橋墩蓋梁計(jì)算書

2號(hào)橋墩蓋梁計(jì)算書設(shè)計(jì)者復(fù)核者審核者注：工程文件名:F:\橋梁通平臺(tái)\左幅.qlt。原始數(shù)據(jù)表單位:kN-m制正常使用裂縫縫寬度計(jì)算算橫分系數(shù)裂縫寬度限值值mm掛車控制裂縫縫mm計(jì)入沖擊力10.2000.200注：橫分系數(shù)0指“杠桿法過渡偏心受壓法”，1指“左右偏載按偏壓法，對(duì)稱按杠桿法”，2指“完全杠桿法”。車道荷載車輛荷載人群集度車道數(shù)車道荷載提高高系數(shù)公路-I級(jí)公路-I級(jí)0.00020.000注：重要性系數(shù)為1。車道荷載數(shù)據(jù)道車荷載的均均布荷載雙孔加載的集集中荷載左孔加載的集集中荷載右孔加載的集集中荷載10.5000286.0880286.0880286.0880注：集中荷載Pk已經(jīng)乘以1.2系數(shù)，使得豎直力效應(yīng)最大。車道輪距離護(hù)護(hù)輪帶橫向輪軸數(shù)1~2輪距2車橫向間距距0.50021.801.30車輛荷載數(shù)據(jù)車輛輪軸數(shù)1~2輪距2~3輪距3~4輪距4~5輪距53.001.407.001.40輪重合計(jì)第1輪重第2輪重第3輪重第4輪重第5輪重550.030.0120.0120.0140.0140車輛輪距離護(hù)護(hù)輪帶橫向輪軸數(shù)1~2輪距0.50021.80雙孔、左孔、右孔分別加載時(shí)對(duì)應(yīng)的沖擊系數(shù)布載方式雙孔布載左孔布載右孔布載沖擊系數(shù)0.28000右偏角(度))橋面凈寬左護(hù)欄寬左人行寬左隔離柵寬右隔離柵寬右人行寬右護(hù)欄寬100.00010.750.5000000.000.000.000.000.830000左右支座梁板數(shù)中距1~22~33~44~55~66~77~88~9對(duì)稱91.251.251.251.251.251.251.251.25恒載反力梁(板)編號(hào)號(hào)1號(hào)2號(hào)3號(hào)4號(hào)5號(hào)6號(hào)7號(hào)8號(hào)9號(hào)合計(jì)左孔支反力364.5261.5261.5261.5261.5261.5261.5261.5320.32515.55右孔支反力364.5261.5261.5261.5261.5261.5261.5261.5320.32515.55合計(jì)729.0523.1523.1523.1523.1523.1523.1523.1640.55030.99梁(板)編號(hào)號(hào)標(biāo)準(zhǔn)跨徑計(jì)算跨徑支座與墩中心心距離支座與梁端接接縫中心距距離左孔數(shù)據(jù)20.0019.600.350.35右孔數(shù)據(jù)20.0019.600.350.351號(hào)邊梁與橋橋面護(hù)欄外外側(cè)垂直距距離1號(hào)邊梁與蓋蓋梁端垂直直距離1.040.92裂縫C3值拉筋重心距壓筋重心距上通筋數(shù)下通筋數(shù)支點(diǎn)彎矩削峰峰自動(dòng)計(jì)算0.060.06550.90混凝土等級(jí)主筋種類主筋直徑mmm側(cè)筋種類側(cè)筋直徑mmm箍筋種類箍筋直徑mmmC30HRB3355鋼筋25HRB3355鋼筋12HRB3355鋼筋12斜筋計(jì)算方式式側(cè)面筋間距已知箍筋間距距由砼和箍箍筋共同承承擔(dān)最大分分配系數(shù)給定箍筋間距距計(jì)算斜筋筋根數(shù)10.001.00跨中段箍筋間間距懸臂段箍筋間間距邊柱左側(cè)加密密數(shù)邊柱右側(cè)加密密數(shù)中柱加密數(shù)給定箍筋間距距計(jì)算斜筋筋根數(shù)10.0012120擋塊設(shè)置順橋擋塊蓋梁梁擋塊寬度擋塊高度左擋塊距梁端端右擋塊距梁端端不設(shè)置不齊平0.000.000.000.00蓋梁懸距變高懸長蓋梁寬度2.561.721.50蓋梁截面蓋梁端高蓋梁高度矩形截面0.701.40墩身截面形狀狀墩柱高柱直徑順橋尺寸橫橋尺寸柱數(shù)柱距1~2圓形截面5.101.2026.91蓋梁計(jì)算方式式基礎(chǔ)類型墩臺(tái)身混凝土土等級(jí)按線剛比判斷斷擴(kuò)大基礎(chǔ)C30蓋梁計(jì)算跨徑徑m立柱計(jì)算高度度m蓋梁線剛度MMpa*mm4/m立柱線剛度蓋梁與立柱線線剛度比6.915.101490.222598.7552.49注：蓋梁與立柱線剛度比小于或等于5，按剛架計(jì)算蓋梁?；钶d支反力表(表1)內(nèi)容布載方式左支反力右支反力總軸重沖擊系數(shù)車列走向重軸距原點(diǎn)重車輪重人群/每米雙孔加載0.00.00.00.0000000.000左孔加載0.00.00.00.0000000.000右孔加載0.00.00.00.0000000.000車輛荷載雙孔加載305.6132.5550.00.28000121.35550左孔加載418.80.0550.00.28000119.95550右孔加載0.0418.8550.00.28000-119.95550一列車道荷載載雙孔加載106.6397.80.28000左孔加載397.80.00.28000右孔加載0.0397.80.28000注：1、“人群/每米”指橫向1米寬度的支反力，不是總寬度對(duì)應(yīng)的支反力。2、“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。3、“總軸重”指一聯(lián)加載長度內(nèi)(雙孔或左孔或右孔加載)的輪軸總重。計(jì)算水平制動(dòng)力使用。4、“左、右支反力”未計(jì)入汽車沖擊力的作用。5、車道荷載均布荷載為10.5kN/m，集中荷載為：雙孔加載286.1kN，左孔加載286.1kN，右孔加載286.1kN?；钶d反力和沖擊系數(shù)表(表2)人群kN/mm車輛荷載采用值雙孔車道雙孔沖擊左孔車道左孔沖擊右孔車道右孔沖擊0.0560.8645.6645.60.280509.20.280509.20.280注：1、線荷載為52.5kN/m，指蓋梁的總重量除以蓋梁長度得到的每延米重量。2、雙孔車道、左孔車道、右孔車道均指一列車道荷載作用，支反力已計(jì)沖擊系數(shù)。雙孔控制。3、車輛荷載已計(jì)沖擊系數(shù)。梁(板)橫向分配系數(shù)表(表3)梁(板)編號(hào)123456789合計(jì)人群向左偏0.0000.0000.0000.0000.0000.0000.0000.0000.0000.000向右偏0.0000.0000.0000.0000.0000.0000.0000.0000.0000.000對(duì)稱0.0000.0000.0000.0000.0000.0000.0000.0000.0000.000不用0.0000.0000.0000.0000.0000.0000.0000.0000.0000.000車輛荷載向左偏0.3320.2770.2220.1660.1110.0560.001-0.0544-0.11001.000向右偏-0.0922-0.04110.0100.0600.1110.1620.2130.2640.3141.000對(duì)稱0.0000.0000.0000.3600.2800.3600.0000.0000.0001.000不用0.0000.0000.0000.0000.0000.0000.0000.0000.000一列車道向左偏0.3320.2770.2220.1660.1110.0560.001-0.0544-0.11001.000向右偏-0.0922-0.04110.0100.0600.1110.1620.2130.2640.3141.000對(duì)稱0.0000.0000.0000.3600.2800.3600.0000.0000.0001.000不用0.0000.0000.0000.0000.0000.0000.0000.0000.000二列車道向左偏0.4980.4290.3600.2910.2220.1530.0840.015-0.05442.000向右偏-0.01990.0410.1020.1620.2220.2820.3430.4030.4632.000對(duì)稱0.0000.0000.4800.2800.4800.2800.4800.0000.0002.000不用0.0000.0000.0000.0000.0000.0000.0000.0000.000注：1、表中橫向分配系數(shù)采用“左右偏載按偏心受壓法，對(duì)稱布載按杠桿法”。即偏心布載(向左偏或向右偏)時(shí)采用偏心受壓法，對(duì)稱布載時(shí)采用杠桿法(對(duì)稱布載指行車道對(duì)稱布載)，取左偏、右偏、對(duì)稱三種情況最大的橫向分配系數(shù)控制計(jì)算。2、計(jì)算梁板橫向分配系數(shù)方法有：(1)“杠桿法(支點(diǎn))過渡到偏心受壓法(1/4跨)”；(2)“左右偏載按偏心受壓法，對(duì)稱布載按杠桿法”；(3)“完全杠桿法和偏心受壓法”。推薦采用“杠桿法(支點(diǎn))過渡到偏心受壓法(1/4跨)”，進(jìn)入《蓋梁材料》數(shù)據(jù)輸入窗體可改變輸入。3、汽車(車道)布載兩列及以上時(shí)橫向分配系數(shù)值已經(jīng)計(jì)入車列數(shù)和橫向折減系數(shù)。汽車橫向折減系數(shù)表(表3_1)車隊(duì)數(shù)1道車2道車折減系數(shù)1.0001.000活載引起梁(板)支反力表(表4)梁(板)編號(hào)123456789合計(jì)人群向左偏0.00.00.00.00.00.00.00.00.00.0向右偏0.00.00.00.00.00.00.00.00.00.0對(duì)稱0.00.00.00.00.00.00.00.00.00.0不用0.00.00.00.00.00.00.00.00.00.0車輛荷載向左偏186.1155.2124.293.362.331.40.4-30.6-61.5560.8向右偏-51.6-23.25.333.862.390.8119.3147.8176.3560.8對(duì)稱0.00.00.0201.9157.0201.90.00.00.0560.8不用0.00.00.00.00.00.00.00.00.0一列車道向左偏214.3178.7143.0107.471.736.10.5-35.2-70.8645.6向右偏-59.5-26.76.138.971.7104.5137.3170.1202.9645.6對(duì)稱0.00.00.0232.4180.8232.40.00.00.0645.6不用0.00.00.00.00.00.00.00.00.0二列車道向左偏321.8277.3232.7188.1143.598.954.39.7-34.91291.33向右偏-12.226.765.7104.6143.5182.4221.3260.2299.11291.33對(duì)稱0.00.0309.9180.8309.9180.8309.90.00.01291.33不用0.00.00.00.00.00.00.00.00.0注：1、荷載組合按左偏、右偏、對(duì)稱三種情況取最大的支反力控制計(jì)算。上部梁(板)恒載作用截面內(nèi)力表(表5)梁(板)作用用截面123456789座標(biāo)X(cmm)932203474746017288559821109左彎矩(kNN-m)0-925-409607958646-330-8130右彎矩(kNN-m)0-925-409607958646-330-8130左剪力(kNN)0-7291323800277-246-7691164641右剪力(kNN)-729-1252800277-246-769-12926410樁(柱)所在在截面1柱左邊1柱中1柱右邊1~2跨中2柱左邊2柱中2柱右邊座標(biāo)X(cmm)208256304601898946994左彎矩(kNN-m)-834-1370-983958-891-1511-733右彎矩(kNN-m)-834-1618-983958-891-1226-733左剪力(kNN)-729-12521323277-1292-1292641右剪力(kNN)-72913231323-246-12921164641注：1、耳墻、背墻、蓋梁比重均按25kN/m3取用。蓋梁自重作用截面內(nèi)力表(表6)梁(板)作用用截面123456789座標(biāo)X(cmm)932203474746017288559821109左彎矩(kNN-m)-14-91-468112481-46-91-14右彎矩(kNN-m)-14-91-468112481-46-91-14左剪力(kNN)-31-93133670-67-1339331右剪力(kNN)-31-93133670-67-1339331樁(柱)所在在截面1柱左邊1柱中1柱右邊1~2跨中2柱左邊2柱中2柱右邊座標(biāo)X(cmm)208256304601898946994左彎矩(kNN-m)-80-127-108124-108-189-80右彎矩(kNN-m)-80-189-108124-108-127-80左剪力(kNN)-87-1121560-156-18187右剪力(kNN)-871811560-15611287注：1、耳墻、背墻、蓋梁比重均按25kN/m3取用。柱頂最大反力表(表7)--按剛架計(jì)算內(nèi)容1號(hào)柱2號(hào)柱累計(jì)上部梁板2575.332455.775030.99蓋梁自重293.1293.1586.2人群0.00.0車輛荷載606.2580.3車道荷載1115.111055.33耳墻0.00.00.0指定位置恒載載0.00.00.0合計(jì)3983.443804.00注：1、合計(jì)值以“恒載+車道荷載+人群”與“恒載+1輛車輛荷載+人群”取大值。單位kN。2、柱頂反力值與“蓋梁橫向分配系數(shù)選用”有關(guān)，活載計(jì)算是將車輪荷載經(jīng)橫向分配傳遞給梁板，再由梁板傳遞給蓋梁，蓋梁視作雙懸臂剛架結(jié)構(gòu)，計(jì)算得到柱頂反力。3、“蓋梁計(jì)算”與“樁柱計(jì)算”因計(jì)算方法不同，得到的柱頂反力有所差別。后者活載計(jì)算是將梁板和蓋梁視作雙懸臂多跨連續(xù)梁，計(jì)算得到柱頂反力，計(jì)算過程和結(jié)果見樁柱式橋墩(臺(tái))計(jì)算書。單項(xiàng)荷載左截面彎矩表(表10-1)梁(板)作用截面123456789X(cm)932203474746017288559821109恒載-14-1016-4556881082727-376-904-14人群最大000000000最小000000000車輛荷載最大0663827837827844780最小0-236-1176112263-111-2240車道荷載最大0754341861541851900最小0-409-201000-186-3800樁(柱)所在截面1柱左邊1柱中1柱右邊1~2跨中2柱左邊2柱中2柱右邊X(cm)208256304601898946994恒載-914-1497-10921082-999-1700-813人群最大0000000最小0000000車輛荷載最大59921437824270最小-213-358-232122-222-345-202車道荷載最大681061661527281最小-368-621-4250-401-639-342注：單位：kN-m。單項(xiàng)荷載右截面彎矩表(表10-2)梁(板)作用截面123456789X(cm)932203474746017288559821109恒載-14-1016-4556881082727-376-904-14人群最大000000000最小000000000車輛荷載最大0663827837827844780最小0-236-1176112263-111-2240車道荷載最大0754341861541851900最小0-409-201000-186-3800樁(柱)所在截面1柱左邊1柱中1柱右邊1~2跨中2柱左邊2柱中2柱右邊X(cm)208256304601898946994恒載-914-1808-10921082-999-1354-813人群最大0000000最小0000000車輛荷載最大59-13143782411170最小-213-359-232122-222-339-202車道荷載最大680166152712881最小-368-672-4250-401-578-342注：單位：kN-m。單項(xiàng)荷載左截面剪力表(表11-1)梁(板)作用截面123456789X(cm)932203474746017288559821109恒載-31-8221456867277-313-9021257672人群最大000000000最小000000000車輛荷載最大05228028079-15-46324176最小0-186555016-79-280-92-62車道荷載最大05964633615500559299最小0-322000-155-336-106-71樁(柱)所在截面1柱左邊1柱中1柱右邊1~2跨中2柱左邊2柱中2柱右邊X(cm)208256304601898946994恒載1448-1473727人群最大0000000最小0000000車輛荷載最大527528079-47-47176最小-186-3415516-280-280-62車道荷載最大598664615500299最小-322-59900-646-646-71注：單位：kN-m。單項(xiàng)荷載右截面剪力表(表11-2)梁(板)作用截面123456789X(cm)932203474746017288559821109恒載-760-1345933344-246-836-142573431人群最大000000000最小000000000車輛荷載最大527528079-15-46-471760最小-186-3415016-79-280-280-620車道荷載最大59863361550002990最小-322-59900-155-336-646-710樁(柱)所在截面1柱左邊1柱中1柱右邊1~2跨中2柱左邊2柱中2柱右邊X(cm)208256304601898946994恒載-81615041479群最大0000000最小0000000車輛荷載最大52280280-15-47324176最小-1865555-79-280-92-62車道荷載最大5964664600559299最小-32200-155-646-106-71注：單位：kN-m。內(nèi)力合計(jì)表(表13)-未計(jì)入荷載安全系數(shù)梁(板)作用截面123456789座標(biāo)(cm))932203474746017288559821109左截面車道最大彎矩矩-14-941-411110616971145-325-814-14車輛最大彎矩矩-14-951-41796614601006-332-826-14對(duì)應(yīng)剪力-31-76315201202432-468-9551151672車道最小彎矩矩-14-1425-6556881082727-562-1283-14車輛最小彎矩矩-14-1252-5727491203790-487-1127-14對(duì)應(yīng)剪力-31-11441972867277-313-11771816672右截面車道最大彎矩矩-14-941-411110616971145-325-814-14車輛最大彎矩矩-14-951-41796614601006-332-826-14對(duì)應(yīng)剪力-760-1259991499-401-1171-147966331車道最小彎矩矩-14-1425-6556881082727-562-1283-14車輛最小彎矩矩-14-1252-5727491203790-487-1127-14對(duì)應(yīng)剪力-760-19441217344-246-836-1921103331左截面最大剪力-31-72722981399487-313-90220431094對(duì)應(yīng)彎矩-14-895-51713011961727-376-1440-14最小剪力-31-12741456867277應(yīng)彎矩-14-1590-45568810821340-438-759-14右截面最大剪力-665-12071465554-246-836-1425115631對(duì)應(yīng)彎矩-14-895-51713011082727-376-1440-14最小剪力-1212-2183933344-456-1368-226762031對(duì)應(yīng)彎矩-14-1590-45568819611340-438-759-14樁(柱)所在截面1柱左邊1柱中1柱右邊1~2跨中2柱左邊2柱中2柱右邊座標(biāo)(cm))208256304601898946994左截面車道最大彎矩矩-846-1391-10761697-972-1699-732車輛最大彎矩矩-855-1405-10781460-975-1699-742對(duì)應(yīng)剪力-756-12781543432-1502-1527656車道最小彎矩矩-1282-2119-15161082-1400-2339-1155車輛最小彎矩矩-1127-1855-13241203-1221-2045-1014對(duì)應(yīng)剪力-1137-19631995277-1944-19691026右截面車道最大彎矩矩-846-1808-10761697-972-1226-732車輛最大彎矩矩-855-1821-10781460-975-1243-742對(duì)應(yīng)剪力-75615041543道最小彎矩矩-1282-2480-15161082-1400-1932-1155車輛最小彎矩矩-1127-2167-13241203-1221-1692-1014對(duì)應(yīng)剪力-113720201995-246-194418351026左截面最大剪力-720-12252321487-1448-14731150對(duì)應(yīng)彎矩-805-1327-15191961-999-1700-1296最小剪力-1268-22021479277-2290-2315613對(duì)應(yīng)彎矩-1432-2369-10921082-1427-2532-682右截面最大剪力-72023462321-246-144820621150對(duì)應(yīng)彎矩-805-2639-15191082-999-2169-1296最小剪力-126815041479-456-22901105613對(duì)應(yīng)彎矩-1432-1808-10921961-1427-1149-682注：1、表中數(shù)據(jù)用于裂縫計(jì)算。單位：kN-m制。內(nèi)力合計(jì)表(表13_1)-作用短期效應(yīng)組合梁(板)作用截面123456789座標(biāo)(cm))932203474746017288559821109左截面車道最大彎矩矩-14-963-42498015121020-340-841-14車輛最大彎矩矩-14-970-4288831346922-345-849-14對(duì)應(yīng)剪力-31-78115011102386-421-9401183672車道最小彎矩矩-14-1302-5956881082727-506-1169-14車輛最小彎矩矩-14-1181-5377311167771-453-1060-14對(duì)應(yīng)剪力-31-10471818867277-313-10951648672右截面車道最大彎矩矩-14-963-42498015121020-340-841-14車輛最大彎矩矩-14-970-4288831346922-345-849-14對(duì)應(yīng)剪力-760-1285974452-354-1071-146368431車道最小彎矩矩-14-1302-5956881082727-506-1169-14車輛最小彎矩矩-14-1181-5377311167771-453-1060-14對(duì)應(yīng)剪力246-836-177394331樁(柱)所在截面1柱左邊1柱中1柱右邊1~2跨中2柱左邊2柱中2柱右邊座標(biāo)(cm))208256304601898946994左截面車道最大彎矩矩-866-1423-10811512-980-1699-756車輛最大彎矩矩-873-1433-10821346-982-1699-763對(duì)應(yīng)剪力1486-1511678車道最小彎矩矩-1172-1932-13891082-1280-2148-1052車輛最小彎矩矩-1063-1748-12541167-1155-1942-954對(duì)應(yīng)剪力-10411795-1820937右截面車道最大彎矩矩-866-1808-10811512-980-1264-756車輛最大彎矩矩-873-1817-10821346-982-1276-763對(duì)應(yīng)剪力-77415041524道最小彎矩矩-1172-2278-13891082-1280-1759-1052車輛最小彎矩矩-1063-2059-12541167-1155-1591-954對(duì)應(yīng)剪力-104118661840：1、短期效應(yīng)組合用于裂縫計(jì)算。頻遇值系數(shù)：汽車荷載0.7，人群荷載1。2、車道荷載或車輛荷載已計(jì)入沖擊力。內(nèi)力合計(jì)表(表13_2)-作用長期效應(yīng)組合梁(板)作用截面123456789座標(biāo)(cm))932203474746017288559821109左截面車道最大彎矩矩-14-986-4378551328895-355-868-14車輛最大彎矩矩-14-990-4407991233839-358-873-14對(duì)應(yīng)剪力-31-79814821001339-375-9241214672車道最小彎矩矩-14-1179-5356881082727-450-1056-14車輛最小彎矩矩-14-1111-5027121130752-420-993-14對(duì)應(yīng)剪力-31-9511663867277-313-10121480672右截面車道最大彎矩矩-14-986-4378551328895-355-868-14車輛最大彎矩矩-14-990-4407991233839-358-873-14對(duì)應(yīng)剪力-760-1311956406-308-970-144770531車道最小彎矩矩-14-1179-5356881082727-450-1056-14車輛最小彎矩矩-14-1111-5027121130752-420-993-14對(duì)應(yīng)剪力246-836-162485331樁(柱)所在截面1柱左邊1柱中1柱右邊1~2跨中2柱左邊2柱中2柱右邊座標(biāo)(cm))208256304601898946994左截面車道最大彎矩矩-887-1455-10851328-988-1700-780車輛最大彎矩矩-890-1461-10861233-990-1700-785對(duì)應(yīng)剪力1470-1495699車道最小彎矩矩-1061-1746-12611082-1160-1956-950車輛最小彎矩矩-999-1640-11851130-1088-1838-893對(duì)應(yīng)剪力-944-16041686277-1647-1672847右截面車道最大彎矩矩-887-1808-10851328-988-1303-780車輛最大彎矩矩-890-1813-10861233-990-1309-785對(duì)應(yīng)剪力-79215041505道最小彎矩矩-1061-2077-12611082-1160-1585-950車輛最小彎矩矩-999-1952-11851130-1088-1489-893對(duì)應(yīng)剪力-94417111686-246-16471499847注：1、長期效應(yīng)組合用于裂縫計(jì)算。準(zhǔn)永久值系數(shù)：汽車荷載0.4，人群荷載0.4。2、車道荷載或車輛荷載已計(jì)入沖擊力。內(nèi)力組合表(表14)-已計(jì)入荷載分項(xiàng)系數(shù)梁(板)作用截面123456789座標(biāo)(cm))932203474746017288559821109左截面最大彎矩-16-1114-485141121591458-380-959-16對(duì)應(yīng)剪力-37-90318371510549-592-11571360806最小彎矩-16-1791-8278251298873-711-1616-16對(duì)應(yīng)剪力-37-143724701040332截面最大彎矩-16-1114-485141121591458-380-959-16對(duì)應(yīng)剪力512-1473-178678137最小彎矩-16-1791-8278251298873-711-1616-16對(duì)應(yīng)剪力-912-24531517412-295-1003-2405129937左截面最大剪力-37-90326521510549-375-108322911225對(duì)應(yīng)彎矩-16-1114-55714112159873-451-1616-16最小剪力-37-143717481040332應(yīng)彎矩-16-1791-54682512981458-462-959-16右截面最大剪力295-1003-1710129937對(duì)應(yīng)彎矩-16-1114-55714111298873-451-1616-16最小剪力-1363-24531120412-512-1473-261478137對(duì)應(yīng)彎矩-16-1791-54682521591458-462-959-16樁(柱)所在截面1柱左邊1柱中1柱右邊1~2跨中2柱左邊2柱中2柱右邊座標(biāo)(cm))208256304601898946994左截面最大彎矩-1002-1648-12882159-1161-2038-862對(duì)應(yīng)剪力1813-1843773最小彎矩-1613-2667-19041298-1760-2935-1455對(duì)應(yīng)剪力-1429-24752497332-2432-24621291右截面最大彎矩-1002-2169-12882159-1161-1446-862對(duì)應(yīng)剪力-89618051864小彎矩-1613-3110-19041298-1760-2434-1455對(duì)應(yīng)剪力-142925282497-295-243223141291左截面最大剪力1738-17681291對(duì)應(yīng)彎矩-1002-1648-17132159-1199-2040-1455最小剪力-1429-24751775332-2642-2672773對(duì)應(yīng)彎矩-1613-2667-13101298-1602-2878-862右截面最大剪力-89627092679-295-173823141291對(duì)應(yīng)彎矩-1002-3007-17131298-1199-2434-1455最小剪力-142918051775-512-26421382773對(duì)應(yīng)彎矩-1613-2169-13102159-1602-1446-862注：1、表中數(shù)據(jù)用于強(qiáng)度(即鋼筋面積)計(jì)算，內(nèi)力值已計(jì)入荷載分項(xiàng)系數(shù)(見2004通用橋規(guī)4.1.6條)。2、分項(xiàng)系數(shù)：混凝土1.2，人群荷載1.4，汽車荷載1.4。3、左右截面彎矩當(dāng)剛架計(jì)算時(shí)僅支點(diǎn)截面不同，其他截面均相同。按撐桿系桿體系計(jì)算邊柱外側(cè)截面的鋼筋面積表(表15-1)邊柱截面邊梁座標(biāo)截面座標(biāo)支座橫尺寸邊梁力Xi撐桿系桿角撐桿高系桿拉力鋼筋面積鋼筋根數(shù)左懸臂段93.4207.925.01362.99114.544.97005632.21364.3348.710右懸臂段1108.99994.425.01224.88114.544.97005632.21226.1143.89注：1、表中單位：尺寸和座標(biāo)cm，邊梁豎直力和系桿拉力kN，夾角為度，鋼筋面積cm2。2、蓋梁上緣鋼筋按1層計(jì)算。鋼筋重心與混凝土近邊緣的距離5.5cm。配筋、裂縫計(jì)算表(表15)梁(板)作用截面123456789座標(biāo)(cm)93.44220.377347.299474.222601.155728.088855.011981.9331108.886蓋梁高度(cm)108.122140.000140.000140.000140.000140.000140.000140.000108.122下緣保護(hù)層(cm)5.505.505.505.505.505.505.505.505.50上緣保護(hù)層(cm)5.505.505.505.505.505.505.505.505.50裂縫C1值1.001.001.001.001.001.001.001.001.00裂縫C3值無腹板1.150.990.990.990.990.990.990.991.15下緣計(jì)算控制裂縫荷載載0.000.000.000.000.000.000.000.000.00組合彎矩值0.000.000.001410.7772158.9901458.1150.000.000.00彎矩筋面積0.000.000.0038.3359.2939.640.000.000.00彎矩筋根數(shù)0.000.000.008.0013.009.000.000.000.00裂縫彎矩值0.000.000.00980.5001512.1151019.9980.000.000.00裂縫筋根數(shù)0.000.000.0010.0016.0011.000.000.000.00裂縫C21.501.511.521.441.441.441.521.521.50配筋率U%0.000.000.000.600.600.600.000.000.00鋼筋應(yīng)力0.000.000.00170.700164.544161.4330.000.000.00裂縫寬(mmm)0.000.000.000.200.190.190.000.000.00上緣計(jì)算控制裂縫荷載載0.000.000.000.000.000.000.000.000.00組合彎矩值16.251791.119826.5000.000.000.00711.0221616.00116.25彎矩筋面積0.6048.9322.880.000.000.0019.6844.030.60彎矩筋根數(shù)1.0010.005.000.000.000.005.009.001.00裂縫彎矩值13.541302.002595.1330.000.000.00505.8001169.55013.54裂縫筋根數(shù)1.0014.007.000.000.000.006.0012.001.00裂縫C21.501.451.451.501.501.501.441.451.50配筋率U%0.600.600.600.000.000.000.600.600.60鋼筋應(yīng)力30.89161.911148.0110.000.000.00146.766169.67730.89裂縫寬(mmm)0.040.190.170.000.000.000.170.200.04樁(柱)所在截面1左邊1中左1中右1右邊1~2跨中2左邊2中左2中右2右邊座標(biāo)(cm)207.900255.900255.900303.900601.155898.400946.400946.400994.400蓋梁高度(cm)140.000140.000140.000140.000140.000140.000140.000140.000140.000下緣保護(hù)層(cm)5.505.505.505.505.505.505.505.505.50上緣保護(hù)層(cm)5.505.505.505.505.505.505.505.505.50裂縫C1值1.001.001.001.001.001.001.001.001.00裂縫C3值無腹板0.990.990.990.990.990.990.990.990.99下緣計(jì)算控制裂縫荷載載0.000.000.000.000.000.000.000.000.00組合彎矩值0.000.000.000.002158.9900.000.000.000.00彎矩筋面積0.000.000.000.0059.290.000.000.000.00彎矩筋根數(shù)0.000.000.000.0013.000.000.000.000.00裂縫彎矩值0.000.000.000.001512.1150.000.000.000.00裂縫筋根數(shù)0.000.000.000.0016.000.000.000.000.00裂縫C21.511.511.501.501.441.501.501.521.52配筋率U%0.000.000.000.000.600.000.000.000.00鋼筋應(yīng)力0.000.000.000.00164.5440.000.000.000.00裂縫寬(mmm)0.000.000.000.000.190.000.000.000.00上緣計(jì)算控制裂縫荷載載0.000.000.000.000.000.000.000.000.00組合彎矩值1612.5532666.8853110.3331904.3300.001760.4442935.0092434.1141454.555彎矩筋面積43.9373.7986.6552.100.0048.0781.5567.1239.54彎矩筋根數(shù)9.0016.0018.0011.000.0010.0017.0014.009.00裂縫彎矩值1171.8861932.3392278.2251388.8800.001279.8892147.6681758.5521052.335裂縫筋根數(shù)12.0020.0024.0015.000.0013.0022.0018.0011.00裂縫C21.451.451.461.451.501.451.461.451.45配筋率U%0.600.600.600.600.000.600.600.600.60鋼筋應(yīng)力170.011168.211165.266161.1990.00171.400169.966170.088166.555裂縫寬(mmm)0.200.200.190.190.000.200.200.200.19注：1、““組合彎矩值”由內(nèi)力組合表(已計(jì)入荷載分項(xiàng)系數(shù))計(jì)算鋼筋面積并反算鋼筋根數(shù)，“裂縫彎矩值”由內(nèi)力合計(jì)表(短期效應(yīng)計(jì)入頻遇值系數(shù)，長期效應(yīng)計(jì)入準(zhǔn)永久值系數(shù))計(jì)算鋼筋根數(shù)。2、裂縫寬度限值0.2mm。3、混凝土強(qiáng)度等級(jí)C30，主筋種類HRB335鋼筋，主筋直徑25mm。4、鋼筋面積單位：cm2，其余有量剛均以kN-m制。5、當(dāng)計(jì)算的跨中下緣裂縫鋼筋根數(shù)小于其他截面的下緣根數(shù)時(shí)，可能由C2值引起。6、上緣最少通長鋼筋5根，下緣最少通長鋼筋5根。7“控制裂縫荷載”0指車道荷載控制，1指車輛荷載(只計(jì)入1輛車)控制。8、蓋梁計(jì)算跨徑690.5cm，蓋梁寬度150cm。9、內(nèi)力值未反映重要性系數(shù)，配筋計(jì)算時(shí)計(jì)入該系數(shù)的影響。10、左懸臂段根部截面(座標(biāo)207.9)鋼筋由撐桿系桿體系計(jì)算控制采用10根。已知箍筋間距計(jì)算斜筋根數(shù)表(表17)梁(板)作用截面123456789有效梁高H0(cm))102.6134.5134.5134.5134.5134.5134.5134.5102.6受壓寬度B(cm)150.0150.0150.0150.0150.0150.0150.0150.0150.0組合剪力Vd(kN))已乘以r00-1362..9-2453..02651.661510.11549.4-1472..8-2614..32291.111224.88組合彎矩Md(kNmm)-16.2-1791..2-556.881410.882158.991458.11-462.00-1616..0-16.2懸臂段附加剪力扣除值kkN6.50.00.00.00.00.00.00.0-6.5不配斜筋剪力值(kNN)1069.881402.221402.221402.221402.221402.221402.221402.221069.88截面限制剪力值(kNN)4299.775635.775635.775635.775635.775635.775635.775635.774299.77組合剪力小于限制剪力力值滿足滿足滿足滿足滿足滿足滿足滿足滿足箍筋數(shù)據(jù)箍筋間距(ccm)1