電算高樁碼頭

1、黃驊港集裝箱泊位工程設(shè)計(jì)電算）Engineering Design of Container Berth of Huanghua Port學(xué)生姓名：孫愛民學(xué)生學(xué)號(hào)：09260222專業(yè)名稱：港口航道與海岸工程指導(dǎo)教師：蔣學(xué)煉（副教授）2014土木工程學(xué)院年 6 月 13 日1 計(jì)算前提 1.1 項(xiàng)目信息 1.2 總體信息 2 作用效應(yīng)組合方式 承載能力極限狀態(tài)持久組合 承載能力極限狀態(tài)短暫組合 承載能力極限狀態(tài)偶然組合 正常使用極限狀態(tài)持久狀況的短期效應(yīng) （ 頻遇）組合 . 正常使用極限狀態(tài)持久狀況的長(zhǎng)期效應(yīng) （ 準(zhǔn)永久 ） 組合 正常使用極限狀態(tài)短暫組合 2.12.22.32.42.52.6

2、3 荷載標(biāo)準(zhǔn)值 3.3 船舶擠靠力 1 3.4 船舶撞擊力 1 3.5 起重機(jī)械荷載 1 4 作用效應(yīng)包絡(luò)值 承載能力極限狀態(tài)短暫組合 承載能力極限狀態(tài)偶然組合 承載能力極限狀態(tài)匯總橫梁彎矩 正常使用極限狀態(tài)持久狀況的短期效應(yīng) （ 頻遇）組合 . 正常使用極限狀態(tài)持久狀況的長(zhǎng)期效應(yīng) （ 準(zhǔn)永久 ） 組合 正常使用極限狀態(tài)短暫效應(yīng)組合 4.24.34.44.54.64.75 作用效應(yīng)匯總 5.15.25.35.4承載能力極限狀態(tài)橫梁彎矩 正常使用極限狀態(tài)持久狀況的短期效應(yīng) （ 頻遇）組合 . 正常使用極限狀態(tài)持久狀況的長(zhǎng)期效應(yīng) （ 準(zhǔn)永久 ） 組合 正常使用極限狀態(tài)短暫效應(yīng)組合 6 橫梁計(jì)算結(jié)果

3、 6.1 橫梁正彎矩鋼筋 6.2 橫梁負(fù)彎矩鋼筋 6.3 橫梁箍筋 6.4 施工階段橫梁負(fù)彎矩鋼筋 6.5 施工階段下橫梁正彎矩鋼筋 7 樁基驗(yàn)算結(jié)果 7.1 樁基承載力驗(yàn)算 1010101130303049494949495252525252525353535454547.27.37.4鋼管樁強(qiáng)度驗(yàn)算 灌注樁配筋驗(yàn)算 預(yù)應(yīng)力鋼筋混凝土樁抗裂驗(yàn)算 7.41 短期效應(yīng) 7.42 長(zhǎng)期效應(yīng) 545454551計(jì)算前提1.1項(xiàng)目信息工程名稱：黃驊港集裝箱碼頭泊位設(shè)計(jì)工程編號(hào)：計(jì)算人員：計(jì)算日期：校核人員：校核日期：1.2總體信息結(jié)構(gòu)安全等級(jí)：二級(jí)結(jié)構(gòu)重要性系數(shù)：1排架間距(m): 8碼頭分段跨數(shù)：8

4、樁基模型：嵌固點(diǎn)法面板傳力方式：荷載傳遞到橫梁和縱梁水重度(KN/m 3)： 10.25固定樁頭時(shí)水位(m)： -1 開口樁內(nèi)部水位(m)： -1船型種類載重量(t)船長(zhǎng)L(m)船寬B(m)型深D(m)滿載吃水T(m)方形系數(shù)Cb110000034645.624.814.50.6251.3截面信息1)橫梁截面截 面 編 號(hào)截面 名稱截 面 類 型材 料 名 稱B1(m)B2(m)B3(m)H1(m)H2(m)H3(m)H4(m)H5(m)截面 積(m2)慣性矩(m4)形心 咼度(m)1橫梁(施工)1C40.8-1.5-1.20.2250.752橫梁(使 用)1C40.8-2-1.6().533

5、333412)樁截面截面編號(hào)截面 名稱截面類型材料 名稱B(m)D(m)d(m)毛截面積(m2)凈截面積(m2)慣性矩(m4)管樁閉 塞系數(shù)1空心方樁12C55.65-.30.42250.35181410.01447791-3)縱梁截面截 面 編 號(hào)截面 名稱截 面 類 型材 料 名 稱B1(m)B2(m)B3(m)H1(m)H2(m)H3(m)H4(m)H5(m)截面 積(m2)慣性矩(m4)1軌道 梁1C401-2-20.66666672刖邊 梁1C40.5-1.5-0.750.1406253縱梁1C40.5-1.5-0.750.1406254后邊 梁1C40.5-1.5-0.750.14

6、06255后邊 梁(施工)1C40.5-1-0.50.041666676軌道 梁(施工)1C401-1.5-1.50.281257縱梁(施工)1C401-1-10.083333348刖邊 梁(施工)1C401-1-10.083333344)靠船構(gòu)件截面截面編號(hào)截面 名稱截面類型材料 名稱B1(m)B2(m)B3(m)B4(m)A1(m)A2(m)H1(m)H2(m)H3(m)1靠船構(gòu)件22C40.4.7-3.4-1.4斷面信息1）面板磨耗層厚度（m）: 0預(yù)制面板厚度（m）: 0.5現(xiàn)澆面層厚度（m）: 0.15 是否空心面板：False預(yù)制空心板寬度（m）: 0單快預(yù)制板空心面積（m 2）:

7、 0護(hù)輪坎序號(hào)底寬b1(m)頂寬b2(m)高度h1(m)位置10.30.250.25前沿20.30.250.25后沿2）橫梁分段梁長(zhǎng)（m）底咼程（m）使用期截面施工期截面施工期是否簡(jiǎn)支143.85橫梁（使用）橫梁（施工）True253.85橫梁（使用）橫梁（施工）True353.85橫梁（使用）橫梁（施工）True453.85橫梁（使用）橫梁（施工）True553.85橫梁（使用）橫梁（施工）True653.85橫梁（使用）橫梁（施工）True753.85橫梁（使用）橫梁（施工）True81.53.85橫梁（使用）橫梁（施工）True3）縱向梁系序號(hào)中心坐標(biāo)（m）縱梁截面10.25前邊梁24軌

8、道梁39縱梁414縱梁519縱梁624縱梁729縱梁834軌道梁935.25后邊梁5）樁基 各個(gè)節(jié)點(diǎn)樁數(shù)和樁帽節(jié)點(diǎn)號(hào)樁數(shù)樁帽長(zhǎng)度（m）樁帽寬度（m）樁帽高度（m）10000222.61.50.8311.51.50.8411.51.50.8511.51.50.8611.51.50.8711.51.50.8822.61.50.890000100000110000樁基參數(shù)樁號(hào)截面名稱單兀類型斜度樁頂高程(m)樁頂嵌入長(zhǎng)度(m)樁總長(zhǎng)(m)剛性系數(shù)(KN/m)1空心方樁1上下固 接-33.150.160.248310732空心方樁1上下固 接33.150.160.248310733空心方樁1上下固 接

9、03.150.157.158310734空心方樁1上下固接03.150.157.158310735空心方樁1上下固 接03.150.157.158310736空心方樁1上下固 接03.150.157.158310737空心方樁1上下固 接03.150.157.158310738空心方樁1上下固 接-33.150.160.248310739空心方樁1上下固 接33.150.160.248310736) 土層線坐標(biāo)土層線序號(hào)X坐標(biāo)(m)Z坐標(biāo)(m)01-20-1602-2-16038-12.70460-12.711-20-21.51260-21.521-15-24.52260-24.531-20-

10、27.13250-27.141-20-28.24250-28.251-20-31.35250-31.361-20-34.36250-34.371-20-407260-4081-20-43.28260-43.291-20-459260-45101-20-51.810260-51.8111-20-5211260-52121-25-59.412260-59.4土層參數(shù)嵌固點(diǎn)深度計(jì)算系數(shù)n: 2.2單樁垂直承載力分項(xiàng)系數(shù)：1.45單樁抗拔承載力分項(xiàng)系數(shù)：1.45序號(hào)m 值(KN/m4)側(cè)摩擦阻力（kPa）樁端阻力（kPa）抗拔折減系數(shù)135001200.7255005500.7355003200.74

11、70006000.7560003700.7670006800.77150009000.7855003800.7980006000.710155009500.71180006500.712155009042000.71.5作用荷載何載編號(hào)荷載名稱0永久荷載（施工期）1永久荷載2船舶系纜力13船舶擠靠力14船舶撞擊力16起重機(jī)械荷載17集裝箱荷載12作用效應(yīng)組合方式2.1承載能力極限狀態(tài)持久組合組合編號(hào)1永久荷載船舶系纜力1起重機(jī)械荷載1集裝箱荷載1組合內(nèi)容102.2承載能力極限狀態(tài)短暫組合2.3承載能力極限狀態(tài)偶然組合2.4正常使用極限狀態(tài)持久狀況的短期效應(yīng)(頻遇)組合2.5正常使用極限狀態(tài)持久

12、狀況的長(zhǎng)期效應(yīng)(準(zhǔn)永久)組合2.6正常使用極限狀態(tài)短暫組合3荷載標(biāo)準(zhǔn)值3.0永久荷載(施工期) 作用在橫梁上豎向均布荷載序號(hào)力值(KN/m)左端(m)右端(m)備注12804橫梁22849橫梁328914橫梁4281419橫梁5281924橫梁6282429橫梁7282934橫梁8283435.5橫梁作用在橫梁上豎向集中荷載序號(hào)力值(KN)作用點(diǎn)(m)備注1212.50.25預(yù)制板2359.3754預(yù)制板3343.759預(yù)制板4343.7514預(yù)制板5343.7519預(yù)制板6343.7524預(yù)制板7343.7529預(yù)制板8234.37534預(yù)制板987.535.25預(yù)制板101800.25前邊

13、梁113604軌道梁121809縱梁1318014縱梁1418019縱梁1518024縱梁1618029縱梁1736034軌道梁1818035.25后邊梁19784樁帽20459樁帽214514樁帽224519樁帽234524樁帽244529樁帽257834樁帽作用在橫梁上豎向梯形荷載序號(hào)左端力值(KN/m)右端力值(KN/m)左端X1(m)右端X2(m)備注1062.546.5預(yù)制板262.506.59預(yù)制板3062.5911.5預(yù)制板462.5011.514預(yù)制板5062.51416.5預(yù)制板662.5016.519預(yù)制板7062.51921.5預(yù)制板862.5021.524預(yù)制板9062

14、.52426.5預(yù)制板1062.5026.529預(yù)制板11062.52931.5預(yù)制板1262.5031.534預(yù)制板3.1永久荷載作用在橫梁上豎向集中荷載序號(hào)力值(KN)作用點(diǎn)(m)備注113.750.138護(hù)輪坎213.7535.362護(hù)輪坎321.250.25磨耗層435.9384磨耗層534.3759磨耗層634.37514磨耗層734.37519磨耗層834.37524磨耗層934.37529磨耗層1023.43834磨耗層118.7535.25磨耗層1263.750.25現(xiàn)澆層13107.8124現(xiàn)澆層14103.1259現(xiàn)澆層15103.12514現(xiàn)澆層16103.12519現(xiàn)澆

15、層17103.12524現(xiàn)澆層18103.12529現(xiàn)澆層1970.31334現(xiàn)澆層2026.2535.25現(xiàn)澆層作用在橫梁上豎向梯形荷載序號(hào)左端力值(KN/m)右端力值(KN/m)左端X1(m)右端X2(m)備注106.2546.5磨耗層26.2506.59磨耗層306.25911.5磨耗層46.25011.514磨耗層506.251416.5磨耗層66.25016.519磨耗層706.251921.5磨耗層86.25021.524磨耗層906.252426.5磨耗層106.25026.529磨耗層1106.252931.5磨耗層126.25031.534磨耗層13018.7546.5現(xiàn)澆層

16、1418.7506.59現(xiàn)澆層15018.75911.5現(xiàn)澆層1618.75011.514現(xiàn)澆層17018.751416.5現(xiàn)澆層1818.75016.519現(xiàn)澆層19018.751921.5現(xiàn)澆層2018.75021.524現(xiàn)澆層21018.752426.5現(xiàn)澆層2218.75026.529現(xiàn)澆層23018.752931.5現(xiàn)澆層2418.75031.534現(xiàn)澆層3.33.4船舶撞擊力13.5起重機(jī)械荷載13.2船舶系纜力1作用在橫梁上豎向集中荷載序號(hào)力值(KN)作用點(diǎn)(m)備注1-216.3831作用在橫梁上水平集中荷載序號(hào)力值(KN)節(jié)點(diǎn)號(hào)作用點(diǎn)高程(m)備注1-403.77711船舶擠

17、靠力1作用在橫梁上豎向集中荷載序號(hào)力值(KN)作用點(diǎn)(m)備注14105.225423092.14134序號(hào)力值(KN)作用點(diǎn)(m)備注100.252412.54382594825145825196825247825298412.5349035.253.6集裝箱荷載1作用在橫梁上豎向集中荷載作用在橫梁上豎向梯形荷載序號(hào)左端力值(KN/m)右端力值(KN/m)左端X1(m)右端X2(m)備注1015046.5215006.5930150911.54150011.514501501416.56150016.519701501921.58150021.524901502426.510150026.5

18、291101502931.512150031.5344作用效應(yīng)包絡(luò)值4.1承載能力極限狀態(tài)持久組合 橫梁彎矩跨數(shù)截面最大效應(yīng)最小效應(yīng)Mmax(kN.m)控制工況Mmi n(kN.m)控制工況112176.357100122160.004100132120.504100142141.592100152223.267100162304.941100172386.617100182468.291100192549.9651001102631.6391001112713.313100212306.89100222098.216100231880.942100241646.469100251386.19

19、7100261091.52210027756.7161-189.386128387.5091-610.02112900-1045.92121000-1512.643121100-1988.21713100-1938.4813200-1769.36913300-1609.10713400-1466.54313500-1293.55713600-1178.14813700-1124.45913800-1124.66813900-1167.053131000-1239.886131100-1338.85314100-1337.59614200-1096.74614300-872.51314400-6

20、78.72814500-527.11814653.721-429.4114740.1381-393.41714800-411.32414900-471.407141000-561.94141100-639.93715100-664.67315200-545.58815300-408.99115421.3351-302.846155141.5461-238.874156187.9061-228.803157149.6221-280.4515837.4911-385.99515900-533.715151000-711.888151100-867.76716100-910.72116200-820

21、.4816300-705.75516430.9411-621.476165152.0971-579.375166199.4011-591.174167162.0641-664.69116850.8781-792.10516900-961.693161000-1161.735161100-1380.50117100-1453.52517200-1097.6317300-760.461174220.8951-453.742175401.0871-189.199176496.00510077522.53610078501.02610079514.885100710553.621100711611.9

22、061008100-81.2218200-71.71518300-62.20818400-52.70218500-43.19518600-33.68918700-24.18318800-14.67718900-5.1718103.7651008110000橫梁剪力跨數(shù)截面最大效應(yīng)最小效應(yīng)Qmax(kN)控制工況Qmi n(kN)控制工況11781001200-575.18511300-589.74511400-392.2511500-406.8111600-421.3711700-435.9311800-450.4911900-465.05111000-479.61111100-494.171

23、21309.1341-167.168122274.7461-192.893123207.9841-242.068124108.8461-314.69312500-410.76812600-530.29312700-649.81812800-745.89312900-818.518121000-867.693121100-893.418131606.79510032575.55810033518.24510034434.85810035325.39510036189.8581003754.321-96.3613800-220.24513900-315.795131000-379.84513110

24、0-412.395141535.57310042503.02310043448.01410044368.21410045263.21410046133.7021004714.1771-106.40914800-237.92214900-337.059141000-403.822141100-438.209151485.48810052452.93810053388.88810054293.33810055166.288100568.0781-41.57515700-171.09615800-277.86215900-373.412151000-437.462151100-470.0121615

25、05.65710062471.26910063390.27610064305.36910065173.857100669.9691-85.31416700-213.82816800-318.82816900-398.628161000-453.228161100-482.628171744.74110072715.34110073660.74110074580.94110075479.09610076359.57110077240.0461-35.843178143.9711-167.35517971.3461-266.493171022.1711-333.255171100-367.6431

26、81436.47510082431.01510083425.55510084420.09510085414.6351008640971510088398.25510089392.79510081000-5.915181100-29.251樁基軸力跨數(shù)截面最大效應(yīng)最小效應(yīng)Nmax(kN)控制工況Nmi n( kN)控制工況114340.107100124356.475100134372.843100144386.6100154394.909100164403.217100174411.526100184419.834100194428.1431001104436.451

27、1001114444.761001124453.0691001134461.3781001144469.6871001154477.9951001164486.304100214265.387100224279.578100234293.768100244307.959100254315.768100264322.971100274330.175100284337.378100294344.5811002104351.7841002114358.9881002124366.1911002134373.3951002144380.5991002154387.8021002164395.00610

28、0313201.946100323216.136100333230.327100343244.517100353252.325100363259.529100373266.732100383273.936100393281.141003103288.3431003113295.5461003123302.7491003133309.9531003143317.1561003153324.361003163331.562100412943.091100422957.281100432971.472100442985.662100452993.471100463000.674100473007.8

29、78100483015.081100493022.2851004103029.4891004113036.6911004123043.8951004133051.0981004143058.3021004153065.5061004163072.708100512912.266100522926.456100532940.647100542954.837100552962.646100562969.849100572977.053100582984.256100592991.461005102998.6641005113005.8661005123013.071005133020.273100

30、5143027.4771005153034.681005163041.883100612966.191100622980.381100632994.572100643008.762100653016.57100663023.774100673030.978100683038.181100693045.3851006103052.5881006113059.7911006123066.9941006133074.1981006143081.4021006153088.6051006163095.808100713069.728100723083.918100733098.109100743112

31、.299100753120.107100763127.311100773134.515100783141.718100793148.9221007103156.1251007113163.3281007123170.5311007133177.7351007143184.9391007153192.1421007163199.345100813972342100834000.532100844014.723100854022.531100864029.735100874036.938100884044.142100894051.3441008104058.548100

32、8114065.7521008124072.9551008134080.1591008144087.3621008154094.5661008164101.77100912826.185100922840.376100932854.566100942868.758100952876.566100962883.769100972890.973100982898.177100992905.3791009102912.5831009112919.7861009122926.991009132934.1941009142941.3971009152948.6011009162955.804100樁基剪

33、力跨數(shù)截面最大效應(yīng)最小效應(yīng)Qmax(kN)控制工況Qmi n(kN)控制工況116.4261001212.3371001318.2471001423.2151001526.2161001629.2161001732.2161001835.2151001938.21610011041.21610011144.21710011247.21710011350.21710011453.21810011556.21810011659.219100214.4351002200-4.05812300-9.28712400-14.41212500-17.23212600-19.83312700-22.43412800-25.03612900-27.636121000-30.237121100-32.838121200-35.439121300-38.041121400-40.642121500-43.243121600-45.8451312.1921-0.6111322.1921-0.61113