教程案例教案

1500吨钢筋混凝土清水池设计一：设计要求二：水文地质条件3：土壤内摩擦角304：土壤天然容重18KNm3三：统一技术条件3：池顶覆土容重16KNM3重要性系数取1.0。青一道(0.1KN/m2计)10:水泥砂浆容重20KN/m3,钢筋混凝土容重25KN/m3,水容重10KN/m3四：材料及施工条五：荷载计算24.218.20.1225[(0.600.12)0.2518.2525(0.400.12)0.20(24.250.25)525(0.400.12)0.35(24.2217.52100.25100.2)25(240.2

18.224.223.517. 0.0220 0.057池盖i

24.218.20.2025(0.60.2)0.2518.2525(0.400.2)0.20(24.20.255)525

(0.400.2)0.35(24.2217.520.25100.210)25[(17.820.15)(23.820.15)10(0.320.15)2]0.02池底

0.23.8(24.217.8)225[(24.218.2)23.8(23.820.1517.820.15)2(3.8020.0220

(24.218.2)24.60.1

10.152[(23.817.83.8)41.820]2020.152[(23.817.83.8)41.820]0.0220腋托0.323.810250.3(3.820.15)4100.0220柱 16/20] 24.218.20.12.2 18i16994.4六：抗浮计算 =6i3002.022845.633474.7167.42102.304991.48总浮力gV1.010[(1.80.2)14483.561.60总浮 1.4880.88968.971.214562.223.817.881.23100KN/ 八：池盖计池顶活荷载取P=3.5KN/M2顶覆土容重16KN/M3,沥青一道（按0.05KN/m2计）次梁截面高度h=400；截面宽度取b=200mm。主梁的截面高度h=600mm；截面宽度取为b=250mm板的设 0.02200.4KN/ 0.1225K3N 665.11/23.817.81.56KN/ 4991.84/23.817.811.78KN/ 0.5KN/ 16.79KN/ 3.5KN/1.4，于是板的恒荷载设计值：g=16.791.220.15KN活荷载设计值：q=3.51.44.9KN（2）计算跨度g+qm0.0408(gq)l2 21

2 0.06522 m0.0181(gq)l2 2 2 0.03072 m0.0370(gq)l2 21

2 m0.0194(gq)l2 2 2 0.02962 m0.0320(gq)l2 21

2 0.05902 m0.0116(gq)l2 2 2 m0.0298(gq)l2 21

2 m0.0132(gq)l2 2 2 ABCDA区格：l01方向：h01=120-20=100mm，混凝土采用C25，fc=11.9KN/mm2，ft=1.27KN/mm2，fy=210MPab0.614,11.0,1000mm板宽条为计算单元s

fbh2M1 M

0.0566， 1s0.5(112s)1A f

330mm；选用 跨中截面配mABCD221AC:m'0.096522.672.65215.36KN/11BD:m'0.090322.672.65214.37KN/12CD:m'0.057122.672.80210.15KN/2m次梁设板传来的恒荷载：19.753. 59 0.2(0.40.12)251.21.68KN/ 0.02(0.40.12)2201.20.27KN/小计 q2.83.08.40KN/gq61.208.4069.60KN/l01lna/24000100250/2200/nn

3869mm取

l02ln40002503750mmAABCCBA MA M(gq)l2/111/1169.603.87294.76KN MB(gq)l2/111/1169.603.87294.76KNm;M2(gq)l022/161/1669.603.75261.17KNm; (gq)l2/141/1469.603.75269.91KN VBl0.60(gq)ln10.6069.603.87161.61KN;VBr0.55(gq)ln20.5569.603.75143.55KN;Vc0.55(gq)ln20.5569.603.75143.55KN;VA0.45(gq)ln10.4569.603.87正截面受弯承载力计算时,跨内按T型截面计算,翼缘宽度取b'

l/34000/31333mm又b'bs 30001333mm，故取b'1350mm，除支座B截面纵 C25混凝土，11.0fc=11.9KN/mm2箍筋采用HRB235,fyv210KNmm2,a=35mm,h0ha400mm35mm365mm,a=60mmh0ha40060340mm,正截面承载力计算过程列于表中，经判别跨内截面均属于第一类T形截面。1B2C M/f 94 94 6117 69 1 10119135010111011913501011112ASbh01fc/fhwh0h'365120245mm,因hwb2452001.2254f0.25cfcbh00.251.011.9200340202.3KNVmax采用8双肢箍筋，计算支座B左侧截面，由 0.7fbh1.25 Asvh,可以得到 yv 1.25fyvASV筋间距，SVBL0.7

1.2521056.61616100.71.27200

160.1mm，调幅后受剪载力应加强，梁局部范围内将计算的箍筋面积增加20%，现调整箍筋间距弯矩调幅时要求的配箍率下限为：0.3ft0.31.271.81103f

2.571031.81103,满足要求：主梁设 39.75 (0.600.12)0.25(0.60.12)0.02202.0 活荷载：Q=3.512=42KN350mm,l011.025lnb21.02560.220.32)0.3-70.0 K/MG G G1Q 23Q4 QMminMmaxV=K3G+K4K/V1GGG2QQQQ004QQQVmax

弯矩包络 混凝土，11.0f14.3Nmm2f1.43Nmm2 HRB335,fy300Nmm2,箍筋采用HPB235,f

210N/跨内按倒T形截面计算，因hfh01205650.210.1l3632.0m，和bSn4.0m中较小值确定，取b'fB支座边的弯矩设计值M Vb277.55195.630.3248.21KN B 0 1B2SM/f1 3921 387 10111151 9277 1011s0.5(112s)ASM/sfy5As6As122+2As3Ashwh0h'f530120410mmhwb4102501.6440.25cfcbh00.251.014.3250530473.7KNVmax

3，取V1.75fbh1.0 Asvh1.75采用10@120

1t yv 2505651.0300174565VA225.01KNVcs,VBl381.12Vcs,VBr308.67KNVcs由此可知两个支座都无需

0.00450.24

柱的设计计0.323.8251.210.150.151.2252

(0.60.12)0.256.0251.2(0.60.12)6.00.022020.256.00.02201.20.2(0.40.14)251.242

0.02(0.40.12)2201.243200.02460.05241.32446116

3.564l00.70H0.73.8l02.66 1.1770.012lb

1.1770.0128.87取N0.9(fAf'A')y yy

14.

2 f'300N/代入得:Nu0.9fcA1158.3Nu635.59KN,故柱内的受力钢筋按结构要求进行配筋s则AsA0.6%540mm2，选用414，A s清水池长向池壁的设在实际的清水池设计的过程中,根据长面池壁的受力特点,可以分为三种情况试水阶段,运行阶段,检修阶段,其中试水阶段和检修阶段是池壁受力不利的情况,也是本设计的两种设计工况:分的面积只包括顶板,主梁,次梁,4个部分.顶板 0.0220431.2主梁 (0.60.12)0.25251851.2]12/(2418)次梁 [(0.40.12)0.20252451.2]12/(2418)小计 N63.564ACB

M1ql21383.8218.29KN NAeMA18.29

e01.095.75 弯矩设计值M18.29KN

fbh1c

112112Abhf/f0.0515100017511.9/300356MM 01 选取10@20 A390MMs

1ql2

1383.8211.43KN NcN2池体重+池壁与顶板形成的腋15.891253.81.00.21 425e11.43 e00.432.1 M11.43KN 则

f 1.011.9100017521 13121312Asbh0a1fc/f221.5MM

选取8@20 As252MM

MB

ql2

NBN+池体重+池壁与顶板形成的腋15.89253.81.00.210.1522e27.44

25e00.723.8 M M

1c11Asbh01fc/fy0.0784100017511.9/300为保证裂缝宽度符合要求，选用16@250 As=804mm在检修阶段,池盖顶部及池壁周围均有覆土,且已有粉刷层,但池内没有水,因此,受到池外部的土压力,而不受池内部的水压力,同时,顶板传来的轴向压力还应考虑覆土合活荷载.池盖覆土1.03.03002.02 1.03 13.531.4小计 q2Aq2A Hql

ql++ P r(hh)]tg2(450t 2其中

t2t

PG1Grt:天然土容重18KN/m

P=3.5KN/mmt t2

[3.

7P[Pr(hhH

_)

'rtH

2(450H H_rntP:t1

r'：土壤浮重=天然土容重-trn:10KN/M

Pt1(3.518381.8)tg230010 (2.05414.4)11841.97KN/3ql ql M 7.173.82 34.83.827.82 25.38KN NAeMA25.380NA 0e00.367

ea0.12(0.3h0e0)故取ea eie0eae01 ) (l0140ei

1 代入数值得e所以由 0.420.3h0 ei令NA MNu由Nefbx(hx)f'A' u 1 y 61.831033971.011.91000x(175x)300393(1752x2 解得 x3.3mm N(eha' 62.74103(1.06419200A y(h0a 300(175 选用 As=509mmql ql 6.53.82 34.83.8214.38KN NN+1池体自重+池壁与顶板形成的腋托重+池壁内外粉刷层 62.741253.81.00.210.1521.0 1.03.80.02220110.11.03.8 0eMc14.380 故取ea

e00.201.0 ea0.12(0.3h0e0)eie0eae01 ) (l0140ei 代入数值得

1 所以由ei0.220.3h0 ss令Nb MNuxxNefbx(h)fAu 1 y 61.831032001.011.91000x(175x)300250(1752x2350x512.3解得 x1.42mm N(eha' 73.25103(1.11200200A y(h0a 300(175 s选用8@ As

ql ql 6.53.82