鋼便橋設(shè)計(jì)計(jì)算

PAGE.z..--.可修編.*大橋裝配式公路鋼便橋工程專項(xiàng)施工方案之一設(shè)計(jì)計(jì)算書二〇一六年三月六日目錄83561、工程概況490801.1**大橋4267081.2鋼便橋531792、編制依據(jù)5307393、參照規(guī)*5239384、分析軟件5254605、便橋計(jì)算5247155.1主要結(jié)構(gòu)參數(shù)6264785.1.1跨度660195.1.2便橋標(biāo)高6152265.1.3橋長(zhǎng)6275525.1.4結(jié)構(gòu)體系674175.1.5設(shè)計(jì)荷載6168325.1.6材料8282615.2橋面計(jì)算818525.2.1橋面板8208185.2.2輪壓強(qiáng)度計(jì)算988185.2.3橋面板檢算964885.3橋面縱梁檢算10195895.3.1計(jì)算簡(jiǎn)圖10100665.3.2截面特性10179495.3.3荷載11306205.3.4荷載組合13100315.3.5彎矩圖14172045.3.6內(nèi)力表14189735.3.7應(yīng)力檢算15212235.3.8跨中撓度1652875.3.9支座反力17238015.4橫梁檢算17136975.4.1計(jì)算簡(jiǎn)圖17186555.4.2裝配式公路鋼橋彈性支承剛度17254895.4.3橫梁模型18210025.4.4作用荷載18215335.4.5計(jì)算結(jié)果1925225.4.6截面檢算2019095.4.7撓度檢算20312645.5主桁計(jì)算21183955.5.1分配系數(shù)計(jì)算21299285.5.2計(jì)算模型22216855.5.3截面特性22172495.5.4作用荷載24174905.5.5荷載組合25135875.5.6主要桿件內(nèi)力及檢算26145315.5.7支座反力33229885.6樁頂橫梁計(jì)算33103945.6.1上部恒載計(jì)算33173815.6.2作用效應(yīng)計(jì)算34170405.6.3荷載分配系數(shù)計(jì)算34240225.6.4荷載分配效應(yīng)37274865.6.5橫梁計(jì)算模型37299955.6.6橫梁作用荷載3739125.6.7橫梁荷載組合38282455.6.8橫梁彎矩圖3833785.6.9橫梁應(yīng)力圖38286655.6.10橫梁撓度39284765.7鋼管樁計(jì)算3924625.7.1鋼管樁頂反力3913195.7.2鋼管樁材料承載力檢算40145745.7.3鋼管樁側(cè)土承載力檢算40223046、鉆孔平臺(tái)計(jì)算4125385.8.1橋面板計(jì)算41234535.8.2縱向分配梁計(jì)算42127295.8.3墩頂橫梁45290465.8.4平臺(tái)鋼管樁檢算49166397、剪力支承設(shè)計(jì)50264577.1水平支承系50127647.1.12.3m水平支承檢算50256747.1.22.5m水平支承檢算50304767.1.35m水平支承檢算(雙根對(duì)肢)51247927.2斜支承系51-.z.**大橋工程專項(xiàng)施工方案裝配式公路鋼便橋設(shè)計(jì)計(jì)算書工程概況**大橋**大橋工程位于**省**。**位于東溪中游，新建**大橋距離**大壩約5km。橋梁建成后，將代替既有**成為跨越**的主要通道，往西方向可通往**和**，往東途經(jīng)縣道**可通往**和**市區(qū)。**大橋橋梁中心樁號(hào)為K0+102.5，橋跨布置為(5*35)m，起始樁號(hào)：K0+009，終止樁號(hào):K0+196，橋梁全長(zhǎng)187m。本橋平面位于直線上，縱斷面縱坡1.4%。上部橫斷面采用4片預(yù)應(yīng)力混凝土后*T梁布置，先簡(jiǎn)支后連續(xù)結(jié)構(gòu)，梁墩正交，梁高2.3m。橋梁?jiǎn)畏贾茫瑢挾葹?m，雙向二車道，橫斷面布置1m(人行道)+7m(行車道)+1m(人行道）。橋面鋪裝采用12cmC50防水混凝土。該橋橋墩采用雙柱式橋墩，柱徑1.6m，中間設(shè)置柱間系梁，墩上接1.6m高的蓋梁，橋墩基礎(chǔ)采用鉆孔樁，直徑為1.8m；兩側(cè)橋臺(tái)均采用U型臺(tái)，擴(kuò)大基礎(chǔ)，兩側(cè)橋臺(tái)各設(shè)一道D160型伸縮縫。橋梁于人行道處設(shè)置單側(cè)路燈，以方便居民和車輛的夜間通行。橋梁設(shè)計(jì)洪水頻率按百年一遇進(jìn)行設(shè)計(jì)，并考慮以后水庫(kù)擴(kuò)容后庫(kù)水位提升對(duì)橋梁的影響。根據(jù)《***大橋防洪影響評(píng)價(jià)報(bào)告》，**大壩百年一遇水位為98.66m，按水面坡降換算到橋址處為98.78m，水庫(kù)擴(kuò)容后庫(kù)水位提升1.02m，因此百年一遇設(shè)計(jì)水位為99.80m，本設(shè)計(jì)梁底最低高程104.39m。橋梁詳細(xì)情況參見1:**大橋橋型布置圖。鋼便橋?yàn)榭朔恿髡系K，完成和安大橋基礎(chǔ)和墩身工程施工作業(yè)，必須修建施工臨時(shí)便橋，根據(jù)橋梁工程建設(shè)管理規(guī)定，編制該專項(xiàng)報(bào)告。編制依據(jù)《**大橋工程一階段施工圖設(shè)計(jì)文件》，**交通勘測(cè)**。2015年9月。《**大橋工程施工招標(biāo)文件》《**大橋工程施工投標(biāo)文件》《HNJ5253G(9m)的砼攪拌運(yùn)輸車技術(shù)資料》，海諾集團(tuán)?！?21裝配式公路鋼橋使用手冊(cè)》；參照規(guī)*《公路橋涵施工技術(shù)規(guī)*》，JTG/TF50-2011；《公路橋涵設(shè)計(jì)通用規(guī)*》JTGD60-2015；《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計(jì)規(guī)*》JTG62-2004）；《公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)*》（JTGD63-2007）；《鋼結(jié)構(gòu)設(shè)計(jì)規(guī)*》GB50017-2003；《公路圬工橋涵設(shè)計(jì)規(guī)*》JTGD61-2005；分析軟件CsiBridge17.2版便橋計(jì)算主要結(jié)構(gòu)參數(shù)跨度受插打鋼管樁基礎(chǔ)履帶吊車吊臂限制，便橋跨度采用9m。便橋標(biāo)高根據(jù)**管理處提供庫(kù)區(qū)水位調(diào)洪資料，確定橋面標(biāo)高為常水位高程，采用91.5m。橋下凈空設(shè)定為3m，則梁底高程確定為94.5m。橋長(zhǎng)根據(jù)橋跨布置，橋長(zhǎng)為180m。結(jié)構(gòu)體系便橋采用9m連續(xù)梁結(jié)構(gòu)，由裝配式公路鋼橋拼裝，基礎(chǔ)采用φ630*10鋼管樁基礎(chǔ)，每墩位設(shè)置六根鋼管，樁頂安裝2I32b作為橫梁，梁部采用6榀貝雷架，間距0.9+0.9+1.2+0.9+0.9m，貝雷梁上橫向安裝I20b橫梁，橫梁位于貝雷架節(jié)點(diǎn)位置，間距705+705+705+705mm，橫梁上鋪設(shè)由[25槽鋼和鋼板焊接空心方鋼，槽向向上，間距300mm，在橋面槽鋼上焊制φ12mm帶肋短鋼筋作為防滑設(shè)施。設(shè)計(jì)荷載根據(jù)施工階段可能出現(xiàn)的荷載，設(shè)計(jì)采用以下荷載條件計(jì)算：混凝土運(yùn)輸車車輛荷載(以下簡(jiǎn)稱"車輛荷載")根據(jù)《HNJ5253G(9m3)的砼攪拌運(yùn)輸車技術(shù)資料》，其荷載布置如圖5.1.4。1跨內(nèi)僅布置1臺(tái)。圖5.1.4-1混凝土運(yùn)輸車車輛荷載履帶吊荷載(以下簡(jiǎn)稱"履帶荷載")架梁時(shí)采用55t履帶吊，吊重按15t考慮，1跨內(nèi)僅布置1臺(tái)。參考SCC550C55t履帶吊技術(shù)資料，其荷載布置如圖如下：255t履帶吊荷載材料桁架桁架采用16Mnq，fs=310Mpa;fv=180Mpa;fce=400Mpa。銷子材料為30CrMnTi，直徑為49.5mm，重3kg。弦桿螺栓規(guī)格為M36×110，材料為16Mn，重８kg，容許抗剪力為150kN，容許拉力為80kN。外購(gòu)材料鋼板和型鋼采用Q345B鋼。鋼彈性模量Es＝2.06×105MPa；橋面計(jì)算橋面板縱梁采用C25a加焊10mm鋼板形成箱型結(jié)構(gòu)，其計(jì)算簡(jiǎn)圖為4跨連續(xù)梁。C25a主要參數(shù)如下:輪壓強(qiáng)度計(jì)算輪壓強(qiáng)度計(jì)算序號(hào)車輛類型項(xiàng)目變量單位計(jì)算公式參數(shù)值1混凝土運(yùn)輸車分布寬度Bm0.62跨度Lm0.23后輪軸重PKn1254面積分布?jí)毫akPa[5]/[4]/[3]1041.6675履帶吊車履帶寬度BLm0.7006履帶集度QLkn/m72.0007履帶面積集度qa1kPa[6]/[5]102.8578吊載不均勻系數(shù)k1考慮1/3著地3.0009分布集度qakPa[7]*[8]308.57110最不利輪壓qa1042.000橋面板檢算橋面板寬度250mm，厚度6mm，承受輪壓1042Kpa，按2邊支撐無限長(zhǎng)(分析采用3m)單向板計(jì)算。計(jì)算結(jié)果如下：主應(yīng)力其最大主應(yīng)力s11=245Mpa，滿足要求。撓度最大撓度：f=1.4mm，L/f=250/1.4=178>150。橋面縱梁檢算縱梁計(jì)算時(shí)，因不利荷載工況明確，可采用CsiBridge靜力計(jì)算。計(jì)算簡(jiǎn)圖計(jì)算簡(jiǎn)圖采用4跨等間距連續(xù)梁圖5.3.1橋面縱梁,模型圖截面特性圖5.3.2截面幾何參數(shù)荷載恒載程序根據(jù)材料密度自動(dòng)計(jì)算。車輛荷載車輛輪壓分布寬度為0.6m，縱肋間距為0.30m，考慮2片梁共同承受，則P=125/2=62.5kN。車輪間距為1.35m，另1輪作用在鄰跨。程序通過移動(dòng)荷載加載。圖5.3.3.2車輛移動(dòng)荷載參數(shù)履帶荷載履帶分布寬度0.7m，長(zhǎng)度4.5m，分配梁數(shù)n=0.7/0.3=2.333,則所分配履帶壓力QL=34.286kN/m。圖5.3.3.3履帶移動(dòng)荷載參數(shù)荷載組合車輛荷載組合履帶荷載組合彎矩圖車輛荷載組合履帶荷載組合內(nèi)力表縱梁內(nèi)力表序號(hào)FrameOutputCaseStepTypeV2M3Te*tTe*tTe*tKNKN-m11B_TRUSSMa*5.642021B_TRUSSMin-46.53031B_TRACKMa*1.32041B_TRACKMin-5.423052B_TRUSSMa*5.7398.192462B_TRUSSMin-46.433-1.002972B_TRACKMa*1.4170.947282B_TRACKMin-5.326-0.241393B_TRUSSMa*42.3510.1975103B_TRUSSMin-12.011-2.0228113B_TRACKMa*4.11.4123B_TRACKMin-1.047-0.4996134B_TRUSSMa*42.4476.3767144B_TRUSSMin-11.915-3.0599154B_TRACKMa*4.1971.1201164B_TRACKMin-0.95-0.7751175B_TRUSSMa*8.4321.0341185B_TRUSSMin-73.114-5.1831195B_TRACKMa*1.6030.1942205B_TRACKMin-18.904-2.3474216B_TRUSSMa*15.0345.9292226B_TRUSSMin-35.343-3.944236B_TRACKMa*2.8431.0942246B_TRACKMin-6.415-0.6926257B_TRUSSMa*15.1318.3444267B_TRUSSMin-35.246-3.919277B_TRACKMa*2.941.7536287B_TRACKMin-6.318-0.7396298B_TRUSSMa*54.255.2935308B_TRUSSMin-8.843-3.9219318B_TRACKMa*12.2220.9645328B_TRACKMin-1.869-0.8038339B_TRUSSMa*8.7471.1197349B_TRUSSMin-54.352-5.0474359B_TRACKMa*2.3110.4431369B_TRACKMin-12.32-2.12433710B_TRUSSMa*8.8445.29433810B_TRUSSMin-54.255-3.92193910B_TRACKMa*2.4080.90314010B_TRACKMin-12.223-0.83744111B_TRUSSMa*35.2428.34324211B_TRUSSMin-15.135-3.9194311B_TRACKMa*6.8561.71884411B_TRACKMin-2.941-0.89484512B_TRUSSMa*35.3395.93084612B_TRUSSMin-15.038-3.94434712B_TRACKMa*6.9531.08644812B_TRACKMin-2.844-0.96954913B_TRUSSMa*1.2731.03415013B_TRUSSMin-76.503-5.1835最大正彎矩:Mm*=10.1975kNm最大正彎矩:Mmn=-5.1831kNm應(yīng)力檢算截面特性表橋面縱梁幾何特性序號(hào)部件寬度厚度面積型心高度面積矩自身慣矩心心差面積慣矩合計(jì)慣矩截面模量BTAycAycI0HcIAI*W1頂板250102500832075002083336.423331655433373881877692腹板247818723973008949104-7.57710747810565823底板250717502.6546387146-43.92733767953383941612246.5828514697708368008287777911166990截面檢算縱梁截面檢算序號(hào)項(xiàng)目變量單位計(jì)算公式參數(shù)值備注1最大彎矩Mn*KN/M10.19752下緣截面模量W2mm31669903上緣截面模量W1MM31877694下緣應(yīng)力S2MpaMm*/W2615上緣應(yīng)力S1Mpa546材料容許應(yīng)力[S]Mpa310滿足跨中撓度縱梁跨中撓度序號(hào)JointOutputCaseStepTypeU3Te*tTe*tTe*tm13DEAD-6.53E-0723TRUSSMa*5.90E-0533TRUSSMin-2.69E-0443TRACKMa*1.50E-0553TRACKMin-4.00E-0567DEAD-3.07E-0777TRUSSMa*1.13E-0487TRUSSMin-2.16E-0497TRACKMa*2.10E-05107TRACKMin-4.90E-051111DEAD-3.07E-071211TRUSSMa*1.13E-041311TRUSSMin-2.16E-041411TRACKMa*2.60E-051511TRACKMin-4.80E-051615DEAD-6.53E-071715TRUSSMa*5.90E-051815TRUSSMin-2.69E-041915TRACKMa*1.50E-052015TRACKMin-6.00E-05活載作用下?lián)隙葄=0.3mm，L/F=2480,滿足要求。支座反力縱梁支座反力表序號(hào)JointB_TRUSSB_TRACKTe*tMa*MinMa*Min1146.53-5.6425.423-1.322584.359-9.70535.964-1.6843987.866-10.52338.175-4.08441384.361-9.70539.749-1.68451787.652-5.64115.685-1.294橫梁檢算計(jì)算簡(jiǎn)圖橫梁采用I20b,擔(dān)設(shè)在裝配式公路鋼橋的上弦節(jié)點(diǎn)位置,裝配式公路鋼橋橫向布置6片,其間距為0.9*2+1.2+0.9*2。按支撐于裝配式公路鋼橋的彈性支塍連續(xù)梁計(jì)算。裝配式公路鋼橋彈性支承剛度建立主桁計(jì)算模型，模型見圖5.4.2。圖5.4.2主桁計(jì)算模型在第1跨跨中作用1kN作用力時(shí)，其撓度為4.422E-5m，則剛度K=1/0。0442=22614kN/m。橫梁模型根據(jù)前述分析，建立橫梁模型如圖5.4.3。圖5.4.3橫梁模型圖作用荷載恒載程序根據(jù)材料密度自動(dòng)計(jì)算。車輛荷載縱梁作用在橫梁上的最大壓力為87.866kN，車輛輪壓分布寬度為0.6m，則q=87.866/0.6=146kN/m，程序通過移動(dòng)荷載加載。荷載組合由于在縱梁計(jì)算反力時(shí)已包括荷載分項(xiàng)系數(shù)，在橫梁分析中不在考慮。組合如下：計(jì)算結(jié)果橫梁彎矩包絡(luò)圖內(nèi)力表橫梁?jiǎn)卧獌?nèi)力FrameV2_KNM3_KN-mTe*tMa*MinMa*Min1-0.164-87.764-0.0493-26.3293226.75-6.5112.0159-22.9529313.385-44.9866.7269-19.6319419.803-29.52713.7999-12.1687515.994-54.60612.196-5.176636.068-11.72613.2325-3.9231735.999-11.79420.9264-3.2372831.201-31.20120.9264-3.2372936.095-11.69811.3626-4.2391015.994-54.60612.196-5.1761119.803-29.52713.7999-12.16871213.385-44.9866.7269-19.63191326.709-6.55116.0253-21.83971426.75-6.5112.0159-22.952915-0.164-87.764-0.0493-26.3293截面檢算橫梁截面檢算序號(hào)項(xiàng)目變量單位計(jì)算公式參數(shù)值備注1作用彎矩MkNm20.92642截面模量Wcm31883截面應(yīng)力σMpaM/W1114材料容許應(yīng)力[σ]MPa310滿足5截面慣性矩I*cm318806剪切模量Smm31000767剪力QKn368剪應(yīng)力τMPaQS/IB359容許剪應(yīng)力[τ]MPa180滿足撓度檢算各跨跨中撓度序號(hào)節(jié)點(diǎn)號(hào)DEAD工況TRUSS工況B工況13-1.200E-05-2.632E-03-2.644E-0325-1.200E-05-2.396E-03-2.408E-0338-1.300E-05-2.661E-03-2.674E-03411-1.200E-05-2.396E-03-2.408E-03514-1.200E-05-2.632E-03-2.644E-03跨撓比L/f=451>200滿足要求。主桁計(jì)算分配系數(shù)計(jì)算由于我們關(guān)心主桁跨中截面的內(nèi)力情況，故本計(jì)算書僅計(jì)算跨中主梁的分配系數(shù)。1號(hào)梁分配系數(shù)1號(hào)梁分配系數(shù)梁號(hào)JointU3系數(shù)影響線輪壓值Te*tm12-3.800E-050.8580.42924-9.711E-060.2190.110361.311E-06-0.0304101.844E-06-0.0425125.080E-07-0.011615-2.358E-070.005合計(jì)-4.428E-050.5392號(hào)梁分配系數(shù)2號(hào)梁分配系數(shù)梁號(hào)JointU3系數(shù)影響線輪壓值Te*tm12-9.711E-060.21824-2.300E-050.5160.25836-1.200E-050.269410-1.049E-060.0240.0425127.012E-07-0.0166155.080E-07-0.011合計(jì)-4.455E-050.3013號(hào)梁分配系數(shù)3號(hào)梁分配系數(shù)梁號(hào)JointU3系數(shù)影響線輪壓值Te*tm121.311E-06-0.02924-1.200E-050.26936-2.500E-050.5610.281410-9.658E-060.217512-1.049E-060.0240.0446151.844E-06-0.041合計(jì)-4.455E-050.325因此，最大分配梁號(hào)為1號(hào)梁。計(jì)算模型貝雷架按4*9m為一聯(lián)計(jì)算，采用平面桿系結(jié)構(gòu)建模，桁架片之間采用梁端釋放自由度模擬鉸接，貝雷架的荷載由分配橫梁傳遞，程序采用車輛荷載折減方式考慮分配系數(shù)。截面特性弦桿腹桿橋面縱梁連接特性連接特性主要應(yīng)用于縱梁和上弦節(jié)點(diǎn)的連接。作用荷載恒載主桁和縱梁自重程序根據(jù)材料密度自動(dòng)計(jì)算。橫梁荷載橫梁換算節(jié)點(diǎn)力序號(hào)項(xiàng)目變量單位計(jì)算公式參數(shù)值1橫梁面積Acm227.572比重ρKn/m378.53長(zhǎng)度Lm64單根重g1Kn1.2995分配節(jié)點(diǎn)力FkN0.216車道荷載本橋控制活載為前述的車輛荷載(TRUSS),且每跨僅作用但輛荷載,該移動(dòng)荷載采用布局線+車道+車輛荷載進(jìn)行分析,車輛特性如圖5.5.4.3。圖5.5.4.3車輛荷載荷載組合主要桿件內(nèi)力及檢算上弦桿軸力圖軸力表上弦桿軸力(1/2桿件)序號(hào)FrameP_KN序號(hào)FrameP_KNTe*tma*minTe*tma*min12410.00.049259-1.1-95.522410.00.050259-1.1-95.5324238.8-1.351260-2.2-82.3424238.8-1.352260-2.2-82.3524238.8-1.353260-2.2-82.3624312.4-24.5542612.9-48.7724312.4-24.5552612.9-48.7824312.4-24.5562612.9-48.7924462.1-3.35726256.5-13.71024462.1-3.35826256.5-13.71124462.1-3.35926256.5-13.71224532.2-26.46026323.5-35.81324532.2-26.46126323.5-35.81424532.2-26.46226323.5-35.81524694.80.36326492.8-0.61624694.80.36426492.8-0.61724794.80.36526592.8-0.61824794.80.36626592.8-0.61924884.8-7.56726691.2-7.02024884.8-7.56826691.2-7.02124884.8-7.56926691.2-7.02224981.03.27026775.5-2.22324981.03.27126775.5-2.22424981.03.27226775.5-2.22525075.0-2.07326874.9-1.92625075.0-2.07426874.9-1.92725075.0-2.07526874.9-1.928251101.53.57626989.2-7.629251101.53.57726989.2-7.630251101.53.57826989.2-7.63125293.7-0.479270114.6-1.93225293.7-0.480270114.6-1.93325393.7-0.481271114.6-1.93425393.7-0.482271114.6-1.93525417.4-43.38327221.7-35.93625417.4-43.38427221.7-35.93725417.4-43.38527221.7-35.93825557.4-12.28627355.9-12.33925557.4-12.28727355.9-12.34025557.4-12.28827355.9-12.3412561.9-54.6892743.6-48.6422561.9-54.6902743.6-48.6432561.9-54.6912743.6-48.6442574.0-74.9922754.5-74.9452574.0-74.9932754.5-74.9462574.0-74.9942754.5-74.947258-1.1-95.5952760.1-88.048258-1.1-95.5962760.1-88.0Nma*=115kNNmin=-96kN弦桿檢算橫梁截面檢算序號(hào)項(xiàng)目變量單位計(jì)算公式參數(shù)值備注11C10面積A1CM212.7421C10面積A2CM225.483材料容許應(yīng)力[σ]MPa3104桿件容許拉力[Nt]KN7905計(jì)算拉力NtKN115滿足6C10*軸截面慣性矩I*1CM4198.30072C10*軸截面慣性矩I*2cm4396.6008繞*軸回轉(zhuǎn)半徑R*CMSQRT（I*/A）3.9459繞*軸自由長(zhǎng)度L*cm70.50010長(zhǎng)細(xì)比λ*17.87011C10繞y軸自身慣性矩Iy025.612C10y軸型心距yccm1.5213C10y軸軸心距yacm5.5214C10繞y軸面積慣性矩IACM4776.38615C10繞y軸慣性矩IyIy0+IA801.98616繞y軸回轉(zhuǎn)半徑RyCMSQRT（Iy/A）5.61017繞y軸自由長(zhǎng)度L*28218長(zhǎng)細(xì)比λy50.26519計(jì)算長(zhǎng)細(xì)比λyc60.90320穩(wěn)定系數(shù)φ0.80221桿件容許拉力[Np]KNφ*[σ]*AA263322計(jì)算拉力NtKN96滿足經(jīng)檢算，弦桿承載力滿足下弦桿軸力圖軸力表下弦桿軸力(1/2桿件)序號(hào)FrameP_KN序號(hào)FrameP_KNTe*tma*minTe*tma*min110.00.01919-8.3-119.9220.7-1.72020-8.2-119.433175.1-11.5212171.8-99.444175.4-11.5222272.1-99.455175.4-11.5232372.1-99.466335.4-27.22424252.0-78.377335.4-27.22525252.0-78.388334.0-27.22626250.8-78.199264.6-45.62727206.2-52.71010264.4-45.62828206.2-52.61111264.4-45.62929206.2-52.61212285.5-71.23030252.5-74.11313285.5-71.23131252.5-74.11414283.5-71.33232250.6-74.1151585.8-93.0333372.1-94.4161685.4-93.1343471.8-94.4171785.4-93.1353571.8-94.41818-8.3-119.93636-7.7-114.8弦桿檢算Nma*=335kNNmin=-119kN根據(jù)前述檢算，滿足要求。豎桿軸力圖軸力表豎桿軸力(1/2桿件)序號(hào)FrameP_KN序號(hào)FrameP_KNTe*tma*minTe*tma*min17313.0-214.9191570.2-35.42762.8-2.720160-1.7-20.7379183.7-6.62116316.5-44.8480152.3-26.42216460.3-12.85831.2-7.923167-0.9-28.8686139.5-39.12417090.41.4787200.91.725171-1.5-66.68904.00.12617411.7-11.9993-3.2-214.1271771.8-60.210943.6-196.028178-5.0-66.511974.20.32918112.8-12.212100193.2-6.03018410.0-53.313101145.4-31.93118577.3-11.7141041.4-6.432188-0.7-27.415107145.4-31.93319176.8-12.516108193.2-6.53419210.8-53.4171114.00.13519511.6-12.1181145.3-195.6361982.1-60.2弦桿檢算豎桿截面檢算序號(hào)項(xiàng)目變量單位計(jì)算公式參數(shù)值備注1I8面積ACM29.583材料容許應(yīng)力[σ]MPa3104桿件容許拉力[Nt]KN2975計(jì)算拉力NtKN201滿足6I8*軸截面慣性矩I*CM499.0008繞*軸回轉(zhuǎn)半徑R*CMSQRT（I*/A）3.2159繞*軸自由長(zhǎng)度L*cm75.00010繞*軸長(zhǎng)細(xì)比λ*23.33119繞*軸計(jì)算長(zhǎng)細(xì)比λ*c28.26811I8繞y軸自身慣性矩I8y12.816繞y軸回轉(zhuǎn)半徑RyCMSQRT（Iy/A）1.15617繞y軸自由長(zhǎng)度Lycm7518長(zhǎng)細(xì)比λy64.88419計(jì)算長(zhǎng)細(xì)比λyc78.61720穩(wěn)定系數(shù)φ0.6943穩(wěn)定容許應(yīng)力[σw]MPaφ*[σ]21521桿件容許拉力[Np]KN[σw]*A20622計(jì)算拉力NtKN215超4.32%斜桿軸力圖軸力表斜桿軸力(1/2桿件)序號(hào)FrameP_KN序號(hào)FrameP_KNTe*tma*minTe*tma*min174122.8-14.42515815.2-119.72758.9-131.726159122.4-9.9377107.6-11.12716110.7-124.947811.7-124.728162122.9-11.358145.3-70.42916570.1-43.868257.5-37.93016645.7-52.678433.0-61.93116871.0-27.888569.7-45.93216946.4-67.3988-3.5-155.333172152.53.41089134.82.934173-5.9-157.31191-6.6-160.035175147.35.21292137.9-7.3361767.8-134.11395125.2-8.2371798.6-121.814967.8-145.438180132.8-9.51598120.5-10.5391829.4-141.9169910.8-140.940183138.5-10.51710256.7-56.54118656.7-54.81810342.5-50.34218755.9-40.21910542.9-50.14318955.6-40.52010656.5-57.04419057.1-54.72110911.8-141.245193138.7-11.422110120.7-11.44619410.3-142.0231128.6-145.447196133.0-10.424113125.2-8.4481978.8-121.8斜桿檢算豎桿截面檢算序號(hào)項(xiàng)目變量單位計(jì)算公式參數(shù)值備注1I8面積ACM29.582材料容許應(yīng)力[σ]MPa3103桿件容許拉力[Nt]KN2974計(jì)算拉力NtKN153滿足5I8*軸截面慣性矩I*CM499.0006繞*軸回轉(zhuǎn)半徑R*CMSQRT（I*/A）3.2157繞*軸自由長(zhǎng)度L*cm103.0008繞*軸長(zhǎng)細(xì)比λ*32.0419繞*軸計(jì)算長(zhǎng)細(xì)比λ*c38.82210I8繞y軸自身慣性矩I8y12.811繞y軸回轉(zhuǎn)半徑RyCMSQRT（Iy/A）1.15612繞y軸自由長(zhǎng)度Lycm10313長(zhǎng)細(xì)比λy89.10814計(jì)算長(zhǎng)細(xì)比λyc107.96715穩(wěn)定系數(shù)φ0.51116穩(wěn)定容許應(yīng)力[σw]MPaφ*[σ]15817桿件容許拉力[Np]KN[σw]*A15218計(jì)算拉力NtKN1605.43%支座反力主桁支座反力表序號(hào)JointDEADP_HBEAMTRUSS_MOVB_BASETe*tKNMKNMMa*MinMa*Min128.6551.349258.616-16.724374.068-11.40822412.0051.865184.099-2.475274.38213.17832610.6641.659172.866-15.360256.799-6.71744810.3271.607172.996-16.130256.515-8.261樁頂橫梁計(jì)算橫梁采用36b工字鋼雙抱結(jié)構(gòu)，支撐在3鋼管樁上，鋼管樁間距2.5m。履帶吊在作業(yè)時(shí)重量為80KN，攪拌車后輪重為500KN，因此不利工況為履帶吊吊打工況。當(dāng)履帶吊停在橫梁正上方作業(yè)時(shí)，單邊履帶吊重量由主桁直接傳遞給橫梁?？v向最不利工況為插打第2孔時(shí)，為最不利工況。上部恒載計(jì)算墩上橫梁上部恒載計(jì)算序號(hào)項(xiàng)目變量單位計(jì)算公式參數(shù)值1計(jì)算跨度LM結(jié)構(gòu)參數(shù)92橋面梁面積A1MM264543單根橋面梁線荷載GL11KN/MA1*78.50.5074橋面梁根數(shù)N16/0.3205總線荷載GL12KN/MGL11*N110.1336分配給單片梁上線荷載GL1KN/MGL12/61.6897分配梁線重量GL21查表0.3118分配梁長(zhǎng)度L2m結(jié)構(gòu)參數(shù)6.0009單根分配梁重量G22GL21*L21.86610分配梁數(shù)量N2結(jié)構(gòu)參數(shù)1211合計(jì)重量G23G22*N222.39212總線荷載G24KN/MG23/92.48813分配給單片梁上線荷載G25KN/MG24/60.41514合計(jì)上部結(jié)構(gòu)恒載G32.10315主桁線重量G41.92016合計(jì)恒載線荷載G54.023作用效應(yīng)計(jì)算各荷載反力計(jì)算序號(hào)項(xiàng)目變量單位計(jì)算公式參數(shù)值1計(jì)算跨度LM92橋面梁+橋面橫梁線荷載G1KN/M12.6213橋面梁+橋面橫梁反力RG1KNG1*L/256.7944主桁線荷載(單片)G2KN/M1.9205主桁反力(單片)RG2KNG1*L/28.6406活載線荷載Q1KN/M1607活載反力RQ1KN540荷載分配系數(shù)計(jì)算上述荷載在墩頂橫梁上通過主桁傳遞的荷載是不均勻的，為此，應(yīng)考慮上下橫梁、主桁和墩頂相互作用荷載分配系數(shù)。計(jì)算模型橋面恒載分配系數(shù)恒載作用反力分配不均勻系數(shù)梁號(hào)FrameP分配系數(shù)Te*tKN111-1.1780.196212-0.7480.125313-1.0750.179414-1.0750.179515-0.7480.125616-1.1780.196-6.0021.000活載分配系數(shù)履帶作用反力分配不均勻系數(shù)梁號(hào)FrameP分配系數(shù)Te*tKN111-0.0390.028212-0.3860.276313-0.2750.196414-0.2750.196515-0.3860.276616-0.0390.028-1.41.000荷載分配效應(yīng)荷載分配效應(yīng)序號(hào)作用名稱總效應(yīng)項(xiàng)目主梁編號(hào)1231橋面恒載56.794系數(shù)0.1960.1250.1792分配值11.1477.07810.1723主桁8.64系數(shù)1.0001.0001.0004分配值8.6408.6408.6405恒載合計(jì)19.78715.71818.8126履帶活載540系數(shù)0.0280.2760.1967分配值15.043148.886106.071橫梁計(jì)算模型橫梁作用荷載恒載程序根據(jù)材料密度自動(dòng)計(jì)算。上部結(jié)構(gòu)傳遞荷載履帶活載橫梁荷載組合橫梁彎矩圖橫梁應(yīng)力圖應(yīng)力滿足橫梁撓度衡量撓度序號(hào)JointOutputCaseU3Te*tTe*tm112DEAD-3.132E-06212TRACK-6.750E-04312SDEAD-8.000E-054活載撓跨比L/F3407剛度足夠鋼管樁計(jì)算鋼管樁采用φ630mm、壁厚8mm鋼管，間距2.3m，其不利工況為第2孔完成時(shí)，包括第1、2孔恒載和履帶荷載。鋼管樁頂反力鋼管樁頂反力表序號(hào)JointOutputCaseF3_KNTe*tDEADSDEADTRACKB_BASE第2孔完成131.05630.948102.742182.243220.648261.94646.739334.517526.745585.167391.05630.948102.742182.243220.648鋼管樁材料承載力檢算表5.7.2鋼管樁檢算序號(hào)項(xiàng)目變量單位計(jì)算公式參數(shù)值1鋼管樁外徑D1mm6302壁厚Tmm83鋼管樁內(nèi)徑D2MMD1-2T6144鋼管樁面積Amm20.7805*(d1^2-d2^2)156335鋼管樁慣性矩Imm40.0491*(d1^4-d2^4)7561237226慣性半徑RMMSQRT(I/A)219.9287自由長(zhǎng)度LMM15000.0008長(zhǎng)細(xì)比λL/R68.2049穩(wěn)定系數(shù)φ0.84910穩(wěn)定應(yīng)力σMPA178.29011穩(wěn)定壓力[N]KNAσ2787.13712計(jì)算壓力NKN提取585.000滿足鋼管樁側(cè)土承載力檢算鋼管樁側(cè)土抗力檢算序號(hào)項(xiàng)目變量單位計(jì)算公式參數(shù)值1鋼管樁周長(zhǎng)SMPI*D1.9792鋼管樁面積AM20.7805*(d1^2-d2^2)0.0163沖填土厚度L1M提取6.3004沖填土極限側(cè)阻力qs1kPa查地質(zhì)報(bào)告25.0005沖填土摩阻力F1KNL1*S*QS1311.7256碎塊狀強(qiáng)風(fēng)化土層側(cè)摩系數(shù)qs2kPa查地質(zhì)報(bào)告110.0007碎塊狀強(qiáng)風(fēng)化土層厚度L2m提取2.0008沖填土摩阻力F2KNL2*S*QS2435.4259合計(jì)側(cè)摩阻力FQKNF1+F2747.14910樁尖面積Apm2提取0.01611中風(fēng)化層承載力qpkPa查地質(zhì)報(bào)告25000.00012樁尖阻力FQKNAp*qp390.81513承載力標(biāo)準(zhǔn)值PKKN0.5*FQ+FP764.39014計(jì)算承載力NKN提取585.000滿足鉆孔平臺(tái)計(jì)算鉆孔平臺(tái)采用630鋼管樁作為基礎(chǔ),沿水流方向設(shè)置2I40b縱梁,其上布置I32b間距60cm作為橫向分配梁。其上鋪設(shè)[25a(槽口向下)槽鋼。計(jì)算中應(yīng)考慮車輛荷載縱橫向布置時(shí)各構(gòu)件的強(qiáng)度和剛度。橋面板計(jì)算橋面板按60cm簡(jiǎn)支梁計(jì)算。計(jì)算荷載采用車輛荷載，獨(dú)輪作用。內(nèi)力計(jì)算-1豎桿截面檢算序號(hào)項(xiàng)目變量單位計(jì)算公式參數(shù)值1結(jié)構(gòu)參數(shù)計(jì)算跨度LM0.62車輛荷載輪壓強(qiáng)度QaKPa10423縱向行駛車輛荷載分布寬度Bm0.34車輛荷載線集度QLKN/M3135作用長(zhǎng)度L1M0.2006支座反力R1KN0.5*QL*L131.2607無載邊距A1M0.5*(L-L1)0.2008跨中彎矩MLKNMLA*R1+0.5*R1*L1/26.2529橫向行駛車輛荷載分布寬度Bm0.210車輛荷載線集度QLKN/M20811作用長(zhǎng)度L1M0.60012支座反力R1KN0.5*QL*L162.52013無載邊距A1M0.5*(L-L1)0.00014跨中彎矩MLKNMLA*R1+0.5*R1*L1/29.37815最大彎矩Mm*9.37816最大剪力Qm*62.52017橋面板自重GKN/M2.74718自重彎矩MGKNM0.12419自重剪力qgKn0.82420荷載組合彎矩MCKNM13.27821剪力QCKN88.517橋面板檢算橋面梁截面檢算序號(hào)項(xiàng)目變量單位計(jì)算公式參數(shù)值1截面面積ACM20.62截面慣性矩Iycm4175.5293型心邊距Z0CM2.0654上緣截面模量W1cm385.0025下緣邊距Z2CMB-Z05.7356下緣截面模量W2CM330.6077截面彎矩MCKNM2.3609下緣應(yīng)力σ2Mpa77.10810面積矩SCM339.46811截面剪力QCKN88.51711剪應(yīng)力τMPAQS/(IT)82.930縱向分配梁計(jì)算分配梁采用I25b,擱置在縱梁上，跨度5M，間距0.6m，按1/2車輛荷載計(jì)算。計(jì)算模型截面特性作用荷載恒載程序根據(jù)材料密度自動(dòng)計(jì)算。橋面梁線荷載橋面梁線荷載計(jì)算序號(hào)項(xiàng)目變量單位計(jì)算公式參數(shù)值1橋面梁線重量GLKN/M0.31392分配梁分布寬度D1m0.6003單根橋面梁重G1KN0.1884分配梁跨度L2m5.0005橋面梁分布寬度D2m0.3006橋面梁線數(shù)量N1L2/D1+118.0007橋面梁作用總重F1KNN1*G13.3908橋面梁線荷載QLKN/MF1/L20.678移動(dòng)荷載荷載組合截面彎矩截面應(yīng)力因此,截面應(yīng)力足夠。撓度跨中撓度序號(hào)JointOutputCaseStepTypeU3Te*tTe*tTe*tm15DEAD-3.0900E-0425DECK-5.0800E-0435TRUSSMa*0.0000E+0045TRUSSMin-5.3434E-02撓跨比：L/f=94，撓跨比不足墩頂橫梁墩頂橫梁按支