渠道、倒虹吸结构、配筋计算(参考模板)

计算书项目名称：XXX小水电站工程设计阶段：施工图计算内容：XXX渠道配筋计算核定：日期审查：日期校核：日期计算：日期目录计算总说明计算目的计算条件及依据参数资料计算方法及计算原则计算成果计算过程倒虹吸管配筋计算渠道配筋计算附件、附表1、计算总说明1.1计算目的本计算为XXX公司XXX小水电站工程施工图阶段的计算，主要的计算目的是北电站渠道、倒虹吸配筋计算，通过内力计算，确定其配筋情况。1.2计算条件及依据《水工建筑物荷载设计规范》(DL5077-1997)《水工混凝土结构设计规范》(SL191-2008)《水利水电工程PC-1500程序集》《涵洞》(中国水利水电出版社)《水工建筑物抗震设计规范》(SL203-97)1.3参数资料混凝土强度等级为C25，填土内摩擦申=20，填土天然容重丫=19KN/m3，填土浮容重1『二11KN/m3，钢筋混凝土容重丫二24KN/m3，C25混凝土弹性模量E=2.80x1061/m2，地2基弹性抗力系数K1=192000KN/m3，侧墙弹性抗力系数K2=50KN/m3，水容重Y二9.81KN/m3。结构重要性系数：丫二1.0；设计状况系数：申=1.030荷载作用分项系数：K根据《水工建筑物荷载设计规范》选用。1.4计算方法及计算原则对于倒虹吸：完建期考虑顶板承受垂直土压力、顶板自重，底板承受浮托力、底板自重，侧墙承受外水压力、侧向土压力。正常运行工况考虑顶板承受垂直土压力、顶板自重，底板承受浮托力、底板自重、水重，侧墙承受外水压力、侧向土压力、内水压力。抗震工况考虑顶板承受垂直土压力、顶板自重，底板承受浮托力、底板自重、水重，侧墙承受外水压力、侧向土压力、内水压力、地震荷载。对于渠道：完建期考虑底板承受浮托力、底板自重，侧墙承受外水压力、侧向土压力。（2）正常运行工况考虑底板承受浮托力、底板自重、水重，侧墙承受外水压力、侧向土压力、内水压力。（3）抗震工况考虑底板承受浮托力、底板自重、水重，侧墙承受外水压力、侧向土压力、内水压力、地震荷载。采用水利水电工程PCT500程序集V5.0，按照弹性地基梁计算其配筋情况。2、计算成果配筋计算成果见下表所示。部位壁厚实际选用钢筋型号倒虹吸0.3m顶板：5Y12@200侧墙：5Y12@200底板：5Y12@200渠道0.2m侧墙：5Y10@200底板：5Y10@200

计算过程3.1倒虹吸配筋计算净跨径L二2.0m，净高h二1.5m，填土高H二3.0m，壁厚5=t二0.30m，地下水位按00d照填土高程降1.0m考虑，如图1所示。图1倒虹吸结构图3.1.1荷载计算（如图2所示）

图2图2倒虹吸受力图=KK(Y=KK(Yh+Y'(h+s1 1 2土1侧向水平土压力g顶板处：q =Ky'(H+-)tg2(45。—摘土2 d2 2g底板处：q =Ky'(H+5+h+—)tg2(45。-)2土3 d 02 23）垂直外水压力q=Ky(H+h+6+—)TOC\o"1-5"\h\z水1 3 0 0 2/ ' 6、q=KY(H——)水2 3 0 2水平外水压力q=KyH'水3 30, 6q=Ky(H+h+6+ )水4 30 0 2垂直内水压力6q=Ky(H‘+h+-x2)水1 3 02q二KyH'水2 3，取其中H'――顶板底面以上水头压力，参考“北电站动力渠道倒虹吸结构钢筋图”，取1.9-0.6+3/2二1.45m。水平内水压力q=qTOC\o"1-5"\h\z水3 水2Q=q,水4 水1自重力计算顶板：q=Ky-自2 2底板：q二K(Y-+Y2t)自1 22地震荷载参考《水工建筑物抗震设计规范》式4.5.9计算地震惯性力。F二agGa/gihEii式中F―作用在质点i的水平向地震惯性力代表值；ia—水平向设计地震加速度代表值，7级设计烈度取为O.lg,g二9.81m/s2；hg―地震作用的效应折减系数，取0.25；G―集中在质点i的重力作用标准值Eia―质点i的动态分布系数；ig―重力加速度；参考《水工建筑物抗震设计规范》式6.1.9-1计算地震动水压力。p(h)=a3(h)pHw h w0式中p(h)-作用在水深h处的地震动水压力代表值；w叽—水平向设计地震加速度代表值，7级设计烈度取为O.lg,g二9.81m/s2；hg—地震作用的效应折减系数，取0.25；屮(h)—地震动水压力分布系数，取最大值0.76；p—水体质量密度标准值；wH—水深。03.1.2配筋计算采用PC-1500的G-13B程序，程序中需要输入的力的大小计算如下：完建期：W=q+q+q1水2土1 自2W=q+q2水3土2W=q+q3水4土3W=q-q4自1水1正常运行工况：W=q+q+q-q1水2土1自2 水2-W=q+q-q2水3土2水3，W=q+q-q3水4土3水4，W=q-q-q4自1水1水1，抗震工况(地震惯性力程序自动计入)：W=q+q+q-q1水2土1自2 水2，W=q+q-q2水3土2水3，W=q+q-q3水4土3水4，W二q-q-q自1 水1 水rW二05W=p(h)6w具体计算过程如附表1及附件1~3所示。渠道配筋计算净跨径L=2.5m，净高H二2.0m，壁厚5二t=0.20m，填土高度按渠顶降0.5m考虑,00如图3所示。图3渠道受力图荷载计算侧向水平土压力TOC\o"1-5"\h\z底板处：q=Ky'(h+5-0.5)Tg2(45 )2土1 o 2水平内水压力q=Ky(h-0.6)水1 30垂直内水压力q =Ky（h-0.6）水2 30自重力计算底板：q二K(Y5+y2t)自1 22地震荷载参考《水工建筑物抗震设计规范》式4.5.9计算地震惯性力。F=aa/gi hEii式中F—作用在质点i的水平向地震惯性力代表值;i叽—水平向设计地震加速度代表值，7级设计烈度取为0.1g,g二9.81m/s2；hg—地震作用的效应折减系数，取0.25；

G—集中在质点i的重力作用标准值Ei«—质点i的动态分布系数；ig—重力加速度；内力计算底板按照倒置梁法，两端简支计算内力，侧墙按照悬臂梁法计算内力。计算公式如下两端简支梁 M=-ql28悬臂梁 M=-ql26式中M—梁承受的最大弯矩；q—梁承受的均布荷载；l—受载长度。具体计算过程如附表2所示。配筋计算按照纯弯构件计算其配筋。计算公式如下YMaYMa=——d—sfbh2c0g=r-2as，Asfbghc0

fy式中M—梁承受的最大弯矩；Yd—结构系数，取1.20；fc—砼轴心抗压强度设计值，取f=--.9N/mm2cb—矩形截面宽度；h—截面有效高度；0a—截面抵抗矩系数；sg—相对受压区计算高度f—钢筋抗拉强度设计值，取f=460N/mm2；yyA—受拉区纵向钢筋截面面积；s对底板配筋：b二1000mm,a=35mm,h=200一35=165mm,f=11.9N/mm2,f=460N/mm20 c yyMd fbh2c01.2x7.48x106yMd fbh2c01.2x7.48x106=11.9x1000x1652=0.028，’1 1-2a二1- 22°.028二0.02811.92100020.0282165二120mm2,选用5Y10@200(A二393mm2)os460y对侧墙配筋b=1000mm，a=35mm，h=200一35=165mm，f=11.9N/mm2，f=460N/mm20 c yyM 1.2x14.03x106= d—fbh2c0=11.92100021652=0.052，’-已=1- =0.053IM11.92100020.0532165二226mm2,选用5Y10@200(A二393mm2)s460具体计算过程如附表2所示。4附件、附表工程名：TOYUN一.原始数据:工程名：TOYUN桩号:0+000 荷载组合：1KU=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=1.6KL=1.5R#=200Rg=4600Eg=2000000a=3.5d=1.2二.计算结果：顶板(1)基岩弹抗轴向力剪力弯矩受压钢筋受拉钢筋抗裂K裂缝宽04.285-9.936-2.7160.0002.8381.5150.0494714.285-7.949-0.6600.0000.0378.35331.1234324.285-5.9620.9400.0000.4135.1420.5120034.285-3.9742.0830.0001.9642.0180.0711244.285-1.9872.7680.0002.9101.4850.0482954.2850.0002.9970.0003.2281.3660.0437264.2851.9872.7680.0002.9101.4850.0482974.2853.9742.0830.0001.9642.0180.0711284.2855.9620.9400.0000.4135.1420.5120094.2857.949-0.6600.0000.0378.35331.12343104.2859.936-2.7160.0002.8381.5150.04947边墙(1)--短梁基岩弹抗轴向力剪力弯矩受压钢筋受拉钢筋抗裂K裂缝宽00.0009.9364.2852.7160.0001.7791.6980.0928910.00010.0713.5432.0110.0000.7702.4820.2941820.00010.2062.7501.4440.0000.0003.9840.0000030.00010.3411.9071.0240.0000.0007.3360.0000040.00010.4761.0120.7610.0000.00015.7010.0000050.00010.6110.0660.6630.0000.00028.0970.0000060.00010.746-0.9310.7400.0000.00018.3530.0000070.00010.881-1.9781.0010.0000.0008.1410.0000080.00011.016-3.0771.4550.0000.0004.1130.0000090.00011.151-4.2262.1120.0000.7072.4070.34877100.00011.286-5.4262.9800.0001.8991.5620.08830边墙(2)--短梁基岩弹抗轴向力剪力弯矩受压钢筋受拉钢筋抗裂K裂缝宽00.0009.936-4.285-2.7160.0001.7791.6980.0928910.00010.071-3.543-2.0110.0000.7702.4820.2941820.00010.206-2.750-1.4440.0000.0003.9840.0000030.00010.341-1.907-1.0240.0000.0007.3360.0000040.00010.476-1.012-0.7610.0000.00015.7010.0000050.00010.611-0.066-0.6630.0000.00028.0970.0000060.00010.7460.931-0.7400.0000.00018.3530.0000070.00010.8811.978-1.0010.0000.0008.1410.0000080.00011.0163.077-1.4550.0000.0004.1130.0000090.00011.1514.226-2.1120.0000.7072.4070.34877100.00011.2865.426-2.9800.0001.8991.5620.08830底梁(1)--短梁基岩弹抗轴向力剪力弯矩受压钢筋受拉钢筋抗裂K裂缝宽011.1425.42611.2862.9800.0002.9901.4020.04719110.0925.4268.5650.7010.0000.0008.6500.0000028.9215.4266.105-0.9800.0000.2475.2561.2606837.9015.4263.902-2.1270.0001.8082.0300.0779447.2185.4261.897-2.7910.0002.7271.5040.0516256.9785.4260.000-3.0080.0003.0291.3880.0465967.2185.426-1.897-2.7910.0002.7271.5040.0516277.9015.426-3.902-2.1270.0001.8082.0300.0779488.9215.426-6.105-0.9800.0000.2475.2561.26068910.0925.426-8.5650.7010.0000.0008.6500.000001011.1425.426-11.2862.9800.0002.9901.4020.04719文件：G:\slsdw\INT\肯尼亚北电站\GT3B-正常运行.out工程名：TOYUN一.原始数据:工程名：TOYUN桩号:0+000 荷载组合：1KU=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#=200a=3.5d=1.2Rg=4600Eg=2000000二.计算结果：顶板(1)基岩弹抗轴向力剪力弯矩受压钢筋受拉钢筋抗裂K裂缝宽02.480-8.292-2.1030.0002.3351.9100.0592312.480-6.633-0.3860.0000.02414.18044.3418322.480-4.9750.9490.0000.7734.5360.1829732.480-3.3171.9020.0002.0612.1210.0668842.480-1.6582.4740.0002.8441.6130.0490152.4800.0002.6650.0003.1071.4940.0450762.4801.6582.4740.0002.8441.6130.0490172.4803.3171.9020.0002.0612.1210.0668882.4804.9750.9490.0000.7734.5360.1829792.4806.633-0.3860.0000.02414.18044.34183102.4808.292-2.1030.0002.3351.9100.05923边墙(1)--短梁基岩弹抗轴向力剪力弯矩受压钢筋受拉钢筋抗裂K裂缝宽00.0008.2922.4802.1030.0001.2332.2240.1425510.0008.4272.0111.6980.0000.6502.9280.3514220.0008.5621.5231.3800.0000.1883.9142.6505730.0008.6971.0161.1510.0000.0005.1930.0000040.0008.8320.4891.0150.0000.0006.4830.0000050.0008.967-0.0560.9760.0000.0007.0480.0000060.0009.102-0.6211.0370.0000.0006.3940.0000070.0009.237-1.2061.2010.0000.0005.0330.0000080.0009.372-1.8091.4720.0000.1593.7123.7643490.0009.507-2.4321.8530.0000.6582.7130.36233100.0009.642-3.0742.3490.0001.3202.0130.13621边墙(2)--短梁基岩弹抗轴向力剪力弯矩受压钢筋受拉钢筋抗裂K裂缝宽00.0008.291-2.480-2.1030.0001.2332.2240.1425510.0008.426-2.011-1.6980.0000.6502.9280.3514220.0008.561-1.523-1.3800.0000.1883.9142.6505730.0008.696-1.016-1.1510.0000.0005.1930.0000040.0008.831-0.489-1.0150.0000.0006.4830.0000050.0008.9660.056-0.9760.0000.0007.0480.0000060.0009.1010.621-1.0370.0000.0006.3940.0000070.0009.2361.206-1.2010.0000.0005.0330.0000080.0009.3711.809-1.4720.0000.1593.7123.7643490.0009.5062.432-1.8530.0000.6582.7130.36233100.0009.6413.074-2.3490.0001.3202.0130.13621底梁(1)--短梁基岩弹抗轴向力剪力弯矩受压钢筋受拉钢筋抗裂K裂缝宽012.7653.0749.6422.3490.0002.5591.7240.05440111.7413.0747.2790.4070.0000.00014.6690.00000210.6453.0745.166-1.0190.0000.7534.3220.2014339.7073.0743.290-1.9870.0002.0642.0570.0671049.0843.0741.596-2.5460.0002.8321.5840.0493558.8673.0740.000-2.7290.0003.0841.4740.0455069.0843.074-1.596-2.5460.0002.8321.5840.0493579.7073.074-3.290-1.9870.0002.0642.0570.06710810.6453.074-5.166-1.0190.0000.7534.3220.20143911.7413.074-7.2790.4070.0000.00014.6690.000001012.7653.074-9.6422.3490.0002.5591.7240.05440文件：G:\slsdw\INT\肯尼亚北电站\G-13B-地震工况.out工程名：TOYUN一.原始数据:HD=.3Ky=HD=.3Ky=1.6KL=1.5R#=200a=3.5d=1.2Rg=4600Eg=2000000工程名：TOYUN桩号:0+000 荷载组合：1KU=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=.3二.计算结果：顶板(1)基岩弹抗轴向力剪力弯矩受压钢筋受拉钢筋抗裂K裂缝宽02.480-8.174-1.9680.0002.1512.0470.0641512.480-6.516-0.2790.0000.00024.0650.0000022.480-4.8581.0290.0000.8824.1340.1582232.480-3.1991.9560.0002.1352.0600.0646342.480-1.5412.5010.0002.8821.5950.0484152.4800.1172.6650.0003.1071.4940.0450762.4801.7752.4470.0002.8071.6310.0496272.4803.4341.8480.0001.9882.1870.0693082.4805.0920.8680.0000.6655.0260.2219192.4806.750-0.4940.0000.16710.0611.52169102.4808.409-2.2370.0002.5201.7900.05504边墙(1)--短梁基岩弹抗轴向力剪力弯矩受压钢筋受拉钢筋抗裂K裂缝宽0-0.0018.1742.4801.9680.0001.0692.4050.1719110.0008.3091.9991.5640.0000.4883.2500.5370620.0008.4441.4891.2500.0000.0334.49568.0502730.0008.5790.9491.0300.0000.0006.1870.0000040.0008.7140.3790.9100.0000.0007.8390.0000050.0008.849-0.2200.8950.0000.0008.2120.0000060.0008.984-0.8490.9910.0000.0006.8620.0000070.0009.119-1.5081.2030.0000.0004.9800.0000080.0009.254-2.1971.5360.0000.2703.4741.4906590.0009.389-2.9151.9960.0000.8772.4540.23727

100.0009.524-3.6632.5870.0001.6751.7840.09927边墙(2)--短梁基岩弹抗轴向力剪力弯矩受压钢筋受拉钢筋抗裂K裂缝宽0-0.0018.409