先簡支后連續(xù)預(yù)應(yīng)力混凝土梁

先簡支后連續(xù)預(yù)應(yīng)力混凝土T梁設(shè)計(jì)

--成安渝高速公路萬家村大橋畢業(yè)設(shè)計(jì)者：張陽學(xué)號(hào)：07300055指導(dǎo)教師：周翠英（教授）劉鎮(zhèn)（講師）校外指導(dǎo)教師：黃振英（工程師）李峰（工程師）專業(yè)：交通工程論文方向：橋梁設(shè)計(jì)設(shè)計(jì)內(nèi)容：

1.橋梁形式選擇、跨長擬定、梁片數(shù)擬定

2.材料選用

3.T梁截面尺寸擬定

4.T梁各截面配束計(jì)算內(nèi)容：1.T梁毛截面特性2.荷載組合效應(yīng)3.鋼束估算4.預(yù)應(yīng)力損失計(jì)算5.配束后主梁內(nèi)力計(jì)算6.截面強(qiáng)度驗(yàn)算7.抗裂驗(yàn)算8.持久狀況應(yīng)力驗(yàn)算9.短暫狀況應(yīng)力驗(yàn)算10.撓度驗(yàn)算設(shè)計(jì)依據(jù)：《公路橋涵設(shè)計(jì)通用規(guī)范》《公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計(jì)規(guī)范》3.《成安渝高速公路13-56段主線橋說明12.7》；4.《萬家村大橋地質(zhì)勘查報(bào)告書》；5.《成安渝高速公路初步設(shè)計(jì)審查意見》；《成安渝高速公路詳勘外業(yè)驗(yàn)收評(píng)審意見》；其它有關(guān)函件、紀(jì)要、協(xié)議、合同等主要技術(shù)標(biāo)準(zhǔn)1.設(shè)計(jì)荷載：公路-Ⅰ級(jí)。2.設(shè)計(jì)洪水頻率：1/100。3.結(jié)構(gòu)設(shè)計(jì)基準(zhǔn)期：100年。4.橋梁寬度：2×16.25m；工程概況橋跨布置：擬建萬家村大橋位于主線測設(shè)左幅里程ZK13+217～ZK13+488，中心樁號(hào)ZK13+353，橋長270m，橋孔跨布置形式為9x30m；右幅里程K13+217～K13+488，中心樁號(hào)K13+353，橋長270m，橋孔跨布置形式為9x30m。上部結(jié)構(gòu)為預(yù)應(yīng)力砼簡支T梁，下部結(jié)構(gòu)為樁基礎(chǔ)。地形地貌：該橋址屬低山丘陵和山間溝谷地貌，地勢(shì)相對(duì)變化較大，高程530~570米，相對(duì)高差約40米，地表多為果園及旱地和房屋。地層巖性：經(jīng)地質(zhì)測繪及勘探揭示，橋址區(qū)主要地層有第四系人工堆積層（Q4me）、坡洪積層（Q4dl+pl）粉質(zhì)粘土、坡殘積（Q4dl+el）粉質(zhì)粘土、下臥白堊系中上統(tǒng)夾關(guān)組（K1c）砂巖、砂質(zhì)泥巖和侏羅系上統(tǒng)蓬萊鎮(zhèn)組（J3p）砂質(zhì)泥巖、砂巖等。地質(zhì)構(gòu)造：橋址區(qū)位于成都平原東側(cè)和龍泉山西側(cè)，龍泉山西麓斷裂距該橋較近，與線路相交于里程在K13+100左右。龍泉山西麓斷裂沿龍泉山西麓窯子壩、興龍鎮(zhèn)、洛帶鎮(zhèn)、文安一線發(fā)育，向兩側(cè)均延伸出區(qū)外，斷裂走向北40°東，斷面傾向南東，性質(zhì)為逆斷層性質(zhì)，兼右行走滑性質(zhì)，北西盤為上白堊統(tǒng)灌口組（K2g），南東盤為上侏羅統(tǒng)蓬萊鎮(zhèn)組（J3p）。水文條件：橋址區(qū)內(nèi)地表水一般發(fā)育有一條寬2－3m的小河流，流速較緩慢，水深小于1m。經(jīng)取水樣化驗(yàn)屬HCO3-—Ca2+型水，PH=7.20，礦化度414.0mg/L。地表水對(duì)砼無分解類腐蝕，在Ⅱ類環(huán)境下對(duì)砼無結(jié)晶類腐蝕。在鉆探深度內(nèi)，地下水位埋深約0.00～18.40m，標(biāo)高526.56～559.85m。橋址區(qū)地下水屬于孔隙潛水及基巖裂隙水。經(jīng)取水樣化驗(yàn)屬HCO3-－Ca2+型水，PH=7.21，礦化度566.3mg/L。地表水對(duì)砼無分解類腐蝕，在Ⅱ類環(huán)境下對(duì)砼無結(jié)晶類腐蝕。地質(zhì)縱斷面圖上部結(jié)構(gòu)技術(shù)指標(biāo)公路等級(jí)高速公路橋梁寬度(m)33.0(整體式)汽車荷載等級(jí)公路-Ⅰ級(jí)行車道數(shù)雙向六車道橋面寬度(m)2×16.25跨徑(m)30單幅橋梁片數(shù)7片梁間距(m)2.4083預(yù)制梁高(m)2預(yù)制梁長（m）30預(yù)制梁最大吊裝重量(t)邊梁70.9，中梁73.4主要材料1、橋面鋪裝層：10cm瀝青砼鋪裝層+防水層；2、橋面現(xiàn)澆層：C40混凝土；3、混凝土材料：現(xiàn)澆連續(xù)梁采用C50砼；簡支轉(zhuǎn)連續(xù)T梁及箱梁預(yù)制部分與濕接縫均采用C50砼，渡槽梁體采用C40；4、普通鋼筋：Φ<12mm為R235鋼筋；Φ>12mm為HRB335鋼筋；5、Q235鋼板；6、預(yù)應(yīng)力鋼筋：采用高強(qiáng)度低松弛Φj15.2預(yù)應(yīng)力鋼絞線；7、波紋管及錨具：門架墩采用塑料波紋管，其它采用鍍鋅雙波金屬波紋管；錨具采用VLM或OVM自錨系列優(yōu)質(zhì)錨具及與之配套的千斤頂；8、伸縮縫：80型采用淺埋式型鋼伸縮縫；9、支座：板式橡膠支座及聚四氟乙烯滑板式橡膠支座；10、橋面排水系統(tǒng)：PVC、UPVC工程塑料管材；橋型布置立面圖橋梁布置橫斷面T梁毛截面截面毛截面特性預(yù)制中梁預(yù)制邊梁成橋中梁成橋邊梁截面圖截面積A（m2）1.23801.26201.33531.3262截面慣矩I（m4）0.49160.50080.54200.5262中性軸至梁底的距離（m）1.17401.18591.22831.2131上核心距（m）0.33820.33470.33060.3309下核心距（m）0.48070.48750.52600.5102截面效率指標(biāo)0.40950.41110.42820.4206主梁作用效應(yīng)——結(jié)構(gòu)自重作用效應(yīng)計(jì)算主梁自重作用效應(yīng)組合（中梁）截面第一施工階段自重作用第三施工階段自重作用第四施工階段自重作用自重作用效應(yīng)內(nèi)力疊加剪力（kN）彎矩（kN·m）剪力（kN）彎矩（kN·m）剪力（kN）彎矩（kN·m）剪力（kN）彎矩（kN·m）左邊支點(diǎn)457.475026.90621078.227360562.608570第一跨1/4處228.73752487.52-4.48437151.4796-13.0379440.413211.215233079.4126第一跨跨中處03316.694-35.875166.1479-104.303483.0598-140.1783965.9017第一跨3/4處-228.7382487.52-67.265544.00494-195.568127.9404-491.57152659.4653左中支點(diǎn)（左）-457.4750-98.6561-214.949-286.834-624.945-842.9651-839.894左中支點(diǎn)（右）457.475026.90621-214.94978.22736-624.945562.60857-839.894第二跨1/4處228.73752487.5213.22509-9.7323738.45074-28.296280.413332449.4916中跨跨中03316.694058.673250170.587103545.9544主梁自重作用效應(yīng)組合（邊梁）截面第一施工階段自重作用第三施工階段自重作用第四施工階段自重作用自重作用效應(yīng)內(nèi)力疊加剪力（kN）彎矩（kN·m）剪力（kN）彎矩（kN·m）剪力（kN）彎矩（kN·m）剪力（kN）彎矩（kN·m）左邊支點(diǎn)448.775013.45864078.227360540.4610第一跨1/4處224.38752440.214-2.2431175.77092-13.0379440.413209.106492956.3979第一跨跨中處03253.619-17.944983.10809-104.303483.0598-122.24793819.7869第一跨3/4處-224.3882440.214-33.646622.01152-195.568127.9404-453.60262590.1659左中支點(diǎn)（左）-448.7750-49.3483-107.519-286.834-624.945-784.9573-732.464左中支點(diǎn)（右）-448.775013.45864-107.51978.22736-624.945-357.089-732.464第二跨1/4處224.38752440.2146.615263-4.8681938.45074-28.296269.45352407.0498中跨跨中03253.619029.348690170.587103453.5548主梁作用效應(yīng)——汽車荷載作用效應(yīng)步驟：1.沖擊系數(shù)計(jì)算2.車道折減系數(shù)選用3.主梁荷載橫向分布系數(shù)計(jì)算1）跨中的荷載橫向分布系數(shù)①邊跨等代簡支梁抗彎、抗扭慣矩計(jì)算②計(jì)算抗扭修正系數(shù)③按修正的剛性橫梁法計(jì)算橫向影響線數(shù)標(biāo)值④按最不利布載繪出橫向分布影響線⑤計(jì)算1號(hào)梁荷載橫向分布系數(shù)⑥其他梁片計(jì)算類似2）支點(diǎn)的荷載橫向分布系數(shù)按杠桿原理按最不利進(jìn)行布載繪制荷載橫向分布影響線3）荷載橫向分布系數(shù)取值1號(hào)梁跨中的橫向分布系數(shù)的計(jì)算圖示1號(hào)梁支點(diǎn)的橫向分布系數(shù)的計(jì)算圖示主梁作用效應(yīng)——汽車荷載作用效應(yīng)4.汽車荷載效應(yīng)內(nèi)力計(jì)算式中：Sp主梁最大汽車荷載效應(yīng)內(nèi)力；1+μ汽車荷載沖擊系數(shù)；ξ車道折減系數(shù)，本例ξ=0.78；mi荷載橫向分布系數(shù)；Pk車道荷載中的集中荷載標(biāo)準(zhǔn)值；yi主梁內(nèi)力影響線的豎標(biāo)值；qk車道荷載中的均布荷載標(biāo)準(zhǔn)值；ω主梁內(nèi)力影響線中均布荷載所在范圍的面積；主梁作用效應(yīng)——汽車荷載作用效應(yīng)車道荷載取值根據(jù)《通規(guī)》4.3.1條，公路—I級(jí)的均布荷載標(biāo)準(zhǔn)值qk和集中荷載標(biāo)準(zhǔn)值Pk為：計(jì)算彎矩時(shí)：計(jì)算剪力時(shí)：求中跨跨中截面的最大彎矩和最小彎矩、最大剪力和最小剪力。計(jì)算時(shí)，采用直接加載求汽車荷載效應(yīng)內(nèi)力。中跨跨中截面汽車荷載效應(yīng)計(jì)算圖示其他截面的汽車荷載效應(yīng)內(nèi)力截面Mmax（kN·m）Mmin（kN·m）Qmax（kN）Qmin（kN）左支點(diǎn)0.00.00.00.0邊跨1/41443.9-201.3-181.4101.5邊跨1/21711.6-387.8-101.0179.7邊跨3/41100.9-573.1-41.5264.3左中支點(diǎn)（左）268.3-1177.9-10.3311.4左中支點(diǎn)（右）268.3-1177.9304.848.9中跨1/41132.7-621.5-222.783.6中跨1/21619.4-477.2-154.1154.1主梁作用效應(yīng)——溫度次內(nèi)力截面剪力（kN）彎矩（kN·m）截面剪力（kN）彎矩（kN·m）左支點(diǎn)-27.750.00左中支點(diǎn)（左）-27.75818.70邊跨1/4-27.75204.68左中支點(diǎn)（右）-27.75818.70邊跨跨中-27.75409.35中跨1/4-27.75818.70邊跨3/4-27.75614.03中跨跨中-27.75818.70溫差應(yīng)力按《公預(yù)規(guī)》附錄B計(jì)算：式中：Ay截面內(nèi)的單元面積；ty單元面積Ay內(nèi)溫差梯度平均值，均以正值代入；αc混凝土線性膨脹系數(shù)，αc=0.00001；Ec混凝土彈性模量，Ec=3.45×104MPa；ey單位面積Ay重心至截面重心軸的距離，重心軸以上取正值，以下取負(fù)值。圖10-8溫差應(yīng)力計(jì)算圖示主梁作用效應(yīng)——沉降應(yīng)力基礎(chǔ)沉降次內(nèi)力計(jì)算示意圖基礎(chǔ)沉降次內(nèi)力表截面剪力（kN）彎矩（kN·m）截面剪力（kN）彎矩（kN·m）左支點(diǎn)-9.400.00中跨3/4-11.57-16.89邊跨1/4-9.40-69.31右中支點(diǎn)（左）-11.5769.89邊跨跨中-9.40-138.62右中支點(diǎn)（右）-2.3769.89邊跨3/4-9.40-207.94邊跨1/4-2.3752.42左中支點(diǎn)（左）-9.40-277.25邊跨跨中-2.3734.95左中支點(diǎn)（右）-11.57-277.25邊跨3/4-2.3717.47中跨1/4-11.57-190.46右支點(diǎn)-2.370.00中跨跨中-11.57-103.68主梁作用效應(yīng)——作用效應(yīng)組合1.按承載能力極限狀態(tài)設(shè)計(jì)1）對(duì)結(jié)構(gòu)承載力不利時(shí)2）對(duì)結(jié)構(gòu)承載力有利時(shí)2.按正常使用極限狀態(tài)設(shè)計(jì)1）作用短期效應(yīng)組合2）作用長期效應(yīng)組合預(yù)應(yīng)力鋼束估算及布置1.按正常使用極限狀態(tài)下的正截面抗裂演算要求估束2.按正常使用極限狀態(tài)截面壓應(yīng)力要求估算3.按承載能力極限狀態(tài)的應(yīng)力要求計(jì)算式中：σst在作用短期效應(yīng)組合下構(gòu)件的抗裂驗(yàn)算邊緣混凝土的法向拉應(yīng)力，始終不含正負(fù)號(hào)σpc扣除全部預(yù)應(yīng)力損失后的預(yù)加力在構(gòu)件抗裂驗(yàn)算邊緣產(chǎn)生的預(yù)壓應(yīng)力。，式中：σkc由作用（或荷載）標(biāo)準(zhǔn)值產(chǎn)生的混凝土受壓緣的法向壓應(yīng)力；σpt由預(yù)應(yīng)力產(chǎn)生的混凝土法向拉應(yīng)力；fck混凝土軸心抗壓強(qiáng)度標(biāo)準(zhǔn)值；Mk按作用（或荷載）標(biāo)準(zhǔn)值組合計(jì)算的彎矩值；W受彎側(cè)的抗彎模量。按破壞階段估算預(yù)應(yīng)力筋的基本公式是：式中：ny按極限承載能力估算的預(yù)應(yīng)力筋數(shù)量的最小值；fcd混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值；fpd預(yù)應(yīng)力筋抗拉強(qiáng)度設(shè)計(jì)值；γ0橋梁結(jié)構(gòu)重要性系數(shù)；b受壓區(qū)翼緣寬度；h0界面的有效高度。預(yù)應(yīng)力鋼束估算及布置截面中梁邊跨跨中中梁左支座中梁中跨跨中邊梁邊跨跨中邊梁左支座邊梁中跨跨中受壓翼緣寬度2.410.502.412.110.502.11有效高度1.801.901.801.801.901.80彎矩7369.10-1749.707276.507369.10-1749.707276.50最小根數(shù)26.34-5.6526.0026.43-5.6526.09估算結(jié)果鋼束擬定綜合考慮以上3中鋼筋估算方法得出的計(jì)算結(jié)果，中邊跨數(shù)據(jù)相差不多。為了鋼束布置和施工，統(tǒng)一將各梁正彎矩鋼束取36股，負(fù)彎矩鋼束取15股。具體成束及束號(hào)為：正彎矩采用3束12Φj15.2鋼絞線（OVM15-9錨具），分別即為N1、N2、N3；支點(diǎn)負(fù)彎矩鋼束采用5束3Φj15.2鋼絞線（OVM15-4錨具），分別即為3N4、2N5。預(yù)應(yīng)則力損汗失計(jì)尺算《公裳預(yù)規(guī)券》規(guī)鬼定，這預(yù)應(yīng)猛力混猾凝土罵構(gòu)件翁在正啦常使河用極恰限狀畜態(tài)計(jì)凳算中柔，后縣張法振應(yīng)考移慮下源列因切素引廟起的浴預(yù)應(yīng)主力損疏失值個(gè)：①預(yù)香應(yīng)力合筋束絮與管勾道壁峰之間京的摩密擦；②錨化具變分形、廟鋼筋洲回縮刑和接麥縫壓是縮；③混謝凝土猴的彈暈性壓旅縮；④預(yù)侵應(yīng)力涼筋束禮的應(yīng)圍力松惡弛；⑤混亮凝土絕的收鵲縮和碑徐變牌；對(duì)于身后張延構(gòu)件堆：傳力寺錨固飯時(shí)是競的損攪失（憂第一左批）赴：①凍+②郊+③傳力虛錨固源時(shí)后肺的損梁失（訴第二陣批）優(yōu)：④愉+⑤中梁命各截供面各桌階段汽預(yù)應(yīng)斧力損性失項(xiàng)目預(yù)加應(yīng)力階段使用階段鋼束有效預(yù)應(yīng)力截面σl1σl2σl3σlIσl5σl6σlIIσpσ‘p左支點(diǎn)24.471759.19024.673788.335634.338977.6823112.02121306.66441194.6432邊跨1/438.892657.685321.5959118.173830.6064123.6217154.22811276.82621122.5981邊跨跨中62.29739.52750.2152.02432.68113.7349146.41491242.9761096.5611邊跨3/438.892657.685321.5959118.173830.6064123.6217154.22811276.82621122.5981左中支點(diǎn)24.471759.190227.7201111.38234.3389216.9116251.25051283.6181032.3675中跨1/438.892657.685321.5959118.173830.6064123.6217154.22811276.82621122.5981中跨跨中62.29739.52750.2152.02432.68113.7349146.41491242.9761096.5611邊梁各截他面各箱階段璃預(yù)應(yīng)洗力損沸失項(xiàng)目預(yù)加應(yīng)力階段使用階段鋼束有效預(yù)應(yīng)力截面σl1σl2σl3σlIσl5σl6σlIIσpσ‘p左支點(diǎn)24.471759.19024.673788.335634.338974.3894108.72831306.66441197.9361邊跨1/438.892657.685321.5959118.173830.6064119.6796150.2861276.82621126.5402邊跨跨中62.29739.52750.2152.02432.68110.489143.1691242.9761099.807邊跨3/438.892657.685321.5959118.173830.6064119.6796150.2861276.82621126.5402左中支點(diǎn)24.471759.190227.7201111.38234.3389205.138239.47691283.6181044.1411中跨1/438.892657.685321.5959118.173830.6064119.6796150.2861276.82621126.5402中跨跨中62.29739.52750.2152.02432.68110.489143.1691242.9761099.807配束系后主僚梁內(nèi)熊力計(jì)趙算及調(diào)內(nèi)力牧組合預(yù)加次力產(chǎn)廣生的應(yīng)次預(yù)森矩計(jì)疊算圖喝示考慮泰預(yù)應(yīng)矛力次駕內(nèi)力歌效應(yīng)逢后的筑荷載婚組合荷載項(xiàng)目配預(yù)應(yīng)力筋前的荷載組合預(yù)應(yīng)力筋次內(nèi)力配預(yù)應(yīng)力筋后的荷載組合承載能力極限狀態(tài)組合（不利）短期效應(yīng)組合長期效應(yīng)組合承載能力極限狀態(tài)組合（不利）承載能力極限狀態(tài)組合（有利）短期效應(yīng)組合長期效應(yīng)組合左支點(diǎn)最大彎矩00000000最小彎矩00000000最大剪力612.8508.9520-59.4553.4541.52449.5460.6最小剪力612.8508.9520-59.4553.4541.52449.5460.6邊跨1/4最大彎矩5763.74061.63979.7-445.45318.35229.223616.23534.3最小彎矩3460.42909.92828-445.430152925.922464.52382.6最大剪力-38.850.561.6-59.4-98.2-110.08-8.92.2最小剪力357.2248.6259.7-59.4297.8285.92189.2200.3邊跨跨中最大彎矩7369.15206.85043-890.76478.46300.264316.14152.3最小彎矩44303737.23573.4-890.73539.33361.162846.52682.7最大剪力-323.9-224.5-213.4-59.4-383.3-395.18-283.9-272.8最小剪力69.1-28.1-17-59.49.7-2.18-87.5-76.4邊跨3/4最大彎矩5233.23644.13398.5-1336.13897.13629.8823082062.4最小彎矩2889.62472.32226.7-1336.11553.51286.281136.2890.6最大剪力-638.2-514.3-503.2-59.4-697.6-709.48-573.7-562.6最小剪力-210.1-300.2-289.1-59.4-269.5-281.38-359.6-348.5左中支點(diǎn)（左）最大彎矩275-166.9-494.4-1781.4-1506.4-1862.68-1687-2014.5最小彎矩-1749.7-1179.3-1506.8-1781.4-3531.1-3887.38-2699.4-3026.9最大剪力-992.1-823.8-812.7-59.4-1051.5-1063.38-883.2-872.1最小剪力-541.8-598.6-587.5-59.4-601.2-613.08-658-646.9左中支點(diǎn)（右）最大彎矩275-166.9-494.4-1781.4-1506.4-1862.68-1948.3-2275.8最小彎矩-1749.7-1179.3-1506.8-1781.4-3531.1-3887.38-2960.7-3288.2最大剪力-479.8-398.1-3870-479.8-479.8-398.1-387最小剪力-29.4-172.9-161.80-29.4-29.4-172.9-161.8中跨1/4最大彎矩52963664.43337-1781.43514.63158.3218831555.6最小彎矩2840.12436.52109-1781.41058.7702.42655.1327.6最大剪力-25.379.890.90-25.3-25.379.890.9最小剪力403.5294.2305.30403.5403.5294.2305.3中跨跨中最大彎矩7276.55138.44810.9-1781.45495.15138.8233573029.5最小彎矩4341.33670.83343.3-1781.42559.92203.621889.41561.9最大剪力-252.6-141.6-130.50-252.6-252.6-141.6-130.5最小剪力178.974.185.20178.9178.974.185.2截面爽強(qiáng)度美驗(yàn)算根據(jù)編《公樓預(yù)規(guī)狀》第螺5.寬2.贈(zèng)3條乞，翼打緣位篇于受途壓區(qū)喬的T色形截徒面受響彎構(gòu)禁件，響其正晃截面紹抗彎廈承載僅力計(jì)扒算時(shí)象應(yīng)符店合下榆列規(guī)壟定。當(dāng)符條合下剝列條退件時(shí)慈：按如蹦下兩貸式計(jì)別算正六截面疾抗彎秤承載斤力：當(dāng)不古符合晃上述嚇條件五時(shí)，頃計(jì)算圓中應(yīng)種考慮乖截面價(jià)腹板仍受壓情作用協(xié)，正嘴截面份抗彎翅承載槳力應(yīng)隊(duì)按下逃列規(guī)析定計(jì)幻玉算：受壓壞區(qū)高乘度x樹應(yīng)按驚下式該計(jì)算遣：以上貞各式眨中：γ0橋梁犯結(jié)構(gòu)應(yīng)的重評(píng)要性基系數(shù)欄，本魚設(shè)計(jì)教取1翠.1稻；Md彎矩密組合堅(jiān)設(shè)計(jì)差值；fcd混凝房誠土軸辛心抗鉗壓強(qiáng)常度設(shè)營計(jì)值纖，按歉《公飯預(yù)規(guī)贏》第理3.配1.爸4條牽的規(guī)肌定采維用；fsd、fsd‘縱向器普通夏鋼筋睬的抗轉(zhuǎn)拉強(qiáng)扛度設(shè)賊計(jì)值外和抗陳壓強(qiáng)暴度設(shè)乖計(jì)值炎，按勻《公挪預(yù)規(guī)筐》表低3.細(xì)2.懲3-紋1采堆用；fpd、fpd‘縱向常預(yù)應(yīng)乓力鋼秋筋的惜抗拉研強(qiáng)度徹設(shè)計(jì)得值和邊抗壓濤強(qiáng)度扭設(shè)計(jì)帝值，沾按《悅公預(yù)幅規(guī)》囑表3挖.2簡.3滲-2土采用門；As、A‘s受拉凍區(qū)、景受壓飲區(qū)縱寧向普及通鋼噴筋的鴿截面巧面積席；Ap、A‘p受拉臣區(qū)、舉受壓恒區(qū)縱挨向預(yù)幣應(yīng)力允鋼筋呢的截瓜面面誼積；b鎖矩形嗚截面緩寬度冷或T朗形截開面腹均板寬嫌度；h0截面窗有效奧高度斥，h0=h趙-a傷，此什處h遲為截江面全批高；a、龜a‘受拉址區(qū)、物受壓胳區(qū)普頂通鋼趕筋和艇預(yù)應(yīng)乎力鋼帶筋的躁合力黑點(diǎn)至泊受拉扎區(qū)、命受壓但邊緣辦的距傲離；a‘s、a‘p受壓劫區(qū)普光通鋼假筋合削力點(diǎn)踢、預(yù)曾應(yīng)力聽鋼筋譽(yù)合理鋼點(diǎn)至臥受壓煌邊緣研的距宋離σ‘p0受壓促區(qū)預(yù)突應(yīng)力攝鋼筋膨合力菌點(diǎn)處壩混凝揚(yáng)土法秩向應(yīng)鑰力等桃于零停時(shí)預(yù)亂應(yīng)力擇鋼筋其的應(yīng)駝力；h‘fT形汪或I斤形截匪面受汽壓翼含緣厚脊度；b‘fT形晶或I拒形截舊面受龜壓翼龍緣的典有效棉寬度水，按不《公宵預(yù)規(guī)貓》4愁.2搬.2辮條規(guī)寒定采承用。截面叛強(qiáng)度嬌驗(yàn)算策結(jié)果截面號(hào)類型性質(zhì)MjMp左邊支點(diǎn)上拉受彎最大彎矩04774.5下拉受彎最小彎矩04774.5邊跨1/4上拉受彎最大彎矩5318.36053.5下拉受彎最小彎矩30156053.5邊跨跨中上拉受彎最大彎矩6478.46892.9下拉受彎最小彎矩3539.36892.9邊跨3/4上拉受彎最大彎矩3897.16053.6下拉受彎最小彎矩1553.56053.6左中支點(diǎn)上拉受彎最大彎矩-1862.68-4517.2下拉受彎最小彎矩-3887.38-4517.2中跨1/4上拉受彎最大彎矩3514.66053.5下拉受彎最小彎矩1058.76053.5中跨跨中上拉受彎最大彎矩5495.16892.9下拉受彎最小彎矩2559.96892.9抗裂券驗(yàn)算根據(jù)鋪《公第預(yù)規(guī)士》第躍6.似3.超1規(guī)哀定，快預(yù)應(yīng)踏力混駛凝土壤受彎絹構(gòu)件俘應(yīng)按競下列涼規(guī)定豆進(jìn)行柏正截活面和頓斜截渴面抗忘裂驗(yàn)蔽算。正截周面抗英裂應(yīng)遙對(duì)構(gòu)每件正絞截面箭混凝社土的仿拉應(yīng)艙力進(jìn)遲行驗(yàn)無算，究并應(yīng)奔符合眨下列蹈要求談。全預(yù)顛應(yīng)力剃混凝券土構(gòu)偉件，禾在作書用（儲(chǔ)或荷伍載）畫短期笛效應(yīng)葉組合題下：預(yù)制丈構(gòu)件鑰斜截豈面抗衣裂應(yīng)桂對(duì)斜警截面薪混凝槳土的匪主拉估應(yīng)力桂σtp進(jìn)行帆驗(yàn)算匆，并私應(yīng)符倘合下綁列要捏求。全預(yù)仗應(yīng)力風(fēng)混凝踏土構(gòu)申件，撕在作豎用（料或荷滴載）合短期省效應(yīng)赤組合食下：以上坦兩式以中：σst在作邊用（境或荷燃載）罰短期需效應(yīng)史組合裳下構(gòu)涼件抗魂裂驗(yàn)連算邊寶緣混摔凝土者的法眼向拉挺應(yīng)力御；σst扣除隱全部礙預(yù)應(yīng)熟力損墻失后真的預(yù)燙加力推在構(gòu)活件抗喬裂驗(yàn)邪算邊她緣產(chǎn)中生的杜混凝葬土預(yù)艙壓應(yīng)星力；σtp由作塵用（最或荷焰載）嗚短期并效應(yīng)條組合侄和預(yù)搭加力暈產(chǎn)生撤的混裁凝土齊主拉絮應(yīng)力訊；ftk混凝較土的廚抗拉論強(qiáng)度浙標(biāo)準(zhǔn)菠值，以按《考公預(yù)弱規(guī)》悠表3輕.1括.3貝采用逢，C采50煤時(shí)，槍ftk=2創(chuàng).6鉗5M豆pa狀。正截達(dá)面抗乞裂驗(yàn)坊算計(jì)煉算表今（中慕梁）截面NpAnepnInMp2ynσpcσstσst-0.85σpc左邊支點(diǎn)33941.32020.02680.54201.22862.780.00-2.36邊跨1/459061.32020.86930.5304-445.41.238315.429.68-3.43邊跨跨中57921.32020.98610.5276-890.71.239415.7112.53-0.83邊跨3/459061.32020.86930.5304-1336.11.238313.348.95-2.39左中支點(diǎn)23591.32020.02680.542-1781.41.22862.110.01-1.80中跨1/459061.32020.86930.5304-1781.41.238312.308.90-1.56中跨跨中57921.32020.98610.5276-1781.41.239415.6212.19-0.61正截劇面抗椅裂驗(yàn)桶算計(jì)慎算表酬（邊棒梁）截面NpAnepnInMp2ynσpcσstσst-0.85σpc左邊支點(diǎn)34171.31110.02680.526201.21332.820.00-2.39邊跨1/459341.31110.86930.515-445.41.22315.729.68-3.79邊跨跨中58151.31110.98610.5122-890.71.224116.0112.53-1.20邊跨3/459341.31110.86930.515-1336.11.22313.608.95-2.62左中支點(diǎn)24421.31110.02680.5262-1781.41.21332.090.01-2.03中跨1/459341.31110.86930.515-1781.41.22312.548.90-1.71中跨跨中58151.31110.98610.5122-1781.41.224115.8812.19-0.38σtp值匯蜂總計(jì)痕算表計(jì)算截面主應(yīng)力部位σcxτσtp左支點(diǎn)a—a2.87-0.1984-0.0137o—o2.78-0.1714-0.0105n—n2.78-0.1714-0.0105邊跨1/4a—a14.48-0.207-0.0030o—o15.42-0.2695-0.0047n—n13.58-0.2695-0.0053邊跨跨中a—a14.97-0.336-0.0075o—o15.71-0.1169-0.0009n—n12.68-0.1169-0.0011邊跨3/4a—a14.540.01180.0000o—o13.340.1103-0.0009n—n11.650.1103-0.0010左中支點(diǎn)a—a-6.54-0.24470.0091o—o-2.11-0.3746-0.0645n—n-2.02-0.1746-2.0350中跨1/4a—a14.11-0.1769-0.0022o—o12.3-0.226-0.0042n—n10.7-0.226-0.0048中跨跨中a—a14.58-0.3422-0.0080o—o13.62-0.1998-0.0029n—n10.87-0.1998-0.0037持久訂狀況紀(jì)構(gòu)件均的應(yīng)悟力驗(yàn)胡算1.套正截頓面混況凝土延壓應(yīng)律力驗(yàn)閱算2.院預(yù)應(yīng)閘力筋酷拉應(yīng)形力驗(yàn)創(chuàng)算3.柴混凝頑土主溜壓應(yīng)糕力驗(yàn)單算σpt計(jì)算墊表應(yīng)用部位NpAnepnInMp2ynσpt左邊支點(diǎn)上緣34171.31110.02680.526200.78672.74下緣1.21332.40邊跨1/4上緣59341.31110.86930.515-445.40.77711.64下緣1.223-6.67邊跨跨中上緣58151.31110.98610.5122-890.70.775911.77下緣1.2241-7.14邊跨3/4上緣59341.31110.86930.5122-1336.10.77710.32下緣1.223-4.60左中支點(diǎn)上緣24421.31110.02680.5262-1781.40.7867-0.70下緣1.21335.82中跨1/4上緣59341.31110.86930.515-1781.40.7779.62下緣1.223-3.49中跨跨中上緣58151.31110.98610.5122-1781.40.775910.42下緣1.2241-5.01正截何面混照凝土中壓應(yīng)分力驗(yàn)長算應(yīng)力部位MkI0y0σkcσptσkc+σpt左邊支點(diǎn)上緣0.000.5420.77210.002.742.74下緣1.22790.002.402.40邊跨1/4上緣2666.760.55510.7833.7611.6415.40下緣1.2175.85-6.67-0.82邊跨跨中上緣3622.890.55830.78435.0911.7716.86下緣1.21577.89-7.140.75邊跨3/4上緣2666.760.55510.7833.7610.3214.09下緣1.2175.85-4.601.25左中支點(diǎn)上緣-2028.930.5420.7721-2.89-0.70-3.59下緣1.2279-4.605.821.22中跨1/4上緣2198.970.55510.7833.109.6212.72下緣1.2174.82-3.491.33中跨跨中上緣3841.770.55830.78435.4010.4215.82下緣1.21578.37-5.013.35預(yù)應(yīng)陽力筋俘拉應(yīng)個(gè)力驗(yàn)損算表截面位置MkI0y0σpσpeσp+σpe0.65fpk左邊支點(diǎn)00.5421.22790.001194.641194.641209邊跨1/43526.270.55511.21743.681122.601166.281209邊跨跨中3622.80.55831.215744.571096.561141.131209邊跨3/42666.760.55511.21733.031122.601155.631209左中支點(diǎn)-2028.930.5421.2279-25.971032.371006.401209中跨1/42198.9730.55511.21727.241122.601149.841209中跨跨中3841.7730.55831.215747.261096.561143.831209σcp值計(jì)喊算表計(jì)算截面主應(yīng)力部位σcxτσcp計(jì)算截面主應(yīng)力部位σcxτσcp左支點(diǎn)a—a3.65-0.17-0.008左中支點(diǎn)a—a5.23-0.26-0.013o—o2.78-0.21-0.016o—o2.11-0.32-0.047n—n2.78-0.21-0.016n—n4.83-0.32-0.021邊跨1/4a—a4.29-0.25-0.015中跨1/4a—a4.810.15-0.005o—o5.42-0.31-0.018o—o2.3-0.25-0.027n—n3.26-0.31-0.029n—n4.62-0.25-0.013邊跨跨中a—a4.63-0.030.000中跨跨中a—a4.650.37-0.029o—o5.71-0.030.000o—o3.62-0.35-0.034n—n4.15-0.030.000n—n4.19-0.35-0.029邊跨3/4a—a4.96-0.59-0.069

o—o3.340.26-0.020

n—n4.50.26-0.015

短暫腥狀況經(jīng)構(gòu)件訓(xùn)的應(yīng)樹力驗(yàn)銷算預(yù)加明應(yīng)力冬階段平的應(yīng)暖力驗(yàn)而算吊裝炭應(yīng)力徒驗(yàn)算預(yù)加寶預(yù)應(yīng)膠力階騰段混約凝土牌法向絨應(yīng)力餐計(jì)算愛表應(yīng)力部位Np0MglepnAnInynσtcc、σtct支點(diǎn)上緣341700.02681.31110.52620.78672.47下緣1.21332.821/4跨上緣59342487.520.86931.31110.5150.7770.50下緣1.22310.87跨中上緣58153316.6940.98611.31110.51220.77590.77下緣1.224110.21吊裝恩應(yīng)力籠驗(yàn)算濫計(jì)算撿表應(yīng)力部位Np0超重Mg失重MgepnAnInyn超重σct失重σct支點(diǎn)上緣3417-18.552-13.140.02681.31110.52620.78672.442.45下緣1.21332.862.851/4跨上緣59342331.151651.20.86931.31110.5150.7770.26-0.77下緣1.22311.2412.85跨中上緣58152575.21824.10.98611.31110.51220.7759-0.35-1.49下緣1.224111.9813.78撓度里驗(yàn)算1.示汽車瓣荷載鐮作用靠下主期梁邊蝦跨和貢中跨遍的最石大截文面撓董度計(jì)井算2.靜溫度暖荷載甜效應(yīng)奶下主丸梁邊優(yōu)跨和釣中跨畝的最剝大截互面撓琴度計(jì)面算按規(guī)縮慧定內(nèi)桶插計(jì)照算的殊撓度裙長期凝增長肢系數(shù)闖ηθ=1甜.4囑25疑。同理避，中?？缈蓮V得撓是度為病8.務(wù)3m射m汽車戀荷載泳作用計(jì)下邊草跨最齊大撓訂度計(jì)圈算圖曬示溫度壞荷載違效應(yīng)棒下的騙計(jì)算傲方法繁與計(jì)蟲算汽谷車荷秤載的鹽方法切相同辯，即嫂也用好力法寶計(jì)算閃可得屑fs斬=6多.1夫（邊資跨）您或1禮4.污1（額中跨詞）。驗(yàn)算凡結(jié)果蘿表明避，撓挨度滿辮足要村求結(jié)論仰與展舅望萬家研村大曲橋是朱成安村渝高辜速公慰路上推的一垮座大廈型橋唐梁，輝全長勁28鞏3m鍵，其深結(jié)構(gòu)呼合理說與否輕關(guān)系德到整秀條高圾速公隙路的幅質(zhì)量撫，保拼障該朗橋的囑結(jié)構(gòu)餐安全頭，受直力合錄理就盼顯得誘尤為嚼重要帳，本繁畢業(yè)川設(shè)計(jì)橋由此屑展開莫。根稿據(jù)單檔幅橋側(cè)寬度男，擬糖定橫腔橋方歡向T魚梁梁宵片數(shù)追以及農(nóng)T梁鄙截面獻(xiàn)后，金進(jìn)行墓毛截積面驗(yàn)賣算。蜜依據(jù)棉《公幼路橋丸涵設(shè)唱計(jì)通析用規(guī)相范》墳及《拆公路婚鋼筋場混凝腦土及隱預(yù)應(yīng)虎力混篇凝土敞橋涵肺設(shè)計(jì)補(bǔ)規(guī)范恨》計(jì)昨算各勇階段克結(jié)構(gòu)俯自重磚作用振效應(yīng)紐奉、汽暈車荷此載作說用效氧應(yīng)、全溫差?yuàn)A應(yīng)力疲和基料礎(chǔ)沉正降應(yīng)景力以嬌及荷栽載組別合效吵應(yīng)。榴根據(jù)犬所得悔結(jié)果正用正帥常使蛋用極溪限狀肉態(tài)的勞正截申面抗虹裂驗(yàn)四算、者正常邪使用棵狀態(tài)銀截面后壓應(yīng)流力、挺承載凈能力癢極限抹狀態(tài)劇三種崇應(yīng)力烈要求螺進(jìn)行鞭粗略加配束沙。然向后依來據(jù)《箏通規(guī)爪》及究《公怠預(yù)規(guī)爛》的起具體嬌規(guī)定膚進(jìn)行鵝驗(yàn)算沸，包帶括預(yù)撇應(yīng)力皆損失有計(jì)算申、配傲束后鬼的荷蒸載組腎合效餓應(yīng)計(jì)漠算、亞截面摸強(qiáng)度蝕驗(yàn)算晌、抗昆裂驗(yàn)趟算、眨應(yīng)力們驗(yàn)算搭和撓雁度驗(yàn)酬算，擊結(jié)果富表明家結(jié)構(gòu)斤滿足友強(qiáng)度獲、剛禿度及早穩(wěn)定犧性的免要求腦。本蹈畢業(yè)灶設(shè)計(jì)淺由于紀(jì)設(shè)計(jì)莫時(shí)間饒有限肌，還矩有許吼多有豪待改洪進(jìn)的或地方勒，比講如說葬T梁瞎可以爭設(shè)計(jì)躬為變史截面初T梁介，這倍樣更株加經(jīng)疏濟(jì)；航斜截是面抗牛剪強(qiáng)廈度的愿驗(yàn)算賄方法運(yùn)，由云于現(xiàn)脆行相段關(guān)規(guī)酬定還蘇沒有陽涉及豈到，牧還有蝴待于酷改進(jìn)狀。參考食文獻(xiàn)[1券]周倡履.待20請(qǐng)世紀(jì)爽后期湖世界緣瑞PC骨橋梁羊的若墳干重振要進(jìn)僅展[弱J]計(jì).世臺(tái)界橋美梁,毀20故03比.第槳1期烈.[2腥]周斧念先帝.橋勝梁方要案比亡選.尊上海等:同爭濟(jì)大速學(xué)出直版社嬌,1俘99苦7.箱10類:2壺4~無50[3放]賈宵金青勇、陳贈(zèng)鳳山按.橋雜梁工剃程設(shè)交計(jì)計(jì)嫩算方漫法及獻(xiàn)應(yīng)用乳.北禁京:碰中國理建筑究工業(yè)外出版竭社,盲20醬03羊.1灣0:強(qiáng)63蘋~8竟6[4暮]上問海市電政工滿程設(shè)務(wù)計(jì)研尊究院由主編闊.城屢市橋拿梁設(shè)繪計(jì)準(zhǔn)朽則(枕CJ很J1輝1-貓93找).予北京存:中盡國華廉齡出凈版社肝,1架99悔4.[5晉]中揪交公丟路規(guī)然劃設(shè)宏計(jì)院撞主編秀.公宅路橋傲涵設(shè)辮計(jì)通委用規(guī)烘范(貞JT貪G別D6貞0-鑼20奶04冰).塊北京舟:人炸民交亮通出督版社羊,2雞00莊4.[6疼]中鞭交公墓路規(guī)白劃設(shè)駁計(jì)院沈主編師.公旱路鋼檢筋混糾凝土比及預(yù)同應(yīng)力蒸混凝易土橋箭涵設(shè)關(guān)計(jì)規(guī)及范(好JT孔G尋D6己2-第20唇04裁).利北京敢:人斤民交攜通出倒版社突,2丸00偵4.[7蘆]中灘交公敗路規(guī)橡劃設(shè)遲計(jì)院去有限務(wù)公司語主編斬.公耕路橋疤涵地縫基與芳基礎(chǔ)寬設(shè)計(jì)與規(guī)范密(J敵TG華D斷63呀-2噸00校7)大.北車京:乘人民污交通月出版藥社,侄20鑒07騰.[8剖]重予慶交銜通科胖研設(shè)否計(jì)院掘主編忘.公管路橋垂梁抗紗震設(shè)丹計(jì)細(xì)屠則(溝JT悅G/涂