【计算小程序】弧形闸门支座-结构计算

XXX水电站X#泄冲闸弧形闸门支座结构计算,,,,,,,,,

1、工程概况,,,,,,,,,

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2、计算依据,,,,,,,,,

2.1、规程规范和主要参考文献,,,,,,,,,

《水工混凝土结构设计规范》DL/T5057-1996,,,,,,,,,

《水工钢筋混凝土结构学》(第三版)中国水利水电出版社,,,,,,,,,

《水工混凝土结构设计手册》中国水利水电出版社,,,,,,,,,

2.2、基本资料,,,,,,,,,

2.2.1、《X河XXX水电站可行性研究报告》,,,,,,,,,

2.2.2、X河XXX水电站施工图设计有关图纸。,,,,,,,,,

2.2.3、金结专业提供的弧门支座推力及相关数据。,,,,,,,,,

2.3、计算说明,,,,,,,,,

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2.4、计算参数,,,,,,,,,

2.4.1、工程等别与建筑物级别,,,,,,,,,

根据《X河XXX水电站可行性研究报告》，本工程为三等中型,,,,,,,,,

工程，其主要建筑物为3级建筑物，其水闸为主要泄水建筑物，同样为,,,,,,,,,

3级，相应建筑物结构安全级别为Ⅱ级。,,,,,,,,,

2.4.2、基本参数,,,,,,,,,

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表2.3.2.1,,,混凝土强度标准值(N/mm2)表,,,,,,

强度种类,符号,混凝土强度等级,,,,,,,

,,C20,C25,C30,C35,C40,C45,C50,C55

轴心抗压,fck,13.5,17.0,20.0,23.5,27.0,29.5,32.0,34.0

抗拉,ftk,1.50,1.75,2.00,2.25,2.45,2.60,2.75,2.85

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表2.3.2.2,,,混凝土强度设计值(N/mm2)表,,,,,,

强度种类,符号,混凝土强度等级,,,,,,,

,,C20,C25,C30,C35,C40,C45,C50,C55

轴心抗压,fc,10.0,12.5,15.0,17.5,19.5,21.5,23.5,25.0

抗拉,ft,1.10,1.30,1.50,1.65,1.80,1.90,2.00,2.10

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表2.3.2.3,,,,基本参数表,,,,,

,钢筋强度,,最小配筋率,结构系数,结构重要性系数,设计状况系数,荷载分项系数,保护层厚度,保护层厚度

符号,fy,,ρmin,γd,γ0,ψ,γQ,c,c

单位,(N/mm2),,/,/,/,/,/,(mm),(mm)

数值,310,210,0.15%,1.25,1.00,0.95,1.20,50,100

备注,Ⅰ级钢筋,Ⅱ级钢筋,弧门支座,钢筋砼,Ⅱ级结构,短暂状况,可变荷载,弧门支座,闸墩

2.4.3、金结专业提供参数,,,,,,,,,

单支支座弧门推力：,,,Ft=,792.7,吨,＝,7776,kN,

铰座尺寸：,,,宽＝,1200,mm，,高＝,1400,mm。,

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3、计算简图：,,,,,,,,,

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表3,,,,结构尺寸表,,,,,

名称,支座高度,支座宽度,中墩厚度,边墩厚度,缝墩厚度,,支座,闸墩,

符号,h,b,B,,,h1,as,as,a

单位,(mm),(mm),(mm),(mm),(mm),(mm),(mm),(mm),(mm)

,3800,3300,3000,3500,2500,2200,82,128,800

,,中墩偏心矩,边墩偏心矩,缝墩偏心矩,中墩,边墩,缝墩,支座拟选主筋,闸墩所选主筋

符号,h0,e0,,,B0',,,D1,D2

单位,(mm),(mm),(mm),(mm),(mm),(mm),(mm),(mm),(mm)

,3718,2300,2550,2050,2872,3372,2372,32,28

说明：部分符号的定义见简图及下文公式说明,,,,,,,,,

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4、弧门支座尺寸的拟定,,,,,,,,,

4.1、弧门支座附近闸墩的局部受拉区的裂缝控制要求,,,,,,,,,

弧门支座附近闸墩的局部受拉区的裂缝控制应满足下列公式要求：,,,,,,,,,

4.1.1、闸墩受两侧弧门支座推力作用时,,,,,,,,,

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4.1.2、闸墩受一侧弧门支座推力作用时,,,,,,,,,

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4.1.3、公式说明,,,,,,,,,

式中Fs——由荷载标准按荷载效应短期组合计算的闸墩一侧弧门,,,,,,,,,

支座推力值；,,,,,,,,,

b——弧门支座宽度；,,,,,,,,,

B——闸墩厚度；,,,,,,,,,

e0——弧门支座推力对闸墩厚度中心线的偏心距；,,,,,,,,,

ftk——混凝土轴心抗拉强度标准值。,,,,,,,,,

4.1.4、闸墩受两侧弧门支座推力作用计算表,,,,,,,,,

表4.1.4,,闸墩受两侧弧门支座推力作用时计算表（中墩）,,,,,,,

符号,Ft,γ0,Fs,ftk,B,b,/,P,判断结果

单位,(kN),/,(kN),(N/mm2),(mm),(mm),/,(kN),/

C20,7776,1,7776,1.5,3000,3300,/,10395,满足

C25,7776,1,7776,1.75,3000,3300,/,12128,满足

C30,7776,1,7776,2,3000,3300,/,13860,满足

说明：P为公式右侧部分计算值。,,,,,,,,,

4.1.5、闸墩受一侧弧门支座推力作用时计算表,,,,,,,,,

表4.1.5.1,,闸墩受一侧弧门支座推力作用时计算表（中墩）,,,,,,,

符号,Ft,γ0,Fs,ftk,B,b,e0,P,判断结果

单位,(kN),/,(kN),(N/mm2),(mm),(mm),(mm),(kN),/

C20,7776,1,7776,1.5,3000,3300,2300,8449,满足

C25,7776,1,7776,1.75,3000,3300,2300,9857,满足

C30,7776,1,7776,2,3000,3300,2300,11266,满足

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表4.1.5.2,,闸墩受一侧弧门支座推力作用时计算表（右边墩）,,,,,,,

符号,Ft,γ0,Fs,ftk,B,b,e0,P,判断结果

单位,(kN),/,(kN),(N/mm2),(mm),(mm),(mm),(kN),/

C20,7776,1,7776,1.5,3500,3300,2550,10262,满足

C25,7776,1,7776,1.75,3500,3300,2550,11972,满足

C30,7776,1,7776,2,3500,3300,2550,13682,满足

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表4.1.5.3,,闸墩受一侧弧门支座推力作用时计算表（缝墩）（左边墩）,,,,,,,

符号,Ft,γ0,Fs,ftk,B,b,e0,P,判断结果

单位,(kN),/,(kN),(N/mm2),(mm),(mm),(mm),(kN),/

C20,7776,1,7776,1.5,2500,3850,2050,7785,满足

C25,7776,1,7776,1.75,2500,3300,2050,7785,满足

C30,7776,1,7776,2,2500,3300,2050,8897,满足

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4.1.6、小结,,,,,,,,,

由以上计算可知，拟定的方案及尺寸满足要求。,,,,,,,,,

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4.2、构造要求及支座裂缝宽度要求,,,,,,,,,

4.2.1、剪跨比要求,,,,,,,,,

弧门支座的剪跨比a/h0宜小于0.3。,,,,,,,,,

表4.2.1,,,剪跨比计算表,,,,,,

符号,a,h,as,h0,a/h0,控制值,判断结果,,

单位,(mm),(mm),(mm),(mm),/,/,/,,

,800,3800,82,3718,0.215169446,0.3,满足,,

说明：1.a为弧门推力作用点至闸墩边缘的距离。,,,,,,,,,

2.h0为h-as值。,,,,,,,,,

从上表可知计算的支座剪跨比满足要求。,,,,,,,,,

4.2.2、弧门支座的裂缝控制要求,,,,,,,,,

弧门支座的截面尺寸应满足以下弧门支座的裂缝控制要求公式,,,,,,,,,

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表4.2.2,,,弧门支座裂缝控制要求计算表,,,,,,

符号,Ft,γ0,Fs,ftk,h,b,/,P,判断结果

单位,(kN),/,(kN),(N/mm2),(mm),(mm),/,(kN),/

C20,7776,1,7776,1.5,3800,3300,/,13167,满足

C25,7776,1,7776,1.75,3800,3300,/,15362,满足

C30,7776,1,7776,2,3800,3300,/,17556,满足

从上表可知，计算的支座宽度满足要求。,,,,,,,,,

4.2.3、弧门支座的外边缘高度控制要求,,,,,,,,,

支座的外边缘高度h1不应小于h/3。,,,,,,,,,

表4.2.3,,,外边缘高度控制要求计算表,,,,,,

符号,h1,h,h/3,判断式,,判断结果,,,

单位,(mm),(mm),(mm),/,,/,,,

,2200,3800,1266.666667,h1>h,,满足,,,

从上表可知，计算的外边缘高度满足要求。,,,,,,,,,

4.2.4、支座支撑面应力控制要求,,,,,,,,,

在弧门支座推力设计值F作用下，支座支承面上的局部受压应力不应,,,,,,,,,

超过0.9fc。,,,,,,,,,

表4.2.4,,,支座支撑面应力控制要求计算表,,,,,,

符号,Ft,γQ,γ0,ψ,F,铰座宽度,铰座高度,支撑面积,压应力

单位,(kN),/,/,/,(kN),(mm),(mm),(mm2),(N/mm2)

C20,7776,1.20,1,0.95,8865,1200,1400,1680000,5.28

C25,7776,1.20,1,0.95,8865,1200,1400,1680000,5.28

C30,7776,1.20,1,0.95,8865,1200,1400,1680000,5.28

符号,fc,0.9Fc,判断式,,判断结果,,,,

单位,(mm),(mm),/,,/,,,,

C20,10,9,压应力<0.9fc,,满足,,,,

C25,12.5,11.25,压应力<0.9fc,,满足,,,,

C30,15,13.5,压应力<0.9fc,,满足,,,,

从上表可知，支座支撑面受压应力满足要求。,,,,,,,,,

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4.3、支座尺寸拟定结论,,,,,,,,,

通过以上计算，拟设计方案满足裂缝控制要求。,,,,,,,,,

表4.3,,,拟定支座尺寸表,,,,,,

,闸墩类别,,,闸墩厚度,砼强度等级,支座高度,支座宽度,,

符号,/,,,B,/,h,b,,

单位,/,,,(m),/,(m),(m),,

部位,中墩,,,3,C30,3.8,3.3,,

,右边墩,,,3.5,C30,3.8,3.3,,

,缝墩及左边墩,,,2.5,C30,3.8,3.3,,

,缝墩及左边墩,,,2.5,C20,3.8,3.85,,

5、闸墩扇形局部受拉钢筋计算,,,,,,,,,

5.1、计算公式,,,,,,,,,

闸墩局部受拉区的扇形局部受拉钢筋截面面积应满足下列公式要求：,,,,,,,,,

5.1.1、闸墩受两侧弧门支座推力作用时,,,,,,,,,

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由上式推得并设：,,,,,,,,,

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5.1.2、闸墩受一侧弧门支座推力作用时,,,,,,,,,

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由上式推得并设：,,,,,,,,,

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5.1.3、公式说明,,,,,,,,,

式中F——闸墩一侧弧门支座推力的设计值；,,,,,,,,,

γd——钢筋砼结构的结构系数；,,,,,,,,,

Asi——闸墩一侧局部受拉有效范围内的第i根局部受拉钢筋的,,,,,,,,,

截面面积；,,,,,,,,,

fy——受拉钢筋强度设计值；,,,,,,,,,

B'0——受拉边局部受拉钢筋中心至闸墩另一边的距离；,,,,,,,,,

θi——第i根局部受拉钢筋与弧门推力方向的夹角。,,,,,,,,,

"[As],As——左、右侧公式计算扇形受拉钢筋总面积。",,,,,,,,,

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5.2、闸墩受两侧弧门支座推力作用时计算表,,,,,,,,,

表5.2.1,,闸墩受两侧弧门支座推力作用时As计算表（中墩）,,,,,,,

符号,Ft,γQ,γ0,ψ,F,γd,fy,As,As/2

单位,(kN),/,/,/,(kN),/,(N/mm2),(mm2),(mm2)

,7776,1.20,1,0.95,8865,1.25,310,35746,17873

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表5.2.2,,闸墩受两侧弧门支座推力作用时[As]计算表（中墩）,,,,,,,

说明,第一根与推力方向夹角,钢筋间夹角,钢筋序号,与弧门推力方向的夹角,余弦值,第i根钢筋截面积,Asi*cosθi,i根钢筋面积,所需根数

符号,θ1,θ,i,θi,,Asi,,,

单位,(°),(°),,(°),,(mm2),(mm2),,

,0.385,0.77,1,0.385,0.999977424,804.3,804.28,,1

,,,2,1.155,0.999796823,804.3,804.14,1608,2

,,,3,1.925,0.999435654,804.3,803.85,2412,3

,,,4,2.695,0.998893982,804.3,803.41,3216,4

,,,5,3.465,0.998171905,804.3,802.83,4019,5

,,,6,4.235,0.997269552,804.3,802.10,4821,6

,,,7,5.005,0.996187089,804.3,801.23,5622,7

,,,8,5.775,0.994924708,804.3,800.22,6422,8

,,,9,6.545,0.99348264,804.3,799.06,7221,9

,,,10,7.315,0.991861143,804.3,797.75,8019,10

,,,11,8.085,0.990060512,804.3,796.31,8815,11

,,,12,8.855,0.98808107,804.3,794.71,9610,12

,,,13,9.625,0.985923177,804.3,792.98,10403,13

,,,14,10.395,0.98358722,804.3,791.10,11194,14

,,,15,11.165,0.981073623,804.3,789.08,11983,15

,,,16,11.935,0.97838284,804.3,786.91,12770,16

,,,17,12.705,0.975515355,804.3,784.61,13555,17

,,,18,13.475,0.972471688,804.3,782.16,14337,18

,,,19,14.245,0.969252387,804.3,779.57,15116,19

,,,20,15.015,0.965858035,804.3,776.84,15893,20

,,,21,15.785,0.962289243,804.3,773.97,16667,21

,,,22,16.555,0.958546658,804.3,770.96,17438,22

[As]/2,,,23,17.325,0.954630954,804.3,767.81,18206,23

[As],,,,,,,36412,,

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5.3、闸墩受一侧弧门支座推力作用时计算表,,,,,,,,,

5.3.1、中墩计算,,,,,,,,,

表5.3.1.1,,闸墩受一侧弧门支座推力作用时As计算表（中墩）,,,,,,,

符号,Ft,γQ,γ0,ψ,F,γd,fy,e0,B

单位,(kN),/,/,/,(kN),/,(N/mm2),(mm),(mm)

,7776,1.20,1.00,0.95,8865,1.25,310,2300,3000

符号,as,B0',As,As/2,,,,,

单位,(mm),(mm),(mm2),(mm2),,,,,

,82,2872,47636,23818,,,,,

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表5.3.1.2,,闸墩受一侧弧门支座推力作用时[As]计算表（中墩）,,,,,,,

说明,第一根与推力方向夹角,钢筋间夹角,钢筋序号,与弧门推力方向的夹角,余弦值,第i根钢筋截面积,Asi*cosθi,i根钢筋面积,所需根数

符号,θ1,θ,i,θi,,Asi,,,

单位,(°),(°),,(°),,(mm2),(mm2),,

,0.385,0.77,1,0.385,0.999977424,804.3,804.28,,1

,,,2,1.155,0.999796823,804.3,804.14,1608,2

,,,3,1.925,0.999435654,804.3,803.85,2412,3

,,,4,2.695,0.998893982,804.3,803.41,3216,4

,,,5,3.465,0.998171905,804.3,802.83,4019,5

,,,6,4.235,0.997269552,804.3,802.10,4821,6

,,,7,5.005,0.996187089,804.3,801.23,5622,7

,,,8,5.775,0.994924708,804.3,800.22,6422,8

,,,9,6.545,0.99348264,804.3,799.06,7221,9

,,,10,7.315,0.991861143,804.3,797.75,8019,10

,,,11,8.085,0.990060512,804.3,796.31,8815,11

,,,12,8.855,0.98808107,804.3,794.71,9610,12

,,,13,9.625,0.985923177,804.3,792.98,10403,13

,,,14,10.395,0.98358722,804.3,791.10,11194,14

,,,15,11.165,0.981073623,804.3,789.08,11983,15

,,,16,11.935,0.97838284,804.3,786.91,12770,16

,,,17,12.705,0.975515355,804.3,784.61,13555,17

,,,18,13.475,0.972471688,804.3,782.16,14337,18

,,,19,14.245,0.969252387,804.3,779.57,15116,19

,,,20,15.015,0.965858035,804.3,776.84,15893,20

,,,21,15.785,0.962289243,804.3,773.97,16667,21

,,,22,16.555,0.958546658,804.3,770.96,17438,22

,,,23,17.325,0.954630954,804.3,767.81,18206,23

,,,24,18.095,0.95054284,804.3,764.52,18970,24

,,,25,18.865,0.946283052,804.3,761.10,19731,25

,,,26,19.635,0.941852361,804.3,757.53,20489,26

,,,27,20.405,0.937251567,804.3,753.83,21243,27

,,,28,21.175,0.932481501,804.3,749.99,21993,28

,,,29,21.945,0.927543024,804.3,746.02,22739,29

,,,30,22.715,0.922437028,804.3,741.92,23481,30

[As]/2,,,31,23.485,0.917164435,804.3,737.68,24218,31

[As],,,,,,,48437,,

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5.3.2、右边墩计算,,,,,,,,,

表5.3.2.1,,闸墩受一侧弧门支座推力作用时As计算表（右边墩）,,,,,,,

符号,Ft,γQ,γ0,ψ,F,γd,fy,e0,B

单位,(kN),/,/,/,(kN),/,(N/mm2),(mm),(mm)

,7776,1.20,1.00,0.95,8865,1.25,310,2550,3500

符号,as,B0',As,As/2,,,,,

单位,(mm),(mm),(mm2),(mm2),,,,,

,82,3372,45829,22915,,,,,

,,,,,,,,,,

表5.3.2,,闸墩受一侧弧门支座推力作用时[As]计算表（右边墩）,,,,,,,

说明,第一根与推力方向夹角,钢筋间夹角,钢筋序号,与弧门推力方向的夹角,余弦值,第i根钢筋截面积,Asi*cosθi,i根钢筋面积,所需根数

符号,θ1,θ,i,θi,,Asi,,,

单位,(°),(°),,(°),,(mm2),(mm2),,

,0.385,0.77,1,0.385,0.999977424,804.3,804.28,,1

,,,2,1.155,0.999796823,804.3,804.14,1608,2

,,,3,1.925,0.999435654,804.3,803.85,2412,3

,,,4,2.695,0.998893982,804.3,803.41,3216,4

,,,5,3.465,0.998171905,804.3,802.83,4019,5

,,,6,4.235,0.997269552,804.3,802.10,4821,6

,,,7,5.005,0.996187089,804.3,801.23,5622,7

,,,8,5.775,0.994924708,804.3,800.22,6422,8

,,,9,6.545,0.99348264,804.3,799.06,7221,9

,,,10,7.315,0.991861143,804.3,797.75,8019,10

,,,11,8.085,0.990060512,804.3,796.31,8815,11

,,,12,8.855,0.98808107,804.3,794.71,9610,12

,,,13,9.625,0.985923177,804.3,792.98,10403,13

,,,14,10.395,0.98358722,804.3,791.10,11194,14

,,,15,11.165,0.981073623,804.3,789.08,11983,15

,,,16,11.935,0.97838284,804.3,786.91,12770,16

,,,17,12.705,0.975515355,804.3,784.61,13555,17

,,,18,13.475,0.972471688,804.3,782.16,14337,18

,,,19,14.245,0.969252387,804.3,779.57,15116,19

,,,20,15.015,0.965858035,804.3,776.84,15893,20

,,,21,15.785,0.962289243,804.3,773.97,16667,21

,,,22,16.555,0.958546658,804.3,770.96,17438,22

,,,23,17.325,0.954630954,804.3,767.81,18206,23

,,,24,18.095,0.95054284,804.3,764.52,18970,24

,,,25,18.865,0.946283052,804.3,761.10,19731,25

,,,26,19.635,0.941852361,804.3,757.53,20489,26

,,,27,20.405,0.937251567,804.3,753.83,21243,27

,,,28,21.175,0.932481501,804.3,749.99,21993,28

,,,29,21.945,0.927543024,804.3,746.02,22739,29

[As]/2,,,30,22.715,0.922437028,804.3,741.92,23481,30

[As],,,,,,,46962,,

,,,,,,,,,,

5.3.3、缝墩及左边墩计算,,,,,,,,,

表5.3.3.1,,闸墩受一侧弧门支座推力作用时As计算表（缝墩及左边墩）,,,,,,,

符号,Ft,γQ,γ0,ψ,F,γd,fy,e0,B

单位,(kN),/,/,/,(kN),/,(N/mm2),(mm),(mm)

,7776,1.20,1.00,0.95,8865,1.25,310,2050,2500

符号,as,B0',As,As/2,,,,,

单位,(mm),(mm),(mm2),(mm2),,,,,

,82,2372,50232,25116,,,,,

,,,,,,,,,,

表5.3.3.2,,闸墩受一侧弧门支座推力作用时[As]计算表（缝墩及左边墩）,,,,,,,

说明,第一根与推力方向夹角,钢筋间夹角,钢筋序号,与弧门推力方向的夹角,余弦值,第i根钢筋截面积,Asi*cosθi,i根钢筋面积,所需根数

符号,θ1,θ,i,θi,,Asi,,,

单位,(°),(°),,(°),,(mm2),(mm2),,

,0.385,0.77,1,0.385,0.999977424,804.3,804.28,,1

,,,2,1.155,0.999796823,804.3,804.14,1608,2

,,,3,1.925,0.999435654,804.3,803.85,2412,3

,,,4,2.695,0.998893982,804.3,803.41,3216,4

,,,5,3.465,0.998171905,804.3,802.83,4019,5

,,,6,4.235,0.997269552,804.3,802.10,4821,6

,,,7,5.005,0.996187089,804.3,801.23,5622,7

,,,8,5.775,0.994924708,804.3,800.22,6422,8

,,,9,6.545,0.99348264,804.3,799.06,7221,9

,,,10,7.315,0.991861143,804.3,797.75,8019,10

,,,11,8.085,0.990060512,804.3,796.31,8815,11

,,,12,8.855,0.98808107,804.3,794.71,9610,12

,,,13,9.625,0.985923177,804.3,792.98,10403,13

,,,14,10.395,0.98358722,804.3,791.10,11194,14

,,,15,11.165,0.981073623,804.3,789.08,11983,15

,,,16,11.935,0.97838284,804.3,786.91,12770,16

,,,17,12.705,0.975515355,804.3,784.61,13555,17

,,,18,13.475,0.972471688,804.3,782.16,14337,18

,,,19,14.245,0.969252387,804.3,779.57,15116,19

,,,20,15.015,0.965858035,804.3,776.84,15893,20

,,,21,15.785,0.962289243,804.3,773.97,16667,21

,,,22,16.555,0.958546658,804.3,770.96,17438,22

,,,23,17.325,0.954630954,804.3,767.81,18206,23

,,,24,18.095,0.95054284,804.3,764.52,18970,24

,,,25,18.865,0.946283052,804.3,761.10,19731,25

,,,26,19.635,0.941852361,804.3,757.53,20489,26

,,,27,20.405,0.937251567,804.3,753.83,21243,27

,,,28,21.175,0.932481501,804.3,749.99,21993,28

,,,28,21.175,0.932481501,804.3,749.99,21993,28

,,,29,21.945,0.927543024,804.3,746.02,22739,29

,,,30,22.715,0.922437028,804.3,741.92,23481,30

,,,31,23.485,0.917164435,804.3,737.68,24218,31

,,,32,24.255,0.911726198,804.3,733.30,24952,32

[As]/2,,,33,25.025,0.906123299,8