word文檔可自由復制編輯大橋1號橋墩蓋梁計算書原始數據表單位:kN-m制橫分系數汽車控制裂縫mm掛車控制裂縫mm支點過渡跨中間比值00.2000.2500.25注：橫分系數0指“杠桿法過渡偏心受壓法”，1指“左右偏載按偏壓法，對稱按杠桿法”，2指“完全杠桿法”。汽車荷載掛車荷載人群集度車道數汽車-超20級掛車-1205.0002汽車數據汽車車距汽車輪距汽車前輪重汽車后輪重重車與前車車距重車與后車車距重車輪重15.004.0070.0130.010.0010.00550.0重車輪軸數1~2輪距2~3輪距3~4輪距4~5輪距53.001.407.001.40第1輪重第2輪重第3輪重第4輪重第5輪重30.0120.0120.0140.0140.0汽輪與護輪距離橫向輪軸數1~2輪距2車橫向間距0.50021.801.30掛車數據掛車輪軸數1~2輪距2~3輪距3~4輪距41.204.001.20第1輪重第2輪重第3輪重第4輪重300.0300.0300.0300.0掛輪與護輪距離橫向輪軸數1~2輪距2~3輪距3~4輪距1.00040.900.900.90右偏角(度)橋面凈寬左護欄寬左人行寬左隔離柵寬右隔離柵寬右人行寬右護欄寬90.0010.000.250001.000.000.001.000.25000左右排支座梁板數中距1~22~33~44~55~66~77~88~99~1010~1111~12對稱121.001.001.001.001.001.001.001.001.001.001.00恒載反力恒載反力1號2號3號4號5號6號7號8號9號10號11號12號合計左孔支反力350.0305.0305.0305.0305.0305.0305.0305.0305.0305.0305.0350.03750.0右孔支反力350.0305.0305.0305.0305.0305.0305.0305.0305.0305.0305.0350.03750.0合計700.0610.0610.0610.0610.0610.0610.0610.0610.0610.0610.0700.07500.0恒載反力標準跨徑計算跨徑支座與墩中心距離支座與梁端接頭中心距離左孔數據20.0019.300.350.35右孔數據20.0019.300.350.351號邊梁與橋面護欄外側垂直距離1號邊梁與蓋梁端垂直距離0.750.75裂縫C3值拉筋重心距壓筋重心距上通筋數下通筋數自動計算0.050.0544混凝土標號主筋等級主筋直徑mm側筋等級側筋直徑mm箍筋等級箍筋直徑mm30225110110擋塊設置順橋擋塊蓋梁擋塊寬度擋塊高度左擋塊距梁端右擋塊距梁端不設置齊平0.000.000.000.00蓋梁懸距變高懸長蓋梁寬度2.652.651.40蓋梁截面蓋梁端高蓋梁高度矩形截面0.701.40墩身類型墩柱高柱直徑順橋尺寸橫橋尺寸柱數柱距1~2圓形截面10.001.1027.20活載作用力表(表1)內容布載方式左支反力右支反力總軸重沖擊系數車列走向重軸距原點重車輪重人群/每米雙孔加載50.050.00.00.000000.000左孔加載50.00.00.00.000000.000右孔加載0.050.00.00.000000.000掛車雙孔加載773.3286.81200.00.0000120.851200左孔加載1022.80.01200.00.0000119.651200右孔加載0.01022.81200.00.0000-119.651200一列車雙孔加載333.5161.4880.00.0427-118.25550左孔加載416.80.0550.00.1901119.65550右孔加載0.0416.8550.00.1901-119.65550注：1、“車列走向”為0指無汽車，-1指汽車從左向右行駛，1指從右向左行駛。2、“總軸重”指加載長度范圍內(一聯或兩聯(聯端橋墩)或左孔或右孔)車輛輪軸的總重。3、汽車“左、右支反力”未計入汽車沖擊力的作用。4、“人群/每米”指橫向1米寬度的支反力，不是實際寬度對應的支反力?；钶d反力和沖擊系數表(表2)人群kN/m掛車每列車采用雙孔汽車雙孔沖擊左孔汽車左孔沖擊右孔汽車右孔沖擊100.01060.1516.1516.10.043496.00.190496.00.190注：1、雙孔汽車、左孔汽車、右孔汽車均指一列汽車作用，支反力已計沖擊系數。2、線荷載為49.000kN/m，指蓋梁的總重量除以蓋梁長度得到的每延米重量。梁(板)橫向分配系數表(表3)梁(板)編號123456789101112合計人群向左偏0.2950.2560.2180.1790.1410.1030.0640.026-0.013-0.051-0.090-0.1281.000向右偏-0.128-0.090-0.051-0.0130.0260.0640.1030.1410.1790.2180.2560.2951.000不用1.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0001.0002.000杠桿法過渡1.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0001.0002.000掛車向左偏0.1850.1670.1480.1300.1110.0930.0740.0560.0370.0180.000-0.0191.000向右偏-0.0190.0000.0180.0370.0560.0740.0930.1110.1300.1480.1670.1851.000不用0.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.000杠桿法過渡0.0000.1250.2750.3000.3000.3000.3000.3000.3000.2750.1250.0002.600一列車向左偏0.2220.1970.1710.1460.1210.0960.0710.0460.020-0.005-0.030-0.0551.000向右偏-0.055-0.030-0.0050.0200.0460.0710.0960.1210.1460.1710.1970.2221.000不用0.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.000杠桿法過渡0.0000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.0005.000二列車向左偏0.3240.2960.2670.2380.2100.1810.1520.1240.0950.0660.0380.0092.000向右偏0.0090.0380.0660.0950.1240.1520.1810.2100.2380.2670.2960.3242.000不用0.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.000杠桿法過渡0.0000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.0005.000注：1、表中橫向分配系數采用“杠桿法(支點)過渡到偏心受壓法(1/4跨)”，即縱向輪軸位于支點與1/4跨之間按“杠桿法”與“偏心受壓法”插值計算，1/4跨之間按“偏心受壓法”計算。2、汽車布載兩列及以上時橫向分配系數值已經計入車列數和橫向折減系數。3、人群橫向分配系數已計入人行道寬度的影響。汽車橫向折減系數表(表3_1)車隊數1列車2列車折減系數1.0001.000活載引起梁(板)支反力表(表4)梁(板)編號123456789101112合計人群向左偏29.525.621.818.014.110.36.42.6-1.3-5.1-9.0-12.8100.0向右偏-12.8-9.0-5.1-1.32.66.410.314.118.021.825.629.5100.0不用100.00.00.00.00.00.00.00.00.00.00.0100.0200.1杠桿法過渡100.00.00.00.00.00.00.00.00.00.00.0100.0200.1掛車向左偏196.4176.7157.1137.5117.898.278.558.939.219.6-0.1-19.71060.1向右偏-19.7-0.119.639.258.978.598.2117.8137.5157.1176.7196.41060.1不用0.00.00.00.00.00.00.00.00.00.00.00.00.0杠桿法過渡196.4176.7233.5240.2231.8223.3223.3231.8240.2233.5176.7196.42604.0一列車向左偏114.5101.588.575.562.549.536.523.510.5-2.5-15.5-28.4516.1向右偏-28.4-15.5-2.510.523.536.549.562.575.588.5101.5114.5516.1不用0.00.00.00.00.00.00.00.00.00.00.00.00.0杠桿法過渡114.5182.3176.1169.8163.6157.4157.4163.6169.8176.1182.3114.51927.2二列車向左偏167.4152.6137.8123.0108.293.478.663.849.034.219.44.61032.1向右偏4.619.434.249.063.878.693.4108.2123.0137.8152.6167.41032.1不用0.00.00.00.00.00.00.00.00.00.00.00.00.0杠桿法過渡167.4206.8199.7192.6185.5178.4178.4185.5192.6199.7206.8167.42260.7注：1、表中“杠桿法過渡”支反力根據縱向輪軸影響值結合橫向分配系數由杠桿法(支點)過渡到偏心受壓法(1/4跨)插值計算得到。荷載組合按“杠桿法過渡”對應的支反力控制計算。上部梁(板)恒載作用截面內力表(表5)梁(板)作用截面123456789101112座標X(cm)7517527537547557567577587597510751175彎矩M(kN-m)0-700-16351951415202520251415195-1635-7000左剪力Q(kN)0-7002440183012206100-610-1220剪力Q(kN)-700-1310183012206100-610-1220-1830-24407000樁(柱)所在截面1號左1號中1號右1~2跨中2號左2號中2號右座標X(cm)2102653206259309851040彎矩M(kN-m)-1158-1879-8112025-811-1879-1158左剪力Q(kN)-1310-131018300-1830-24401310右剪力Q(kN)-1310244018300-183013101310蓋梁自重作用截面內力表(表6)梁(板)作用截面123456789101112座標X(cm)7517527537547557567577587597510751175彎矩M(kN-m)-8-48-1064113918818813941-106-48-8左剪力Q(kN)-22-621721237425-24-73-122-1716222右剪力Q(kN)-22-621721237425-24-73-122-1716222樁(柱)所在截面1號左1號中1號右1~2跨中2號左2號中2號右座標X(cm)2102653206259309851040彎矩M(kN-m)-73-123-34194-34-123-73左剪力Q(kN)-78-1051490-149-17678右剪力Q(kN)-781761490-14910578柱頂最大反力表(表7)內容1號柱-汽控2號柱-汽控累計上部梁板3750.03750.07500.0蓋梁自重281.8281.7563.5人群126.4126.4掛車1302.01302.0汽車1130.31130.3耳墻0.00.00.0指定位置恒載0.00.00.0合計5288.55288.5注：1、合計值以“恒載+汽車+人群”與“恒載+掛車(驗算荷載)”除以1.25取大值。單位kN。2、柱頂最大反力值與“蓋梁橫向分配系數選用”有關，并與樁柱計算時柱頂內力結果有所不同。各截面單項荷載彎矩表(表10)梁(板)作用截面123456789101112X(cm)7517527537547557567577587597510751175恒載-8-748-17412361554221322131554236-1741-748-8最大0133233343434343332130人群最小0-100-190-190-190-190-190-190-190-190-1000最大0205325671193493471125653200掛車最小0-196-478-88165300300165-88-478-1960最大0287217649767067049717672280汽車最小0-167-429-670000-67-429-1670樁(柱)所在截面1號左1號中1號右1~2跨中2號左2號中2號右X(cm)2102653206259309851040恒載-1231-2002-8452219-845-2002-1231人群最大20323230323220最小-135-190-190-190-190-190-135掛車最大27371169341163727最小-327-532-302318-302-532-327汽車最大446893670936844最小-298-504-2480-248-504-298注：單位：kN-m。各截面單項荷載左剪力表(表11)梁(板)作用截面123456789101112X(cm)7517527537547557567577587597510751175恒載-22-762261219531294635-24-683-1342-20011372722人群最大013714932177100100100最小0-100-500-1-7-17-32-49-22-13掛車最大02092969545522337-42-101-140373196最小0-19616014010142-37-223-455-695-20-20汽車最大02875655736417828000374167最小0-1670000-28-178-364-557-44-28樁(柱)所在截面1號左1號中1號右1~2跨中2號左2號中2號右X(cm)2102653206259309851040恒載-1388-141519790-1979-26161388人群最大222249705100最小-100-1000-7-49-71-22掛車最大202069537-140-160373最小-373-373140-37-695-929-20汽車最大44445572800374最小-374-3740-28-557-756-44注：單位：kN。各截面單項荷載右剪力表(表12)梁(板)作用截面123456789101112X(cm)7517527537547557567577587597510751175恒載-722-13722002134368425-634-1293-1952-261176222人群最大1322493217710051000最小-100-10000-1-7-17-32-49-71-130掛車最大202069545522337-42-101-140-1601960最小-196-37314010142-37-223-455-695-929-200汽車最大28445573641782800001670最小-167-374000-28-178-364-557-756-280樁(柱)所在截面1號左1號中1號右1~2跨中2號左2號中2號右X(cm)2102653206259309851040恒載-1388261619790-197914151388人群最大22714970100100最小-100-50-7-49-22-22掛車最大2092969537-140373373最小-373160140-37-695-20-20汽車最大44756557280374374最小-37400-28-557-44-44注：單位：kN。未計入荷載安全系數的內力合計表(表13)梁(板)作用截面123456789101112座標(cm)7517527537547557567577587597510751175彎矩汽車最大-8-707-16374442085291729172085444-1637-707-8掛車最大-8-729-16884922265314731472265492-1688-729-8對應左剪-17-594221724441616812-17-840-1665應右剪-735-10811713166584017-812-1616-2444-221759417汽車最小-8-1016-2360-211364202320231364-21-2360-1016-8掛車最小-8-945-22191481719251325131719148-2219-945-8對應左剪-22-1029336821641294615-49-683-1479-25581846709對應右剪-751-17922558147968449-615-1293-2164-3368102922左剪力最大剪力-17-59434392558168983010-580-1155應彎矩-6-583-22423412055291025701479344-1350-1016-8最小剪力-22-1029221716741115541-59-879-1738-26071081562對應彎矩-8-1016-13503441479203925352055341-2242-583-6右剪力最大剪力-562-10812607173887959-541-1115-1674-2217102922對應彎矩-6-583-22423412055253520391479344-1350-1016-8最小剪力-989-184617131155580-10-830-1689-2558-343959417對應彎矩-8-1016-13503441479257029102055341-2242-583-6樁(柱)所在截面1號左1號中1號右1~2跨中2號左2號中2號右座標(cm)2102653206259309851040彎矩汽車最大-1167-1902-7202919-720-1902-1167掛車最大-1205-1965-7293153-729-1965-1205對應左剪-1095-11161696-7-1696-22211095對應右剪-109522211696-7-169611161095汽車最小-1665-2697-12832029-1283-2697-1665掛車最小-1558-2535-11472537-1147-2535-1558對應左剪-1863-189023320-2332-33731863對應右剪-1863337323320-233218901863左剪力最大剪力-1095-1116258535-1696-22211863對應彎矩-964-1572-10732559-583-1572-1665最小剪力-1863-18901696-35-2585-34441095對應彎矩-1665-2697-5832559-1073-2586-964右剪力最大剪力-10953444258535-169618901863對應彎矩-964-2586-10732559-583-2697-1665最小剪力-186322211696-35-258511161095對應彎矩-1665-1572-5832559-1073-1572-964注：1、表中數據用于裂縫計算。單位：kN-m制。2、內力合計值掛車(驗算荷載)組合時已除以1.25，對應剪力取汽車或掛車最大(小)彎矩對應的剪力。3、最大(小)剪力取汽車和掛車(除以1.25)最不利控制。已計入荷載安全系數的內力組合表(表14)梁(板)作用截面123456789101112座標(cm)7517527537547557567577587597510751175彎矩最大彎矩-9-616-14215922739382338232739592-1421-616-9對應左剪-26-6283348318221041061-12-1091-2166-25911142628對應右剪-1082-114225912166109112-1061-2104-3182-334862826最小彎矩-9-1336-3103-1481132172617261132-148-3103-1336-9對應左剪-26-1353440227711552761-29-820-1892-33402425628對應右剪-1082-23463340189282029-761-1552-2771-4402135326左剪力最大剪力-26-628450733512211108727-614-1611-240224251303對應彎矩-9-616-29294522694381333132008-54-2473-1336-9最小剪力-26-1353234423431552570-78-1149-2273-34131142592對應彎矩-9-1336-1522-541132283832622694452-2929-616-9右剪力最大剪力-592-114234132273114978-570-1552-2343-2344135326對應彎矩-9-616-29294522694326228381132-54-1522-1336-9最小剪力-1303-242524021611614-27-1087-2211-3351-450762826對應彎矩-9-1336-2473-542008331338132694452-2929-616-9樁(柱)所在截面1號左1號中1號右1~2跨中2號左2號中2號右座標(cm)2102653206259309851040彎矩最大彎矩-1018-1662-5853826-585-1662-1018對應左剪-1158-11822563-10-2563-33541158對應右剪-115833542563-10-256311821158最小彎矩-2189-3544-16761731-1676-3544-2189對應左剪-2446-248030120-3012-44082446對應右剪-2446440830120-301224802446左剪力最大剪力-1158-1182338549-2375-23482446對應彎矩-1018-1662-14003295-1345-1757-2189最小剪力-2446-24802375-49-3385-45131158對應彎矩-2189-3544-13453295-1400-3380-1018右剪力最大剪力-11584513338549-237524802446對應彎矩-1018-3380-14003295-1345-3544-2189最小剪力-244623482375-49-338511821158對應彎矩-2189-1757-13453295-1400-1662-1018注：1、表中數據用于強度計算，即鋼筋面積的計算。單位：kN-m制。2、內力組合值分別計算汽車和掛車(驗算荷載)取最不利組合控制。配筋、裂縫計算表(表15)梁(板)作用截面123456789101112座標(cm)0.751.752.753.754.755.756.757.758.759.7510.7511.75蓋梁高度(cm)96.25131.25140.00140.00140.00140.00140.00140.00140.00140.00131.2596.25主筋直徑(cm)2.502.502.502.502.502.502.502.502.502.502.502.50保護層(cm)5.005.005.005.005.005.005.005.005.005.005.005.00裂縫C1值1.001.001.001.001.001.001.001.001.001.001.001.00裂縫C3值無腹板1.151.151.151.151.151.151.151.151.151.151.151.15下緣計算上緣直通筋4.004.004.004.004.004.004.004.004.004.004.004.00組合彎矩值0.000.000.00592.292739.003823.083823.082739.00592.290.000.000.00彎矩筋面積0.000.000.0016.7577.05108.99108.9977.0516.750.000.000.00彎矩筋根數0.000.000.004.0016.0023.0023.0016.004.000.000.000.00裂縫彎矩值0.000.000.00444.452085.262916.872916.872085.26444.450.000.000.00裂縫筋根數0.000.000.005.0024.0031.0031.0024.005.000.000.000.00裂縫C21.501.501.501.271.371.381.381.371.271.501.501.50配筋率U%0.000.000.000.600.620.810.810.620.600.000.000.00σg0.000.000.001541.801507.041632.041632.041507.041541.800.000.000.00裂縫寬(mm)0.000.000.000.180.190.200.200.190.180.000.000.00上緣計算下緣直通筋4.004.004.004.004.004.004.004.004.004.004.004.00組合彎矩值9.301336.163103.03147.710.000.000.000.00147.713103.031336.169.30彎矩筋面積0.4039.9087.624.180.000.000.000.004.1887.6239.900.40彎矩筋根數1.009.0018.001.000.000.000.000.001.0018.009.001.00裂縫彎矩值7.751015.882359.6321.250.000.000.000.0021.252359.631015.887.75裂縫筋根數1.0012.0026.001.000.000.000.000.001.0026.0012.001.00裂縫C21.501.371.371.501.501.501.501.501.501.371.371.50配筋率U%0.600.600.680.600.000.000.000.000.600.680.600.60σg198.921570.141574.16368.550.000.000.000.00368.551574.161570.14198.92裂縫寬(mm)0.030.200.200.050.000.000.000.000.050.200.200.03樁(柱)所在截面1號左1號中1號右1~2跨中2號左2號中2號右座標(cm)2.102.653.206.259.309.8510.40蓋梁高度(cm)140.00140.00140.00140.00140.00140.00140.00主筋直徑(cm)2.502.502.502.502.502.502.50保護層(cm)5.005.005.005.005.005.005.00裂縫C1值1.001.001.001.001.001.001.00裂縫C3值無腹板1.151.151.151.151.151.151.15下緣計算上緣直通筋4.004.004.004.004.004.004.00組合彎矩值0.000.000.003825.530.000.000.00彎矩筋面積0.000.000.00108.990.000.000.00彎矩筋根數0.000.000.0023.000.000.000.00裂縫彎矩值0.000.000.002919.410.000.000.00裂縫筋根數0.000.000.0031.000.000.000.00裂縫C21.501.501.501.381.501.501.50配筋率U%0.000.000.000.810.000.000.00σg0.000.000.001633.470.000.000.00裂縫寬(mm)0.000.000.000.200.000.000.00上緣計算下緣直通筋4.004.004.004.004.004.004.00組合彎矩值2188.673543.551676.400.001676.403543.552188.67彎矩筋面積61.26100.5646.770.0046.77100.5661.26彎矩筋根數13.0021.0010.000.0010.0021.0013.00裂縫彎矩值1664.812696.641283.320.001283.322696.641664.81裂縫筋根數19.0029.0014.000.0014.0029.0019.00裂縫C21.371.371.331.501.331.371.37配筋率U%0.600.750.600.000.600.750.60σg1519.811612.881589.950.001589.951612.881519.81裂縫寬(mm)0.190.200.200.000.200.200.19注：1、“組合彎矩值”計入荷載安全系數，用于配筋計算?！傲芽p彎矩值”(合計值)未計入，用于裂縫計算。2、鋼筋面積單位：cm2，鋼筋應力σg單位：kg/cm2，其余有量剛均以kN-m制。3、當計算的跨中下緣裂縫鋼筋根數小于其他截面的下緣根數時，一般由C2值引起。60%剪力由混凝土箍筋承擔計算箍筋間距表(表16)梁(板)作用截面123456789101112混凝土標號30.030.030.030.030.030.030.030.030.030.030.030.0有效梁高H0(cm)91.2126.3135.0135.0135.0135.0135.0135.0135.0135.0126.391.2受壓寬度B(cm)140.0140.0140.0140.0140.0140.0140.0140.0140.0140.0140.0140.0箍筋直徑Dk(cm)1.01.01.01.01.01.01.01.01.01.01.01.0受拉鋼筋根數4.09.018.04.016.023.023.016.04.018.09.04.0合計彎矩M(kNm)7.81015.92241.6341.42054.92909.72909.72054.9341.42241.61015.97.8合計剪力Q(kN)989.21845.83439.02558.51688.9830.3830.31688.92558.53439.01845.8989.2組合剪力Qj(kN)1302.62425.34506.93351.02211.11087.31087.32211.13351.04506.92425.31302.6不配斜筋剪力值(kN)849.51175.41256.81256.81256.81256.81256.81256.81256.81256.81175.4849.5截面限制剪力值(kN)3568.54937.35279.55279.55279.55279.55279.55279.55279.55279.54937.33568.5投影長C(cm)0.533.039.18.073.0210.3210.373.08.039.133.00.5２環(huán)箍筋主筋面積cm219.644.288.419.678.5112.9112.978.519.688.444.219.6配筋率p(%%)15.425.046.710.441.659.759.741.610.446.725.015.4箍筋間距Sk20.211.64.26.517.276.476.417.26.54.211.620.2采用間距Sk13.119.612.97.235.4126.7126.735.47.212.919.63.1３環(huán)箍筋主筋面積cm219.644.288.419.678.5112.9112.978.519.688.444.219.6配筋率p(%%)15.425.046.