EQ情商-狄青水电站压力钢管分岔管结构设计专题计算书

1、挡水及泄水建筑物 1.1 31.1.1 剖面设计 31.1.2 稳定与应力校核 6.2 231.2.1 溢流坝孔口尺寸的确定 231.2.2 溢流坝堰顶高程的确定 241.2.3 闸门的选择 251.2.4 溢流坝剖面 261.2.5 溢流坝稳定验算 271.2.6 溢流坝的结构 341.2.7 消能与防冲 342水电站厂房 36.1 362.1.1 特征水头的选择 362.1.2 水轮机型号选择 382.1.3 水轮机安装高程 432.2 432.2.1 电机外形尺寸估算 432.2.2 发电机重量估算 452.2.3 水轮机蜗壳及尾水管 452.2.4 调速系统，调速设备选择 462.2.5 水轮机阀门及其附件 482.2.6 起重机设备选择 492.3 492.3.1 长度 492.3.2 宽度 50.3.3 厂房各层高程确定 503引水建筑物 533.1 533.1.1 隧洞洞径 533.1.2 隧洞进口段 533.2 55.2.1 设调压室的条件 553.2.2 压力管道设计 553.2.3 计算托马断面 563.2.4 603.2.5 63.2.6 65专题设计 714.1 71.1.1 壁厚度的计算 714.1.2 体形设计 714.1.3 肋板计算 741、挡水及泄水建筑物凝土非溢流坝剖面设计剖面坝高的确定H 235.5112123.5mm 计底gD

9.812200

1

1.057mv2 22.52 5%02Lmh

10.92mh2—12 查hm

h 0.542mmh1%

h 2.420.542hm2

1%1.312

2123.5h

m

cth

0.49mz L L m m大坝级别1级 hc

0.7mh 2h h

21.310.490.7设 1% z c=位+

235.53.81239.31m设H m 校核 底

126mgD9.81

1

0.64mv2 1520

5%2Lmh

7.30mh2—12 查hm

h 0.328mmh1%

h 2.420.3280.79mhm2

1%2H 0.792 2126h

m

cth

0.27mz L L m m大坝级别1级 非正常情hc

0.5mh 2h设

h hz

20.790.270.52.35m坝顶高程=校核洪位h校

240.35mm。于电站形式为引式，故坝上游侧无有压进口，上游坝坡坡度不受限制，取上游面坡度0，同时用应力条件和稳定条件公式确定坝底的最小宽度。按应力条件确定坝底最小宽度 c 1210H为上游坡度，取

0时可以到：B Hc0c01H——基本剖面坝高，m——坝体材料容重取值23.5KN/m3c0——水容重10KN/m301——扬压力折减系数,1c010mc010H

0.69假定上游库水位与三角形顶点平齐，上游水深=坝高=240.35m，下游无水坝的荷载只考虑上游水平水压力P，坝体自重G及扬压力U荷载设计值：12重力设计值：G128.35m 103m12

12128.35m

1024.711103m

P1.012128.35210103表4—1得1物 K=1.10Kf(WU)P1.1

m

m0.7982.368取2m。12m剖面形态由上可知，稳定条件为限制条件，所以采用上游坝面上部铅直、而下部呈倾斜，这样可利用部分水重来增强坝的稳定性。折坡点起点位置应结合引水、挡水（7为m1:0.15坝底总宽=0.1548101.4108.6m与应力校核:基本组合：（持久状况）（上游为正常蓄位下游0）坝基面：(2)(2)(2)(1)(3)(1)(2)1-1非溢流坝荷载计算简图（坝基面）荷载计算简式：自重：12G 4821G=12128.3523.5212G 113.16231P 10118211 2P1(70118)102 2U 1011816.21U 2U 3P L1

1058-）21080521010++ ）2 2 21 P 02L2 2 21-1编号m①406149.520XX091自重②3619541.11487602③1050455.3556738①压②6962039.327383872676851.0220790345168①扬②力③477946.2994223136297.3362222707448.9227934①压②198.211514911417051： 1.10

1.0(况)

f '1.2R

C '1.2103kPaR (fm

1.3

(C m R

3.0

1.2dS*

1.2

W 1050451.2(4779R1.2 1.2103

121090.02kNR(*)f 'W C 'A

121090.02 108.61155215.4kPaR R R

1.3 S1.11.00满足要求②坝址抗压强度

1.2

W RM R

8NmT 54.3mR

J 108.63106735.3m4R 124

m 2RS(WR

MT RR

2)

121090.02

973762.8

0.792)2615.4R(*)

A J 2R Rf 13500kPac

108.6 106735.3S1.11.02615.42877kPa0满足要求

fcd

135001.8

5000kPaW 13629R

126253.1kNM R79317Nm W

MT

1262531

8361137543 AR

JRR

1086

1067353

737

kPa0R R②短期组合下坝址拉应力验算：（完建期）W 4060R

36194

105045

1453005M 201009R

1487602

556738

2245350

kNm W

MT

1453005 22453503543 AR

JRR

1086 1067353

195

kPa

100R R(1)(1)(1)(1)(2)(1) (3)图12 荷载计算简式：自重：G231

128035G 232水压力：

12

651651481P10 70211 2U 1070611U 10702U 3

210052

10.92P 110

）L1 2 2 21 P 02L2 2 21-2直 平臂 编号 m ① 22659 25.74 5832351② 31394 2.58 80996水2 ① 24500 23.33 571585力① 1050 28.74 30177扬3 ② 5029 6.58 33094力③ 1517 29.74 46841① 198 66.96 132724 压② 149 66.36 9894承能极限状态：强度 1.10

1.0(持久状况)

f '1.3R

C '1.3103R (fm

1.3

(C m R

3.0

1.2dW 22658R

31393

1210505029

1575

448671M 583234980996R

571585

1230177

33094

46840

13271598943

435407NmT 3174mR

J 63483213172m4R 124

m 0792RS(WR

MT RR1

2)(

44867

43540

3174

1

0792)12532R(*)

A JR Rf 13500c

2 6348 213172S)1

1

1253

1378

kPa

fc

13500

50000

1d m

15W 22658R

31393

10505029

157546398M 583234R

8099605715850

30177

33094

46840

1327159894

20842

kNm W

MT 46398 2084293174 R RR 699

kPa0A JR R

6348 213172W 22658R

31393

540525M 583234R

80996

664230

kNm W MT 540525 66423093174 R RR 8751a100A JR R:

6348 213172m3/对应的下游水位132坝基面：

112

20.6m(2)(4)图13 荷载计算简式：自重：G1

72482351 2G 12128352352G3

89

113162351P 101235211 21P 1020622 2P1753 2

1235)7

10P120.616.3104 2U=1020.6108.61U05-22-U=10-3 2P P 10++ ）2 2 21 P 02L2 2 21-3编号m①406149.520XX091自重②3619541.11487602③1050455.3556738①7626141.23141966②压③21226.9146402716451.0365364④167948.982098①扬②力③223720003416846.2192539118857.386761④④625148.93056844①压②86120.51036067119.97983承载能极限状态：①抗滑稳定： 1.10

0.95(短暂状况)

f '1.2R

C '1.2103kPaR (fm

1.3

(C m R

3.0

1.2dS*

1.2W 1050451678.911885R6251.2)105007.4kNR(*)f 'W C 'A

1.2105007.41.2103108.61140369.9kPaR R R

1.3 S1.10.9574162.877500.1kPa0满足要求

R(*)d

140369.91.2

116974.9W RM 3NmRT 54.3mR

J 108.63106735.3m4R 124

m 2RS(WR

MT RR

2)

105007.4

1303541.3

0.792)2647.4R(*)

A JR Rf 13500kPac

2 108.6 106735.3S1.10.952647.42766.5kPa0满足要求

fcd

135001.8

5000kPa（运行期）W 4060R

36194

105045716416789

22371

4167

11885625121094681M 201009R

1487602

556738

3141965

14640

365364820982192538

86760

305683

10359

7982

1186068

m W

MT

1094681

11860688543 AR

JRR

1086

1067353

404

kPa0R R满足要求W 4060R

36194

105045

1453005M 201009R

1487602

556738

2245350

kNm W

MT

1453005 22453503543 AR

JRR

1086 1067353

195

kPa100R R满足要求折坡面：(1)(1)(1)(1)(2)(1) (3)图14 G121G 2

12

12P 75.5221U 100.2575.56112U 102212U 055623P

1 20 2++ 2 ）L11 L1P 02L2 2 2

1-4直 平臂 编m2265925.74583235313942.58809962850125.17717378113328.743254854256.5835694.5169929.74505228672.4662326771.864786①1②水①力①扬②力③①压②①坝址抗压强度 1.10

095(况)

f '1.3R

C '1R

103 (fm

)13

(C m R

3.0

12dW 22658R

31393

121132

5424

16988

441453M 58323498099607173777R

1232548

35694

50522

6231747859)19739964NmT 3174mR

J 63483213172m4R 124

m 0792RS(WR

MT RR1

2)

441453

197399643174

1

0792)16068R(*)

A JR Rf 13500c

2 6348 213172S)1

0951606

16791a

fc

13500

50000满足要求

1d m

15W 22658R

31393

1132

5424

1698

457965M 583234R

809960717377

32548

35694

50522

623174785

173357

m W MT 457965 17335753174 R RR 4633a0A JR R满足要求

6348 213172W 22658R

31393

540525M 583234R

80996

664230

kNm W

MT

54052.5 664230.931.74 AR

JRR

63.48 21317.2

87.51kPa100R R:0m3/对应的下游水位134坝基面：

112

22.8m(3)(2)(1)(3)(2)(1)(3)(1)(4)(2)(1)(1)(2)(3)(4)图15 ）荷载计算简式：自重：12G 724823521G 12128352352G 132 89.4 113.16 23.511P 1012621 21P 1022.822 2P1(78126)103 2P122.818104 2U=1022.8108.61U 05-22-U=10-3 2U4=10×[123.5-22.8-30.8]×16.2×0.5;P P 10++ ）2 2 21 P 02L2 2 21-5编号m①406149.520XX091自重②3619541.11487602③1050455.35567387938042.033339602①水②力③25997.619754734451.0374397205248.399111.6①24761000②418046.21930983压③119207.387013④626948.9306574浪 ①86123.9106574压②67123.68230承载能极限状态：①抗滑稳定： 1.10

0.85(偶然状况)

f '1.2R

C '1.2103kPaR (fm

1.3

(C m R

3.0

1.2dS*

76804.1KNW R6269.4)103093.4kNR(*)f 'W C 'A

1.2103093.41.2103108.61138603.1kPaR R R

1.3 S1.10.8576804.171811.8kPa0满足要求

R(*)d

138603.1115502.61.2W RM R

556738.5333396019753.9374397.199111.6

10657.1

2NmT 54.3mR

J 108.63106735.3m4R 124

m 2RS(WR

MT RR1

2)

1030934

1500504

54

1

0792)27815R(*)

A JR Rf 13500c

2 1086 1067353S)1

0852781

2600

kPa

fc

13500

50000

1d m

15W 4060R

36194710504573442052247608

4179

1191966269

1075671M 201009614876022R

556738

333396019753

374397

991116193097

87013

306573

10657182298

1382681

m W MT 1075671 13826819543 R RR 2871a0A JR R

1086 1067353(1)(1)(1)(2)(1) (3)图16 G121G 2

12

12P10 78221U 10786112U 10782212U 085623P

1 20 2++2）L11 L1P 02L2 2 2

1-6直 平臂 编m2265925.74583235313942.58809963042026790920117028.743362656046.5836876175529.74521948675.9265296775.575033①1②水①力①扬②力③①压②①坝址抗压强度 1.10

085(况)

f '1.3R

C '1R

103 (fm

)13

(C m R

3.0

12dW 22658R

31393

1211705604

1755

438173M 583234R

8099607909201233625

36876

52193

652915033

275719

kNmT 3174mR

J 63483213172m4R 124

m 0792RS(WR

MT RR1

2)

438173

275719

3174

1

0792)17878R(*)

A JR Rf 13500c

2 6348 213172S)1

0851787

1671

kPa

fc

13500

50000满足要求

1d m

15W 22658R

31393

11705604

1755455232M 5832349809960R

79092033625

36876

52193

6529

5033250881Nm W

MT 455232 2508813174 R RR 343

kPa0A JR R满足要求

6348 213172凝土溢流坝口尺寸的确定下泻流量的确定Q0m3/s）Q7000m3/s口尺寸q90m3/sLQq

55.56mm8×2L nb(n1)d2d0 1L度0n——孔数bd度d度1L 512(532276m0q90m3/sQ L 77.78mq m×边2.0mL 712(7322106m0坝堰顶高程的确定Q

2gH320——m；m——0.49~0.5；0.90~0.9；g——H0mQ512

2H320

H 0A130(235.516055m20Q 5000v /s0 A 160550HH

12.2112.2mv200 2g 2gv20=-H

233.3mQ712

2H320

H 0A130(23816380m20Q 7000v 0.427m/s0 A 163800HH

1722mv200 2g 2gv20=-H

225.8m=-+=230-223.3+0.3=7.0m=12m13m×7.0m。工作布置点减少。了避免局部开启1~3m1.5m。剖面前沿：Hmax

H

238.0223.314.7mH (0.75~d

(11.025~13.965)mH ，db

2.44m

R

6.975m1 d 1 db

R

3.70m1 d 1 db

4.20m

R

1.65m1 d 1 dSH ——定型d

Xn

KHn1ydK、n——与上坡度关系数和指数（查k=2n=1.85）即：

0.0532x1.85直线段：直线段采用与基剖样坡度直线段方：y x0.79

11.7371.2.4.4反弧段设计选择挑流消能Q7000m3/s查得22.8m

R26m

301—m

H 2418cos3039.59m1弧与直线切点坝底离：H HRcos'39.59182 1

28.43m超出基本剖面离：LRsin'Rsin300.79H1 218

0.66mL 1h

0.5

HR39.591821.59m1T h0 c0

q22g2h2c0Tm；0h m；c0数 0.95。Q q m3sL T23811221.59104.41m0hc0

1.96mR(8~10)hc0

15.68~19.6m R坝稳定验算:基本组合：（持久状况）（上正常蓄0）230230.00223.30(2)160.00(1)(1)112.005463 54631620 9306(1)(1)(2)(3)17 G231力;

650757P11 2

106

118)1113P1067682：U 100251111

16.2U 12 2

10025111

9306U 13 2

111

0251113101621-7编号m1自重①15292820.83185488静 ①6939639.127126742水压力②676851.3347469①450846.5209743.33扬压②129477.4195937.3力③ 6762 49.2 332869承能极限状态：①抗滑稳定： 1.10

1.0(持久状况)

f '1.2R

C '1.2103kPaR (fm

1.3

(C m R

3.0

1.2dS*69395.6KNW 1.2(4507.7R

12947

130636.5R(*)f 'W C 'A

1.2130636.51.2103109.261164291.5kPaR R R

1.3 S1.11.00满足要求②坝址抗压强度

1.2

W RM 31854882712674347469R

12209743

95937

332868)54024mT 54.63mR

J 109.263108693.2m4R 124

m 02W MT

130636.5 54024.354.63S)( R RR1

2) 1168.5R(*)

A JR Rf 13500c

2 109.26 108693.2S)111

1168

1285.3kPa

fc

13500

50000

1d m

15W 152927R

67684507

129476761

135479.7M 31854882712674347469R

209743

95937

332868181734m W MT 152927.9 181734.154.63 R RR 1331.3kPa0A JR R

109.26 108693.2W 152927.9RM 3185488R

kNmRW MTRRR

15292791817341546313083a100A JR R:

109.26 108693.27000m3/发电流量作为下游水位

112

22.8m238.00223.30238.00223.30(2)160.00(1)(1)112.00(3)(3)5463 54531620 9306(1)(1)(2)(3)(4)1-8溢流坝荷载计算简图荷载计算简式：自重：G1静水压力：P110126)111.31 2P110(78126)2 21P 1022.823 2U=1022.8109.261U =100.2516.22U=100.25(12622.8)93.0613 2U14 2109033.7P4

(cos30cos51.7)P5

sin51.7)1-8编号m1自重①15292820.833185488静①7829939.0930607292水压力③②734451.3137682125997.619754①24911000扬②418046.531944773 压③ 120XX 7.41 88955④626949.23308643动①76121.5916436.54水压力②397242.26167865承能极限状态：①抗滑稳定： 1.10

0.85(偶然状况)

f '1.2R

C '1.2103kPaR (fm

1.3

(C m R

3.0

1.2dS*

W 1.2RN

1.05R(*)f 'W C 'A

1.299263.11.2103109.261135331.5kPaR R R

1.3 S1.10.857490170032.4kPa0

R(*)d

135331.51.2

112776.25kPaW RM R

88954.8

348155.5kNmT 54.63mR

J 109.263108693.2m4R 4

m 02W MT

99263.1 348155.554.63S( R RR

2) 1083.5R(*)

A JR Rf 13500kPac

2 109.26 108693.2S1.10.851083.50

fcd

135001.81.5

5000kPaW 12004.7R

M R

194476.888954.8308642.6m W MT 108934.7 222169.254.3 R RR 890kPa0A JR R

108.6 106735.3与防冲,,138m.估算v cosL c

sin

v2sin22ghhg 1 1 1 2 L（mLV（m/s），速v 1.11 ch深hh hcos；1 1h2g

KN m2。t kq0.5H0.25tr r

t——冲刷坑深度（m），由河床表面算至坑底；rt——深，由算至河床表面rH——上差（m）；K——冲刷坑系数，对于坚硬完成岩石Kr

0.9

1.2；坚硬但完整性较差Kr计算结果:

1.2

1.5；软弱破碎岩石Kr

1.5

。Q 7000v 33.69msc h 106 1.96106c0hh1

h 2

v 37.06s1v L c

v2sin22ghhg 1 1 1 2 33.69cos3037.06sin30 37.0623029.81249.81 141.7mt kq0.5H0.25r r

1.5900.5(238112

0.25

22.822.55m2Hmax

、H 、Hmin rN

选择9.81QHmmQ(m3/s)库H(m)尾N(Kw)190120.0116.00072247.0190140.0116.13784140.1190141.5116.14685030.1H1=71.64mmmQ(m3/s)库H(m)尾N(Kw)190200.0116.473119646.9190300.0116.764178768.3190290.0116.737172874.5190280.0116.700166981.7190285.2116.728170036.4H2=71.08m2-3mQ(m3/s)库H(m)尾N(Kw)23080.0823090.0115.80114.20×0.9783621.023091.5115.81114.19×0.9785007.3H3=110.76m下，两台机组满发（m）库（m）库Q(m3/s)（m）尾H(m)N(Kw)230180.0116.37113.63×0.97166407.3230185.0116.40113.60×0.97170984.6230184.0116.39113.61×0.97170075.3H4=110.20m（m）库（m）库Q(m3/s)（m）尾H(m)N(Kw)235.5180.0+5000124.65110.85×0.97162336.1235.5188.0+5000124.66110.84×0.97169535.7235.5188.6+5000124.66110.84×0.97170076.8H5=107.51m（m）库（m）库Q(m3/s)（m）尾H(m)N(Kw)238200.0+7000126.94110.06×0.97180715.1238190.0+7000126.93110.07×0.97171694.8238188.2+7000126.93110.07×0.97170068.3H6=107.74mH

110.76mHHav

71.08m0.6Hmax

0.4H

min

0.6110.760.4

mH H

94.89mHL200主要参数选择D13-6Q11M

950L/s3/s M

量Q Q 0.95m3/s,η＝91.411 11MNr

Ngrgr

97%87628.9KW（对大中发 96%~98%）gr设计头

Hav

94.89mNrQ1187628.99.81NrQ1187628.99.81321

D3.3m。1n3-4HL200最优转速n 68r/n n110m 110 110mn H11 avn 200.73(rn H11 avD 1HL200 Mmax

,D55

0.46mmax

1(1

)M

1(1

93.7%D5 1MD1D5 1MD1%，=2.0%， = +Q Q

=90.7%+2.0%=92.7%max

M

11 11M m

89.4%

91.4maxMmaxM0.9370.907n11n110M

1 11.64%3.0%Q 1191.4Q Q n =n =68r/miDmn=214.3r/min11 11M

110

110m 1作范围检验rr=87628.9KwQ11max

0.97m3/9.81D9.81D2Hr 1

0.95m3/sHr94.89Q Q D2 m3/Hr94.891H 、H 、H对应max min rHn H

3.3/

r/71.08171.08n

3.3/

r/H94.89H94.89n11r

nDHrHr

3.3/

r/HL200 Q11max

950L/s，n =r/n =r/

11max 11min。

n11r

r/

Q11max

0L/s

m

)Hrm m155.48/900

mD1

Q11M

860L/s3/s率 M

Q Q 0.86m3/s,η＝91.311 11MNr

97%87628.9KWNgrgr（对大中发电 Ngrgrgr设计头

Hav

94.89mNrQ1187628.99.81NrQ1187628.99.81321

D3.8m。1转速n3-4HL180最优况下单位转速n 67r/n n110m 110 110mn H11 av n n H11 av D 1 92%,D Mmax 11

D)5

1M1(1

94.8%max

MD1

3.88%，% = +Q Q

=94.8%+1.8%=96.6%max

M

11 11M m

89.51.891.3M0.948M0.9480.92n11n110M

1 11.51%3.0%Q 11η91.3Q Q n =n =68r/miD3.8mn=187.5r/min11 11M

110

110m 1作范围检验r9rwQ11max

0.733m3/9.81D9.81D2Hr Nr1

0.86m3/s大引用流量：HrQ Q D2 m3/s)Hr1H 、H 、H相对应的单位转速为max min rHmaxn Hmax

3.8/

r/71.08171.08n

3.8/

84.51r/H94.89H94.89n11r

nDHrHr

3.8/

r/在型轮机的模型综合曲线上分别绘

Q11max

733L/s，n =84.51r/11max

和n =r/11min

轮机的工作范围，只包含较少的高效区。

n11r

r/

Q11max

733L/s

m

)Hrm m115.58/900

m2.1.2.3HL200和HL180方案比较2-7方案参数对照表项 目 HL200HL180推荐用范围（m） 90～12590～125模最优单位转速n110 6867型最优单位流量Q（L/S） 800720参110最高效率(%)90.7%92%数气蚀系数包含高效率区的多少0.09多0.078少原工作（m）转轮直径D71.08～110.763.371.08～110.763.8型1转速n(r/min)214.3187.5参额定出力Nr(kw)87628.987628.9数最大引用流量Q(m3/s)100.78103.1吸出高度（m）max－0.57m吸出高度（m）max－0.57m0.57m0Z H0w

b2115.480.570.662115.24m内部结构估算基本尺寸

cos0.9s42pfs42pff

9 424214

D2P214lt

i s

94444.4lt

f2ni D

6106611.632aD D

1.2

693.94cma iD12

D1.20D

1.20

832.02cmD D2.4m2402 13

DD3

611.63cmD4

D

6046060520cm4 5D5DD

D56 7D 411.5cm6

D 346cm7h1n 4r/he 1

lt

1963.52

333.53cmh2nDn

6116.3

l i 1963.5214.30.0150.035e

采用悬式发电机上

h 0.25D

h hhh3h 150 200cm3

4 6 5取180cmh 4h 80 120cm5h 60 90cm6

mm）100cm取80cmh7悬式非载h7

0.12Di

0.1273.4cmh8式 h8

0.15Di

0.15611.6391.75cmh9h 70 9

100cmh10h l(70

90286.35cm10 t th11h (0.7 0.9)11

0.8

1006.55cmh12h 0.46hh 12 1 10估算G Ks

23

94444.423

512.21(t)f 1 ne

9 9 2 f水轮蜗壳及尾水管40m，采用金属蜗壳，对于D=3.3m，头混流轮，采用圆1形焊接或铸造结构蜗壳半径：Q 0Q 0VcmaxiiD=520cmD则：rD

520

260cm

arD

440

b220cma a2 2 b b2 22-8(cm)ar(cm)Rr2(cm)iii a ii a i00260.0260.030°59.7319.7379.475°94.4354.4448.8120°119.4379.4498.8165°140.0400.0540.0210°158.0418.0576.0255°174.1434.1608.2300°188.8448.8637.6345°202.5462.5665.0L4.5D1

4.53.314.85mB2.72D2.723.38.98m5 1D 1.35D3.34.46m4 1h 1.35D1.353.34.46m4 1h 0.675D0.6753.32.23m6 1h1.22D1.223.34.03m5 1h2.60D1

2.603.38.58mL1.82D1

1.823.3备选择AH D1

105

QNr

max

)87628.9(9.8191.4%110.76)

88.237(m3/力器选择adbD0HbD0H1s 1

3.3

435mmn11r

6r/

Q11max

950L/sa0M

33.7mm

D 0M

Z 0MD 1.16D1.163.33.828m z240 1 0S 1.8)a0a 0maxa

DZ0 0

241.58mm0max 0M

D Z0M 01.8

1.80a0max

1.80

435mm V s 2

2Ss

0.4520.138m3。244V/TVs sV/TVs sm

99mm调速调速械柜尺寸基础板尺寸电柜尺寸重量号l1×b1×h1（mm）L×B（mm）M×N×H（mm）（Kg）DT-100700×800×13001200×1500440×800×23601206s

4sVm

4.5m/

择与之相邻而偏的DT-100电气液调速。2-9调速号尺寸图2-1压装置V 20)Vs(2.484 2.76)m3kHYZ-2.5、空气、旁通）D0D 0fDf

4300mm2-10型号型号型号mm）n(mm)H(mm)罐高h(mm)罐外径mm）HYZ-4.029502000445030501300HYZ-2.524001700406028601024 2-2备选择2m主厂房尺寸及布置长度中心距=+2lL=5.40+6.60+3.0=15.0m16.0）l——保护厚1.5m考虑到柱子、发电梯、发电风罩梁相互位关系求米。端段长度副间梯与梁冲突端段17.25米。安装场长度D6.2mD=8.4mDD()D5.2m2mmmmm=l+=6.08+1.00+1.50=8.58m 8.50m=++l+=4.49+1.00+4.00+1.50=10.99m11.00m8.50+11.00=19.50m8.00m厂房各层高程确定Z H

115.480.57

115.24ms w

02 2bZs 0

h115.240.668.59106.32m1 2 2hm）bm）022d Zs 1.0117.98md 2 2 2sd——蜗壳尺寸——蜗壳顶部外包混凝土的厚度33 3 2

（m） m44 44.86m4 355

<校核洪水位126.93m为方便布置公路，采用发电机层和装配场层同高方案，同时装配厂层和进场公路同高，并在尾水平台和公路低于校核洪水部分加设挡水墙。挡水墙高=校核洪水位+0.5m=127.43m66考虑到最大吊运部件的尺寸选择： 138.04m6厂房部7由吊车轨顶高程加上相应得吊车尺寸以及厂房屋顶大梁、安全超高，经适当调整得：=144.74m72-11桥机工作参数表名义名义量t2×150单台小车起重量（t）速度（m/min）跨度（l）高度起重起升运行主钩副钩mm主钩副钩 小车大车2×1502516201613.733.5单台重t23起重机最大轮压总重（t）电动机（型号/KW）(t)起升机构运行总容重（KW）主45.0122小车/7.5×2大车副JZR2-52×2/11×4119×15025LT

KT

F

B

B1

H4400 2000 4400 140 9300 460 4300

极限位置两小 推荐用H1

h3 钩

吊钩吊钩道h h1 1200 920．0 2400 3100 钩 副钩 L1 L2 840 240 11001600平衡吊点极限位置 610mm3构造s下两台机机组最大引Qmax=2×100.78=201.56m3/sQA= v

=201.564

=50.4m24A450.43.14D 4A450.43.14

8.20米口段及渐变段由线地质图可知进口可选式进口,进口顶部椭曲线连接俯视直线型喇叭口内部矩1.1A=55.44m2 渐变段高度与同高h=8.2那么b=1.1A/8.2=6.76b=7.00m渐变段长度~D12m

8.2

2.862123-1进口渐变段尺寸图体形式x2y21a2 b2~D1.1；1 1b ( ~ )D3 2a1.18.2

；1 1b ( ~ 3 2

D(2.73

。于 1m/s拦污栅垂直净面积S栅

QvQ

2 201.6m21拦污栅高=（10+8.2）/sin41=27.74m1栅片厚度30mm宽度50mm栅条间距b1

30330030110mm，计算=0.769拦污栅宽度d

h栅SS

14.4设2（ m

0.7691518.2209.9m2

201.6m2隧洞顶部高程，底部高程用戈登公式估算临界淹没深度ScrScr

0.55

6.3md8.2r；d8.2c——数 c＝~值0.55d——闸门孔高度mv——闸门断面m/s最终Scr=6.3m即隧洞进部高

h 低水位

1906.3183.7m=h S压室件上游调压室

D1906.38.2175.5mLVT w gH0mv0

m/s0mv5m/s ）H——94.89mT<2~4sw

45T

2 w

9.81计75.2Q3H7(275.2Q3H7(2394.89

Q ——最大流量；maxH——岔管处管道直径的确定岔Y型布75.2Q3H5.2100.7837 75.2Q3H5.2100.7837 250m。hfR4

4

lm

n

Q v 3.82m/sA1 c Rn

52.7810.012

12.056

93.92h v2 f c2R

3.822 11000.888m93.9222.05hjhj1

K

1

sin1

1b

2 b 1KK=1.1~1.31——与2.4212——与1.67——条厚或0.03m1——0.6mb——0.11mb——5m1

0.61.22.42 1.67 410.417m1 5 v1

QS

201.68.2)15

0.96m/s1h v20.417 0.962 0.019m1j1 12g

29.81②喇叭口段hj2 0.22v Q2 A

v2

3.51m/s（取减缩段面积）3.512h 2j2 22g

0.2 0.126m29.81③闸门段hj3 0.320.6（2板闸门）33h v20.6 0.377m3j3 32g

29.81④三个渐变段hj4 4

2.86

0.125882 2v /1

v 3.82m/s2h

v2v22 1

0.014mj4 4 2g⑤隧洞转弯处hj5

d3.5

0.5

3.5300.5'0.131

=0.1310.163

0.0765

R

90

150

90

3.5

0.5

8.2

3.525

0.5''

01310163

=01310163

0.0695

R

90

150

90 v

3.822h

'''

0.0760.069

0.108mj5 5 5 2g

29.81h 0.0190.1260.3770.0140.1080.644mjh h hw0 f

0.8880.6441.532m力钢管的水头损失hf0.013①岔管前：Q 201v 6.23m/sA 6422 2 1 c R

1 6.42166

83.23n 6 0.013 2 h v2 f c2R

6.232 6421500524m83.232 4②岔管后：Q 100v 5.64m/sA 4772 2 1 1 c R

4.77166

79.21n 6 0.013 2 h v2 f c2R

5.642 4771000425m79.212 4hj0.1310.163d

3.5

0.5=0.1310.163

6.42

3.545

0.093

1

R

90

59.36

90

h 2

v22

6.232

0.368m j1 12g 2 Y'0.1520.1310.163d

3.5

0.5=0.1313.5300.5

0.079

2

R

90

90v2

v2

5.642h ' 1

2 0.208mj2 22g

22g

22 0.153h j3 3

v20.152g

5.6422

0.243mhwm0

0.5240.4250.3680.2080.2431.768m3.2.3.3断面计算

F LfK gH1

H hmin w3hwm

94.891.53231.768mL——引水隧洞长1100mf——引水道断面面积52.78m2

whv2h

6/82h Qw0h ——压力道通过流量Q的水头损失wm01.0Lf 110052.781.05F 336.06m2K gH1

20.1059.8188.054失位）沿程h：fD R 4 4

lm

n

Q v 3.486m/s11A11c R6n

10.012

12.056

93.92h v2 f c2R

3.4862 11000.739m93.9222.05局部hj①拦污栅处hj1

K

1

2.42

1.67

410.417m1

1b

2 b 1Q

184

5

0.876m/sv2

1 S 8.2)150.7690.8762h 1 0.417 0.016mj1 12g②喇叭口段hj2 0.22

29.81Q v /s2 A 7h

3.21v2 2 0.2 v2 j2 22g

29.81③闸门段hj3 0.320.6（2）3h

3.21v2 3 0.6 v2 j3 32g

29.81④三个渐变段hj4 4 8

0.0258

0.1252 2v/1

v 3.486m/s2 v2v2h j4 4

2 1 0.012m2g2⑤隧洞转弯处hj5

d3.5

0.5

3.5300.5'0.131

=0.1310.163

0.0765

R

90

150

90 d

3.5

0.5=

8.2

3.525

0.5''

0.1310.163

0.1310.163

0.0695

R

90

150

90 v2

3.4862h '

0.0760.069 0.090mj5 5 5 2g

29.81h 0.0160.1050.3150.0120.090.538mjh h hw0 f

0.7390.5381.277m位）失h：fR4

4

lm

n

（最小）Q v 3.566m/sA11c R11n

10.012

12.056

93.92h v2 f c2R

3.5662 11000.774m93.9222.05h：j①拦污栅处hj1

K

1

2.42

1.67

410.417m1

1b

2 b 1

5 v1

QS

188.28.2)150.769

0.896m/s1h v20.4170.89620.017m1j1 12g②喇叭口段hj2 0.22

29.81v Q2 A

188.2v2

3.28m/s（取减缩段面积）3.282h 2j2 22g

0.2 0.110m29.81③闸门段hj3 0.320.6（2）33h v20.6 3.282 0.329m3j3 32g

29.81④三个渐变段hj4 4 8

0.0258

0.1252 2v3.28m/1

v 3.566m/s2v2v2h 2 1 0.012mj4 4 2ghj5

d3.5

0.5

8

3.5300.5'01310163

=01310163

0.0765

R

90

150

90 d

3.5

0.5=

8.2

3.525

0.5''

01310163

01310163

0.0695

R

90

150

90 v2

3.5662h '

0.0760.069 0.094mj5 5 5 2g

29.81h 0.0170.110.3290.0120.0940.562mjh h hw0 f

0.7740.5621.336m低涌波引水道水头损失h：fRD4

8.24

2.05

l1100m

n0.016

Q 285.2/2v 2.7m/sA1 c Rn

52.7810.016

12.056

70.44h v2

2.72 11000.788mf c2

70.4422.05h：jhj1

1.33

K

1

sin1

1b

2 b 1 0.03

0.61.22.420.11 1.67 5 410.417m v1

QS

285.2/28.2)150.769

0.679m/s1h v20.4170.67921j1 12g

29.81②喇叭口段hj2 0.22v Q2 A

/8.27v2

2.48m/s（取减缩段面积）2.482h 2j2 22g

0.2 0.063m29.81③闸门段hj3 0.320.6（2板闸门）33h v20.6 2.482 0.188m3j3 32g

29.81④三个渐变段hj4 4

2.86

0.125882 2v 2.48m/1

v 2.7m/s2h

v2v22 1

0.007mj4 4 2g⑤隧洞转弯处hj5

d3.5

0.5

3.5300.5'0.131

=0.1310.163

0.0765

R

90

150

90 d

3.5

0.5=

8.2

3.525

0.5''

0.1310.163

0.1310.163

0.0695

R

90

150

90 v2

2h '

0.076

0.054mj5 5 5 2g

29.81h 0.010.0630.1880.0070.054j

0.322mh h hw0 f

0.7880.3221.11m单式调压室丢弃全负荷时的最高涌波水位Z 计算：maxX X )X0 hX w0 X Zmaxh

LAv20

2gAhw0L——引水隧洞长1100mh ——引水道通过流量Q时的水头损失w0v——对应于Q时的引水道流速0A——压力水道断面面积1A——调压室断面面积①设计情况：L

h 1.277mw0

v 3.486m/s0A52.78m21

Am2LAv102gAh

3.4862 29.81w0Z Z )

Z 13.79m

maxL

h 1.336mw0

v 3.566m/s0A52.78m21

Am2LAv102gAh

3.5662 29.811.336

w01

Z max)

Z 14.09m

maxZ2X X XX2 2Z X2 283.79Z

13.79X max

0.1650.165Z2 Z2

Z 13.83m 83.81Z

83.79

83.79 2X 0.168m

83.81Z2 Z2

Z 14.08m

23Z 一台机到两台机满发）0.275 m'ZminXZ

1

0.050.9m'1

m'h min w0

0.6210

m'QQw0110052.782.72104.20.275 0.59.81336.06104.20.275 0.5

0

m'Zmin

1

0.05

0.90.51

0.5 1.11

104.2

104.20.62Z 6.13mmin动式调压室S与增加负荷时的最低涌波Z 计算：minX

Zmin1

m

m' 1 '1 h m'1

w0 1 1g AA hLAvg AA hLAv102r p w