CJJ 64-1995 Design specification for urban feces treatment plants (fields)
Some standard content:
Engineering Construction Standard Full-text Information System
Industry Standard of the People's Republic of China
Code for design of urban
night soil treatment works
64—95
Engineering Construction Standard Full-text Information System
Engineering Construction Standard Full-text Information System
Industry Standard of the People's Republic of China
Code for design of urban
night soil treatment works
64—95
Editing unit: Wuhan Urban Construction Institute
Approving department: Ministry of Construction of the People's Republic of China Effective date: November 1, 1995
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Notice on Issuing the Industry Standard "Design Specifications for Urban Excrement Treatment Plants (Sites)" Construction Standard [1995] No. 252
Construction Committees (Construction Departments) of all provinces, autonomous regions, and municipalities directly under the Central Government, Construction Committees of cities with independent planning status, and relevant departments of the State Council:
In accordance with the requirements of the Ministry of Construction's Document No. Jianbiao [1991] 413, the "Design Specifications for Urban Excrement Treatment Plants (Sites)" edited by Wuhan Urban Construction Institute has been reviewed and approved as an industry standard, numbered CJJ64—95, and will be implemented on November 1, 1995. This standard is managed by the Shanghai Municipal Environmental Sanitation Administration, the technical unit responsible for urban environmental sanitation standards of the Ministry of Construction, and its specific interpretation is the responsibility of the Wuhan Urban Construction Institute. This standard is organized and published by the Standard and Quota Research Institute of the Ministry of Construction. Ministry of Construction of the People's Republic of China
May 15, 1995
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General Principles···
Site Selection and Overall Layout
2.1 Site Selection·
2.2 Overall Layout
Feces Purification Process and Structures·
General Provisions·
Purification Process Flow
3.3 Receiving Grit Tank
Storage and Adjustment Tank·
Primary Gravity Concentration Tank||tt ||Anaerobic digestion
Post-treatment
Sludge treatment
Harmless sanitary treatment of feces
General provisions
High-temperature composting method
4.3 Biogas fermentation method·
Appendix A
Appendix B
Sealed storage tank
Three-compartment septic tank
000000000
Reference design data for feces properties··
Explanation of terms used in this specification
Additional instructions·
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1 General Principles
1.0.1 In order to ensure that urban feces treatment can achieve the hygienic purpose of preventing feces pollution, and to enable feces purification treatment plants (fields) and feces harmless sanitation treatment plants (fields) to be reasonably designed according to the specified requirements and ensure quality, this specification is formulated. 1.0.2 This specification is applicable to the design of feces purification treatment plants (fields) and feces harmless sanitation treatment plants (fields) newly built, expanded and renovated in cities. 1.0.3 The design of feces treatment plants (fields) should be based mainly on the approved local urban master plan and environmental sanitation engineering professional plan. According to the planning period, treatment scale, environmental benefits, economic benefits and social benefits, the relationship between short-term and long-term, treatment and utilization, and feces treatment and domestic sewage and domestic garbage treatment should be properly handled. Through demonstration, it can be ensured that it can protect the environment, be safe and applicable, have reliable technology, and be economically reasonable. 1.0.4 The design of feces treatment plants (fields) should actively adopt new technologies, new processes, new materials, and new equipment that have been identified, proven, effective, energy-saving, and land-saving, based on the continuous summary of production practice experience and the absorption of scientific research results, and should actively adopt mechanized and automated equipment.
1.0.5 The feces accepted by feces treatment plants (fields) should be human feces that are transported and transferred by feces suction trucks or other special transportation vehicles. It is strictly forbidden to mix toxic and harmful sludge. 1.0.6 The design properties of feces should be determined based on the results of actual measurements. If there is no local measurement data, it can be adopted according to Appendix A of this specification. 1.0.7 After the feces are treated by the treatment plant (field), the final outlet should be used for agriculture or discharged into the water body. The choice of the final outlet should be determined based on comprehensive consideration of local agricultural utilization customs, seasonal impact of agricultural utilization, sewage discharge standards, water body conditions and other conditions.
3 The type of feces treatment should be determined according to the final destination of the feces, whether it should be harmless sanitation treatment or purification treatment. Feces used in agriculture should be harmless sanitation treatment; feces discharged into water bodies should be purified.
1.0.9 In addition to complying with this specification, the design of feces treatment plants (fields) should also comply with the provisions of the relevant standards currently in force in the country.
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2 Site Selection and Overall Layout of Plant (Site)
2.1 Site Selection
2.1.1 The location of the feces treatment plant (site) should be determined comprehensively based on the following factors: (1) Downstream of the urban water body;
(2) Not threatened by floods
(3) With good drainage conditions, it is convenient for the discharge and utilization of feces, sewage and sludge; (4) With convenient transportation and water and electricity supply conditions; (5) With good engineering geological conditions;
(6) Less demolition, no or little occupation of good farmland, and a certain sanitary protection distance; (7) On the lower side of the dominant wind direction of the city;
(8) With the possibility of expansion.
2.2 Overall Layout
2.2.1 Feces Treatment Plant.
The plant (field) area of the (field) should be determined according to the long-term scale, and arrangements for phased construction should be made.
2.2.2 The overall layout of the feces treatment plant (field) should have a reasonable process flow, tight layout, and convenient construction and maintenance; it should be determined after technical and economic comparison in combination with factors such as the topography, meteorological and geological conditions of the site of the plant (field).
2.2.3 The process flow and vertical design of the feces treatment plant (field) should make full use of the original terrain to ensure smooth drainage, square balance and reduced energy consumption. 2.2.4 The spacing between treatment structures should be compact and reasonable, and should meet the requirements of construction, equipment installation, burial of various pipelines and maintenance. 2.2.5 Ancillary buildings should be arranged in a centralized manner and should be kept at a certain distance from production equipment and treatment structures.
2.2.6 The composition and area of the auxiliary buildings shall be determined according to the scale, process flow and management system of the feces treatment plant (site), and may be implemented in accordance with the current relevant standards.
2.2.7 The group effect of each building and structure in the plant (site) area shall be coordinated with the surrounding environment.
8 Various pipelines in the plant (site) shall be arranged comprehensively to avoid mutual interference. The pipelines for conveying feces, sludge, sewage and biogas shall be short and straight to reduce energy loss and facilitate clearing.
2.2.9 There shall be a place for stacking materials, spare parts, fuel or waste residue and parking in the plant (site).
2.2.10 Measuring devices for feces, sludge and gas and necessary instruments and control devices shall be set up in the plant (site).
2.2.11 Each treatment structure should have an emptying device. 2.2.12 The design of roads in the manure treatment plant (site) should comply with the following provisions: (1) The width of the main carriageway: 3.5m for a single lane and 6m for a double lane, and there should be a return lane;
(2) The turning radius of the carriageway should not be less than 6m; (3) The width of the sidewalk is 1.5~2.0m. 2.2.13 A fence should be built around the plant (site), and its height should not be less than 2m. 2.2.14 The size of the entrances and exits in the plant (site) should meet the requirements of the maximum size equipment in and out and the vehicle traffic flow.
2.2.15 The power supply of the manure treatment plant (site) should be designed according to the secondary load. The power supply of the main equipment that maintains the minimum operating level of the plant (site) must be a secondary load. When it cannot meet the requirements, a backup power supply facility should be set up. The green area of the plant (site) area should not be less than 30% of the total area of the plant (site). 2.2.16
Stool treatment plants (fields) in cold regions should take measures to prevent freezing. 2.2.17
Elevated treatment structures should be equipped with appropriate safety facilities such as railings. Engineering Construction Standards Full-text Information System
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Stool Purification Process and Structures
3.1 General Provisions
3.1.1 When urban feces are discharged into water bodies after treatment, the degree and method of purification treatment should be determined by comprehensive consideration of the following factors through technical and economic comparison: (1) current national and local discharge standards; (2) water body conditions such as dilution and self-purification capacity of the water body at the discharge site, and utilization of upstream and downstream water bodies;
(3) properties and quantity of feces;
(4) designed dilution multiples.
3.1.2 The design processing capacity of the feces purification and treatment structure shall be calculated according to the average daily removal volume in the service area of each phase of the phased construction. The daily removal volume in the planning year shall be determined based on the forecast results.
3.1.3 The number of major purification and treatment structures should not be less than 2, and they should be designed in parallel series.
3.1.4 A water distribution device should be installed between the purification and treatment structures in parallel operation, and switchable connecting pipes should be installed between the purification and treatment structure systems. 3.1.5 Rectification measures should be taken at the entrance and exit of the purification and treatment structure. 3.2 Purification and treatment process flow
3.2.1 The selection of feces purification and treatment process and the composition of the structure should be determined through technical and economic comparison based on the feces properties, design processing capacity and treatment requirements to be achieved.
2. The feces purification process should adopt one of the following processes: 3.2.2
(1) Pretreatment → anaerobic digestion → (supernatant) post-treatment (2) When the moisture content of fresh feces is higher than 99%, it can be: Pretreatment (including gravity concentration)
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(sludge)) Anaerobic digestion →
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Supernatant) Post-treatment
(3) When conditions permit, it can also be used:
Pretreatment → Primary aerobic biological treatment → (supernatant) Post-treatment 3 The pretreatment process should adopt a unit combination of receiving grit chamber, screen, storage and adjustment tank, and initial 3.2.3
gravity concentration tank.
3.2.4 Disinfection and sludge treatment facilities must be set up in the treatment process. When conditions permit, deodorization facilities should be configured.
3.3 Grit Receiving Tank
3.3.1 A feces treatment plant.
(site) must be equipped with a grit receiving tank.
The grit receiving tank should be equipped with two feces receiving ports and one sludge receiving port. The feces receiving port and the sludge receiving port should be water sealed. 3.3.3 The number of feces receiving ports can be calculated according to the maximum hourly feces input amount as follows:
N,=kQate/(60Vat,)）
Wherein, N,—number of feces receiving ports;
Qi—designed feces processing capacity (m/a);
t—feces input time of the feces suction truck (min/truck); V,—capacity of the feces suction truck (m\);
t,—daily feces input time (h/d)
k——maximum input coefficient, which can be taken as 2~4. 3.3.4 The volume of the receiving grit chamber can be calculated according to the following formula: V- (1/60) N,V,tN,
Wherein, V—volume of the receiving grit chamber (m); N,—number of vehicles input per hour (vehicle/h); t——residence time of feces (min), which should be 10~20min. (3.3.2)
3.3.5 The effective depth of the sand hopper should be 1~1.5m; the effective volume of the sand hopper can be calculated as follows:
Vsb=QapTs
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Wherein, Vsb is the effective volume of the sand hopper (m\); p is the sand content of feces (%), which can be calculated as 0.1%~0.2%; T. The sand discharge cycle (d) should not be greater than 7d. 6 Sand pumps and other equipment should be used for sand discharge. Sanitary treatment measures should be taken for the discharged sand. 3.3.6
3.4 Screen
3.4.1 Screens must be set after receiving the sand settling tank. 3.4.2 The design of the screen should meet the following requirements: 3.4.2.1 The width of the gap between the bars of the screen should be 10~40mm; 2 The flow rate of manure passing through the screen should be 0.6~1.0m/s; 3.4.2.2
The inclination angle of the screen should be 45~75.
The amount of impurities intercepted by the screen can be calculated as 1%~2% of the amount of manure processed. 3.4.3
The removal of impurities should be mechanical. Sanitary disposal measures should be taken for the removed impurities.
3.4.4 A workbench must be set on the top of the screen, and there should be safety and flushing facilities on it. 3.4.5 When the screen is installed indoors, ventilation facilities should be set; when it is removed manually, its air inlet must be set under the workbench.
3.5 Purchase and storage regulating tank
A storage regulating tank should be set before the main manure treatment system. The storage and adjustment tank can be rectangular or circular. The capacity of the storage and adjustment tank should not be less than the maximum daily removal volume of feces. 3.5.3
The storage and adjustment tank should be equipped with a metering device and a scum removal device. 3.6 Primary Gravity Thickening Tank
3.6.1 A gravity thickening tank can be set before the main feces treatment system. The gravity thickening tank is suitable for feces with a moisture content greater than 99%.
2 The design of the gravity thickening tank shall comply with the following provisions: 3.6.2
3.6.2.1 The thickening time should be 3~6b.
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The effective water depth should be 4m.
3.6.2.3 The moisture content of the sludge after thickening should be less than 98%. 3.6.2.4 When a scraper is used to discharge mud, the outer edge linear speed should be 1-2 m/min, and the slope of the pool bottom to the mud bucket should not be less than 0.05; when no scraper is installed, the mud bucket can be used for gravity discharge, and the inclination angle of the bucket should be 45-60°3.6.2.5
The solid load should be determined by test or reference to the actual operation data of similar feces.
When an intermittent gravity thickening tank is used, feces water discharge pipes should be installed at different heights of the thickening tank.
3.6.4 The gravity thickening tank should have a device for removing scum. 3.7 Anaerobic digestion tank
1 Anaerobic digestion of feces should adopt two-stage mesophilic digestion. 3.7.1
2 The design of the anaerobic mesophilic digestion tank for feces should comply with the following provisions: 3.7.2
The main design parameters should comply with the provisions of Table 3.7.2. 3.7.2.1
Main design parameters of anaerobic digester
Degree (℃)
Digestion time (d)
Dosing rate (%)
BODs treatment efficiency (%)
First digester
Second digester
No heating
Total digestion time should not be less than 30d. When the BODs treatment efficiency is ensured to be above 3.7.2.2
80%, the total digestion time can be shortened, but the first digestion time should still be greater than 15d. 3.7.2.3For the dosing rate, the lower limit value should be used when the feed BOD5 is high, and the upper limit value should be used when the feed BOD5 is low.
3.7.3 The total effective volume of the anaerobic digester can be calculated according to the following formula: (1) Calculated by digestion time:
Vat=kgQata
(2) Calculated by dosing rate:
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(3.7.3-1)2 The design processing capacity of the feces purification and treatment structure shall be calculated according to the average daily removal volume in the service area of each phase of the phased construction. The daily removal volume in the planning year shall be determined based on the forecast results.
3.1.3 The number of major purification and treatment structures should not be less than 2, and they should be designed in parallel series.
3.1.4 A water distribution device should be installed between the purification and treatment structures in parallel, and switchable connecting pipes should be installed between the purification and treatment structure systems. 3.1.5 Rectification measures should be taken at the entrance and exit of the purification and treatment structure. 3.2 Purification and treatment process flow
3.2.1 The selection of feces purification and treatment process and the composition of the structure should be determined through technical and economic comparison based on the feces properties, design processing capacity and treatment requirements to be achieved.
2. The feces purification process should adopt one of the following processes: 3.2.2
(1) Pretreatment → anaerobic digestion → (supernatant) post-treatment (2) When the moisture content of fresh feces is higher than 99%, it can be: Pretreatment (including gravity concentration)
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(sludge)) Anaerobic digestion →
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Supernatant) Post-treatment
(3) When conditions permit, it can also be used:
Pretreatment → Primary aerobic biological treatment → (supernatant) Post-treatment 3 The pretreatment process should adopt a unit combination of receiving grit chamber, screen, storage and adjustment tank, and initial 3.2.3
gravity concentration tank.
3.2.4 Disinfection and sludge treatment facilities must be set up in the treatment process. When conditions permit, deodorization facilities should be configured.
3.3 Grit Receiving Tank
3.3.1 A feces treatment plant.
(site) must be equipped with a grit receiving tank.
The grit receiving tank should be equipped with two feces receiving ports and one sludge receiving port. The feces receiving port and the sludge receiving port should be water sealed. 3.3.3 The number of feces receiving ports can be calculated according to the maximum hourly feces input amount as follows:
N,=kQate/(60Vat,)）
Wherein, N,—number of feces receiving ports;
Qi—designed feces processing capacity (m/a);
t—feces input time of the feces suction truck (min/truck); V,—capacity of the feces suction truck (m\);
t,—daily feces input time (h/d)
k——maximum input coefficient, which can be taken as 2~4. 3.3.4 The volume of the receiving grit chamber can be calculated according to the following formula: V- (1/60) N,V,tN,
Wherein, V—volume of the receiving grit chamber (m); N,—number of vehicles input per hour (vehicle/h); t——residence time of feces (min), which should be 10~20min. (3.3.2)
3.3.5 The effective depth of the sand hopper should be 1~1.5m; the effective volume of the sand hopper can be calculated as follows:
Vsb=QapTs
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Wherein, Vsb is the effective volume of the sand hopper (m\); p is the sand content of feces (%), which can be calculated as 0.1%~0.2%; T. The sand discharge cycle (d) should not be greater than 7d. 6 Sand pumps and other equipment should be used for sand discharge. Sanitary treatment measures should be taken for the discharged sand. 3.3.6
3.4 Screen
3.4.1 Screens must be set after receiving the sand settling tank. 3.4.2 The design of the screen should meet the following requirements: 3.4.2.1 The width of the gap between the bars of the screen should be 10~40mm; 2 The flow rate of manure passing through the screen should be 0.6~1.0m/s; 3.4.2.2
The inclination angle of the screen should be 45~75.
The amount of impurities intercepted by the screen can be calculated as 1%~2% of the amount of manure processed. 3.4.3
The removal of impurities should be mechanical. Sanitary disposal measures should be taken for the removed impurities.
3.4.4 A workbench must be set on the top of the screen, and there should be safety and flushing facilities on it. 3.4.5 When the screen is installed indoors, ventilation facilities should be set; when it is removed manually, its air inlet must be set under the workbench.
3.5 Purchase and storage regulating tank
A storage regulating tank should be set before the main manure treatment system. The storage and adjustment tank can be rectangular or circular. The capacity of the storage and adjustment tank should not be less than the maximum daily removal volume of feces. 3.5.3
The storage and adjustment tank should be equipped with a metering device and a scum removal device. 3.6 Primary Gravity Thickening Tank
3.6.1 A gravity thickening tank can be set before the main feces treatment system. The gravity thickening tank is suitable for feces with a moisture content greater than 99%.
2 The design of the gravity thickening tank shall comply with the following provisions: 3.6.2
3.6.2.1 The thickening time should be 3~6b.
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The effective water depth should be 4m.
3.6.2.3 The moisture content of the sludge after thickening should be less than 98%. 3.6.2.4 When a scraper is used to discharge mud, the outer edge linear speed should be 1-2 m/min, and the slope of the pool bottom to the mud bucket should not be less than 0.05; when no scraper is installed, the mud bucket can be used for gravity discharge, and the inclination angle of the bucket should be 45-60°3.6.2.5
The solid load should be determined by test or reference to the actual operation data of similar feces.
When an intermittent gravity thickening tank is used, feces water discharge pipes should be installed at different heights of the thickening tank.
3.6.4 The gravity thickening tank should have a device for removing scum. 3.7 Anaerobic digestion tank
1 Anaerobic digestion of feces should adopt two-stage mesophilic digestion. 3.7.1
2 The design of the anaerobic mesophilic digestion tank for feces should comply with the following provisions: 3.7.2
The main design parameters should comply with the provisions of Table 3.7.2. 3.7.2.1
Main design parameters of anaerobic digester
Degree (℃)
Digestion time (d)
Dosing rate (%)
BODs treatment efficiency (%)
First digester
Second digester
No heating
Total digestion time should not be less than 30d. When the BODs treatment efficiency is ensured to be above 3.7.2.2
80%, the total digestion time can be shortened, but the first digestion time should still be greater than 15d. 3.7.2.3For the dosing rate, the lower limit value should be used when the feed BOD5 is high, and the upper limit value should be used when the feed BOD5 is low.
3.7.3 The total effective volume of the anaerobic digester can be calculated according to the following formula: (1) Calculated by digestion time:
Vat=kgQata
(2) Calculated by dosing rate:
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(3.7.3-1)2 The design processing capacity of the feces purification and treatment structure shall be calculated according to the average daily removal volume in the service area of each phase of the phased construction. The daily removal volume in the planning year shall be determined based on the forecast results.
3.1.3 The number of major purification and treatment structures should not be less than 2, and they should be designed in parallel series.
3.1.4 A water distribution device should be installed between the purification and treatment structures in parallel, and switchable connecting pipes should be installed between the purification and treatment structure systems. 3.1.5 Rectification measures should be taken at the entrance and exit of the purification and treatment structure. 3.2 Purification and treatment process flow
3.2.1 The selection of feces purification and treatment process and the composition of the structure should be determined through technical and economic comparison based on the feces properties, design processing capacity and treatment requirements to be achieved.
2. The feces purification process should adopt one of the following processes: 3.2.2
(1) Pretreatment → anaerobic digestion → (supernatant) post-treatment (2) When the moisture content of fresh feces is higher than 99%, it can be: Pretreatment (including gravity concentration)
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(sludge)) Anaerobic digestion →
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Supernatant) Post-treatment
(3) When conditions permit, it can also be used:
Pretreatment → Primary aerobic biological treatment → (supernatant) Post-treatment 3 The pretreatment process should adopt a unit combination of receiving grit chamber, screen, storage and adjustment tank, and initial 3.2.3
gravity concentration tank.
3.2.4 Disinfection and sludge treatment facilities must be set up in the treatment process. When conditions permit, deodorization facilities should be configured.
3.3 Grit Receiving Tank
3.3.1 A feces treatment plant.
(site) must be equipped with a grit receiving tank.
The grit receiving tank should be equipped with two feces receiving ports and one sludge receiving port. The feces receiving port and the sludge receiving port should be water sealed. 3.3.3 The number of feces receiving ports can be calculated according to the maximum hourly feces input amount as follows:
N,=kQate/(60Vat,)）
Wherein, N,—number of feces receiving ports;
Qi—designed feces processing capacity (m/a);
t—feces input time of the feces suction truck (min/truck); V,—capacity of the feces suction truck (m\);
t,—daily feces input time (h/d)
k——maximum input coefficient, which can be taken as 2~4. 3.3.4 The volume of the receiving grit chamber can be calculated according to the following formula: V- (1/60) N,V,tN,
Wherein, V—volume of the receiving grit chamber (m); N,—number of vehicles input per hour (vehicle/h); t——residence time of feces (min), which should be 10~20min. (3.3.2)
3.3.5 The effective depth of the sand hopper should be 1~1.5m; the effective volume of the sand hopper can be calculated as follows:
Vsb=QapTs
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Wherein, Vsb is the effective volume of the sand hopper (m\); p is the sand content of feces (%), which can be calculated as 0.1%~0.2%; T. The sand discharge cycle (d) should not be greater than 7d. 6 Sand pumps and other equipment should be used for sand discharge. Sanitary treatment measures should be taken for the discharged sand. 3.3.6
3.4 Screen
3.4.1 Screens must be set after receiving the sand settling tank. 3.4.2 The design of the screen should meet the following requirements: 3.4.2.1 The width of the gap between the bars of the screen should be 10~40mm; 2 The flow rate of manure passing through the screen should be 0.6~1.0m/s; 3.4.2.2
The inclination angle of the screen should be 45~75.
The amount of impurities intercepted by the screen can be calculated as 1%~2% of the amount of manure processed. 3.4.3
The removal of impurities should be mechanical. Sanitary disposal measures should be taken for the removed impurities.
3.4.4 A workbench must be set on the top of the screen, and there should be safety and flushing facilities on it. 3.4.5 When the screen is installed indoors, ventilation facilities should be set; when it is removed manually, its air inlet must be set under the workbench.
3.5 Purchase and storage regulating tank
A storage regulating tank should be set before the main manure treatment system. The storage and adjustment tank can be rectangular or circular. The capacity of the storage and adjustment tank should not be less than the maximum daily removal volume of feces. 3.5.3
The storage and adjustment tank should be equipped with a metering device and a scum removal device. 3.6 Primary Gravity Thickening Tank
3.6.1 A gravity thickening tank can be set before the main feces treatment system. The gravity thickening tank is suitable for feces with a moisture content greater than 99%.
2 The design of the gravity thickening tank shall comply with the following provisions: 3.6.2
3.6.2.1 The thickening time should be 3~6b.
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The effective water depth should be 4m.
3.6.2.3 The moisture content of the sludge after thickening should be less than 98%. 3.6.2.4 When a scraper is used to discharge mud, the outer edge linear speed should be 1-2 m/min, and the slope of the pool bottom to the mud bucket should not be less than 0.05; when no scraper is installed, the mud bucket can be used for gravity discharge, and the inclination angle of the bucket should be 45-60°3.6.2.5
The solid load should be determined by test or reference to the actual operation data of similar feces.
When an intermittent gravity thickening tank is used, feces water discharge pipes should be installed at different heights of the thickening tank.
3.6.4 The gravity thickening tank should have a device for removing scum. 3.7 Anaerobic digestion tank
1 Anaerobic digestion of feces should adopt two-stage mesophilic digestion. 3.7.1
2 The design of the anaerobic mesophilic digestion tank for feces should comply with the following provisions: 3.7.2
The main design parameters should comply with the provisions of Table 3.7.2. 3.7.2.1
Main design parameters of anaerobic digester
Degree (℃)
Digestion time (d)
Dosing rate (%)
BODs treatment efficiency (%)
First digester
Second digester
No heating
Total digestion time should not be less than 30d. When the BODs treatment efficiency is ensured to be above 3.7.2.2
80%, the total digestion time can be shortened, but the first digestion time should still be greater than 15d. 3.7.2.3For the dosing rate, the lower limit value should be used when the feed BOD5 is high, and the upper limit value should be used when the feed BOD5 is low.
3.7.3 The total effective volume of the anaerobic digester can be calculated according to the following formula: (1) Calculated by digestion time:
Vat=kgQata
(2) Calculated by dosing rate:
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(3.7.3-1)=kQate/(60Vat,)）
wherein N,—number of feces receiving ports;
Qi—designed feces processing capacity (m/a);
t—feces input time of the feces suction truck (min/truck); V,—capacity of the feces suction truck (m\);
t,—daily feces input time (h/d)
k——maximum input coefficient, which can be 2~4. 3.3.4 The volume of the receiving grit chamber can be calculated according to the following formula: V- (1/60) N,V,tN,
wherein V—volume of the receiving grit chamber (m); N,—number of vehicles input per hour (vehicle/h); t——residence time of feces (min), which should be 10~20min. (3.3.2)
3.3.5 The effective depth of the sand hopper should be 1~1.5m; the effective volume of the sand hopper can be calculated as follows:
Vsb=QapTs
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Wherein, Vsb is the effective volume of the sand hopper (m\); p is the sand content of feces (%), which can be calculated as 0.1%~0.2%; T. The sand discharge cycle (d) should not be greater than 7d. 6 Sand pumps and other equipment should be used for sand discharge. Sanitary treatment measures should be taken for the discharged sand. 3.3.6
3.4 Screen
3.4.1 Screens must be set after receiving the sand settling tank. 3.4.2 The design of the screen should meet the following requirements: 3.4.2.1 The width of the gap between the bars of the screen should be 10~40mm; 2 The flow rate of manure passing through the screen should be 0.6~1.0m/s; 3.4.2.2
The inclination angle of the screen should be 45~75.
The amount of impurities intercepted by the screen can be calculated as 1%~2% of the amount of manure processed. 3.4.3
The removal of impurities should be mechanical. Sanitary disposal measures should be taken for the removed impurities.
3.4.4 A workbench must be set on the top of the screen, and there should be safety and flushing facilities on it. 3.4.5 When the screen is installed indoors, ventilation facilities should be set; when it is removed manually, its air inlet must be set under the workbench.
3.5 Purchase and storage regulating tank
A storage regulating tank should be set before the main manure treatment system. The storage and adjustment tank can be rectangular or circular. The capacity of the storage and adjustment tank should not be less than the maximum daily removal volume of feces. 3.5.3
The storage and adjustment tank should be equipped with a metering device and a scum removal device. 3.6 Primary Gravity Thickening Tank
3.6.1 A gravity thickening tank can be set before the main feces treatment system. The gravity thickening tank is suitable for feces with a moisture content greater than 99%.
2 The design of the gravity thickening tank shall comply with the following provisions: 3.6.2
3.6.2.1 The thickening time should be 3~6b.
Engineering Construction Standard Full-text Information System
Engineering Construction Standard Full-text Information System
The effective water depth should be 4m.
3.6.2.3 The moisture content of the sludge after thickening should be less than 98%. 3.6.2.4 When a scraper is used to discharge mud, the outer edge linear speed should be 1-2 m/min, and the slope of the pool bottom to the mud bucket should not be less than 0.05; when no scraper is installed, the mud bucket can be used for gravity discharge, and the inclination angle of the bucket should be 45-60°3.6.2.5
The solid load should be determined by test or reference to the actual operation data of similar feces.
When an intermittent gravity thickening tank is used, feces water discharge pipes should be installed at different heights of the thickening tank.
3.6.4 The gravity thickening tank should have a device for removing scum. 3.7 Anaerobic digestion tank
1 Anaerobic digestion of feces should adopt two-stage mesophilic digestion. 3.7.1
2 The design of the anaerobic mesophilic digestion tank for feces should comply with the following provisions: 3.7.2
The main design parameters should comply with the provisions of Table 3.7.2. 3.7.2.1
Main design parameters of anaerobic digester
Degree (℃)
Digestion time (d)
Dosing rate (%)
BODs treatment efficiency (%)
First digester
Second digester
No heating
Total digestion time should not be less than 30d. When the BODs treatment efficiency is ensured to be above 3.7.2.2
80%, the total digestion time can be shortened, but the first digestion time should still be greater than 15d. 3.7.2.3For the dosing rate, the lower limit value should be used when the feed BOD5 is high, and the upper limit value should be used when the feed BOD5 is low.
3.7.3 The total effective volume of the anaerobic digester can be calculated according to the following formula: (1) Calculated by digestion time:
Vat=kgQata
(2) Calculated by dosing rate:
Engineering Construction Standard Full-text Information System
KAONTKAca-
(3.7.3-1)=kQate/(60Vat,)）
wherein N,—number of feces receiving ports;
Qi—designed feces processing capacity (m/a);
t—feces input time of the feces suction truck (min/truck); V,—capacity of the feces suction truck (m\);
t,—daily feces input time (h/d)
k——maximum input coefficient, which can be 2~4. 3.3.4 The volume of the receiving grit chamber can be calculated according to the following formula: V- (1/60) N,V,tN,
wherein V—volume of the receiving grit chamber (m); N,—number of vehicles input per hour (vehicle/h); t——residence time of feces (min), which should be 10~20min. (3.3.2)
3.3.5 The effective depth of the sand hopper should be 1~1.5m; the effective volume of the sand hopper can be calculated as follows:
Vsb=QapTs
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Engineering Construction Standard Full Text Information System
Wherein, Vsb is the effective volume of the sand hopper (m\); p is the sand content of feces (%), which can be calculated as 0.1%~0.2%; T. The sand discharge cycle (d) should not be greater than 7d. 6 Sand pumps and other equipment should be used for sand discharge. Sanitary treatment measures should be taken for the discharged sand. 3.3.6
3.4 Screen
3.4.1 Screens must be set after receiving the sand settling tank. 3.4.2 The design of the screen should meet the following requirements: 3.4.2.1 The width of the gap between the bars of the screen should be 10~40mm; 2 The flow rate of manure passing through the screen should be 0.6~1.0m/s; 3.4.2.2
The inclination angle of the screen should be 45~75.
The amount of impurities intercepted by the screen can be calculated as 1%~2% of the amount of manure processed. 3.4.3
The removal of impurities should be mechanical. Sanitary disposal measures should be taken for the removed impurities.
3.4.4 A workbench must be set on the top of the screen, and there should be safety and flushing facilities on it. 3.4.5 When the screen is installed indoors, ventilation facilities should be set; when it is removed manually, its air inlet must be set under the workbench.
3.5 Purchase and storage regulating tank
A storage regulating tank should be set before the main manure treatment system. The storage and adjustment tank can be rectangular or circular. The capacity of the storage and adjustment tank should not be less than the maximum daily removal volume of feces. 3.5.3
The storage and adjustment tank should be equipped with a metering device and a scum removal device. 3.6 Primary Gravity Thickening Tank
3.6.1 A gravity thickening tank can be set before the main feces treatment system. The gravity thickening tank is suitable for feces with a moisture content greater than 99%.
2 The design of the gravity thickening tank shall comply with the following provisions: 3.6.2
3.6.2.1 The thickening time should be 3~6b. wwW.bzxz.Net
Engineering Construction Standard Full-text Information System
Engineering Construction Standard Full-text Information System
The effective water depth should be 4m.
3.6.2.3 The moisture content of the sludge after thickening should be less than 98%. 3.6.2.4 When a scraper is used to discharge mud, the outer edge linear speed should be 1-2 m/min, and the slope of the pool bottom to the mud bucket should not be less than 0.05; when no scraper is installed, the mud bucket can be used for gravity discharge, and the inclination angle of the bucket should be 45-60°3.6.2.5
The solid load should be determined by test or reference to the actual operation data of similar feces.
When an intermittent gravity thickening tank is used, feces water discharge pipes should be installed at different heights of the thickening tank.
3.6.4 The gravity thickening tank should have a device for removing scum. 3.7 Anaerobic digestion tank
1 Anaerobic digestion of feces should adopt two-stage mesophilic digestion. 3.7.1
2 The design of the anaerobic mesophilic digestion tank for feces should comply with the following provisions: 3.7.2
The main design parameters should comply with the provisions of Table 3.7.2. 3.7.2.1
Main design parameters of anaerobic digester
Degree (℃)
Digestion time (d)
Dosing rate (%)
BODs treatment efficiency (%)
First digester
Second digester
No heating
Total digestion time should not be less than 30d. When the BODs treatment efficiency is ensured to be above 3.7.2.2
80%, the total digestion time can be shortened, but the first digestion time should still be greater than 15d. 3.7.2.3For the dosing rate, the lower limit value should be used when the feed BOD5 is high, and the upper limit value should be used when the feed BOD5 is low.
3.7.3 The total effective volume of the anaerobic digester can be calculated according to the following formula: (1) Calculated by digestion time:
Vat=kgQata
(2) Calculated by dosing rate:
Engineering Construction Standard Full-text Information System
KAONTKAca-
(3.7.3-1)1
Main design parameters of anaerobic digester
Degree (℃)
Digestion time (d)
Dosing rate (%)
BODs treatment efficiency (%)
First digester
Second digester
No heating
Total digestion time should not be less than 30d. When the BODs treatment efficiency is ensured to be above 3.7.2.2
80%, the total digestion time can be shortened, but the first digestion time should still be greater than 15d. 3.7.2.3For the dosing rate, the lower limit value should be used when the feed BOD5 is high, and the upper limit value should be used when the feed BOD5 is low.
3.7.3 The total effective volume of the anaerobic digester can be calculated according to the following formula: (1) Calculated by digestion time:
Vat=kgQata
(2) Calculated by dosing rate:
Engineering Construction Standard Full-text Information System
KAONTKAca-
(3.7.3-1)1
Main design parameters of anaerobic digester
Degree (℃)
Digestion time (d)
Dosing rate (%)
BODs treatment efficiency (%)
First digester
Second digester
No heating
Total digestion time should not be less than 30d. When the BODs treatment efficiency is ensured to be above 3.7.2.2
80%, the total digestion time can be shortened, but the first digestion time should still be greater than 15d. 3.7.2.3For the dosing rate, the lower limit value should be used when the feed BOD5 is high, and the upper limit value should be used when the feed BOD5 is low.
3.7.3 The total effective volume of the anaerobic digester can be calculated according to the following formula: (1) Calculated by digestion time:
Vat=kgQata
(2) Calculated by dosing rate:
Engineering Construction Standard Full-text Information System
KAONTKAca-
(3.7.3-1)
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