循环水泵房沉降计算
计算中点沉降量p0=35.5kN/m2B=L=b=l=l/b=土层号1234合计s=
15.5m19.2m7.75m9.6m1.24
地基未处理前沉降量计算ZiEsi(MPa)2.434.437.839.5334.84.54.8d1.4XH16=1282mm
S=
0.065402
z/baizi*aizi*ai-zi-1*ai-1p0/Esi*(zi*ai-zi-1*ai-1)0.5917050.393970.4808840.1297167.0042962.9166912333.7974875160.96033078714.683452558.73380999
0.3135480.24350.5917050.5716130.22250.9856751.0103230.18731.4665591.2296770.16751.5962751.0m
循环水泵房沉降计算
计算中点沉降量1.2mp0=31.7kN/m2B=16.5mL=20.2mb=8.25ml=10.1ml/b=1.22
地基未处理前沉降量计算土层号ZiEsi(MPa)z/baizi*aizi*ai-zi-1*ai-1p0/Esi*(zi*ai-zi-1*ai-1)11.9330.2339390.2460.474780.474785.0215823.394.80.4109090.23680.8027520.3279722.16803157537.334.50.8884850.1911.400030.5972784.21147354249.034.81.0945450.17351.5667050.1666751.101791198合计d12.5028861250.01154446s=1.4XH16=1282mmS=0.088123循环水泵房沉降计算计算中点沉降量0.6m
p0=B=L=b=l=l/b=
39.1kN/m214.7m18.4m7.35m9.2m1.25
地基未处理前沉降量计算土层号ZiEsi(MPa)z/b12.8330.38503424.834.80.65714338.234.51.11972849.934.81.35102合计ds=
1.4XH16=1282mm
aizi*aizi*ai-zi-1*ai-1p0/Esi*(zi*ai-zi-1*ai-1)0.2370.670710.670717.09387610.21251.0263750.3556652.3510938440.1741.432020.40552.8602479670.1551.539150.107130.70817393813.0133918552.05356739S=0.054419
循环水泵房沉降计算
计算中点沉降量1.5mp0=33.8kN/m2B=15.5mL=20.2m
b=l=l/b=
7.75m10.1m1.3
地基未处理前沉降量计算土层号ZiEsi(MPa)z/b11.9330.24903223.934.80.50709737.334.50.945809.034.81.165161合计ds=
1.4XH16=1282mm
aizi*aizi*ai-zi-1*ai-1p0/Esi*(zi*ai-zi-1*ai-1)0.24750.4776750.4776755.3781428250.23520.9243360.4466613.1430976240.1941.422020.4976843.7356161040.17071.5414210.1194010.84020991213.09706752.38826586S=0.0153
循环水泵房沉降计算
计算中点沉降量3.0mp0=33.8kN/m2B=18.5mL=22.2mb=9.25ml=11.1ml/b=1.2
地基未处理前沉降量计算
土层号ZiEsi(MPa)z/baizi*aizi*ai-zi-1*ai-1p0/Esi*(zi*ai-zi-1*ai-1)10.4330.04860.24980.1074140.1074141.20937422622.434.80.2627030.24680.5997240.492313.432393135.834.50.630270.22481.3105840.710865.33571517.534.80.8140540.20551.5474150.2368311.666550143合计d11.67596346.70385384s=1.4XH16=1282mmS=0.14273342
复用水池沉降计算计算中点沉降量水池底板下垫层0.3mp0=48.8kN/m2
B=L=b=l=l/b=
12.9m垫层每边放出0.4m，边坡按1：116.8m垫层每边放出0.5m，边坡按1：16.45m8.4m1.3
地基垫层下的沉降量计算土层号ZiEsi(MPa)z/baizi*aizi*ai-zi-1*ai-1p0/Esi*(zi*ai-zi-1*ai-1)13.1330.4852710.23670.7408710.74087112.0510076925.134.80.7953490.20951.0747350.33383.39414438.534.51.3224810.1561.330680.2559452.77546758410.24.81.5860470.12981.327854-0.002826-0.028729822合计d18.19103372.76756133Sn=s=
-0<0.025
1.0XH111=72.76756133mm<200mm
复用水池沉降计算
计算中点沉降量水池底板下垫层0.4mp0=46.8kN/m2(G=10575.585KN)
B=L=b=l=l/b=
13.1m垫层每边放出0.4m，边坡按1：117m垫层每边放出0.5m，边坡按1：16.55m8.5m1.3
地基垫层下的沉降量计算土层号ZiEsi(MPa)z/baizi*aizi*ai-zi-1*ai-1p0/Esi*(zi*ai-zi-1*ai-1)13.0330.4625950.23830.7220490.72204911.25770625.034.80.7679390.212631.0695290.34747993.38604684238.434.51.2870230.1581.331940.26241112.727559287410.14.81.5465650.13331.3503290.01830.179193143合计d17.5505059170.20202366Sn=0.01<0.025s=
1.0XH111=70.20202366mm<200mm
复用水池沉降计算计算中点沉降量水池底板下垫层回填原土p0=52.4kN/m2(G=10575.585KN)B=12.3m
L=b=l=l/b=
15.9m6.15m7.95m1.29
地基垫层下的沉降量计算土层号ZiEsi(MPa)z/b13.4330.55772425.434.80.88292738.834.51.435772410.54.81.712195合计dSn=s=
-0<0.0251.0XH162=77.3722mm
ai0.23330.20940.14970.12159zi*aizi*ai-zi-1*ai-1p0/Esi*(zi*ai-zi-1*ai-1)0.8002190.80021913.969956561.1370420.3368233.67507871.3218510.1848092.15082791.280343-0.0415083-0.452879119.3430368477.37214735<200mm
复用水池沉降计算
计算中点沉降量水池底板下将①层土全部换填p0=54.1kN/m2(G=10575.585KN)B=12.3m
L=b=l=l/b=
15.9m6.15m7.95m1.29
地基垫层下的沉降量计算土层号ZiEsi(MPa)z/b13.43100.55772435.434.80.88292748.834.51.4357729.534.81.549593合计dSn=s=
0.06<0.0251.0XH184=22.0953mm
ai0.24490.23560.211910.203zi*aizi*ai-zi-1*ai-1p0/Esi*(zi*ai-zi-1*ai-1)0.8400070.8400074.5423378531.2793080.4393014.9490003281.8711650.59185737.1121518881.934590.06342470.71451888612.775671151.10268441<200mm
复用水池沉降计算
计算中点沉降量水池底板下将①层土全部换填,土体也发生沉降p0=35.1kN/m2(G=10575.585+20XV=18375.585KN)p0=G/B*LB=21.2m(B=12.3+(1+3.43)X2=21.16m)L=24.8m(L=15.9+(1+3.43)X2=24.76m)
b=l=l/b=
10.6mb=B/212.4ml=L/21.17
地基垫层下的沉降量计算土层号ZiEsi(MPa)z/b25.47.1合计4.84.54.8daizi*ai0.49941.326241.71394zi*ai-zi-1*ai-1p0/Esi*(zi*ai-zi-1*ai-1)0.49940.826840.38773.8741256.4438397332.83263312512.9252141151.7008531230.10360.24970.5103970.24560.6710780.2414S=1.0XH184=51.7085mm
复用水池沉降计算
计算中点沉降量水池底板下将①层土全部换填，扣出1.5m土层应力p0=8.07kN/m2(G=10575.585+20XV=18375.501KN)
V=(14.3X17.9+21.16X24.76)/2=3.946m3
(p0=35.071-18X1.5=8.073kN/m2)
B=L=b=l=l/b=
21.2m(B=12.3+(1+3.43)X2=21.16m)24.8m(L=15.9+(1+3.43)X2=24.76m)10.6mb=B/212.4ml=L/21.17
地基垫层下的沉降量计算土层号ZiEsi(MPa)z/baizi*aizi*ai-zi-1*ai-1p0/Esi*(zi*ai-zi-1*ai-1)25.47.1合计4.84.54.8d0.10360.24970.5103970.24560.6710780.24140.49941.326241.713940.49940.826840.38770.8399283751.483350960.6520629382.97534227311.90136909123S=1.0XH224=11.901mm
沉降满足供水要求。
