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泵站施工图计算书

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'安徽省水利水电勘测设计院1.综合说明1.1概况***位于**区东部,是**区四大万亩圩口之一,该圩东、西、北分别由青通河、长江、九华河所环抱,南部为丘陵区。全圩总面积144.2km2,耕地面积11.41万亩,总人口5.48万人。***圩内为纯圩区地形,地势较为平坦。圩内地面高程一般在9.0~10.0m之间(吴淞高程,下同),局部最高和最低地面高程为12.0m和8.5m。圩内有沿江公路、沿江高速公路和沿江铁路贯穿。***堤防全长36.73km,堤顶宽6.0m,堤顶高程17.0~18.3m,内外边坡为1:3。由于***三面环水,九华河、青通河来水面积较大(其中九华河来水面积532.8km2,青通河来水面积1240km2),圩区河道比降平缓,河槽泄量不足,两岸均有防洪堤,堤内耕地均低于河道洪水位,河道出口受江水位顶托,泄流不畅,河道高水位持续时间长,该圩排涝任务繁重。***圩内排涝任务由5座泵站承担,即梅龙、刘村渡、桐梓山、大同和双丰排涝站,现状总装机56台套7395kW,排涝流量69.98m3/s,排涝模数为0.485m3/s/km2,现状设计排涝标准为7年一遇。由于排涝标准不足,再加上机电设备老化,效率低下,该圩涝灾频繁,严重地制约着当地农业生产的进一步发展。***泵站本次需要更新改造的共有7座机房,全部拆除重建。更新改造后,7座机房总装机35台,总装机容量7020kW,设计总抽排流量58.9m3/s。其中桐梓山站一机房设计抽排流量为7.7m3/s,设计净扬程为4.5m,最低净扬程为0.9m,最高净扬程为8.52m,平均净扬为5.0m。老站装机4台,总容量810kW,新建泵站装机容量为960kW,共有6台机组。依据《防洪标准》(GB50201-94)和《泵站设计规范》(GB/T50265-97)的规定,确定本工程为Ⅳ等小(1)型泵站,各主要建筑物(如泵房、进水闸、前池、排涝出水涵)均为4级建筑物。排涝出水涵采用钢筋混凝土结构,单孔矩形截面,孔口尺寸2.5m×2.5m。整个涵洞分成6节,总长51m。底板高程5.7m计算:校核:第65页共65页 安徽省水利水电勘测设计院,出口设置防洪工作闸门,上部设起闭台,起闭台顶高程17.0m,并用便桥将堤顶与起闭台相连。堤顶高程18.36m,涵洞上部最大填土高度为9.66m。前池是排涝进水闸与进水池间的连接段。在平面上顺水流方向呈梯形布置,前池总长18.0m,始端宽9.1m,末端宽17.5m,扩散中心角30。底板前10.0m为斜坡段,从5.5m高程降至5.37m高程。靠近站房段4.0m长为水平面,其高程与水泵进水室底板同为5.37m。底板为钢筋砼结构。在水平段范围内设排水孔,下设反滤层。1.2设计依据1)《防洪标准》(GB50201-94);2)《泵站设计规范》(GB/T50265-97);3)《堤防工程设计规范》(GB50286-98);4)《水工建筑物荷载设计规范》(DL5077-1997);5)《水工混凝土结构设计规范》(SL/T191-2008);6)《水工钢筋混凝土结构学》(中国水利水电出版社);7)***初步设计报告及相关资料。计算:校核:第65页共65页 安徽省水利水电勘测设计院2.涵洞结构计算(堤顶填土最大处)堤顶填土最大处箱涵的结构型式及尺寸见下图:2.1荷载计算作用于涵洞上的荷载有:填土压力(垂直土压力和水平土压力)、内外水压力、洞身自重以及填土上的活荷载等。这里,主要考虑涵洞完建期所受的荷载,主要为填土压力、洞身自重,活荷载很小可忽略不计。计算土压力时,洞身沿轴向取单宽,洞顶的填土方式为上埋式,其数值可按下式计算:2.1.1垂直土压力(1)式中:H—洞顶以上填土高度(m);H=18.36-8.7=9.66mγs—填土容重(kN/m3);γs取19.0kN/m3D1—涵洞外轮廓宽度;本工程D1=3.5mKs—系数,对于刚性涵洞可按《水工设计手册》第八卷表40-3-4查用,由H/D1=9.66/3.5=2.76,查表并用插值法求得Ks=1.488。将以上数值代入上式,可得其标准值为:pk=1.488×19.0×9.66=273.10(kN/m)计算:校核:第65页共65页 安徽省水利水电勘测设计院荷载的设计值等于荷载的标准值乘以相应的荷载分项系数。对于永久荷载,分项系数γG=1.05。垂直土压力的设计值为:p=273.10×1.05=286.76(kN/m)系数Ks值H/D10.10.51.02.03.04.05.06.07.08.09.0≥10Ks1.041.201.401.451.501.451.401.351.301.251.201.152.1.2水平土压力(2)式中:py—计算截面处的水平土压力(kN/m2);γs—填土容重(kN/m3);γs取19.0kN/m3H1—填土顶面至计算截面的高度(m);B—涵洞沿轴向的长度;B=1.0mξ—系数,对一般砂性土或较干的粘土可采用0.35~0.45,当含水量较大时可提高到0.5~0.55。本工程取ξ=0.5。H1’=9.66+0.5/2=9.91mH1’’=9.66+3.0+0.5/2=12.91m将以上数值代入上式计算,其相应的标准值分别为:pyk’=0.5×19.0×9.91×1.0=94.15kN/mpyk’’=0.5×19.0×12.91×1.0=122.65kN/m荷载分项系数γG=1.05,水平土压力的设计值为:py’=94.15×1.05=98.85kN/mpy’’=122.65×1.05=128.78kN/m2.1.3洞身自重设计值顶、底板自重:q=γ*A*B*γG=25×0.5×1.0×1.05=13.13kN/m2.1.4侧墙、隔墙自重(集中力):p=γ*A*L*B*γG=25×0.5×2.5×1.0×1.05=32.81kN计算:校核:第65页共65页 安徽省水利水电勘测设计院2.1.5垂直均布荷载总和∑P=p+q=286.76+13.13=299.89kN/m2.1.6边荷载设计值:(3)式中:H2—为洞底中点至堤顶的高度。q边=19×12.91×1.05=257.55kN/m2.2内力计算2.2.1结构的受力简图如下:无边荷载时涵洞荷载图有边荷载时涵洞荷载图利用DKJ程序计算结构的内力。节点编号及单元划分详见下图。计算成果附后。计算:校核:第65页共65页 安徽省水利水电勘测设计院节点编号及单元划分图数据文件名:***泵站更新改造桐梓山站一机房涵洞无边荷载.t×t计算成果如下:************************************************************DKJPROGRAMDEVELOPEDBYZHANGQIFU,1988.8******COPYRIGHT(C)1988BYZHANGQIFU************************************************************NJJTNENGNDJQNQNPNK727042900E1E0EUPMEE.2800E+084000.-.1000E-01.0000.0000JH:12233445676175J×:12002000502000BB:1.0001.0001.0001.0001.0001.0001.000BH:.5000.5000.5000.5000.5000.5000.5000计算:校核:第65页共65页 安徽省水利水电勘测设计院BL:.7500.7500.7500.75003.0003.0003.000BC:.0000.0000.0000.0000.0000-90.00-90.00PJ:62-32.8172-32.81PE:13.7500-13.1323.7500-13.1333.7500-13.1343.7500-13.13533.000-299.9633.00098.85643.00029.93733.000-98.85743.000-29.93NF=18NY=141PP:386.7283.0283.0386.7.1377.3658E-10NODE×YRNODE×YR1:.0000.0000-.3600E-032:-.9587E-05.3735E-03-.3877E-033:-.1917E-04.5464E-03.6963E-094:-.2876E-04.3735E-03.3877E-035:-.3835E-04.0000.3600E-036:-.1776E-05-.1034E-03.3624E-037:-.3659E-04-.1034E-03-.3624E-038:.0000.0000.0000ELEMENTNIQIQJMIM0MJ1:179.0-482.6202.4156.72.009100.22:179.0-202.4-.7324E-03-100.2-157.1176.13:179.0.8316E-03-202.4-176.1-157.1100.24:179.0202.4-482.6-100.22.010-156.75:162.5449.8449.8-154.5182.9154.56:482.6-162.5-179.0154.527.55-156.77:482.6162.5179.0-154.5-27.55156.7STOP计算:校核:第65页共65页 安徽省水利水电勘测设计院洞身无边荷载弯矩图数据文件名:***泵站更新改造桐梓山站一机房涵洞有边荷载.t×t计算成果如下:************************************************************DKJPROGRAMDEVELOPEDBYZHANGQIFU,1988.8******COPYRIGHT(C)1988BYZHANGQIFU************************************************************NJJTNENGNDJQNQNPNK727042920E1E0EUPMEE.2800E+084000.-.1000E-01.0000.0000JH:12233445676175J×:12002000502000BB:1.0001.0001.0001.0001.0001.0001.000BH:.5000.5000.5000.5000.5000.5000.5000BL:.7500.7500.7500.75003.0003.0003.000计算:校核:第65页共65页 安徽省水利水电勘测设计院BC:.0000.0000.0000.0000.0000-90.00-90.00PJ:62-32.8172-32.81PE:13.7500-13.1323.7500-13.1333.7500-13.1343.7500-13.13533.000-299.9633.00098.85643.00029.93733.000-98.85743.000-29.93PB:257.51.5003.000257.5-1.5003.000NF=18NY=141PP:351.0318.8318.8351.0.1907-.2912E-08NODE×YRNODE×YR1:.0000.0000-.3800E-032:-.9719E-05.3948E-03-.4149E-033:-.1944E-04.5816E-03.6746E-094:-.2916E-04.3948E-03.4149E-035:-.3887E-04.0000.3800E-036:-.2301E-05-.1034E-03.3683E-037:-.3659E-04-.1034E-03-.3683E-038:.0000.0000.0000ELEMENTNIQIQJMIM0MJ1:181.4-482.6229.3162.95.685104.02:181.4-229.3-.6714E-03-104.0-168.5190.03:181.4.5569E-03-229.3-190.0-168.5104.04:181.4229.3-482.6-104.05.686-162.95:160.0449.8449.8-153.3184.1153.36:482.6-160.0-181.4153.330.07-162.97:482.6160.0181.4-153.3-30.07162.9STOP计算:校核:第65页共65页 安徽省水利水电勘测设计院洞身有边荷载弯矩图2.3洞身配筋计算由于堤顶断面受力最大,结构内力也最大,所以以堤顶断面为准,取两种工况下的计算结果的最大值配筋。2.3.1参数说明:结构系数:rd=1.2计算厚度:底板底层h0=500-50=450mm其他厚度h0=500-30=470mmC25的砼强度:fc=11.9N/mm2Ⅱ级钢筋的强度:fy=310.0N/mm2建筑物级别为4级,永久建筑物,故γ0=0.9,Ψ=1.0完建期(不计边荷载)(单宽1m计)底板底层M=156.7×0.9=141.0kN·m底板面层M=176.1×0.9=158.5kN·m顶板底层M=182.9×0.9=164.6kN·m顶板面层M=154.5×0.9=139.1kN·m边墙外侧M=156.7×0.9=141.0kN·m边墙内侧M=0kN·m计算:校核:第65页共65页 安徽省水利水电勘测设计院完建期(计边荷载)(单宽1米计)底板底层M=162.9×0.9=146.6kN·m底板面层M=190.0×0.9=171.0kN·m顶板底层M=184.1×0.9=165.7kN·m顶板面层M=153.3×0.9=138.0kN·m边墙外侧M=162.9×0.9=146.6kN·m边墙内侧M=0kN·m2.3.2配筋计算:(1)底板底层M按146.6kN·m计算h0=450mmαs=(rd·Mma×)/(fc·b·h02)=(1.2×146.6×106)/(11.9×1000×4502)=0.0730ξ=1-(1-2αs)1/2=1-(1-2×0.0730)1/2=0.0759〈0.544As=(fc·ξ·b·h0)/fy=(11.9×0.0759×1000×450)/310=1311.1(mm2)ρ=As/(b·h0)=1311.1/(1000×450)=0.291%〉0.15%选用钢筋Φ16@200,实际1m中As1=1005mm2,另侧墙外侧的Φ16@200钢筋弯入底板底面1/3净宽,有As2=1005mm2,实际As=As1+As2=1005+1005=2010mm2。(2)底板面层M按171.0kN·m计算h0=470mmαs=(rd·Mma×)/(fc·b·h02)计算:校核:第65页共65页 安徽省水利水电勘测设计院=(1.2×171.0×106)/(11.9×1000×4702)=0.0781ξ=1-(1-2αs)1/2=1-(1-2×0.0781)1/2=0.0814〈0.544As=(fc·ξ·b·h0)/fy=(11.9×0.0814×1000×470)/310=1468.1(mm2)ρ=As/(b·h0)=1468.1/(1000×470)=0.312%〉0.15%选用钢筋Φ20@200,实际1m中As=1571mm2。(3)顶板底层M按165.7kN·m计算h0=470mmαs=(rd·Mma×)/(fc·b·h02)=(1.2×165.7×106)/(11.9×1000×4702)=0.0756ξ=1-(1-2αs)1/2=1-(1-2×0.0756)1/2=0.0787〈0.544As=(fc·ξ·b·h0)/fy=(11.9×0.0787×1000×470)/310=1420.7(mm2)ρ=As/(b·h0)=1420.7/(1000×470)=0.302%〉0.15%选用钢筋Φ20@200,实际1m中As=1571mm2。(4)顶板面层计算:校核:第65页共65页 安徽省水利水电勘测设计院M按138.0kN·m计算h0=470mmαs=(rd·Mma×)/(fc·b·h02)=(1.2×138.0×106)/(11.9×1000×4702)=0.0630ξ=1-(1-2αs)1/2=1-(1-2×0.0630)1/2=0.0651〈0.544As=(fc·ξ·b·h0)/fy=(11.9×0.0651×1000×470)/310=1174.8(mm2)ρ=As/(b·h0)=1174.8/(1000×470)=0.250%〉0.15%选用钢筋Φ16@200,实际1m中As1=1005mm2,另侧墙外侧的Φ16@200钢筋弯入顶板面层1/3净宽,有As2=1005mm2,实际As=As1+As2=1005+1005=2010mm2。(5)边墙外侧M按146.6kN·m计算其弯矩大小与底板底层相等,故配筋与顶板面层相同,选配钢筋为Φ16@200。(6)边墙内侧由于其弯矩很小,所以配筋也很小,按最小配筋率ρ=0.15%进行配筋。As=ρ·b·h0=0.0015×1000×470=705mm2选用钢筋Φ16@200,实际1m中As=1005mm2。2.3.3剪力校核由DKJ程序计算结果可知在底板节点1处剪力值最大为482.6kN,取距端部0.5h处剪力值即482.6×1250/1500=402.2kN。rdV=1.2×402.2×0.9=434.4kN计算:校核:第65页共65页 安徽省水利水电勘测设计院Vc=0.07fcbh0=0.07×11.9×1000×450=374.9kN不满足Vc〉rdV加配抗剪钢筋:As=(rdV-0.07fcbh0)/fysina=(434.4-374.85)×103/(310·sin45)=271.7(mm2)选用钢筋Φ14@400,实际1m中As=385mm2。计算:校核:第65页共65页 安徽省水利水电勘测设计院3.涵洞结构计算(取4和5节涵洞交接处)此处箱涵的结构型式及尺寸见下图:3.1荷载计算3.1.1垂直土压力(1)式中:H—洞顶以上填土高度(m);H=15.86-8.7=7.16mγs—填土容重(kN/m3);γs取19.0kN/m3D1—涵洞外轮廓宽度;本工程D1=3.5mKs—系数,对于刚性涵洞可按《水工设计手册》第八卷表40-3-4查用,由H/D1=7.16/3.5=2.05,查表并用插值法求得Ks=1.475。将以上数值代入上式,可得其标准值为:pk=1.475×19.0×7.16=200.66(kN/m)荷载的设计值等于荷载的标准值乘以相应的荷载分项系数。对于永久荷载,分项系数γG=1.05。垂直土压力的设计值为:p=200.66×1.05=210.69(kN/m)计算:校核:第65页共65页 安徽省水利水电勘测设计院系数Ks值H/D10.10.51.02.03.04.05.06.07.08.09.0≥10Ks1.041.201.401.451.501.451.401.351.301.251.201.153.1.2水平土压力(2)式中:py—计算截面处的水平土压力(kN/m2);γs—填土容重(kN/m3);γs取19.0kN/m3H1—填土顶面至计算截面的高度(m);B—涵洞沿轴向的长度;B=1.0mξ—系数,对一般砂性土或较干的粘土可采用0.35~0.45,当含水量较大时可提高到0.5~0.55。本工程取ξ=0.5。H1’=7.16+0.5/2=7.41mH1’’=7.16+3.0+0.5/2=10.41m将以上数值代入上式计算,其相应的标准值分别为:pyk’=0.5×19.0×7.41×1.0=70.40kN/mpyk’’=0.5×19.0×10.41×1.0=98.90kN/m荷载分项系数γG=1.05,水平土压力的设计值为:py’=70.40×1.05=73.92kN/mpy’’=98.90×1.05=103.85kN/m3.1.3洞身自重设计值顶、底板自重:q=γ*A*B*γG=25×0.5×1.0×1.05=13.13kN/m3.1.4侧墙、隔墙自重(集中力):p=γ*A*L*B*γG=25×0.5×2.5×1.0×1.05=32.81kN3.1.5垂直均布荷载总和∑P=p+q=210.69+13.13=223.82kN/m2.1.6边荷载设计值:(3)计算:校核:第65页共65页 安徽省水利水电勘测设计院式中:H2—为洞底中点至堤顶的高度。q边=19×10.41×1.05=207.68kN/m3.2内力计算3.2.1结构的受力简图如下:无边荷载时涵洞荷载图有边荷载时涵洞荷载图利用DKJ程序计算结构的内力。节点编号及单元划分详见下图。计算成果附后。计算:校核:第65页共65页 安徽省水利水电勘测设计院节点编号及单元划分图数据文件名:***泵站更新改造桐梓山站一机房涵洞无边荷载.t×t计算成果如下:************************************************************DKJPROGRAMDEVELOPEDBYZHANGQIFU,1988.8******COPYRIGHT(C)1988BYZHANGQIFU************************************************************NJJTNENGNDJQNQNPNK727042920E1E0EUPMEE.2800E+084000.-.1000E-01.0000.0000JH:12233445676175J×:12002000502000BB:1.0001.0001.0001.0001.0001.0001.000BH:.5000.5000.5000.5000.5000.5000.5000计算:校核:第65页共65页 安徽省水利水电勘测设计院BL:.7500.7500.7500.75003.0003.0003.000BC:.0000.0000.0000.0000.0000-90.00-90.00PJ:62-32.8172-32.81PE:13.7500-13.1323.7500-13.1333.7500-13.1343.7500-13.13533.000-299.9633.00098.85643.00029.93733.000-98.85743.000-29.93PB:257.51.5003.000257.5-1.5003.000NF=18NY=141PP:351.0318.8318.8351.0.1907-.2912E-08NODE×YRNODE×YR1:.0000.0000-.3800E-032:-.9719E-05.3948E-03-.4149E-033:-.1944E-04.5816E-03.6746E-094:-.2916E-04.3948E-03.4149E-035:-.3887E-04.0000.3800E-036:-.2301E-05-.1034E-03.3683E-037:-.3659E-04-.1034E-03-.3683E-038:.0000.0000.0000ELEMENTNIQIQJMIM0MJ1:181.4-482.6229.3162.95.685104.02:181.4-229.3-.6714E-03-104.0-168.5190.03:181.4.5569E-03-229.3-190.0-168.5104.04:181.4229.3-482.6-104.05.686-162.95:160.0449.8449.8-153.3184.1153.36:482.6-160.0-181.4153.330.07-162.9计算:校核:第65页共65页 安徽省水利水电勘测设计院7:482.6160.0181.4-153.3-30.07162.9STOP洞身无边荷载弯矩图数据文件名:***泵站更新改造桐梓山站一机房涵洞有边荷载.t×t计算成果如下:************************************************************DKJPROGRAMDEVELOPEDBYZHANGQIFU,1988.8******COPYRIGHT(C)1988BYZHANGQIFU************************************************************NJJTNENGNDJQNQNPNK727042920E1E0EUPMEE.2800E+084000.-.1000E-01.0000.0000JH:12233445676175J×:12002000502000BB:1.0001.0001.0001.0001.0001.0001.000BH:.5000.5000.5000.5000.5000.5000.5000计算:校核:第65页共65页 安徽省水利水电勘测设计院BL:.7500.7500.7500.75003.0003.0003.000BC:.0000.0000.0000.0000.0000-90.00-90.00PJ:62-32.8172-32.81PE:13.7500-13.1323.7500-13.1333.7500-13.1343.7500-13.13533.000-223.8633.00073.92643.00029.93733.000-73.85743.000-29.93PB:207.71.5003.000207.7-1.5003.000NF=18NY=141PP:270.0247.6247.6270.0.1492.4713E-07NODE×YRNODE×YR1:.0000.0000-.2839E-032:-.7725E-05.2984E-03-.3143E-033:-.1545E-04.4402E-03-.7062E-074:-.2317E-04.2985E-03.3143E-035:-.3090E-04.0000.2843E-036:-.1477E-05-.7896E-04.2707E-037:-.2767E-04-.7898E-04-.2705E-038:.0000.0000.0000ELEMENTNIQIQJMIM0MJ1:144.2-368.6175.9126.05.81278.232:144.2-175.9.6510E-01-78.23-127.7144.23:144.2-.6503E-01-175.8-144.2-127.878.324:144.2175.8-368.5-78.325.665-125.85:122.3335.7335.8-115.2136.5115.3计算:校核:第65页共65页 安徽省水利水电勘测设计院6:368.5-122.3-144.4115.220.59-126.07:368.6122.3144.2-115.3-20.63125.8STOP洞身有边荷载弯矩图3.3洞身配筋计算由于第4,5节涵洞交接处填土相对较大,结构内力也较大,所以以此处断面为准,取两种工况下的计算结果的最大值配筋。3.3.1参数说明:结构系数:rd=1.2计算厚度:底板底层h0=500-50=450mm其他厚度h0=500-30=470mmC25的砼强度:fc=11.9N/mm2Ⅱ级钢筋的强度:fy=310.0N/mm2建筑物级别为4级,永久建筑物,故γ0=0.9,Ψ=1.0完建期(不计边荷载)(单宽1m计)底板底层M=120.8×0.9=108.7kN·m底板面层M=133.0×0.9=119.7kN·m顶板底层M=135.6×0.9=122.0kN·m顶板面层M=116.2×0.9=104.6kN·m计算:校核:第65页共65页 安徽省水利水电勘测设计院边墙外侧M=120.8×0.9=108.7kN·m边墙内侧M=0kN·m完建期(计边荷载)(单宽1米计)底板底层M=125.8×0.9=113.2kN·m底板面层M=144.2×0.9=129.8kN·m顶板底层M=136.5×0.9=122.9kN·m顶板面层M=115.3×0.9=103.8kN·m边墙外侧M=125.8×0.9=113.2kN·m边墙内侧M=0kN·m3.3.2配筋计算:(1)底板底层M按113.2kN·m计算h0=450mmαs=(rd·Mma×)/(fc·b·h02)=(1.2×113.2×106)/(11.9×1000×4502)=0.0564ξ=1-(1-2αs)1/2=1-(1-2×0.0564)1/2=0.0581〈0.544As=(fc·ξ·b·h0)/fy=(11.9×0.0581×1000×450)/310=1002.9(mm2)ρ=As/(b·h0)=1002.9/(1000×450)=0.223%〉0.15%选用钢筋Φ16@200,实际1m中As1=1005mm2,另侧墙外侧的Φ16@200钢筋弯入底板底面1/3净宽,有As2=1005mm2,实际As=As1+As2=1005+1005=2010mm2。(2)底板面层计算:校核:第65页共65页 安徽省水利水电勘测设计院M按129.8kN·m计算h0=470mmαs=(rd·Mma×)/(fc·b·h02)=(1.2×129.8×106)/(11.9×1000×4702)=0.0593ξ=1-(1-2αs)1/2=1-(1-2×0.0593)1/2=0.0611〈0.544As=(fc·ξ·b·h0)/fy=(11.9×0.0611×1000×470)/310=1102.7(mm2)ρ=As/(b·h0)=1102.7/(1000×470)=0.235%〉0.15%选用钢筋Φ20@200,实际1m中As=1571mm2。(3)顶板底层M按122.9kN·m计算h0=470mmαs=(rd·Mma×)/(fc·b·h02)=(1.2×122.9×106)/(11.9×1000×4702)=0.0561ξ=1-(1-2αs)1/2=1-(1-2×0.0561)1/2=0.0578〈0.544As=(fc·ξ·b·h0)/fy=(11.9×0.0578×1000×470)/310=1042.3(mm2)ρ=As/(b·h0)=1042.3/(1000×470)计算:校核:第65页共65页 安徽省水利水电勘测设计院=0.222%〉0.15%选用钢筋Φ18@200,实际1m中As=1272mm2。(4)顶板面层M按103.8kN·m计算h0=470mmαs=(rd·Mma×)/(fc·b·h02)=(1.2×103.8×106)/(11.9×1000×4702)=0.0474ξ=1-(1-2αs)1/2=1-(1-2×0.0474)1/2=0.0486〈0.544As=(fc·ξ·b·h0)/fy=(11.9×0.0486×1000×470)/310=876.2(mm2)ρ=As/(b·h0)=876.2/(1000×470)=0.186%〉0.15%选用钢筋Φ16@200,实际1m中As1=1005mm2,另侧墙外侧的Φ16@200钢筋弯入顶板面层1/3净宽,有As2=1005mm2,实际As=As1+As2=1005+1005=2010mm2。(5)边墙外侧M按113.2kN·m计算其弯矩大小与底板底层相等,故配筋与顶板面层相同,选配钢筋为Φ16@200。(6)边墙内侧由于其弯矩很小,所以配筋也很小,按最小配筋率ρ=0.15%进行配筋。As=ρ·b·h0=0.0015×1000×470=705mm2选用钢筋Φ16@200,实际1m中As=1005mm2。3.3.3剪力校核计算:校核:第65页共65页 安徽省水利水电勘测设计院由DKJ程序计算结果可知在底板节点1处剪力值最大为368.6kN,取距端部0.5h处剪力值即368.6×1250/1500=307.2kN。rdV=1.2×307.2×0.9=331.7kNVc=0.07fcbh0=0.07×11.9×1000×450=374.9kN满足Vc〉rdV,即抗剪满足要求。计算:校核:第65页共65页 安徽省水利水电勘测设计院4.启闭台部分计算4.1L2梁计算4.1.1参数说明:结构系数:rd=1.2保护层厚度:30mmC25的砼强度:fc=11.9N/mm2Ⅱ级钢筋的强度:fy=310.0N/mm2建筑物级别为4级,永久建筑物,故γ0=0.9,Ψ=1.04.1.2L2梁尺寸b×h=250mm×450mm4.1.3荷载计算:启闭台的平面布置图如下:梁自重:1.0×0.45×0.25×25=2.81kN/m面层重:0.03×(0.25+0.57/2+0.95/2)×1.0×25=0.76kN/m板自重:0.1×(0.57/2+0.95/2)×1.0×25=1.90kN/m活荷载:4.0×(0.25+0.57/2+0.95/2)=4.04kN/m均布荷载设计值:q=(2.81+0.76+1.90)×1.05+4.04×1.2计算:校核:第65页共65页 安徽省水利水电勘测设计院=10.59kN/m由启闭机传至梁上的集中力:p1=35.0×1.2=42.0kNP2=37.0×1.2=44.4kN4.1.4内力计算:(1)结构的受力简图如下:(2)结构内力计算:结构内力计算利用DKJ程序计算,梁的两端内力及配筋按两端固结计算,梁的跨中内力及配筋按两端铰接计算。节点编号及单元划分详见下图。计算成果附后。计算结果如下:数据文件名:L2梁两端固结计算.t×t************************************************************DKJPROGRAMDEVELOPEDBYZHANGQIFU,1988.8******COPYRIGHT(C)1988BYZHANGQIFU************************************************************NJJTNENGNDJQNQNPNK423002300计算:校核:第65页共65页 安徽省水利水电勘测设计院E1E0EUPMEE.2800E+08.0000.0000.0000.0000JH:122334J×:11114111BB:.2500.2500.2500BH:.4500.4500.4500BL:1.340.88001.280BC:.0000.0000.0000PJ:22-42.0032-44.40PE:131.340-10.5923.8800-10.59331.280-10.59NF=6NY=21NODE×YRNODE×YR1:.0000.0000.00002:.0000-.4038E-03.2080E-033:.0000-.3949E-03-.2260E-034:.0000.0000.0000ELEMENTNIQIQJMIM0MJ1:.000060.27-46.08-45.46-7.460-25.792:.00004.0785.24125.7926.56-25.283:.0000-49.6463.2025.28-8.66246.94STOP计算:校核:第65页共65页 安徽省水利水电勘测设计院L2梁两端固结弯距图数据文件名:L2梁两端铰接计算.t×t************************************************************DKJPROGRAMDEVELOPEDBYZHANGQIFU,1988.8******COPYRIGHT(C)1988BYZHANGQIFU************************************************************NJJTNENGNDJQNQNPNK423002300E1E0EUPMEE.2800E+08.0000.0000.0000.0000JH:122334J×:11104010BB:.2500.2500.2500BH:.4500.4500.4500BL:1.340.88001.280BC:.0000.0000.0000PJ:22-42.0032-44.40PE:131.240-10.5923.8800-10.59331.180-10.59计算:校核:第65页共65页 安徽省水利水电勘测设计院NF=9NY=34NODE×YRNODE×YR1:.0000.0000.1497E-022:.0000-.1643E-02.5629E-033:.0000-.1616E-02-.6246E-034:.0000.0000-.1515E-02ELEMENTNIQIQJMIM0MJ1:.000060.01-46.87.9179E-0537.83-70.952:.00004.8754.44470.9572.07-71.143:.0000-48.8461.3471.1437.71-.2623E-05STOPL2梁两端铰接弯距图(1)配筋计算L2梁底层配筋计算:M按72.07kN·m计算h0=420mmαs=(rd·Mma×)/(fc·b·h02)=(1.2×72.07×106)/(11.9×250×4202)=0.1648ξ=1-(1-2αs)1/2=1-(1-2×0.1648)1/2=0.1812〈0.544As=(fc·ξ·b·h0)/fy=(10×0.1812×250×420)/310=730.4(mm2)计算:校核:第65页共65页 安徽省水利水电勘测设计院ρ=As/(b·h0)=730.4/(250×420)=0.70%〉0.15%选用钢筋4Φ18,实际As=1018mm2。L2梁面层配筋计算:M按46.94kN·m计算h0=420mmαs=(rd·Mma×)/(fc·b·h02)=(1.2×46.94×106)/(11.9×250×4202)=0.1073ξ=1-(1-2αs)1/2=1-(1-2×0.1073)1/2=0.1138〈0.544As=(fc·ξ·b·h0)/fy=(10×0.1138×250×420)/310=458.7(mm2)ρ=As/(b·h0)=458.7/(250×420)=0.44%〉0.15%选用钢筋4Φ18,实际As=1018mm2。4.2L1梁计算:4.2.1L1梁的尺寸:b×h=250mm×500mm4.2.2荷载计算:屋面板重:0.2×3.0/2×1.0×25=7.50kN/m板上墙重:0.25×0.5×25=3.13kN/m窗重:1.5×0.45=0.68kN/m窗上下墙重:(3.0-1.5)×0.24×23=8.28kN/m计算:校核:第65页共65页 安徽省水利水电勘测设计院板自重:0.1×0.57/2×1.0×25=0.71kN/m面层重:0.03×(0.25+0.57/2)×1.0×25=0.40kN/m活荷载:4.0×(0.25+0.57/2)=2.14kN/m梁自重:0.25×0.5×1.0×25=3.13kN/m均布荷载设计值:q=(7.50+3.13+0.68+8.28+0.71+0.40+3.13)×1.05+2.14×1.2=27.59kN/m4.2.3内力计算:计算简图如下所示:结构内力计算利用DKJ程序计算,按两端固结计算,节点编号及单元划分详见下图。计算成果附后。计算结果如下:************************************************************DKJPROGRAMDEVELOPEDBYZHANGQIFU,1988.8******COPYRIGHT(C)1988BYZHANGQIFU************************************************************NJJTNENGNDJQNQNPNK221000100E1E0EUPMEE.2800E+08.0000.0000.0000.0000JH:12计算:校核:第65页共65页 安徽省水利水电勘测设计院J×:11112111BB:.2500BH:.5000BL:3.500BC:.0000PE:133.500-27.59NF=0NY=1NODE×YRNODE×YR1:.0000.0000.00002:.0000.0000.0000ELEMENTNIQIQJMIM0MJ1:.000048.2848.28-28.1614.0828.16STOPL1梁两端固接弯距图4.2.4配筋计算:M按28.16kN·m计算:h0=500-30=470mmαs=(rd·Mma×)/(fc·b·h02)计算:校核:第65页共65页 安徽省水利水电勘测设计院=(1.2×28.16×106)/(11.9×250×3702)=0.0514ξ=1-(1-2αs)1/2=1-(1-2×0.0514)1/2=0.0528〈0.544As=(fc·ξ·b·h0)/fy=(11.9×0.0528×250×470)/310=238.2(mm2)ρ=As/(b·h0)=238.2/(250×470)=0.203%〉0.15%选用钢筋4Φ18,实际As=1018mm2。4.3栈桥计算:4.3.1栈桥面板混凝土强度等级C25,fc=11.9N/mm2;Ⅰ级钢筋fy=210N/mm2,c=20mm。(1)荷载计算:自重:gk=1×0.1×25=2.50kN/m活荷载:qk=4.0kN/m2荷载设计值:q=1.05×2.50+1.2×4.0=7.43kN/m(2)内力计算:栈桥为四边支承矩形板,l2/l1=2.215/1.05=2.11>2,则按单向简支板计算。计算跨度:l0=ln+a=0.9+0.15=1.05ml0=ln+h=0.9+0.1=1.0ml0=1.1ln=1.1×0.9=0.99m跨中弯矩:M=r0ψql2/8=0.9×1.0×7.43×0.992/8=0.82kN.m支座剪力:V=r0ψql/2计算:校核:第65页共65页 安徽省水利水电勘测设计院=0.9×1.0×7.43×0.9/2=3.01kN〈0.07fcbh0=0.07×11.9×1000×80=6.67kN(3)配筋计算:参照《水工混凝土结构设计规范》(SL/T191-2008)中强度公式计算。αs=(rd·Mma×)/(fc·b·h02)=(1.2×0.82×106)/(11.9×250×802)=0.0129ξ=1-(1-2αs)1/2=1-(1-2×0.0129)1/2=0.0130〈0.614As=(fc·ξ·b·h0)/fy=(11.9×0.0130×1000×80)/210=58.93(mm2)ρ=As/(b·h0)=58.93/(1000×80)=0.074%〈0.15%由于其弯矩很小,所以配筋也很小,按最小配筋率ρ=0.15%进行配筋。As=ρ·b·h0=0.0015×1000×80=120mm2选用钢筋Ф8@200,实际配筋As=251mm2,顶层同配,箍筋筋选配ф8@200。截面抗剪满足要求。4.3.2栈桥纵梁混凝土强度等级C25,fc=11.9N/mm2;Ⅱ级钢筋fy=310N/mm2,c=30mm。(1)荷载计算:纵梁自重:gk=0.15×0.30×25=1.13kN/m面板自重:gk=0.6×0.10×25=1.5kN/m活荷载:qk=4.0×0.6=2.4kN/m计算:校核:第65页共65页 安徽省水利水电勘测设计院荷载设计值:q=1.05×(1.13+1.5)+1.2×2.4=5.64kN/m(2)内力计算:按简支梁计算,计算跨度:l0=ln+a=4.58+0.15=4.73ml0=1.05ln=1.05×4.58=4.81m跨中弯矩:M=r0ψql2/8=0.9×1.0×5.64×4.732/8=14.20kN.m支座剪力:V=r0ψql/2=0.9×1.0×5.64×4.73/2=12.00kN〈0.07fcbh0=0.07×11.9×150×270=33.74kN(3)配筋计算:参照《水工混凝土结构设计规范》(SL/T191-2008)中强度公式计算。αs=(rd·Mma×)/(fc·b·h02)=(1.2×14.20×106)/(11.9×150×2702)=0.1309ξ=1-(1-2αs)1/2=1-(1-2×0.1309)1/2=0.1408〈0.544As=(fc·ξ·b·h0)/fy=(11.9×0.1408×150×270)/310=218.90(mm2)ρ=As/(b·h0)=218.90/(150×270)=0.540%〉0.15%梁底层选用钢筋2Ф16,实际配筋As=402mm2,梁顶层选用钢筋2Ф14,箍筋选配ф8@200。截面抗剪满足要求。计算:校核:第65页共65页 安徽省水利水电勘测设计院5.前池部分计算5.1翼墙稳定计算前池挡土墙计算分完建期和运行期两种情况计算,最大断面挡土墙顶部高程11.30m,底板顶部高程5.50m。翼墙最大断面尺寸图稳定计算的公式:A、沿基础面抗滑稳定计算式中:   Kc—抗滑安全系数;   ΣG—垂直于滑动面方向的合力(kN);   ΣH—沿滑动面方向的合力(kN);   f—摩擦系数,f取0.30。计算:校核:第65页共65页 安徽省水利水电勘测设计院B、沿基础面抗倾稳定计算式中:   Kf—抗倾覆安全系数;ΣM—倾覆力矩(kN·m);  ΣMf—抗倾覆力矩(kN·m);  ΣMf、ΣM均为对计算点的力矩。C、地基应力式中:e—偏心距,e=h/2-∑M/∑G(m);ΣG—沿垂直方向合力(kN);A—基础面面积(m2);h—顺水流向底板长度(m)。5.1.1完建期计算选取1m单宽,完建期翼墙稳定计算见下表。计算:校核:第65页共65页 安徽省水利水电勘测设计院抗滑安全系数:Kc=0.30×501.5/107.3=1.40〉1.20,满足要求。抗倾安全系数:Kf=1257.3/209.2=6.01〉1.50,满足要求。偏心距:e=4.5/2-1048.1/501.5=0.160地基应力:σma×=501.5/4.5×(1+6×0.160/4.5)=135.22(kPa)σmin=501.5/4.5×(1-6×0.160/4.5)=87.66(kPa)地基应力不均匀系数:η=σma×/σmin=1.54〈2.0,满足要求。5.1.2正常运行期正常运行期翼墙前后水位为8.00m,计算选取1m单宽,翼墙稳定计算见下表。抗滑安全系数:Kc=0.30×481.0/91.2=1.58〉1.20,满足要求。抗倾安全系数:Kf=1597.2/465.7=3.43〉1.50,满足要求。偏心距:e=4.5/2-1131.5/481.0=-0.102地基应力:σma×=481.0/4.5×(1+6×0.102/4.5)=121.48(kPa)σmin=481.0/4.5×(1-6×0.102/4.5)=92.31(kPa)地基应力不均匀系数:η=σma×/σmin=1.32〈2.0,满足要求。计算:校核:第65页共65页 安徽省水利水电勘测设计院6.进水闸结构计算进水闸结构计算选取完建期作为计算工况,进水闸的结构型式及尺寸见下图:6.1荷载计算6.1.1底板自重q=γ*A*B*γG=25×0.5×1.0×1.05=13.13kN/m6.1.2顶板自重q=γ*A*B*γG=25×0.25×1.0×1.05=6.56kN/m6.1.3边墩、中墩自重(集中力)P1=γ*A*H1*B*γG=25×0.6×5.825×1.0×1.05=91.74kNP2=γ*A*H1*B*γG=25×0.8×5.825×1.0×1.05=122.33kN6.1.4侧向土压力式中:py—计算截面处的水平土压力(kN/m);H1—填土顶面至计算截面的高度(m),H1=5.825m;B—闸室沿轴向的长度;B=1.0mξ—系数,本工程取ξ=0.5。计算:校核:第65页共65页 安徽省水利水电勘测设计院γs—取19.0kN/m3。将以上数值代入上式计算,其相应的设计值为:py=0.5×19.0×5.825×1.0×1.05=58.10kN/m6.1.4边荷载q边=19×5.825×1.05=116.21kN/m6.2内力计算6.2.1结构的受力简图如下:无边荷载时进水闸荷载图计算:校核:第65页共65页 安徽省水利水电勘测设计院有边荷载时进水闸荷载图利用DKJ程序计算结构的内力。节点编号及单元划分详见下图。计算成果附后。节点编号及单元划分图数据文件名:***泵站更新改造桐梓山站一机房进水闸无边荷载.t×t计算成果如下:************************************************************DKJPROGRAMDEVELOPEDBYZHANGQIFU,1988.8******COPYRIGHT(C)1988BYZHANGQIFU************************************************************NJJTNENGNDJQNQNPNK142160641400E1E0EUPMEE.2800E+084000.-.1000E-01.0000.0000JH:12233445566789910101111121213131481103125147JX:计算:校核:第65页共65页 安徽省水利水电勘测设计院12002000702000BB:1.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.000BH:.5000.5000.5000.5000.5000.5000.2500.2500.2500.2500.2500.2500.6000.8000.8000.6000BL:1.6001.6001.6501.6501.6001.6001.6001.6001.6501.6501.6001.6005.8255.8255.8255.825BC:.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000-90.00-90.00-90.00-90.00PJ:12-91.7432-122.352-122.372-91.74PE:131.600-11.13231.600-11.13331.650-11.13431.650-11.13531.600-11.13631.600-11.13731.600-6.560831.600-6.560931.650-6.5601031.650-6.5601131.600-6.5601231.600-6.5601345.82558.101645.825-58.10NF=39NY=600PP:72.5257.6355.5355.5357.6372.52.3627E-01.5093E-09NODEXYRNODEXYR1:.0000.0000.1442E-032:-.1422E-04-.3488E-04.8546E-053:-.2845E-04-.7516E-04-.1017E-044:-.4305E-04-.7559E-05.5780E-105:-.5766E-04-.7516E-04.1017E-046:-.7188E-04-.3488E-04-.8546E-05计算:校核:第65页共65页 安徽省水利水电勘测设计院7:-.8610E-04.0000-.1442E-038:-.1191E-04-.5490E-05-.2195E-039:-.2215E-04-.2525E-05.8338E-0410:-.3238E-04-.7932E-04.1150E-0411:-.4306E-04-.1480E-03.2964E-0912:-.5373E-04-.7932E-04-.1150E-0413:-.6396E-04-.2525E-05-.8337E-0414:-.7420E-04-.5490E-05.2195E-03ELEMENTNIQIQJMIM0MJ1:124.5-107.69.34584.5818.178.9502:124.5-9.345-65.05-8.950-1.547-35.613:123.9-73.26-.9537E-0438.50-6.83521.954:123.9.9918E-04-73.26-21.95-6.835-38.505:124.5-65.05-9.34535.61-1.5478.9506:124.59.345-107.6-8.95018.17-84.587:44.7615.83-5.337-16.77-6.202-.16718:44.765.3375.159.16712.338-.30959:45.3010.82-.3052E-04-5.699.9983-3.23110:45.30.3099E-0410.823.231.99835.69911:44.765.1595.337.30942.337-.167112:44.76-5.33715.83.1671-6.20216.7713:15.83-44.76-124.516.77-72.53-84.5814:15.98-.5368.53686.0094.445-2.88215:15.98.5366-.5366-6.008-4.4452.88216:15.8344.76124.5-16.7772.5384.58STOP计算:校核:第65页共65页 安徽省水利水电勘测设计院进水闸无边载弯矩图数据文件名:***泵站更新改造桐梓山站一机房进水闸有边荷载.t×t计算成果如下:************************************************************DKJPROGRAMDEVELOPEDBYZHANGQIFU,1988.8******COPYRIGHT(C)1988BYZHANGQIFU************************************************************NJJTNENGNDJQNQNPNK142160641420E1E0EUPMEE.2800E+084000.-.1000E-01.0000.0000JH:12233445566789910101111121213131481103125147JX:12002000702000计算:校核:第65页共65页 安徽省水利水电勘测设计院BB:1.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.000BH:.5000.5000.5000.5000.5000.5000.2500.2500.2500.2500.2500.2500.6000.8000.8000.6000BL:1.6001.6001.6501.6501.6001.6001.6001.6001.6501.6501.6001.6005.8255.8255.8255.825BC:.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000-90.00-90.00-90.00-90.00PJ:12-91.7432-122.352-122.372-91.74PE:131.600-11.13231.600-11.13331.650-11.13431.650-11.13531.600-11.13631.600-11.13731.600-6.560831.600-6.560931.650-6.5601031.650-6.5601131.600-6.5601231.600-6.5601345.82558.101645.825-58.10PB:116.24.8509.700116.2-4.8509.700NF=39NY=600PP:54.1965.1166.0566.0565.1154.19.6150E-01.2032E-08NODEXYRNODEXYR1:.0000.0000.8890E-042:-.1471E-04.1270E-03-.1198E-03计算:校核:第65页共65页 安徽省水利水电勘测设计院3:-.2942E-04.2531E-03-.5476E-044:-.4529E-04.3715E-03.3807E-095:-.6116E-04.2531E-03.5476E-046:-.7587E-04.1270E-03.1198E-037:-.9058E-04.0000-.8890E-048:-.1863E-04-.3902E-05-.2156E-039:-.2789E-04.1646E-03-.7009E-0410:-.3716E-04.2478E-03.2226E-0411:-.4529E-04.1702E-03.6261E-0912:-.5343E-04.2478E-03-.2226E-0413:-.6270E-04.1646E-03.7009E-0414:-.7196E-04-.3902E-05.2156E-03ELEMENTNIQIQJMIM0MJ1:128.7-103.034.10102.133.457.6082:128.7-34.10-52.27-7.608-17.61-6.9323:134.7-90.62-.1373E-0340.16-15.9134.604:134.7.2022E-03-90.62-34.60-15.91-40.165:128.7-52.27-34.106.932-17.617.6086:128.734.10-103.0-7.60833.45-102.17:40.5211.25-.7572-9.520-2.616-.8871E-018:40.52.75729.739.8871E-01-1.4057.0979:34.5310.82-.4292E-04-5.4611.236-3.46910:34.53.3719E-0410.823.4691.2365.46111:40.529.739.7571-7.097-1.405-.8871E-0112:40.52-.757111.25.8871E-01-2.6169.52013:11.25-40.52-128.79.520-67.42-102.114:20.565.985-5.985-1.63515.80-33.2315:20.56-5.9865.9861.635-15.8033.2316:11.2540.52128.7-9.52067.42102.1STOP计算:校核:第65页共65页 安徽省水利水电勘测设计院进水闸有边载弯矩图6.3配筋计算进水闸配筋计算取顺水流向单位宽度,用两种工况下的计算结果的最大值配筋。6.3.1参数说明:结构系数:rd=1.2保护层厚度:底板底层50mm,其他30mmC25的砼强度:fc=11.9N/mm2Ⅱ级钢筋的强度:fy=310.0N/mm2建筑物级别为4级,永久建筑物,故γ0=0.9,Ψ=1.0完建期(不计边荷载)(单宽1m计)底板底层M=84.58×0.9=76.12kN·m底板面层M=21.95×0.9=19.76kN·m边墩内侧M=72.53×0.9=65.28kN·m边墩外侧M=0kN·m中墩两侧M=5.70×0.9=5.13kN·m完建期(计边荷载)(单宽1米计)计算:校核:第65页共65页 安徽省水利水电勘测设计院底板底层M=102.10×0.9=91.89kN·m底板面层M=34.60×0.9=31.14kN·m边墩内侧M=67.42×0.9=60.68kN·m边墩外侧M=0kN·m中墩两侧M=33.23×0.9=29.91kN·m6.3.2配筋计算:(1)底板底层M按91.89kN·m计算h0=450mmαs=(rd·Mma×)/(fc·b·h02)=(1.2×91.89×106)/(11.9×1000×4502)=0.0458ξ=1-(1-2αs)1/2=1-(1-2×0.0458)1/2=0.0469〈0.544As=(fc·ξ·b·h0)/fy=(11.9×0.0469×1000×450)/310=809.4(mm2)ρ=As/(b·h0)=809.4/(1000×450)=0.180%〉0.15%选用钢筋Φ16@200,实际1m中As=1005mm2。(2)底板面层M按31.14kN·m计算h0=470mmαs=(rd·Mma×)/(fc·b·h02)=(1.2×31.14×106)/(11.9×1000×4702)=0.0142ξ=1-(1-2αs)1/2计算:校核:第65页共65页 安徽省水利水电勘测设计院=1-(1-2×0.0142)1/2=0.0143〈0.544As=(fc·ξ·b·h0)/fy=(11.9×0.0143×1000×470)/310=258.3(mm2)ρ=As/(b·h0)=258.3/(1000×470)=0.055%〈0.15%由于其弯矩很小,所以配筋也很小,按最小配筋率ρ=0.15%进行配筋。As=ρ·b·h0=0.0015×1000×470=705mm2选用钢筋Φ16@200,实际1m中As=1005mm2。(3)边墩内侧M按60.68kN·m计算h0=570mmαs=(rd·Mma×)/(fc·b·h02)=(1.2×60.68×106)/(11.9×1000×5702)=0.0188ξ=1-(1-2αs)1/2=1-(1-2×0.0188)1/2=0.0190〈0.544As=(fc·ξ·b·h0)/fy=(11.9×0.0190×1000×570)/310=416.0(mm2)ρ=As/(b·h0)=416.0/(1000×570)=0.073%〈0.15%由于其弯矩很小,所以配筋也很小,按最小配筋率ρ=0.15%进行配筋。计算:校核:第65页共65页 安徽省水利水电勘测设计院As=ρ·b·h0=0.0015×1000×570=855mm2选用钢筋Φ16@200,实际1m中As=1005mm2。(4)边墩外侧由于其弯矩很小,所以配筋也很小,按最小配筋率ρ=0.15%进行配筋。As=ρ·b·h0=0.0015×1000×570=855mm2选用钢筋Φ16@200,实际1m中As=1005mm2。(5)中墩两侧由于其弯矩很小,所以配筋也很小,按最小配筋率ρ=0.15%进行配筋。As=ρ·b·h0=0.0015×1000×770=1155mm2选用钢筋Φ16@200,实际1m中As=1005mm2。6.3.3剪力校核由DKJ程序计算结果可知在底板节点1处剪力值最大为103.0kN,取距端部0.5h处剪力值即103.0×1350/1600=86.91kN。rdV=1.2×86.91×0.9=93.86kNVc=0.07fcbh0=0.07×11.9×1000×450=374.9kN满足Vc〉rdV,即抗剪满足要求。计算:校核:第65页共65页 安徽省水利水电勘测设计院7.泵室结构计算由于泵站结构复杂,在计算时顺水流方向采用计算宽度:1.05/2+0.4+1.975/2=1.9125m,取1.91m;垂直水流方向取中柱中到中距离,层与层距离取各层板中到中距离。计算简图如图示。水泵层、电机层忽略板的刚度。泵房框架梁柱计算简图7.1泵房梁柱框架荷载计算7.1.1完建期荷载计算底板自重0.6×1.91×25×1.05=30.1kN/m中墩自重0.5×1.91×1.98×25×1.05=49.6kN边墩自重0.5×1.91×5.98×25×1.05=149.9kN层间柱重0.4×0.4×4.0×25×1.05=16.8kN厂房墙重0.24×1.91×7.5×22×1.05=79.4kN水泵层荷载:水泵重(含传动装置等)15+8+23=46.0kN/台纵梁自重0.4×0.5×25=5.0kN/m板重作用于纵梁(1.05+1.975)/2×0.15×25=5.7kN/m水泵作用于纵梁集中力46/2=23.0kN人群荷载5×1.91=9.6kN/m纵梁承担作用设计荷载计算:校核:第65页共65页 安徽省水利水电勘测设计院均布力1.05×(5.0+5.7)+1.2×9.6=22.8kN/m集中力1.05×23.0=24.2kN电机层荷载:电机重40kN/台纵梁自重0.4×0.5×25=5.0kN/m板重作用于纵梁(1.05+1.975)/2×0.15×25=5.7kN/m横梁自重0.4×0.6×1.91×25=11.5kN电机作用于纵梁集中力40/2=20kN人群荷载5×1.91=9.6N/m纵梁承担作用设计荷载均布力1.05×(5.0+5.7)+1.2×9.6=22.8kN/m集中力支座1.05×11.5=12.1kN跨中1.05×20=21.0kN侧向土压力q=1.05×0.5×5.98×19×1.91=113.9kN/m边荷载q=1.05×5.98×19×1.91=227.9kN/m7.2泵房梁柱框架内力计算结构的受力简图如下:框架梁柱荷载计算简图计算:校核:第65页共65页 安徽省水利水电勘测设计院地基变形模量Es=8.0Mpaμ=0.35E’0=Esβ=Es(1-2μ2/(1-μ))=8.0×(1-2×0.352/(1-0.35))=5.0MpaE0=E’0B=5.0×1.91=9.6Mpa利用DKJ程序计算结构的内力。节点编号及单元划分详见下图。计算成果附后。节点编号及单元划分图数据文件名:***泵站更新改造桐梓山站一机房泵房结构有边荷载.t×t计算成果如下:************************************************************DKJPROGRAMDEVELOPEDBYZHANGQIFU,1988.8******COPYRIGHT(C)1988BYZHANGQIFU************************************************************NJJTNENGNDJQNQNPNK45258014324820E1E0EUPMEE.2800E+089600.-.1000E-01.0000.0000计算:校核:第65页共65页 安徽省水利水电勘测设计院JH:122334455667788991010111112121313141415161717181819192020212122222323242425252626272728282929303132323333343435353636373738383939404041414242434344444531161613318183352020537222273924249412626114328281345303015JX:120020001502000BB:1.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.9101.910.40001.910.40001.910.40001.910.40001.910.40001.910.40001.9101.9101.910BH:.6000.6000.6000.6000.6000.6000.6000.6000.6000.6000.6000.6000.6000.6000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.5000.4000.5000.4000.5000.4000.5000.4000.5000.4000.5000.4000.5000计算:校核:第65页共65页 安徽省水利水电勘测设计院.5000.5000BL:1.5001.5001.5001.5001.5001.5001.5001.5001.5001.5001.5001.5001.6001.6001.5001.5001.5001.5001.5001.5001.5001.5001.5001.5001.5001.5001.6001.6001.5001.5001.5001.5001.5001.5001.5001.5001.5001.5001.5001.5001.6001.6004.0001.9804.0001.9804.0001.9804.0001.9804.0001.9804.0001.9804.0001.9804.0001.980BC:.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000-90.00-90.00-90.00-90.00-90.00-90.00-90.00-90.00-90.00-90.00-90.00-90.00-90.00-90.00-90.00-90.00PJ:32-49.6052-49.6072-49.6092-49.60112-49.60132-49.60172-24.20182-16.80192-24.20202-16.80212-24.20222-16.80232-24.20242-16.80252-24.20262-16.80272-24.20282-16.80312-229.3322-21.00332-12.10342-21.00352-12.10362-21.00372-12.10382-21.00392-12.10402-21.00412-12.10422-21.00432-12.10452-229.3PE:131.500-30.10231.500-30.10331.500-30.10431.500-30.10531.500-30.10631.500-30.10731.500-30.10831.500-30.10931.500-30.101031.500-30.101131.500-30.101231.500-30.101331.600-30.101431.600-30.101531.500-22.801631.500-22.801731.500-22.801831.500-22.801931.500-22.802031.500-22.802131.500-22.80计算:校核:第65页共65页 安徽省水利水电勘测设计院2231.500-22.802331.500-22.802431.500-22.802531.500-22.802631.500-22.802731.600-22.802831.600-22.802931.500-22.803031.500-22.803131.500-22.803231.500-22.803331.500-22.803431.500-22.803531.500-22.803631.500-22.803731.500-22.803831.500-22.803931.500-22.804031.500-22.804131.600-22.804231.600-22.804344.00076.204431.98076.204441.98037.705744.000-76.205831.980-76.205841.980-37.70PB:227.910.6021.20227.9-10.6021.20NF=132NY=4956PP:103.8135.2137.6137.7137.8137.3137.2137.1137.1137.5137.4137.4135.2106.3.5542E-01.1259E-05NODEXYRNODEXYR1:.0000.0000-.1960E-032:-.8499E-05.4000E-03-.2675E-033:-.1700E-04.7444E-03-.1976E-034:-.3358E-04.1139E-02-.2467E-035:-.5017E-04.1427E-02-.1482E-036:-.7242E-04.1690E-02-.1391E-037:-.9468E-04.1816E-02-.5720E-048:-.1191E-03.1903E-02-.1177E-049:-.1435E-03.1849E-02.3948E-0410:-.1664E-03.1755E-02.1168E-0311:-.1893E-03.1522E-02.1335E-0312:-.2070E-03.1257E-02.2332E-0313:-.2247E-03.8753E-03.1973E-0314:-.2348E-03.4812E-03.2995E-0315:-.2449E-03.0000.2164E-0316:-.1347E-03-.1493E-04-.5145E-0417:-.1431E-03.2883E-03-.2982E-0318:-.1515E-03.7248E-03-.1776E-0319:-.1507E-03.1069E-02-.2591E-0320:-.1500E-03.1409E-02-.1206E-0321:-.1428E-03.1612E-02-.1473E-0322:-.1356E-03.1798E-02-.4824E-0423:-.1260E-03.1826E-02-.1246E-0424:-.1164E-03.1832E-02.3354E-0425:-.1085E-03.1677E-02.1237E-0326:-.1007E-03.1505E-02.1089E-0327:-.9865E-04.1186E-02.2449E-0328:-.9665E-04.8560E-03.1767E-03计算:校核:第65页共65页 安徽省水利水电勘测设计院29:-.1045E-03.3595E-03.3340E-0330:-.1124E-03-.1307E-04.5728E-0431:-.1052E-03-.5176E-04-.1169E-0332:-.1057E-03.2156E-03-.2394E-0333:-.1062E-03.6193E-03-.2498E-0334:-.1062E-03.9737E-03-.2374E-0335:-.1061E-03.1313E-02-.1804E-0336:-.1057E-03.1532E-02-.1330E-0337:-.1053E-03.1704E-02-.6866E-0438:-.1047E-03.1746E-02-.1132E-0439:-.1041E-03.1738E-02.4789E-0440:-.1036E-03.1598E-02.1111E-0341:-.1031E-03.1410E-02.1616E-0342:-.1030E-03.1097E-02.2238E-0343:-.1028E-03.7519E-03.2539E-0344:-.1032E-03.2936E-03.2707E-0345:-.1036E-03-.4816E-04.1438E-0346:.0000.0000.0000ELEMENTNIQIQJMIM0MJ1:181.8-178.968.32152.438.9633.012:181.8-68.32-89.27-33.01-54.7017.303:354.8-224.463.15159.521.4456.164:354.8-63.15-98.21-56.16-73.2729.875:476.2-192.530.9698.10-15.9969.506:476.2-30.96-129.8-69.50-62.58-4.6147:522.5-163.12.46952.99-39.1971.168:522.5-2.469-158.0-71.16-42.92-45.499:489.5-134.6-25.8611.21-59.6870.3810:489.525.86-187.0-70.38-20.77-89.2411:379.1-102.9-58.01-27.03-74.0260.6812:379.158.01-218.9-60.6813.00-147.013:202.4-90.76-77.37-33.72-72.7044.4314:202.477.37-199.3-44.4341.85-176.915:149.5-44.6478.84133.793.78-41.0616:149.5-103.0137.241.06-42.64139.217:-13.64-8.18142.3844.9632.41-7.03718:-13.64-66.58100.87.037-49.31118.519:-128.015.1519.057.11012.06-4.18620:-128.0-43.2577.454.186-34.6686.3421:-171.443.77-9.568-37.56-11.15-2.43922:-171.4-14.6348.832.439-14.9545.1623:-140.172.30-38.10-79.17-31.35-3.63524:-140.113.9020.303.6367.6501.16225:-35.6296.87-62.67-114.6-48.38-5.038计算:校核:第65页共65页 安徽省水利水电勘测设计院26:-35.6238.47-4.2685.03827.48-37.0927:131.6130.9-94.44-149.8-52.33-30.5128:131.694.44-57.9630.5198.76-152.429:9.28716.9317.2741.3547.63-41.0930:9.287-38.2772.4741.095.97841.9631:-.518733.65.5536-21.27-2.452-3.54532:-.5190-21.5555.753.545-19.0354.4433:-7.55340.53-6.329-39.47-15.494.32834:-7.554-14.6748.87-4.328-21.7451.9835:-10.4344.24-10.04-45.93-19.165.21836:-10.43-10.9645.16-5.218-19.8547.3137:-8.78947.84-13.64-50.81-21.344.69038:-8.788-7.35641.56-4.691-16.6241.3739:-2.87052.62-18.42-54.00-20.95.716940:-2.870-2.57836.78-.7170-9.06330.2341:6.57767.72-31.24-50.28-3.398-28.8942:6.57731.245.23628.8946.59-49.7043:246.2-9.287-143.1-41.35-34.52-124.744:201.6-6.377-181.8-8.96725.14-152.445:118.29.804-9.804-20.69-1.077-18.5346:264.1172.9-172.9-165.65.613-176.847:108.47.035-7.035-14.96-.8931-13.1848:241.1121.4-121.4-112.47.774-128.049:105.22.877-2.877-6.058-.3050-5.44850:243.246.31-46.31-43.332.522-48.3751:105.1-1.6411.6413.496.21433.06752:243.0-32.9432.9430.94-1.67234.2853:106.3-5.9205.92012.63.787411.0554:240.2-110.4110.4102.4-6.935116.355:116.6-9.4479.44720.051.15417.7456:260.0-176.7176.7169.1-5.799180.757:234.56.577145.849.7037.45127.258:176.6-14.20202.425.23-29.25176.9STOP计算:校核:第65页共65页 安徽省水利水电勘测设计院框架梁柱有边荷载弯矩图7.3泵房梁柱框架配筋计算泵房框架梁柱配筋计算取顺水流向单位宽度,计算考虑有边荷载工况下的计算结果值配筋。7.3.1参数说明:结构系数:rd=1.2保护层厚度:底板底层50mm,其他30mmC25的砼强度:fc=11.9N/mm2Ⅱ级钢筋的强度:fy=310.0N/mm2建筑物级别为4级,永久建筑物,故γ0=0.9,Ψ=1.0完建期(计边荷载)(单宽1米计)底板底层M=176.9×0.9/1.91=83.4kN·m底板面层M=76.3×0.9/1.91=36.0kN·m边墩外侧M=176.9×0.9/1.91=83.4kN·m边墩内侧M=49.7×0.9/1.91=23.4kN·m中墩两侧M=180.7×0.9/1.91=85.1kN·m水泵梁底层M=152.4×0.9/1.91=71.8kN·m水泵梁面层M=149.8×0.9/1.91=70.6kN·m计算:校核:第65页共65页 安徽省水利水电勘测设计院电机梁底层M=49.7×0.9/1.91=23.4kN·m电机梁面层M=54.4×0.9/1.91=25.7kN·m7.3.2配筋计算:(1)底板底层M按83.4kN·m计算h0=550mmαs=(rd·Mma×)/(fc·b·h02)=(1.2×83.4×106)/(11.9×1000×5502)=0.0278ξ=1-(1-2αs)1/2=1-(1-2×0.0278)1/2=0.0282〈0.544As=(fc·ξ·b·h0)/fy=(11.9×0.0282×1000×550)/310=595(mm2)ρ=As/(b·h0)=595/(1000×550)=0.108%〈0.15%按最小配筋率ρ=0.15%进行配筋。As=ρ·b·h0=0.0015×1000×550=825mm2选用钢筋Φ16@200,实际1m中As1=1005mm2,另边墩外侧的Φ16@200钢筋弯入底板底面1/3净宽,有As2=1005mm2,实际As=As1+As2=1005+1005=2010mm2。(2)底板面层M按36.0kN·m计算,由于其弯矩很小,所以配筋也很小,按最小配筋率ρ=0.15%进行配筋。As=ρ·b·h0=0.0015×1000×550计算:校核:第65页共65页 安徽省水利水电勘测设计院=825mm2选用钢筋Φ16@200,实际As=1005mm2。(3)边墩外侧M按83.4kN·m计算h0=470mmαs=(rd·Mma×)/(fc·b·h02)=(1.2×83.4×106)/(11.9×1000×4702)=0.0381ξ=1-(1-2αs)1/2=1-(1-2×0.0381)1/2=0.0388〈0.544As=(fc·ξ·b·h0)/fy=(11.9×0.0388×1000×470)/310=700.5(mm2)ρ=As/(b·h0)=700.5/(1000×470)=0.149%〈0.15%按最小配筋率ρ=0.15%进行配筋。As=ρ·b·h0=0.0015×1000×470=705mm2选用钢筋Φ16@200,实际1m中As1=1005mm2,另边底板底侧的Φ16@200钢筋弯入墩墙外侧1/3净宽,有As2=1005mm2,实际As=As1+As2=1005+1005=2010mm2。(4)边墩内侧M按23.4kN·m计算,由于其弯矩很小,所以配筋也很小,按最小配筋率ρ=0.15%进行配筋。As=ρ·b·h0=0.0015×1000×470=705mm2计算:校核:第65页共65页 安徽省水利水电勘测设计院选用钢筋Φ16@200,实际As=1005mm2。(5)中墩两侧M按85.1kN·m计算h0=470mmαs=(rd·Mma×)/(fc·b·h02)=(1.2×85.1×106)/(11.9×1000×4702)=0.0388ξ=1-(1-2αs)1/2=1-(1-2×0.0388)1/2=0.0396〈0.544As=(fc·ξ·b·h0)/fy=(11.9×0.0396×1000×470)/310=715.1(mm2)ρ=As/(b·h0)=715.1/(1000×470)=0.152%〉0.15%选用钢筋Φ16@200,实际As=1005mm2。(6)水泵梁M按71.8kN·m计算h0=470mmαs=(rd·Mma×)/(fc·b·h02)=(1.2×71.8×106)/(11.9×1000×4702)=0.0328ξ=1-(1-2αs)1/2=1-(1-2×0.0328)1/2=0.0333〈0.544As=(fc·ξ·b·h0)/fy=(11.9×0.0333×1000×470)/310=601.4(mm2)计算:校核:第65页共65页 安徽省水利水电勘测设计院ρ=As/(b·h0)=601.4/(1000×470)=0.128%〈0.15%按最小配筋率ρ=0.15%进行配筋。As=ρ·b·h0=0.0015×1000×470=705mm2选用钢筋4Φ18,实际As=1018mm2,顶层同配4Φ18,实际As=1018mm2。(7)电机梁M按25.7kN·m计算,由于其弯矩很小,所以配筋也很小,按最小配筋率ρ=0.15%进行配筋。As=ρ·b·h0=0.0015×1000×470=705mm2选用钢筋4Φ18,实际As=1018mm2,顶层同配4Φ18,实际As=1018mm2。计算:校核:第65页共65页 安徽省水利水电勘测设计院目录1.综合说明11.1概况11.2设计依据22.涵洞结构计算(堤顶填土最大处)32.1荷载计算32.2内力计算52.3洞身配筋计算103.涵洞结构计算(取4和5节涵洞交接处)153.1荷载计算153.2内力计算173.3洞身配筋计算224.启闭台部分计算274.1L2梁计算274.2L1梁计算:324.3栈桥计算:355.前池部分计算385.1翼墙稳定计算386.进水闸结构计算416.1荷载计算416.2内力计算426.3配筋计算497.泵室结构计算537.1泵房梁柱框架荷载计算537.2泵房梁柱框架内力计算547.3泵房梁柱框架配筋计算61计算:校核:第65页共65页'