640.3600.3560.3510.3470.3431500.3390.3350.3310.3270.3230.3200.3160.3120.3090.3051600.3020.2980.2950.2920.2890.2850.2820.2790.2760.2731700.2700.2670.2640.2620.2590.2560.2530.2510.2480.2461800.2430.2410.2380.2360.2330.2310.2290.2260.2240.2221900.2200.2180.2150.2130.2110.2090.2070.2050.2030.2012000.1990.1980.1960.1940.1920.1900.1890.1870.1850.1832100.1820.1800.1790.1770.1750.1740.1720.1710.1690.1682200.1660.1650.1640.1620.1610.1590.1580.1570.1550.1542300.1530.1520.1500.1490.1480.1470.1460.1440.1430.1422400.1410.1400.1390.1380.1360.1350.1340.1330.1320.1312500.130表C.2鋼結(jié)構(gòu)設(shè)計(jì)規(guī)類截面軸心受壓構(gòu)件穩(wěn)系數(shù) f y235012345678901.0001.0001.0000.6690.9990.9980.9970.9960.9950.994100.9920.9910.9690.9870.9850.9830.9810.9780.9760.973200.9700.9670.9630.9606.9570.9530.9500.9460.9430.939300.9360.9320.9290.9250.9220.9180.9140.9100.9060.903400.8990.8950.8910.8870.8820.8780.8740.8700.8650.861500.8560.8520.8470.8420.8380.8330.8280.8230.8180.813600.8070.8020.7970.7910.7860.7800.7740.7690.7630.757700.7510.7450.7390.7320.7260.7200.7140.7070.7010.694800.6880.6810.6750.6680.6610.6550.6480.6410.6350.628900.6210.6140.6080.6010.5940.5880.5810.5750.5680.5611000.5550.5490.5420.5360.5290.5230.5170.5110.5050.4991100.4930.4870.4810.4750.4700.4640.4580.4530.4470.4421200.4370.4320.4260.4210.4160.4110.4060.4020.3970.3921300.3870.3830.3780.3740.3700.3650.3610.3570.3530.3491400.3450.3410.3370.3330.3290.3260.3220.3180.3150.3111500.3080.3040.3010.2980.2950.2910.2880.2850.2820.2791600.2760.2730.2700.2670.2650.2620.2590.2560.2540.2511700.2490.2460.2440.2410.2390.2360.2340.2320.2290.2271800.2250.2130.2200.2180.2160.2140.2120.2100.2080.2061900.2040.2020.2000.1980.1970.1950.1930.1910.1900.1882000.1860.1840.1830.1810.1800.1780.1760.1750.1730.1722100.1700.1690.1670.1660.1650.1630.1620.1600.1590.1582200.1560.1550.1540.1530.1510.1500.1490.1480.1460.1452300.1440.1430.1420.1410.1400.1380.1370.1360.1350.1342400.1330.1320.1310.1300.1290.1280.1270.1260.1250.1242500.123表C.3鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范c類截面軸心受壓構(gòu)件的穩(wěn)定系數(shù) f y235012345678901.0001.0001.0000.9990.9990.9980.9970.9960.9950.993100.9920.990.9880.8960.9830.9810.9780.9760.9730.970200.9660.9590.9530.9470.9400.9340.9280.9210.9150.909300.9020.8960.890.8840.8770.8710.8650.8580.8520.846400.8390.8330.8260.8200.8140.8070.8010.7940.7880.781500.7750.7680.7620.7550.7480.7420.7350.72910.7220.715600.7090.7020.6950.6890.6820.6760.6690.6620.6560.649700.6430.6360.6290.6230.6160.610.6040.5970.5910.584800.5780.5720.5660.5590.5530.5470.5410.5350.5290.523900.5170.5110.5050.5000.4940.4880.4830.4770.4720.4671000.4630.4580.4540.4490.4450.4410.4360.4320.4280.4231100.4190.4150.4110.4070.4030.3990.3950.3910.3870.3831200.3790.3750.3710.3670,3640.360.3560.3530.3490.3461300.3420.3390.3350.3320.3280.3250.3220.3190.3150.3121400.3090.3060.3030.3000.2970.2940.2910.28810.28510.2821500.280.2770.2740.2710.2690.2660.2640.2610.2580.2561600.2540.2510.2490.2460.2440.2420.2390.2370.2350.2331700.230.2280.2260.2240.2220.2200.2180.2160.2140.2121800.2100.2080.2060.2050.2030.2010.1990.1970.1960.1941900.1920.190.1890.1870.1860.1840.1820.1810.1790.1782000.1760.1750.1730.1720.1700.1690.1680.1660.1650.1632100.1620.1610.1590.1580.1570.1560.1540.1530.1520.1512200.150.1480.1470.1460.14510.1440.1430.1420.1400.1392300.1380.1370.1360.1350.1340.1330.1320.1310.1300.1292400.1280.1270.1260.1250.1240.1240.1230.1220.1210.1202500.119表C.4鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范d類截面軸心受壓構(gòu)件的穩(wěn)定系數(shù) f y235012345678901.0001.0000.9990.9990.9980.9960.9940.9920.9900.987100.9840.9810.9780.9740.9690.9650.9600.9550.9490.944200.9370.9270.9180.9090.9000.8910.8830.8740.8650.857300.8480.840.8310.8230.8150.8070.7990.790.7820.774400.7660.7590.7510.7430.7350.7280.720.7120.7050.697500.69=0.6830.6750.6680.6610.6540.6460.6390.6320.625600.6180.6120.6050.5980.5910.5850.5780.5720.5650.539700.5520.5460.5400.5340.5280.5220.5160.5100.5040.498800.4930.4870.4810.4760.4700.4650.4600.4540.4490.444900.4390.4340.4290.4240.4190.4140.4100.4050.4010.3971000.3940.3900.3870.3830.380.3760.3730.3700.3660.3631100.3590.3560.3530.3500.3460.3430.340.3370.3340.3311200.3280.3250.3220.3190.3160.3130.310.3070.3040.3011300.2990.2960.2930.290.2880.2850.2820.280.2770.2751400.2720.2700.2670.2650.2620.260.2580.2550.2530.2511500.2480.2460.2440.2420.240.2370.2350.2330.2310.2291600.2270.2250.2230.2210.2190.2170.2150.2130.2120.2101700.2080.2060.2040.2030.2010.1990.1970.1960.1940.1921800.1910.1890.1880.1860.1840.1830.1810.180.1780.1771900.1760.1740.1730.1710.1700.1680.1670.1660.1640.1632000.162附錄D（規(guī)范性）表D.1鋼材強(qiáng)度設(shè)計(jì)值(N/mm2)鋼材牌號(hào)鋼材厚度或直徑(mm)強(qiáng)度設(shè)計(jì)值屈服強(qiáng)度f(wàn)y抗拉強(qiáng)度f(wàn)u抗拉、抗壓、抗彎f抗剪fv端面承壓(刨平頂緊)fceQ235≤16215125320235370>16,≤40205120225>40,≤100200115215Q355≤16305175400345470>16,≤40295170335>40,≤63290165325>63,≤80280160315>80,≤100270155305②冷彎型材和冷彎鋼管，其強(qiáng)度設(shè)計(jì)值應(yīng)按國(guó)家現(xiàn)行有關(guān)標(biāo)準(zhǔn)的規(guī)定采用。表D.2混凝土的設(shè)計(jì)強(qiáng)度和標(biāo)準(zhǔn)強(qiáng)度（MPa）強(qiáng)度種類符號(hào)混凝土標(biāo)號(hào)15202530405060設(shè)計(jì)強(qiáng)軸心抗Ra8.511.014.517.52328.532.5度壓抗拉Rl1.051.301.551.752.152.452.65標(biāo)準(zhǔn)強(qiáng)軸心抗Rba10.514.017.521.028.035.042.0度壓抗拉Rbl1.31.601.92.12.603.03.400.8；②混凝土標(biāo)號(hào)系數(shù)指領(lǐng)期為28d20cm×20cm×20cm的標(biāo)準(zhǔn)立方體試件測(cè)得的抗壓極限強(qiáng)度，MPa。表D.3混凝土的彈性模量混凝土1015202530405060彈性模Eh1.85×1042.3×1042.6×1042.85×1043.0×1043.3×1043.5×1043.65×104注：①混凝土受剪時(shí)的彈性模量G按照上表中數(shù)值的0.43倍采用；表D.4熱軋鋼筋的設(shè)計(jì)強(qiáng)度和標(biāo)準(zhǔn)強(qiáng)度（MPa）鋼筋種類符號(hào)鋼筋抗拉設(shè)計(jì)強(qiáng)度R或鋼筋標(biāo)準(zhǔn)強(qiáng)度RRⅠ級(jí)鋼筋Φ240240240Ⅱ級(jí)鋼筋B340340340Ⅲ級(jí)鋼筋C380380380Ⅳ級(jí)鋼筋D550400550Ⅴ號(hào)鋼筋E280280280表D.5熱軋鋼筋的彈性模量鋼筋重量彈性模量EhⅠ級(jí)鋼筋2.10×105Ⅱ級(jí)鋼筋、Ⅲ級(jí)鋼筋、Ⅳ級(jí)鋼筋、Ⅴ號(hào)鋼筋2.00×105附錄E（規(guī)范性）風(fēng)荷載取值可按下式計(jì)算：k式中：——風(fēng)壓標(biāo)準(zhǔn)值，（KN/m2）；k

kzsz0z——高度z處的風(fēng)振系數(shù)，取1.0；0——基本風(fēng)壓值，（KN/m2）；根據(jù)GB50009附錄E.5取值；z——風(fēng)壓高度變化系數(shù)，根據(jù)本文件表E.1取值；s——風(fēng)荷載體型系數(shù)，根據(jù)GB50009表8.3.1取值；表E.1風(fēng)壓高度變化系數(shù)z離地面或海平面高度(m)地表類別ABCD51.091.000.650.51101.281.000.650.51151.421.130.650.51201.521.230.740.51301.671.390.880.51401.791.521.000.60501.891.621.100.69601.971.711.200.77702.051.791.280.84802.121.871.360.91902.181.931.430.981002.232.001.501.041502.462.251.791.332002.642.462.031.582502.782.632.241.813002.912.773.432.023502.912.912.602.224002.912.912.762.404502.912.912.912.585002.912.912.912.74≥5502.912.912.912.91C類有密集建筑群的城市市區(qū)；D類有密集建筑群且房屋較高的城市市區(qū)。水流荷載標(biāo)準(zhǔn)值按JTS144-1取值和計(jì)算，作用于港口工程結(jié)構(gòu)上的流水標(biāo)準(zhǔn)值Fw可按下式計(jì)算:式中：Fw——水流力標(biāo)準(zhǔn)值，(kN)；

FCv2Aw w2v——水流設(shè)計(jì)流速，（m/s）；按結(jié)構(gòu)所處范圍內(nèi)最大平均流速或根據(jù)相應(yīng)表面流速推算。Cw——水流阻力系數(shù)，根據(jù)JTS144-1取值，鋼管樁取0.73，型鋼取2.07。——水的密度，(t/m3)；淡水取1.0，海水取1.025；A——計(jì)算構(gòu)件在與流向垂直平面上的投影面積，（㎡）；注：①當(dāng)計(jì)算作用于水流方向排列構(gòu)件上的水流力時(shí)，應(yīng)將水流阻力系數(shù)Cw乘以相應(yīng)的遮流影響系數(shù)m1，遮流影響系數(shù)按本文件表E.2取值;②當(dāng)需考慮構(gòu)件淹沒(méi)深度及水深對(duì)水流力的影響時(shí)，應(yīng)將水流阻力系數(shù)Cwn2E.3③當(dāng)需考慮構(gòu)件間橫向影響時(shí)，應(yīng)將水流阻力系數(shù)Cw乘以相應(yīng)的橫向影響系數(shù)m2，橫向影響系數(shù)根據(jù)本文件E.4表確定;④當(dāng)需考慮構(gòu)件受斜向水流作用的影響時(shí)，應(yīng)將水流阻力系數(shù)Cw乘以相應(yīng)的影響系數(shù)m3，影響系數(shù)根據(jù)本文件E.5表確定。

E.2遮流影響系數(shù)圖示遮流影響系數(shù)L/D123468121618>20后墩-0.380.250.540.660.780.820.860.880.901.00前墩1.01.01.01.01.01.01.01.01.01.0E.3及水深影響系數(shù)n2圖示淹沒(méi)深度系數(shù)d1/h0.51.01.52.02.252.53.03.44.05.0≥5.0d從水面算至梁的1/2處n10.70.890.960.991.00.990.990.970.950.880.84圖示水深影響系數(shù)D為迎水面寬度H/D124681012≥14n20.760.780.820.850.890.930.971.00表E.4構(gòu)件橫向影響系數(shù)m2圖示橫向影響系數(shù)B/D46810≥12m21.211.081.061.031.0E.5構(gòu)件斜向水流作用影響系數(shù)圖示橫向影響系數(shù)（°）051015m31.01.131.251.37波浪力的計(jì)算參考JTS145P，并根據(jù)不同情況進(jìn)行修正，最后根據(jù)最MLgT2L

th2dLL（m）；當(dāng)dL/2時(shí)/L1.0表示；g——重力加速度，（m/s2）；T——平均周期，（s）；d——水深，（m）；E.1（1）H/d0.2d/L0.2H/d0.2且d/L0.35時(shí)DH2PDmaxCD

2 K1PImax

AHK2 2DH2LMDCD K3MImax

AHLK44z24z1sh4z2sh4z1KL L L L1 8shLshshKL L2 L1 2zz2 zz

1 K3

2 1 2 1sh 2

ch 2ch 1sh4dL

42

8L

32

LK1 z2z1shchch4 chL

L

LLL式中：PDmax——作用于柱體計(jì)算高度上的最大速度力，（kN）；PImax——作用于柱體計(jì)算高度上的最大慣性力，（kN）；MDmax——作用于柱體計(jì)算高度上的最大速度力矩，（kN?m）；MImax——作用于柱體計(jì)算高度上的最大慣性力矩，（kN?m）；CD1.2；CM2.0；——水的重度，（kN/m3）；D——鋼管樁直徑，（m）；A——鋼管樁斷面面積，（m2）。MD0z2dmax及MImax時(shí)，取z10和z2dmax1/2，其中波峰在靜水面以上的高度max按下圖取值。圖E.2

max取值（2）H/d0.2d/L0.2H/d0.2d/L0.35時(shí)，可按（1）中公式計(jì)算波浪力，并分MD乘以系數(shù)，E.3系數(shù)取值E.4取值當(dāng)0.04d/L0.2乘以系數(shù)P乘以系數(shù)M，系數(shù)P、系數(shù)M圖E.5系數(shù)M和M取值

MDmaxMPDmax0.5PImax時(shí)，PmaxPImaxMmaxMImaxPDmax0.5PImax時(shí), P2 PmaxPDmax10.25Imax P2 D M2 MMD10.25 Imax M2 海）HBM/。

Dmax（E.4.1E.6主要指標(biāo)單位8方罐車10方罐車12方罐車總重力KN350（145）450（190）500（200）前軸重力KN70（35）90（40）2×80（2×35）后軸重力KN2×140（2×55）2×180（2×75）2×170（2×65）軸距m3.8+1.44.0+1.41.8+3.8+1.4輪距m1.81.81.8前輪著地（長(zhǎng)度×寬度）m×m0.3×0.20.3×0.20.3×0.2后輪著地（長(zhǎng)度×寬度）m×m0.6×0.20.6×0.20.6×0.2車輛外形尺寸（長(zhǎng)×寬）m×m9.0×2.59.4×2.510.5×2.5注：括號(hào)內(nèi)數(shù)據(jù)對(duì)應(yīng)車輛空載狀態(tài)，括號(hào)外對(duì)應(yīng)車輛滿載狀態(tài)。E.7主要指標(biāo)單位10t汽車15t汽車20t汽車30t汽車55t汽車總重力KN100150200300550KN3050607030KN----2×120KN701001302×1202×140軸距m4.04.04.04.0+1.43.0+1.4+7.0+1.4輪距m1.81.81.81.81.8前輪著地（長(zhǎng)度×寬度）m×m0.25×0.200.25×0.200.30×0.200.30×0.200.30×0.20中、后輪著地（長(zhǎng)度×寬度）m×m0.25×0.200.25×0.200.60×0.200.60×0.200.60×0.20車輛外形尺寸（長(zhǎng)×寬）m×m7×2.57×2.57×2.58.5×2.515×2.5E.8主要指標(biāo)單位技術(shù)指標(biāo)主要指標(biāo)單位技術(shù)指標(biāo)總重力KN550輪距m1.8前軸重力KN30前輪著地（長(zhǎng)度×寬度）m×m0.30×0.20中軸重力KN2×120后輪著地（長(zhǎng)度m×m0.60×0.20后軸重力KN2×140車輛外形尺寸（長(zhǎng)×寬）m×m15×2.5軸距m3+1.4+7+1.4———E.9主要指標(biāo)單位50t80t履帶吊100t150t180t250t整機(jī)重量t5590128180175230m×m4.9×0.765.4×0.856.9×0.97.2×1.17.5×1.18.1×1.2履帶中心距m3.544.105.305.