Operation and Maintenance of Integrated Precast Pumping Station

6.0. 1 After the pump is overhauled, its flow should not be less than 90% of the design flow; The unit efficiency should not be lower than 90% of the original unit efficiency. The intact rate of pumping station units should reach more than 90%; The operation rate of rainwater pumping station units in flood season should reach above 98%.

6.0.2 Mechanical and electrical equipment and pipe fittings shall be derusted and painted once every two years.

6.0.3 The pumping station and ancillary facilities shall be cleaned and maintained frequently, and shall be repaired immediately if damaged. It should be refreshed every three years.

6.0.4 When entering the pump station shaft for maintenance, there should be safety protection measures. Anti-virus appliances must be checked before use and can only be used after they are qualified.

6.0.5 According to the inspection results of the pumping station, the shaft of the pumping station shall be cleaned and dredged regularly.

6.0.6 Drainage pumping station shall have complete operation and maintenance records.

6.0.7 The safety requirements for pipeline maintenance and inspection shall conform to the current industry standard "Technical Specification for Safety of Drainage Pipeline Maintenance" CJJ6. A.0. 1 The allowable value of uneven coefficient of compressive stress at the bottom of pump station foundation can be adopted according to Table A.0. 1:

Table A.0. 1 Allowable value of uneven coefficient of foundation soil load combination Basic combination Special combination Soft 1.5 2.0 Real 2.0 Real 2.5 Real 2.5 3.0 Note: (1) For important large pumping stations, the allowable value of uneven coefficient can be appropriately reduced according to the listed values.

(2) For medium-sized pumping stations with good foundation conditions and simple pump house structure, the allowable value of non-uniformity coefficient can be appropriately increased according to the listed values, but the added value should not exceed 0.5.

(3) In case of earthquake, the allowable value of non-uniformity coefficient can be appropriately increased according to the values listed in the special combination column in the table.

A.0.2 The value of the friction coefficient f between the bottom surface of the pump station foundation and the foundation can be adopted according to Table A.0.2:

Table A.0.2 Friction coefficient F value Foundation type F value clay is weak 0.20 ~ 0.25 medium hard 0.20 ~ 0.25 hard 0.35 ~ 0.45 loam, silty loam 0.25 ~ 0.40 sandy loam, silty loam 0.35 ~ 0.40 fine sand, extremely fine sand 0.40 ~ 0.45 medium sand and coarse sand 0.45 ~ 0. Pebble 0.50 ~ 0.55 Gravel soil 0.40 ~ 0.50 Soft rock 0.40 ~ 0.60 Hard rock 0.60 ~ 0.70A.0.3 The friction angle φ 0 and cohesion C0 between the foundation bottom surface of the pumping station and the foundation can be adopted according to Table A.0.3:

Table A.0.3 Friction Angle φ 0 and Cohesion C0 value The shear strength index of foundation species adopts cohesive soil φ 0 (0) 0.9 φ C0 (kPa) 0.2c ~ 0.3c Sandy soil φ 0 (0) 0.85 φ ~ 0.9 φ C0 (kPa) 0 Note: (1) φ in the table is the friction angle value of indoor saturated consolidation quick shear test (.

(2) When φ 0 value and C0 value are used in this table, for cohesive soil foundation, the conversion comprehensive friction coefficient F0 = (TG φ 0 σ g+C0A)/σ g ≤ 0.45 should be controlled; For sandy soil foundation, the tangent value of friction angle TG φ 0 should be controlled to ≤ 0.50. B. 1 allowable bearing capacity of pumping station foundation

B. 1. 1 Only under the vertical symmetrical load, the plastic development zone can be calculated according to the following formula:

[r 1/4]= NBR bb+NDR DD+NcC(b . 1. 1)

Where: [r 1/4]- allowable foundation bearing capacity (kPa) when the development depth of plastic deformation zone is limited to 1/4 of the pump house foundation width;

B—— width of pump station foundation bottom (m);

D—— Buried depth of pump station foundation (m);

C—— cohesion of foundation soil (kPa);

RB—— the gravity density (kN/m) of the soil below the foundation of the pumping station, and the effective gravity density is below the groundwater level;

RD—— weighted uniform gravity density (kN/m) of soil above the bottom surface of pumping station foundation, and effective gravity density is taken below the groundwater level;

NB, ND, NC-bearing capacity coefficient, please refer to table B. 1. 1.

Table B. 1. 1 bearing capacity coefficient φ () nb nd NC φ () nb nd NC 00.001.003.1460.1. kloc-0/2 0.23 1.94 4 4.42 1.0 1. 1.06 3 7 0. 12 4.37 6.90 34 1.55 7.22 9.22 1 9 0.47 2.89 5.48 27 0.9 1 4.64 7. 14 35 1.68 7.7 1 9.58 20 0.5 1 3.06 5.66 28 0.98 4.93 7.40 36 1.8 / kloc-0/ 8.24 9.97 26 5438+0 0.56 3.24 5.84 29 1.06 5.25 7.67 37 1.95 8.8 1 10.37 22 0.6 1 3.44 6.04 30 1 . 15 5.59 7.95 38 2. 1 1 9.44 10.80 23 0.66 3.65 6.24 3 1 1.24 5.95 8.24 39 2.28 10. 1 / kloc-0/ 165438+ 0.25 24 0.72 3.87 6.45 32 1.34 6.34 8.55 40 2.46 10.85 1 1.73 25 0.78 4. 1 1 6.67 331.44 6.7 68.88b.1.2 Under the combined action of vertical load and horizontal load, it can be calculated as follows:

[Rh]= 1/K(0.5 rbnrsrir+qNqSqdqiq+cncsdcic)(b . 1.2)

Where: [RH]- allowable bearing capacity of foundation (kPa);

K-safety factor. For the shear strength index of consolidation rapid shear test, the value of k can be 2.0 ~ 3.0. (For important large pumping stations or pumping stations on soft soil foundation, the value of K can be larger; For medium-sized pumping stations, the k value may be greater than the k value; For medium-sized pumping stations or pumping stations on hard ground, the k value can be smaller);

Q—— Effective lateral load above the bottom of pump station foundation (kPa);

Nr, Nq, NC- bearing capacity coefficient, please refer to table B. 1.2- 1.

B. 1.2- 1 bearing capacity coefficient table φ () nrnqncφ () nrnqncφ1.005.1460.141. 20.76 2.97 9.29 20.01.143 48.9261.36 24 6.909.6119.33 32 24.9523.18.

For strip foundation, Sr = sq = SC =1;

L—— the length of the bottom surface of the pump station foundation (m);

Dq, DC- depth coefficient, dq = DC ∽1+0.35b/l;

Ir, iq, IC- tilt coefficient, please refer to table B.1.2-2; When the load tilt rate tgδ=0, IR = IQ = IC =1;

δ —— load inclination angle ().

Table B. 1.2-2 inclination coefficient TG δ 0.1.20.30.4i φ () iriq IC iriq IC iriq IC 60.640.800.5380.71.840.6910.720.850. 2 0.73 0.85 0.78 0.4465 0.28 0.53 0.47 0. 13 0.37 0.29 26 0.70 0.84 0.82 0.46 0.68 0.65 0.28 0.53 0.48 0. 1 5 0.38 0.32 28 0.69 0.83 0.82 0 .45 0.67 0.65 0.27 0.52 0.49 0. 15 0.39 0.34 30 0.69 0.83 0.82 0.44 0.67 0.65 0.27 0.52 0.49 0. 1 5 0.39 0.35 32 0.68 0.82 0.8 1 0.43 0.66 0.64 0.26 0.5 1 0.49 0. 15 0.39 0.36 34 0.67 0.82 0.8 1 0.42 0.65 0.64 0.25 0.50 0.49 0.6 5438+04 0.38 0.36 36 0.66 0.8 1 0.8 1 0.4 1 0.64 0.63 0.25 0.50 0.48 0. 1 40.37 0.36 38 0.65 0.800.800.400.63 0.62 0.249 0.47 0.130.37 0.35 40 0.64 0.800 0.790.39 0.620.230.48 0.470.130.360.

CK = {[(δy-δx)/2+τxy]-(δy+δx)/2 * sinφ}/cosφ(b . 1.3)

Where: CK-the minimum adhesion force (kPa) required to meet the limit equilibrium condition;

φ —— friction angle of foundation soil ();

Δ y, Δ x, τxy—— Calculate the vertical stress, horizontal stress and shear stress (kPa) of the point, which can simplify the load above the bottom of the pump station foundation into vertical uniform distribution, vertical triangular distribution, horizontal uniform distribution and vertical semi-infinite uniform distribution. According to the ratio of the coordinates of the calculation point to the width of the bottom of the pump station foundation, the stress coefficient can be calculated and calculated respectively. The stress coefficient can be found according to the schedule of SL265 in the current national standard "Code for Design of Sluices".

When the minimum cohesion calculated by formula (B. 1.3) is less than the cohesion of the checking point, the point is in a stable state; When the calculated minimum cohesion value is the cohesion value of the accounting point, the point is in a state of limit equilibrium; When the calculated minimum cohesion value is greater than the cohesion value of the inspection point, the point is in a state of plastic deformation. After multi-point accounting, the points in the limit equilibrium state can be connected to draw the plastic development area of the foundation soil of the pump house.

The maximum allowable plastic development depth of the pump station foundation can be controlled according to that the plastic deformation development depth on the sagging line of the foundation edge at the intake side of the pump station does not exceed the width of the foundation bottom surface 1/4. When the above control conditions are not met, the magnitude or distribution of the acting load above the bottom surface of the pump station foundation can be reduced or adjusted.