渠道、倒虹吸結(jié)構(gòu)、配筋計(jì)算

1、計(jì)算書(shū)項(xiàng)目名稱：XXX小水電站工程 設(shè)計(jì)階段:施工圖計(jì)算內(nèi)容：XXX渠道配筋計(jì)算核定：日期:審查：日期:校核：日期:計(jì)算：日期：目錄1計(jì)算總說(shuō)明1.1計(jì)算目的1.2計(jì)算條件及依據(jù)1.3參數(shù)資料1.4計(jì)算方法及計(jì)算原則2計(jì)算成果3計(jì)算過(guò)程3.1倒虹吸管配筋計(jì)算3.2渠道配筋計(jì)算4附件、附表1計(jì)算總說(shuō)明1.1計(jì)算目的本計(jì)算為XXX公司XXX小水電站工程施工圖階段的計(jì)算，主要的計(jì)算目的是北電站渠 道、倒虹吸配筋計(jì)算，通過(guò)內(nèi)力計(jì)算，確定其配筋情況。1.2計(jì)算條件及依據(jù)(1) 水工建筑物荷載設(shè)計(jì)規(guī)范(DL5077-1997)(2) 水工混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范(SL 191-2008 )(3) 水利水電工程P

2、C-1500程序集(4) 涵洞(中國(guó)水利水電出版社)(5) 水工建筑物抗震設(shè)計(jì)規(guī)范(SL 203-97 )1.3參數(shù)資料混凝土強(qiáng)度等級(jí)為C25，填土內(nèi)摩擦 20，填土天然容重i19KN/m3，填土浮容重11KN/m3，鋼筋混凝土容重224KN/m3，C25混凝土彈性模量E 2.80 106t/m2，地 基彈 性抗力系數(shù)K1 192000 KN /m3，側(cè)墻彈性抗力系數(shù)K2 50KN /m3、水容重a9. 8K1N /m3。結(jié)構(gòu)重要性系數(shù)：o1.O :設(shè)計(jì)狀況系數(shù)：1.0荷載作用分項(xiàng)系數(shù)：K根據(jù)水工建筑物荷載設(shè)計(jì)規(guī)范選用。1.4計(jì)算方法及計(jì)算原則對(duì)于倒虹吸：完建期考慮頂板承受垂直土壓力、頂板自重

3、，底板承受浮托力、底板自重，側(cè)墻承受外水壓力、側(cè)向土壓力。(2) 正常運(yùn)行工況考慮頂板承受垂直土壓力、頂板自重，底板承受浮托力、底板自重、水重，側(cè)墻承受外水壓力、側(cè)向土壓力、內(nèi)水壓力。(3) 抗震工況考慮頂板承受垂直土壓力、頂板自重，底板承受浮托力、底板自重、水重，側(cè)墻承受外水壓力、側(cè)向土壓力、內(nèi)水壓力、地震荷載。對(duì)于渠道：(D完建期考慮底板承受浮托力、底板自重，側(cè)墻承受外水壓力、側(cè)向土壓力。(2) 正常運(yùn)行工況考慮底板承受浮托力、底板自重、水重，側(cè)墻承受外水壓力、側(cè)向土壓 力、內(nèi)水壓力。(3) 抗震工況考慮底板承受浮托力、底板自重、水重，側(cè)墻承受外水壓力、側(cè)向土壓力、 內(nèi)水壓力、地震荷載。采

4、用水利水電工程PC-1500程序集V5.0，按照彈性地基梁計(jì)算其配筋情況。2、計(jì)算成果配筋計(jì)算成果見(jiàn)下表所示。部位壁厚實(shí)際選用鋼筋型號(hào)倒虹吸0.3m頂板：5Y12200側(cè)墻:5Y12200底板:5Y12200渠道0.2m側(cè)墻:5Y10200底板:5Y102003.計(jì)算過(guò)程3.1倒虹吸配筋計(jì)算凈跨徑Lo2.Om，凈高h(yuǎn)o 1.5m，填土高Hd3.0m，壁厚t 0.30m，地下水位按 照填土高程降10m考慮，如圖1所示。圖1倒虹吸結(jié)構(gòu)圖3.1.1荷載計(jì)算（如圖2所示）Cxj圖2倒虹吸受力圖1) 垂直土壓力q 土 1 KK(sihi( h22) 側(cè)向水平土壓力頂板處:q2K(Hd底板處:qsK(Hd

5、)2)tg2(45)22ho )tg 2(45)23)垂直外水壓力q 水 1 K 3 H o ho2q 水 2 K 3 H o230 2 (4)水平外水壓力q 水 3 K 3H 0q 水 4K3Hoho2(5) 垂直內(nèi)水壓力q 水 1 K (3 H ho2 )q 水 2 K 3H其中H頂板底面以上水頭壓力，參考“北電站動(dòng)力渠道倒虹吸結(jié)構(gòu)鋼筋圖”，取1.90.6 3/2 1.45m 。(6) 水平內(nèi)水壓力q水3q水2q水4q水1(7) 自重力計(jì)算啟q自2 K 2底板：q 自 iK(2 2 2t)(8 )地震荷載參考水工建筑物抗震設(shè)計(jì)規(guī)范式4.5.9計(jì)算地震慣性力。Fi h GEii/ g式中Fi

6、作用在質(zhì)i點(diǎn)的水平向地震慣性力代表值；h水平向設(shè)計(jì)地震加速度代表值，7級(jí)設(shè)計(jì)烈度取為0.1g，g9.81m/s2 :地震作用的效應(yīng)折減系數(shù)，取0.25 ；GEi集中在質(zhì)點(diǎn)i的重力作用標(biāo)準(zhǔn)值i質(zhì)點(diǎn)i的動(dòng)態(tài)分布系數(shù)；g重力加速度；參考水工建筑物抗震設(shè)計(jì)規(guī)范式6.1.9-1計(jì)算地震動(dòng)水壓力pw(h) h(h) wHo式中Pw(h)作用在水深h處的地震動(dòng)水壓力代表值；h水平向設(shè)計(jì)地震加速度代表值，7級(jí)設(shè)計(jì)烈度取為01g，g9.81m/s2 ；地震作用的效應(yīng)折減系數(shù)，取0.25 ；(h)地震動(dòng)水壓力分布系數(shù)，取最大值0.76 ；W水體質(zhì)量密度標(biāo)準(zhǔn)值；H o 一水深。3.1.2配筋計(jì)算采用PC-1500的

7、G-13B程序，程序中需要輸入的力的大小計(jì)算如下：完建期：Wi q 水 2q 土1 q 自 2W2Q水 3口土 2W3q水 4口土 3W4q自1 q水1正常運(yùn)行工況：Wi q 水 2q 土1 q 自 2q 水2W2q水3口土 2q水3W3q 水 4q 土3q 水 4呦q自宀K門水1抗震工況(地震慣性力程序自動(dòng)計(jì)入)：W1 q水 2q土 1 q自 2q水 2W2q水3q土 2q水3W3q 水 4q 土3q 水 4W4q自1 q水1 q水1WsOWepw( h)具體計(jì)算過(guò)程如附表1及附件13所示3.2渠道配筋計(jì)算凈跨徑Lo2.5m，凈高h(yuǎn)o2.Om，壁厚 t 0.20m，填土高度按渠頂降0.5m考

8、慮， 如圖3所示。3.2.1荷載計(jì)算(1) 側(cè)向水平土壓力22底板處：q 土iK (ho -0.5) tg 2 (45) 2(2) 水平內(nèi)水壓力q水iK (shoO.6)(3) 垂直內(nèi)水壓力q 水 2K(3hoO.6 )(4) 自重力計(jì)算底板：q 自 1 K ( 22 2t)(5) 地震荷載參考水工建筑物抗震設(shè)計(jì)規(guī)范式4.5.9計(jì)算地震慣性力。Fi hGEii/ g式中R作用在質(zhì)i點(diǎn)的水平向地震慣性力代表值；h水平向設(shè)計(jì)地震加速度代表值，7級(jí)設(shè)計(jì)烈度取為0.1g，g 9.81m/ s2 : 地震作用的效應(yīng)折減系數(shù)，取0.25 :GEi集中在質(zhì)點(diǎn)i的重力作用標(biāo)準(zhǔn)值i質(zhì)點(diǎn)i的動(dòng)態(tài)分布系數(shù)；g 重力

9、加速度；3.2.2內(nèi)力計(jì)算底板按照倒置梁法，兩端簡(jiǎn)支計(jì)算內(nèi)力，側(cè)墻按照懸臂梁法計(jì)算內(nèi)力。計(jì)算公式如（1兩端簡(jiǎn)支梁M1q!2）8（2 懸臂梁MF?）6式中m 梁承受的最大彎矩；q 梁承受的均布荷載； 2受載長(zhǎng)度。具體計(jì)算過(guò)程如附表2所示3.2.3配筋計(jì)算按照純彎構(gòu)件計(jì)算其配筋。計(jì)算公式如下：fcdbMhO2，1 1 2 s 9 As“h式中M -梁承受的最大彎矩；d結(jié)構(gòu)系數(shù)，取1-20 ；b矩形截面寬度；fc-磴軸心抗壓強(qiáng)度設(shè)計(jì)值，取fc 11.9N / mm2 ；ho截面有效高度；3-截面抵抗矩系數(shù)；相對(duì)受壓區(qū)計(jì)算高度；fy鋼筋抗拉強(qiáng)度設(shè)計(jì)值，取fy460N/mm2 ；As-受拉區(qū)縱向鋼筋截面

10、面積；對(duì)底板配筋：b 1000 mm 、 a 35mm 、 ho 200 35 165mm j fc 11.9N /mm2 j fy 460N/mm2dM 1.2 7.48 106fcbho211-9 1000 1651 1 2 0.028 0.028As宀 ho5嘰。他mrn2，選用 5Y1020(0 As 393mm2 460對(duì)側(cè)墻配筋：22 b 1000 mm，a 35mm 、 ho 200 35 165mm 5 fc 11.9N /mm2 5 fy460N / mm20.052，1 1 2s1 1 2 0.052 0.053JVTf1.2 14.03 10611.9 1000 1652

11、cbhof cb ho Asfy11.9 1000 0.053 165226mm2 選用 5Y1020(0 As 393mm460具體計(jì)算過(guò)程如附表2所示4附件、附表多孔方形涵洞內(nèi)力及配筋計(jì)算書(shū)G-13B6 0.000 10.746 -0.931 0.740 0.000 0.000 18.353 0.00000工程名:TOYUN原始數(shù)扌居:KU= 1L=2.3H= 1.8E= 2800000K1= 19200K2=5KC=0W1=7.89W2= 3.98W3= 6.81W4= 1.94W5= 0W6=0G1=0G2=0G3= 0M1=0HC= .3HA= .3HB= .3HD= .3Ky= 1

12、.6a = 3.5KL= 1.5 d= 1.2R#=200Rg= 4600Eg= 2000000工程名：TOYUN樁號(hào):0+000荷載組合：1二計(jì)算結(jié)果：頂板（1 ）104.285 9.936彎矩受壓鋼筋受拉鋼筋-2.7160.000 2.838抗裂K 裂縫寬04.285 -9.936-2.7160.0002.8381.515 0.0494714.285 -7.949-0.6600.0000.0378.35331.1234324.285 -5.9620.9400.0000.4135.1420.5120034.285 -3.9742.0830.0001.9642.0180.0711244.285

13、 -1.9872.7680.0002.9101.4850.0482954.2850.0002.9970.0003.2281.3660.0437264.285 1.9872.7680.0002.9101.4850.0482974.285 3.9742.0830.0001.9642.0180.0711284.2855.9620.9400.0000.4135.1420.5120094.2857.949-0.6600.0000.0378.35331.12343基巖彈抗軸向力剪力1.515 0.04947抗裂K裂縫寬00.0009.9364.2852.7160.0001.7791.6980.092891

14、0.00010.0713.5432.0110.0000.7702.4820.2941820.00010.2062.7501.4440.0000.0003.9840.0000030.00010.3411.9071.0240.0000.0007.3360.0000040.00010.4761.0120.7610.0000.00015.7010.0000050.00010.6110.0660.6630.0000.00028.0970.00000基巖彈抗軸向力剪力邊墻（1 ）-短梁彎矩受壓鋼筋受拉鋼筋70.00010.881-1.9781.0010.0000.0008.1410.0000080.000

15、11.016-3.0771.4550.0000.0004.1130.0000090.00011.151-4.2262.1120.0000.7072.4070.34877100.00011.286-5.4262.9800.0001.899 1.5620.08830裂縫寬邊墻(2 )-短梁基巖彈抗軸向力剪力彎矩受壓鋼筋受拉鋼筋抗裂K裂縫寬00.0009.936-4.285 -2.7160.0001.7791.6980.0928910.00010.071-3.543 -2.0110.0000.7702.4820.2941820.00010.206-2.750 -1.4440.0000.0003.98

16、40.0000030.00010.341-1.907 -1.0240.0000.0007.3360.0000040.00010.476-1.012 -0.7610.0000.00015.7010.0000050.00010.611-0.066 -0.6630.0000.00028.0970.0000060.00010.7460.931 0.7400.0000.00018.3530.0000070.00010.8811.978 -1.0010.0000.0008.1410.0000080.00011.0163.077 -1.4550.0000.0004.1130.0000090.00011.15

17、14.226 -2.1120.0000.7072.4070.34877100.00011.2865.426 -2.9800.0001.8991.5620.08830底梁(1)短梁基巖彈抗軸向力剪力彎矩受壓鋼筋受拉鋼筋抗裂K011.1425.42611.2862.9800.0002.9901.4020.04719110.0925.4268.5650.7010.0000.0008.6500.0000028.9215.4266.105-0.9800.0000.2475.2561.2606837.9015.4263.902-2.1270.0001.8082.0300.0779447.2185.4261

18、.897-2.7910.0002.7271.5040.0516256.9785.4260.000-3.0080.0003.0291.3880.0465967.2185.426-1.897 -2.7910.0002.7271.5040.0516277.9015.426-3.902 -2.1270.0001.8082.0300.0779488.9215.426-6.105 -0.9800.0000.2475.2561.26068910.0925.426-8.5650.7010.0000.0008.6500.0000010 11.1425.426-11.286 2.9800.0002.9901.40

19、0.04719文件：肯尼亞北電站G-13B-正常運(yùn)行.out多孔方形涵洞內(nèi)力及配筋計(jì)算書(shū)G-13B工程名:TOYUN原始數(shù)據(jù)：KU= 1L=2.3H= 1.8E= 2800000K1= 19200K2= 5KC=0W1=6.46W2= 2.55W3= 3.62W4=-1.25W5= 0W6= 0G1=0G2= 0G3= 0M1=0HC= .3HA= .3HB= .3HD= .3Ky= 1.6KL= 1.5R#=200Rg= 4600Eg= 2000000a = 3.5d= 1.2工程名：TOYUN樁號(hào):0+000荷載組合：1二計(jì)算結(jié)果：頂板(1)基巖彈抗軸向力剪力彎矩受壓鋼筋受拉鋼筋抗裂K裂縫

20、寬02.480-8.292-2.1030.0002.3351.910 0.0592312.480-6.633-0.3860.0000.02414.180 44.3418322.480-4.9750.9490.0000.7734.5360.1829732.480-3.3171.9020.0002.0612.121 0.0668842.480-1.6582.4740.0002.8441.6130.0490152.4800.0002.6650.0003.1071.494 0.0450762.4801.6582.4740.0002.8441.613 0.0490172.4803.3171.9020.0

21、002.0612.121 0.0668882.4804.9750.9490.0000.7734.536 0.1829792.4806.633-0.3860.0000.02414.180 44.34183102.4808.292-2.1030.0002.3351.910 0.05923邊墻(1短梁基巖彈抗軸向力剪力彎矩受壓鋼筋受拉鋼筋抗裂k00.000 8.2922.4802.1030.0001.2332.224 0.14255裂縫寬10.000 8.4272.0111.6980.0000.6502.928 0.3514220.000 8.5621.523；1.3800.0000.1883.91

22、4 2.6505730.000 8.6971.0161.1510.0000.0005.193 0.000006 0.000 9.102 -0.621 1.037 0.000 0.000 6.394 0.00000多孔方形涵洞內(nèi)力及配筋計(jì)算書(shū)G-13B6 0.000 9.102 -0.621 1.037 0.000 0.000 6.394 0.000004 0.0005 0.0008.8320.489 1.0150.0008.967-0.056 0.9760.0000.000 6.483 0.000000.000 7.048 0.00000裂縫寬70.0009.237-1.2061.2010.0

23、000.0005.0330.0000080.0009.372-1.8091.4720.0000.1593.7123.7643490.0009.507-2.4321.8530.0000.6582.7130.36233100.0009.642-3.0742.3490.0001.3202.0130.13621裂縫寬邊墻(2 )-短梁基巖彈抗軸向力剪力彎矩受壓鋼筋受拉鋼筋抗裂K裂縫寬00.0008.291-2.480 -2.1030.0001.2332.2240.1425510.0008.426-2.011 -1.6980.0000.6502.9280.3514220.0008.561-1.523 -

24、1.3800.0000.1883.9142.6505730.0008.696-1.016 -1.1510.0000.0005.1930.0000040.0008.831-0.489 1.0150.0000.0006.4830.0000050.0008.9660.056-0.9760.0000.0007.0480.0000060.0009.1010.621-1.0370.0000.0006.3940.0000070.0009.2361.206 -1.2010.0000.0005.0330.0000080.0009.3711.809-1.4720.0000.1593.7123.7643490.00

25、09.5062.432-1.8530.0000.6582.7130.36233100.0009.6413.074 -2.3490.0001.3202.0130.13621底梁(1)短梁基巖彈抗軸向力剪力彎矩受壓鋼筋受拉鋼筋抗裂K012.7653.0749.6422.3490.0002.5591.7240.05440111.7413.0747.2790.4070.0000.00014.6690.00000210.6453.0745.166-1.0190.0000.7534.3220.2014339.7073.0743.290-1.9870.0002.0642.0570.0671049.0843.

26、0741.596-2.5460.0002.8321.5840.0493558.8673.0740.000-2.7290.0003.0841.4740.0455069.0843.074-1.596-2.5460.0002.8321.5840.0493579.7073.074-3.290-1.9870.0002.0642.0570.06710810.6453.074-5.166-1.0190.0000.7534.322 0.20143911.7413.074-7.2790.4070.0000.00014.6690.0000010 12.7653.074-9.6422.3490.0002.5591.

27、7240.05440文件：肯尼亞北電站G-13B-地震工況.out多孔方形涵洞內(nèi)力及配筋計(jì)算書(shū)G-13B工程名：TOYUN原始數(shù)據(jù)：KU= 1L=2.3H= 1.8E= 2800000K1=19200K2= 5KC= .05W1=6.46W2= 2.55W3= 3.62W4=-1.25W5= 0W6= .58G1=0G2=0G3= 0M1=0HC= .3HA= .3HB= .3HD= .3Ky= 1.6a = 3.5KL= 1.5 d= 1.2R#=200Rg= 4600Eg= 2000000工程名：TOYUN樁號(hào):0+000荷載組合：1裂縫寬二計(jì)算結(jié)果：02.480-8.174-1.9680

28、.0002.1512.0470.0641512.480-6.516-0.2790.0000.00024.0650.0000022.480-4.8581.0290.0000.8824.1340.1582232.480-3.1991.9560.0002.1352.0600.0646342.480-1.5412.5010.0002.8821.5950.0484152.4800.1172.6650.0003.1071.4940.0450762.4801.7752.4470.0002.8071.6310.0496272.4803.4341.8480.0001.9882.1870.0693082.4805

29、.0920.8680.0000.6655.0260.2219192.4806.750-0.4940.0000.16710.0611.52169102.4808.409-2.2370.0002.5201.7900.05504基巖彈抗軸向力剪力頂板彎矩受壓鋼筋受拉鋼筋抗裂K邊墻（1）短梁基巖彈抗軸向力剪力彎矩受壓鋼筋受拉鋼筋抗裂K裂縫寬0-0.0018.1742.4801.9680.0001.0692.4050.1719110.0008.3091.9991.5640.0000.4883.2500.5370620.0008.4441.4891.2500.0000.0334.49568.0502730

30、.0008.5790.9491.0300.0000.0006.1870.0000040.0008.7140.3790.9100.0000.0007.8390.0000050.0008.849-0.2200.8950.0000.0008.2120.000006 0.000 8.984 -0.849 0.991 0.000 0.000 6.862 0.0000070.0009.119-1.5081.2030.0000.0004.9800.0000080.0009.254-2.1971.5360.0000.2703.4741.4906590.0009.389-2.9151.9960.0000.8772.4540.2372710 0.0009.524-3.6632.5870.0001.6751.7840.09927邊墻（2 ）- 短梁基巖彈抗軸向力剪力彎矩受壓鋼筋受拉鋼筋抗裂K 裂縫寬0-0.0018.409-2.480 -2.2370.0001