-污泥濃縮池計算書一、荷載計算 1.結(jié)構(gòu)自重及覆土重 結(jié)構(gòu)自重:1769.35kN 頂板覆土重:0.00kN 底板外挑部分的覆土重（僅考慮底板外邊緣投影和外池壁最外邊緣之間的土重）:403.20kN 2.池內(nèi)水壓水池單元格編號層號最大水深(m)底部水壓(kN/m2)1-7-9-3-1第1層5.3553.50 3.頂板覆土豎向土壓力頂板編號頂板頂標(biāo)高(m)覆土厚度(m)覆土豎向土壓力(kN/m2)1-7-9-3-13.500.000.00 4.池外土側(cè)壓力標(biāo)高(m)池外土側(cè)壓力(kN/m2)-2.0012.00 5.頂板活載頂板編號頂板活載(kN/m2)注1-7-9-3-15.00采用活荷載 6.池外水壓力 頂板:0.00kN/m2 壁板上端:0.00kN/m2 壁板下端:0.00kN/m2 底板:0.00kN/m2 7.堆積荷載引起側(cè)壓力 R=(45-0.5×30.00)×p/180.0=0.52 Ka=tg(R)×tg(R)=tg(0.52)×tg(0.52)=0.33 pd=Ka×qd=0.33×10.00=3.33kN/m2 8.基本組合系數(shù)組合號永久作用可變作用地震作用附加荷載結(jié)構(gòu)自重池內(nèi)水壓力覆土豎向土壓力土側(cè)壓力頂板活載地面堆載池外水壓力溫(濕)度作用x方向y方向z方向附加恒載附加活載11.301.270.000.000.000.000.001.500.000.000.001.300.0021.001.270.000.000.000.000.001.500.000.000.001.000.0031.301.000.000.000.000.000.001.500.000.000.001.300.0041.001.000.000.000.000.000.001.500.000.000.001.000.0051.301.270.000.000.000.000.000.000.000.000.001.300.0061.001.270.000.000.000.000.000.000.000.000.001.000.0071.301.000.000.000.000.000.000.000.000.000.001.300.0081.001.000.000.000.000.000.000.000.000.000.001.000.0091.301.271.271.270.001.351.271.350.000.000.001.301.35101.300.000.001.270.000.001.270.000.000.000.001.301.50 9.標(biāo)準(zhǔn)組合系數(shù)組合號永久作用可變作用地震作用附加荷載結(jié)構(gòu)自重池內(nèi)水壓力覆土豎向土壓力土側(cè)壓力頂板活載地面堆載池外水壓力溫(濕)度作用x方向y方向z方向附加恒載附加活載11.001.000.000.000.000.000.001.000.000.000.001.000.0021.001.000.000.000.000.000.000.000.000.000.001.000.0031.000.000.001.000.000.001.000.000.000.000.001.000.0041.000.000.001.000.001.001.000.000.000.000.001.000.0051.000.000.001.000.000.001.001.000.000.000.001.000.0061.000.000.001.000.000.901.000.900.000.000.001.000.0071.001.001.001.000.000.901.000.900.000.000.001.000.00 10.準(zhǔn)永久值組合系數(shù)組合號永久作用可變作用地震作用附加荷載結(jié)構(gòu)自重池內(nèi)水壓力覆土豎向土壓力土側(cè)壓力頂板活載地面堆載池外水壓力溫(濕)度作用x方向y方向z方向附加恒載附加活載11.001.000.000.000.000.000.001.000.000.000.001.000.0021.001.000.000.000.000.000.000.000.000.000.001.000.0031.000.000.001.000.000.001.000.000.000.000.001.000.0041.000.000.001.000.000.501.000.000.000.000.001.000.0051.000.000.001.000.000.001.001.000.000.000.001.000.0061.000.000.001.000.000.501.001.000.000.000.001.000.0071.001.001.001.000.000.501.001.000.000.000.001.000.00二、地基承載力及沉降計算 fa=120.0kPa 基底控制壓力: pk=(結(jié)構(gòu)自重+覆土重+池內(nèi)水重+附加豎向恒載+附加豎向活載+頂板活載)/底板面積 =(1769.35kN+403.20kN+1926.00kN+0.00kN+0.00kN+217.80kN)/54.76m2 =79kPa<fa=120kPa 滿足要求 水池沉降值:12.2mm三、各板內(nèi)力及配筋計算 注：敞口時沒頂板，頂板和底板的跨中X和Y均指整體坐標(biāo)系下的方向；對于中間壁板不分內(nèi)側(cè)和外側(cè)，取兩側(cè)結(jié)果最大值作為最終配筋方案，按兩側(cè)對稱配置，此時池外側(cè)表格用橫杠表示。 單位：M(kN·m)，N(kN),計算面積(mm2/m),實配面積(mm2/m)位置水池內(nèi)側(cè)水池外側(cè)內(nèi)力基本組合計算面積選配鋼筋實配面積內(nèi)力基本組合計算面積選配鋼筋實配面積MN組合MN組合底板1-7-9-31-7邊-15.792.1680016@25080433.2-38.2980016@2508047-9邊-15.692.5680016@25080433.2-38.0980016@2508049-3邊-15.792.1680016@25080433.2-38.2980016@2508043-1邊-15.692.5680016@25080433.2-38.0980016@250804跨中x方向-36.163.9580016@250804-39.038.6980016@250804跨中y方向-36.263.8580016@250804-39.138.5980016@250804頂板1-4-5-21-4邊-3.4-3.21030010@250314-2.515.0530010@2503144-5邊2.76.1530010@2503142.76.1530010@2503145-2邊2.76.0530010@2503142.76.0530010@2503142-1邊-3.4-3.21030010@250314-2.514.8530010@250314跨中x方向2.26.6530010@2503142.26.6530010@250314跨中y方向2.26.7530010@2503142.26.7530010@250314頂板2-5-6-32-5邊2.76.0530010@2503142.76.0530010@2503145-6邊2.76.1530010@2503142.76.1530010@2503146-3邊-3.4-3.21030010@250314-2.515.0530010@2503143-2邊-3.4-3.21030010@250314-2.514.8530010@250314跨中x方向2.26.6530010@2503142.26.6530010@250314跨中y方向2.26.7530010@2503142.26.7530010@250314頂板4-7-8-54-7邊-3.4-3.21030010@250314-2.515.0530010@2503147-8邊-3.4-3.21030010@250314-2.514.8530010@2503148-5邊2.76.0530010@2503142.76.0530010@2503145-4邊2.76.1530010@2503142.76.1530010@250314跨中x方向2.26.6530010@2503142.26.6530010@250314跨中y方向2.26.7530010@2503142.26.7530010@250314頂板5-8-9-65-8邊2.76.0530010@2503142.76.0530010@2503148-9邊-3.4-3.21030010@250314-2.514.8530010@2503149-6邊-3.4-3.21030010@250314-2.515.0530010@2503146-5邊2.76.1530010@2503142.76.1530010@250314跨中x方向2.26.6530010@2503142.26.6530010@250314跨中y方向2.26.7530010@2503142.26.7530010@250314直壁板3-13邊-58.1103.5589812@120942-53.193.5560014@2506161邊-58.1103.5589712@120942-53.193.5560014@250616上邊9.1-19.51060014@2506169.1-19.51060014@250616下邊-22.3-79.1560014@25061622.9-76.11060014@250616跨中水平20.776.5560014@25061620.879.8560012@180628跨中豎直20.2-47.0560014@25061620.2-47.0560014@250616直壁板1-71邊-58.1103.7589812@120942-53.193.7560014@2506167邊-58.1103.7589712@120942-53.193.7560014@250616上邊9.1-19.51060014@2506169.1-19.51060014@250616下邊-22.4-82.9560014@25061622.9-77.71060014@250616跨中水平-2.27.11060014@25061620.879.7560012@180628跨中豎直20.2-48.8560014@25061620.2-48.8560014@250616直壁板9-39邊-58.1103.7589812@120942-53.193.7560014@2506163邊-58.1103.7589712@120942-53.193.7560014@250616上邊9.1-19.51060014@2506169.1-19.51060014@250616下邊-22.4-82.9560014@25061622.9-77.71060014@250616跨中水平-2.27.11060014@25061620.879.7560012@180628跨中豎直20.2-48.8560014@25061620.2-48.8560014@250616直壁板7-97邊-58.1103.5589812@120942-53.193.5560014@2506169邊-58.1103.5589712@120942-53.193.5560014@250616上邊9.1-19.51060014@2506169.1-19.51060014@250616下邊-22.3-79.1560014@25061622.9-76.11060014@250616跨中水平20.776.5560014@25061620.879.8560012@180628跨中豎直20.2-47.0560014@25061620.2-47.0560014@250616四、裂縫寬度計算位置水池內(nèi)側(cè)水池外側(cè)內(nèi)力準(zhǔn)永久組合值裂縫寬度(mm)內(nèi)力準(zhǔn)永久組合值裂縫寬度(mm)Mq(kN·m/m)Nq(kN/m)組合Mq(kN·m/m)Nq(kN/m)組合底板1-7-9-31-7邊-11.026.120.0825.1-27.570.127-9邊-11.025.920.0825.1-27.470.129-3邊-11.026.120.0825.1-27.570.123-1邊-11.025.920.0825.1-27.470.12跨中x方向-28.050.720.19跨中y方向-28.050.520.19頂板1-4-5-21-4邊1.911.870.094-5邊2.46.070.105-2邊2.46.070.102-1邊1.911.770.09跨中x方向1.77.370.08跨中y方向1.77.370.08頂板2-5-6-32-5邊2.46.070.105-6邊2.46.070.106-3邊1.911.870.093-2邊1.911.770.09跨中x方向1.77.370.08跨中y方向1.77.370.08頂板4-7-8-54-7邊1.911.870.097-8邊1.911.770.098-5邊2.46.070.105-4邊2.46.070.10跨中x方向1.77.370.08跨中y方向1.77.370.08頂板5-8-9