Cabinet of Ministers Regulations No. 327 in 2015 (30 June. No 30-45), the provisions of the Latvian et seq of the LBN 223-15 "sewer construction" Issued in accordance with article 5 of the law on construction of the first subparagraph of paragraph 3 1. Latvian et seq of the LBN approved 223-15 "building sewer" (hereinafter referred to as the Latvian et seq of the LBN 223-15). 2. The Ministry of economy in cooperation with the relevant technical standards Committee recommends that national bodies for standardisation in relation to these provisions, the reliance and designing standard applicable list. 3. National standardisation body shall publish the www.lvs.lv tīmekļvietn their national list of the standards that apply to the Latvian et seq of the LBN 223-15. 4. the Projects that developed within or submitted to būvvald to this harmonization provisions for the entry into force of the corresponding period in the normative requirements need not be processed according to the Latvian et seq LBN-Prime Minister 15.223 is the Rapidity of the Newsletters instead of Minister of Economics, Minister of health of the Ministry of economy Guntis Belēvič submitted version of the approved by the Cabinet of Ministers of 30 June 2015 by Regulation No 327 Latvian et seq of the LBN 223-15 "building sewer" 1. General instructions 1 et seq requirements determines the drainage structures (excluding temporary sewage inženiertīkl and building internal sewerage) design. 2. Sewer construction project in accordance with this et seq, and other regulations, pollutant emissions and construction area. 3. Sewer structures, including sewerage, external inženiertīkl as a whole (hereinafter referred to as the sewage system) design standards, which apply in the list on the internet site www.lvs.lv is published by the national standardization body. 4. Designing the drainage system of the object, take into account the requirements of the laws of the territory planning, municipal planning and binding rules, as well as the existing drainage structure of technical, economic and hygienic assessment and evaluating the usefulness of making already (regardless of nationality), for use and intensification of activity options, taking the individual House, separate placement of building or set of buildings, sewage. Construction intentions in drafting the dossier consistent with water supply construction intentions documentation. 5. before release into watercourses or bodies provide all sewage treatment, to ensure compliance with the laws and regulations on the emission of pollutants in water and the conditions of the permit issued in accordance with the laws and regulations on polluting activities application and authorization procedures. 6. Rain sewer system must provide not less than 70% of the most polluted run-off treatment of annual volume of residential areas and pollution in terms of similar industrial districts. If the industrial plant area is contaminated with toxic substances, or substantial organic material, to cleanse the entire surface runoff. 7. documentation of the construction plans of the main decisions taken by technical solutions and construction sequence, comparing possible matches. Technical-economic calculations carried out those options, the advantages and disadvantages of which cannot be determined without calculation. 8. the intention of the construction that should the sewage collection and treatment works in construction procedure of regulatory legislation, the main technical solutions, construction and water management system of choice, comparing alternative arguments solutions technical-economic justification. 9. Pipelines, fittings, equipment and materials must comply with the applicable standard, et seq, and technical requirements. The regulated sphere materials evaluated in accordance with the laws and regulations on conformity assessment. If not drain system or individual elements of the outage, measures should be adopted which ensure continuous operation. 10. Sewer constructions protection zone defined according to the laws established in the area. 2. Drain system and the scheme 2.1. Settlements sewage system and schemes 11. Settlements following the sewer drainage systems: 11.1. šķirtsistēm-sewage system, the wastewater and stormwater discharges through two separate pipelines; 11.2. the partial šķirtsistēm-sewer system in which wastewater is discharged in the pipeline, but the individual rainwater directed without a centralized piping system; 11.3. partially distributed system, sewage system, corresponding to the šķirsistēm with the addition that the waste water is discharged in the pipeline novadoš the first most polluted, rain water; 11.4. kopsistēm (usable only in certain favourable conditions, if possible to the rain at the pārgāz water or water bodies)-sewage system for wastewater and stormwater discharges through one pipeline; 11.5. the combined (mixed) system – a combination of the above drainage system, which, if one of the residential areas in parts of an existing kopsistēm, but its development is designed šķirsistēm or partial škirsistēm. 12. the sewage system is chosen, taking into account the planned location for the emission of pollutants in water, local conditions, off-road terrain, environmental research results and other circumstances. 13. Decentralised or centralised sewerage systems or sewer systems that are common to several residences, the individual building sets and production areas, according to the local government approved the agglomeration. 14. Accommodation and production sites of the joint projects of centralised sewerage systems. Waste water production combined with municipal waste water, noting that 17 et seq the conditions referred to in paragraph 1. 15. the decentralized sewerage scheme, based on the economic calculations, and taking into account the requirements of environmental protection institutions, may be to design if you need kanalizē the building sets or individual buildings. 2.2. Production Company sewage system and scheme 16. Production Company drains are usually designed in šķirtsistēm. 17. the production sewage enters the central sewage system, according to regulations on the emission of pollutants in the water. 2.3. Settlements and production company run-off collection and purification 18. Using the šķirtsistēm drainage system, surface run-off from the locality areas should be treated in the local or district surface water run-off sewage treatment projects. Surface, municipal and industrial sewage treatment construction will total allowed if it is a technical and economic justification. Run-off in this case it is recommended to accumulate and enter the krājtvertn drainage system in the locality of minimum waste during the rush. 19. Using partially separate sewers, surface run-off, municipal and industrial waste water purification joint wastewater treatment structures. 20. production company run-off local waste water treatment facilities in the territory of the deployed. 3. calculation of quantity of waste water and sewage of the external inženiertīkl hydraulic calculation 3.1 the quantity of Effluent dispersion coefficients and calculates the flow rate 21. Designing settlements drain external inženiertīkl, Uptown municipal wastewater a day determined by the average quantity equal to the consumption of water per day in accordance with the laws and regulations on water supply design of structures, less consumption of water and lawn watering, which assesses the technical-economic justification. 22. the quantity of waste water from individual residential and public buildings, if necessary to take into account the supply of concentrated, determined in accordance with the laws and regulations on building internal tap and drainage design. 23. average production waste water quantity calculation day, as well as the pietec of unevenness coefficient shall be determined on the basis of technological data. 24. The populated places without sewage, sewage of external inženiertīkl quantity is determined depending on the degree of labiekārtotīb of the building, but not less than 25 litres per inhabitant per day. 25. the average locality calculates the quantity of waste water a day is this 21 et seq., 22, 23 and 24 of the quantities determined in amount. The quantity of waste waters from citizens operating production companies, as well as the quantities of waste water listed may take an additional five percent of total average locality of quantity of waste water a day. 26. the maximum and minimum quantity calculation of waste water a day would be like the average sum of the quantity of waste water a day, according to this paragraph 25 et seq, multiplied by the total dispersion coefficient for this annex table 1 et seq. 27. Industrial production waste water flow rate is determined by calculating the maximum flow to the hour. 28. Domestic production wastewater by gravity and the wires, as well as spiedvad should be checked for total maximum quantity of sewage flow rate calculation, which is based on the 26 and 27 et seq., and surface and groundwater supply that additional rain and snow melt during organized into the sewer in the outer inženiertīkl through the slits in the lid of the well and groundwater infiltration. Additional supply to qad (litres per second) (l/s) shall be determined on the basis of special studies or analogue structure to operational data, but if any are missing, using the following formula:, where: (1) L-wastewater, including sludge and discharge piping overflows (pipeline) to calculate the overall length of the construction (km); MD – the maximum 24-hour rainfall (mm), as determined by meteorological services data. Any cross section of the wires and channels draining check the calculation flow rate must be increased, if the stuffing is 0.95.3.2. calculation of quantity Overflows 29. calculation of quantity Overflows qr (l/s) is defined by the maximum intensity method by using the following formula: (2) where: Zmid – the average runoff basin surface characteristic coefficient determined by et seq of this annex tables 7 and 8; (A) – the parameter that determines the corresponding to this paragraph 30 et seq; n-parameter determined by this annex table 2 et seq; F – the calculation of area draining (ha), determined according to paragraph 33 of this et seq; TR-rain duration calculation, which is equal to the surface water flow time (in minutes) to the Earth's surface and the pipelines to be calculated for the period, determined in accordance with this paragraph 30 et seq. Rain drain external hydraulic inženiertīkl for the calculation of flow rate calculation overflows qcal (l/s) is determined using the following formula: (3) where: ß-factor that takes into account the inženiertīkl of free volume when inženiertīkl encounters a pressure mode, and which is determined by this annex table 9 et seq. If the flow overflows the calculated time is less than 10 minutes, 2. the formula used in the correction factor: 0.8 – if tr = 5 minutes and if tr = 0.9-7 minutes. From the territory of the sewage system in the novadām rain water calculated quantity (Wgad) can be determined using the following formula: a = 10 x Wgad Hgad F x x 0.7 x, Ψ (4) to Wgad-rain water quantity (m3); Ψ-drain factor that corresponds to the type of surface according to this annex, table 18 et seq; Hgad-layer of precipitation at a given location (mm) according to the table in annex 19 et seq.; F-fixed cover type area of the total drainage area (ha); 0.7-gutter papildkoeficient, taking into account the snow cleaning and removal, as well as the partial other losses when calculating the total annual volume. This papildkoeficient is applied in this annex 18 et seq. tables 1-8 above screed. 30. the parameters A and n are determined by each location, set the pašpierakstoš rain gauge lifelong record processing results. If the parameter data is determined using the following formula: (5) where: q20-rain intensity (l/s ha) in a given area, if the rain duration is 20 minutes, to be adopted after this annex table 2 et seq; n, the exponent should be adopted after this annex table 2 et seq; P-disposable rain intensity over the period of calculation, must be adopted after this point 31 et seq; γ-exponent should be adopted after this annex table 2 et seq. 31. the disposable rain intensity exceeding the calculation period should be adopted after this et seq of the annex tables 3 and 4 depending on the nature of the object kanalizējam, collector placement, as well as taking into account the consequences that can occur when rain intensity exceeds the calculated, or calculate the intensity of rain over a period to be determined by calculation, depending on the nature of the projected construction of the collector location conditions, rain intensity, pool area and runoff factor. Design of rain sewerage special structures (such as railway stations, underground transitions), disposable rain intensity over the period of calculation, need only be determined by calculation, taking into account the maximum allowable intensity calculation of rain over the period, specified in the annex, table 5 et seq. With a single set of calculations calculate the intensity of the rain over the period may not be less than this et seq of the annex tables 3 and 4 in the specified. Calculating a lump sum calculated on the intensity of the rain over the period to be taken into account that in extreme levels of a single rain intensity calculation over periods specified in this annex, table 5 et seq, rainwater collector only into one part of the rain runoff. The rest of the run-off may temporarily inundate the street cars. However, the street level of applūdinājum may not be so high that flooded the basement. 32. the external IP inženiertīkl Sewer calculates the run-off area must be equal to the entire area of the run-off area or part that gives the maximum run-off. If the run-off area is 500 ha and more, this et seq 2 and 3 of the formula you want to apply the corrective coefficient k by which account is taken of the unevenness of the case depending on the size of the area and which should be adopted after this annex table 6 et seq. Calculate the quantity of overflows settlements outside of the territory has not been built for water harvesting areas that are greater than 1000 ha, to be determined according to the rules of road runoff artificial structures. 33. the yield calculation Overflows along the length of the Earth's surface and the pipe shall be determined using the following formula: (6) where: tcon-overflows flow duration up to the street in the rain tray or, if a block is the reception well overflows, up the street collector (surface concentration) in minutes, which shall be determined pursuant to this paragraph 34 et seq; tcan-the flow overflows the duration through the front tray to the stormwater capture Akai (if the block is not stormwater capture OH) minutes, determined by using this formula 6 et seq; TP-overflows flow through pipelines to calculate duration for a period to be determined by using the formula 7 et seq. 34. the runoff concentration time Overflows is determined by calculation or accept: settlements, if there is no rain sewer iekškvartāl external inženiertīkl, 5 to 10 minutes, if there is a rain sewer iekškvartāl external inženiertīkl: 3 to 5 minutes. Flow time overflows down the street tray tcan (min) is determined using the following formula:, (7) where: lcan-tray stage length (m); vcan – water flow calculation speed in metres per second period (hereinafter referred to as (m/s). Flow time overflows by pipeline to calculate the cross section for the tp (min.) is determined using the following formula:, (8) where: lp-collector calculates the period length (m); VP – water flow calculation speed (m/s). 35. the Runoff coefficient of Zmid average is defined as the arithmetic mean of the surface characteristic coefficients z adopted after this annex 7 et seq., and table 8. 36. The calculation of the runoff from the pool area which is larger than 50 ha with various building or with drastically different ground surface gradients overflows should be examination of quantity calculation in different parts of the pool, and most of them be adopted for calculation. 37. In calculating the run-off area and coefficient of z, not be taken into account in the garden and park areas that do not have installed the rain drain. If the area of the surface slope in the direction of the street is 0.008-0.01 and bigger run-off area must be calculated off the street in adjacent bar 50-100 m in width. Greened areas within the block must be placed in a run-off area is calculated and taken into account in determining drainage basin factor z. 3.3. Partially separate sewers system calculates the quantity of sewage effluent 38. calculation of the quantity of mixture qmix (l/s) partially distributed sewer system manifold is determined using the following formula: where: qci, (9) – maximum production and municipal waste water quantity is calculated, taking into account the dispersion factor (l/s); 1990s – ql maximum quantity of purified waste water amount in the manifold novadoš (l/s), which consists of the extreme quantity of ql overflows from the individual distribution cameras placed up to the stage to be calculated. Run-off from the extreme amount of ql overflows should be determined in accordance with this paragraph 29 et seq, assuming a single rain intensity is calculated over the period to up to 0.1 0.05 FA = years providing not less than 70% of the run-off of the annual volume, discharges to water treatment. The specified size of the FA to clarify, depending on local conditions. 39. The maximum quantity of ql overflows, which from the distribution of the camera novadām partially shared sewer system manifold is determined by calculating the amount of drainage overflows under this paragraph 29 et seq, assuming a factor of β = 1 body of water not in extreme rain, leapfrogged through the meteorological parameters rainwater for the rain that often recurs. The maximum quantity of overflows is determined using the following formula: where: Kdiv, (10)-factor that specifies what portion of the overflows is directed on purification, and established according to paragraph 40 of the et seq; QR – at the "inrush" overflows the distribution Chamber quantity calculated in accordance with this paragraph 29 et seq without coefficient β coefficient 40. Kdiv size is determined by the table in annex 10 et seq., the following relation:, (11): mr-average rain per year taken by this annex table 2 et seq; γ-exponent, taken after this annex table 2 et seq. 41. the mixture of Sewage quantity calculation of sewage kopsistēm external inženiertīkl stages until the first rain down as the camera of pārgāz production and municipal waste water quantity amount to qci calculated by taking into account the dispersion coefficient, and plus the quantity of rain overflows calculated intensity. 42. The sewage mixture calculated quantity qgen (l/s) of the external inženiertīkl kopsistēm sewerage stages after the first and each subsequent rain pārgāz camera down as production and municipal waste water quantity amount calculated by taking into account the dispersion coefficient, and that added to the final amount of the ql overflows from a separate distribution amount overflows the cameras and qr of rain intensity, calculation using the formula in the 10 stages: (1) :-aržošan and qci municipal wastewater quantity (l/s); QR-overflows (l/s) from the basin between the last rain pārgāz's camera and the collector cross section calculated position (l/s). 43. partially separate sewer systems, wastewater collectors calculated the amount of waste throughput collector with full filling. 44. partially separate sewers discharge manifold, which production and municipal waste water quantity exceeds qci 10 l/s, municipal water discharge flow rate test capabilities of the dry time, providing this is in paragraph 56 et seq of the said requirements. 3.4. adjustment of Overflows of the pietec 45. pietec adjustment of Overflows of the need to reduce the uneven overflows in wastewater treatment of pietec structures or pumping stations. Overflows govern the pietec well before long to the collector could reduce their diameter. Pietec for adjustment of overflows the pond or body building. You can also use the existing ponds, if they are not used in water supply, swimming, sport or fisheries. 46. Overflows with distribution assistance channelled camera control ponds and v will only in cases where the establishment of a large pietec. All the snow melting waters as well as waters into Flash, bypassing the regulating pond or body. If the regulatory body of the pond or are appropriate to use in waste water treatment, to the pond or body into the entire surface runoff, as well as for cleaning the device. 47. Disposable rain intensity calculation period exceeded outputs ponds and pārgāz must be determined separately for each object, taking into account local conditions and the possible consequences if the rain falls with greater intensity than assumed in the calculations. 3.5. Drain external hydraulic calculation of inženiertīkl 48. All material pipeline flow rate is calculated using the following formula: 29.9. full stuffing: (13); 48.2. partial stuffing: (14) where: Q-flow rate full stuffing cubic metres per second (m3/s); Qt-flow rate for the partial fill (m3/s); di – pipeline internal diameter (m); I-the slope of the pipeline (m/m); Y-pipeline filling (m); K-pipeline roughness coefficient. 48.1 and 48.2 this et seq.. flow rate referred to in paragraph and other pipeline hydraulic parameters determined by the manufacturer also catalogues existing hydraulic calculation tables or nomographs. 49. spiedvad hydraulic calculation of sewage to perform full stuffing the pipeline under water hydraulic calculation methods or gravity sewer collector of methods of calculation of this 48 et seq. 3.6. the diameter of the pipeline at less 50. Gravity pipeline smallest inner diameter: 50.1. municipal and industrial sewage Street wires-200 mm, seines and street iekškvartāl wire after coordination with the operators – 150 mm. rain sewerage 50.2 Street wires-250 mm, seines iekškvartāl-200 mm. 51. Sewerage spiedvad the smallest internal diameter determined by pumping raw data. 52. Sludge spiedvad smallest internal diameter is 150 mm. 3.7. calculation of Pipeline filling 53. Municipal and most of the production pipeline filling flow rate calculation of maximum is determined by this annex table 12 et seq. 54. Rainwater pipes maximum flow rate must be adopted for calculation of full filling. 55. kopsistēm distributed and partially filling the pipelines must be adopted after this annex 12 et seq., the table, if mostly household and wastewater production, and full filling, if mostly overflows. 3.8. Pipeline slope 56. Gravity pipeline minimum slope must ensure the pipeline a self-cleaning. The minimum slope is calculated using the following formula:, (15), (16) where: p – waste-specific weight in kilograms per cubic metre (kg/m3); g – free fall acceleration meters for a second squared (m/s2); R-pipeline filling the hydraulic RADIUS (m); Imin-pipeline minimum slope (m/m); τ-flow voltage in newtons per square meter (N/m2); τ = 2.5 N/m2 – municipal and industrial sewage, concrete, reinforced concrete, ceramics, ķet and steel pipelines; τ = 2.25 N/m2 – municipal and industrial sewage in plastic and fiberglass piping; τ = 1.5 N/m2 – rainwater, concrete, concrete, ceramic, ķet and steel pipelines; τ = 1.35 N/m2 – rainwater plastic and fiberglass piping; τ = 2,5-1.35 N/m2, partially divided and pilnsistēm ducts depending on the material and whether it is predominantly domestic and industrial waste water or rain water. Value of τ is permissible with the extrapolation of the linear depending on the composition of the waste. The minimum slope defined under at this point given et seq formula for different materials and different pipelines, sewerage systems, specified in this annex 16 et seq., and 17 tables. 57. The minimum pressure loss spiedvado and sewage system with the pressure loss-related General hydraulic parameters, which provides a spiedvad self-cleaning ability, calculate in full stuffing the pipeline under this paragraph 56 et seq. 58. As a simplified method for the selection of maximum inclination of circular cross-section conduits, which meet the requirements of maximum speed of gravity pipelines can apply the following formula: Imax = 1/di, (17) which I max-the maximum slope of the pipeline (m/m); di – pipeline internal diameter (cm). 4. external inženiertīkl in the sewer drain external 4.1 inženiertīkl tracing and pipeline construction 59. Sewer external inženiertīkl position represents the construction conception drawings according to the dossier, legislation on the placement of structures. 60. If several under construction parallel to the spiedvad, the distance between the outer surfaces of the pipeline be taken depending on the circumstances of the works, pipeline safety, if one of the crashes, as well as the pipeline, depending on the material, internal pressure and the geological conditions in accordance with the laws and regulations on water supply design of structures. Construction intentions in the documentation must specify the pipeline inspection method, and parameters. 61. Under the manifold project in accordance with the laws on spatial planning. 62. the locales in surface construction of the pipelines are not permitted, except if you need to cross a deep ravine and watercourses. 63. the pipeline crossings with road and track project in accordance with the laws and regulations on water supply design of structures and the relevant supervisory authorities. 4.2. the pipeline turns, connections and installation depth 64. All piping attachments must be in the UK. The angle between the aizvadoš and the pipeline that you want to add must not be less than 90 °. After consulting the operators may be to design a pipeline connection outside of the UK. In this case, the angle between the plug-in and the pipeline must be aizvadoš 135. any angle between the plug-in and the aizvadoš pipeline allowed, if well fitted with pārkritum or if pārkritum is added for detection of overflows Oh. 65. the collector turns be Oh. Turning angle must not exceed 90 °. Tray turn the curve radius must not be less than the diameter of the pipeline, with 1200 mm and collectors of larger diameter – the diameter not less than five, provided only the manhole at the beginning and end of the curve. Industrial production in the UK after coordination with the operators may be to design with tray turning radius of the curve, not less than the diameter of the pipeline all manifold diameter. When operating under this paragraph 74 et seq permission to design the manhole diameter of less than 1000 mm, collector in turn allowed to use manufactured sewer fittings winds just before and behind the manhole. Each bend fittings turning angle must not exceed 45 °. 66. various diameter pipeline connection must be created in the UK, to be located at the inner surface of the pipeline to higher points. The reasons, allowed connecting pipelines after sewage calculated levels. 67. the Gravity of the pipelines in the depth to the external surface of the pipeline pipes with an internal diameter of up to 500 mm for 0.3 m is less and the pipelines with a larger internal diameter of 0.5 m – less than the bottom of the possible regulatory permafrost once in 100 years, according to the laws of būvklimatoloģisk, but not less than 0.7 m. under the section With the method of installing the collector depth is not less than 3 m from the Earth to the surface of the shield. Pipelines, which are deep and points to 0.7 m shallower (measured from the surface of the pipeline), from caursalšan and surface transport. The largest pipeline and installation of the collector depth is determined by calculation according to the pipe material, soil conditions and the methods of carrying out the works. 4.3. Pipelines, fittings and pipeline basics 68. Installing pipelines in aggressive environments, the use of corrosion resistant pipelines. Steel pipes must be covered with an anticorrosion insulation. Stages where possible elektrokorozij that requires the pipeline cathodic protection. Use the following materials: 68.1. reinforced concrete pipes, concrete, ceramic, ķet, šķiedrcement, fiberglass and plastic pipes zero-gravity pipes; 68.2. reinforced concrete, ķet, fiberglass, plastic, steel and stainless steel pipes-spiedvad. 69. the foundations of the pipeline depends on the soil bearing capacity and loads in accordance with the pipe manufacturer instructions. In all States, except the bottom klintsveid, silty and moor soils, pipelines built to aligned directly and sealing the trench bottom. Klintsveid the bottom of the pipeline requires a 10 cm thick local sand or silty gravel, but pabērum, Moor, and other States with poor soil bearing capacity – artificial basis. 70. where necessary, on the need to provide for the spiedvad bolts, air valves, water release and compensator. 71. Spiedvad inclination in the direction of output must be at least 0.001. Release to ensure disconnected emptying the pipeline within three hours. Completely emptied the waste water from the stage into a special tank and pumped sewage into or out of the inženiertīkl with the external tank-vehicles. They are not allowed to enter the water. 72. Spiedvad yaw of the vertical or horizontal plane which pipeline connections can not pick up from the effort, requires support in accordance with the laws and regulations on water supply design of external inženiertīkl. 4.4 Manhole-73. the entire system of sewer Manhole external inženiertīklo installation: 73.1. the connection to the site; 73.2. where a change in the direction of the slope of the pipeline or internal diameter; 73.3. pipeline stages in straight distances (depending on the internal diameter of the pipeline): 73.3.1.35 m, if the inner diameter of the pipeline is to 200 mm (not including); 73.3.2.50 m if the pipeline internal diameter of 200-500 mm (not including); 73.3.3.75 m, if the inner diameter of the pipeline is 500-700 mm (not including); 73.3.4.100 m if the pipeline internal diameter is 700-1000 mm (not including); 73.3.5.150 m if the pipeline internal diameter is 1000-1500 mm (not including); 73.3.6.200 m, if the internal diameter of the pipeline is 1500-2000 mm (not including); 73.3.7.250-300 m, if the internal diameter of the pipeline is greater than 2000 mm. In coordination with the operators may increase the distance between manhole pipes with an internal diameter of 150-450 mm, but not more than 20%. 74. Municipal and industrial sewage manhole and camera size plan adopted under the largest pipeline inside diameter (D), if the pipeline internal diameter up to 600 mm is the length and width of the manhole is 1000 mm, or if the internal diameter of the pipeline is 700 mm and larger, the manhole is D + 400 mm and width is 500 mm. Plan D + round reinforced concrete manhole diameter depends on the internal diameter of the pipeline. If the pipeline internal diameter up to 600 mm is diameter 1000 mm manhole; if the internal diameter of the pipeline is 600-1000 mm, 1500 mm diameter manhole; if the pipeline internal diameter is 1000 mm and over 2000 mm in diameter manhole. Turning places manhole size should be determined so that the manhole to create turning tray. If the sewer installation depth is greater than 3 m, manhole diameter must be no less than 1500 mm. After consulting the operators can design manhole diameter is less than 1000 mm. 75. If you need to install a manhole in the work area, working height up to cover part of the expected 1800 mm; if the work height is less than 1200 mm, the width of the manhole can be D + 300 mm, but not less than 1000 mm. 76. part of the Manhole must be: 76.1. padlock the running boards or steps for embarkation manhole; 76.2. the perimeter of the work area 1 m if pipe inner diameter greater than 1200 mm and working parts of the manhole height greater than 1500 mm. 77. Manhole a shelf and the work area should be level with the top of the largest pipeline. If the pipeline internal diameter is 700 mm and a larger work area may be located in the tray on one side, the other side must be a shelf with a width of at least 100 mm. If the pipe inner diameter greater than 2000 mm, allow the installation of the work area of the console with the condition that the tray open part, size is no less than 2000 x 2000 mm. 78. If the pipeline internal diameter up to 600 mm is (including), the rain sewer manhole (concrete or reinforced concrete) diameter is 1000 mm; internal diameter of the pipeline if it is greater than 600 mm, shall be round or rectangular manhole with 1000 mm long and the width of the tray, which is equal to the largest internal diameter of the pipeline. After consulting the operators can design manhole diameter is less than 1000 mm. If the internal diameter of the pipeline is 700-1400 mm (inclusive), part of the work of the manhole height from the largest pipeline tray. If the internal diameter of the pipeline is more than 1400 mm manhole work is required. Manhole shelf trays are required only if the pipe inner diameter up to 900 mm (inclusive), and shelf trays height must be equal to half of the larger internal diameter of the pipeline. 79. The whole system drains external inženiertīklo in the upper part of the manhole (from tops to work area) in diameter shall be not less than 700 mm if the intended that people must get into the manhole to do the necessary work. Turns and straight stages in which the pipeline is 600 mm internal diameter and larger, 300-500 m down after every manhole, the upper part of which size would be enough to get through them could lower sewer cleaning external inženiertīkl devices. 80. the manhole hatch mounted: 80.1. the road (Street) ride in part – flush with the road surface under travel management issued technical regulations; 80.2. Green Zone-50-70 mm above the ground surface; 49.9. not built area – 200 mm above the ground surface; 80.4. on the road without the hard-cover with 0.5 m wide aizsargapmal around the manhole hatch. If necessary, should be concluded manhole covers. 81. If the calculation of the groundwater level is higher than the bottom of the manhole, manhole base needed and wall waterproofing 0.5 m above the groundwater level. This condition does not apply to polymer materials for manhole. 82. the collectors, which builds with under method, you need to install a vertical mine shaft with a diameter of skatej, not less than 0.9 m. the distance between them should not exceed 500 m. 83. Vertical shaft skatej equipment must conform to the requirements of the existing hydrotechnical constructions. Skatej should provide for the area with the hatches between which the distance by vertical must not exceed 6 m, as well as a ladder or steps. Here's to internal size should be no smaller than 600 x 700 mm or with an internal diameter of not less than 600 mm. 4.5 Pārkritum wells Pārkritum wells 84. provision should be made to reduce the pipelines in the depth, or to prevent waste water maximum flow rate limits or drastic changes, as well as crossing or flooded the underground construction in recent uk releases before the body of water. Pipes with an internal diameter of up to 600 mm and up to 0.5 m pārkritum wells may be implemented as a manhole without pārkritum pārlij aka installations. 85. Pārkritum with height up to 3 m of the pipeline internal diameter is 600 mm and larger, flat profile provides water in the form of pārgāz. Pārkritum with height up to 6 m of the pipeline inside diameter up to 500 mm (including) the wells where the riser internal diameter not less than the internal diameter of the pipeline. Wells over the riser needs water capture funnel, low-water riser locking recesses with a metal bottom plate. Riser, with a diameter up to 300 mm, the locking recesses of the water can be substituted with the Guide. Not to minimize the working space krītak, diameter 1000 mm, pārkritum down the riser the way well outside. 86. The rain sewerage collectors with a height of up to 1 m pārkritum to be used in the type of pārgāz aka: when the height is 1 pārkritum-3 m, provides one type of krītgultn water stops were, if pārkritum height is 3-4 m, provides two water stops were. 4.6. capture wells 87 Overflows. Reception well be overflows: 87.1. Street; 87.2. at intersections and pedestrian crossings in the surface water of the pietec party. 101.8. lowest level sloping stage end; 87.4. lower places where street troughs variable longitudinal; 87.5. locations, from which no surface wastewater effluents (such as streets, squares, in parks, yards). 88. the length of the attachment of the capture wells to overflows collector for manhole should not exceed 40 m, and the attachment may be installed no more than another detection of overflows in uk. The diameter of the attachment, if the slope is 0.02, must not be less than 160 mm. 89. Overflows capture Akai may add building roof gutters, as well as the overflows the drains. 90. the detection of Overflows Oh 0.3 – 0.5 m required deep recesses in the sediment. Adding overflows to capture wells municipal sewage and industrial sewer overflows to the external inženiertīkl, should provide for the capture Oh hidroslēg. 91. The ditch should be added to the sewer through an external inženiertīkl Oh with nosēddaļ. At the end of the ditch were required with the gaps between bars, no more than 50 mm diameter pipeline connecting must be adopted by calculation, but not less than 250 mm. 92. Zemtek Zemtek 4.7 of the inside diameter of the pipes must not be less than 150 mm. 93. Wastewater flow rate in zemtek must not be less than 1 m/s, but in pievadoš manifold speed should be not more than zemtek. 94. Bodies of water and watercourses crossings zemtek consists of two pipe lines, if before zemtek is not possible to have an emergency release. Each zemtek line checks the sewage flow rate calculation, taking into account the residue uzstādinājum. If the waste water does not provide the calculation speed (this 48 et seq.), one of the two lines taken as reserves (non-working). Zemtek project under bodies of water, used in water supply, fisheries and shipping, matched with interested organisations. The crossing places with hollow allowed single line zemtek. 95. The design must provide the following zemtek size: 95.1. underwater part of the pipeline installation depth from the river bottom to the surface of the pipeline, not less than 0.5 m, but navigable bodies of water within the limits of the fairway, not less than 1 m; zemtek of 95.2. the rising part of the rake angle: not greater than 20 °. The distance between the pipeline line outer surfaces – 0.7-1.5 m (depending on pressure). 96. Zemtek-intake and exhaust chambers required for closing the pipeline. 97. Mark Planējum at zemtek chambers where they placed water applūdum bar must be at least 0.5 m higher than the maximum level for the body of water (with 3% coverage). 4.8 release, Flash and Flash output novadkolektor 98. Release into watercourses and bodies designed sites with increased turbulence (e.g., bottleneck locations, snoring). Depending on the release of effluent conditions be made landfall, dissipating in the seabed or output. The release of effluent into the sea or body of water provides deep water output. 99. Bottom and skipping the deep-sea pipelines can be built from different materials, ensuring mechanical and corrosion resistance, as well as the life of the regulations. Skipping all the support structures should be primarily from concrete. Skipping design should be selected taking into account the requirements of shipping water level mode, wave exposure, as well as the geological conditions and bottom possible deformation. 100. water drain rainfall collector output to provide for: 100.1. wall support output with sānatbalst, if the coast is not fixed; 100.2. as if atbalstsien holes are reinforced embankment. To prevent the flooding of the territory, the water level in the aquifer off periodically, depending on the local conditions require a special seal. 101. Rainfall drainage built in camera with the pārgāz, which are calculated in accordance to the body of the novadām water. 4.9. the requirements for the manufacture of external sewerage inženiertīkl engineering 102. Adding production company locality of sewer drains to the external inženiertīkl, the kontrolak project, which located outside the territory of the company, as well as the possibility to install measuring devices novadām waste water quantity. 103. in the territory of the producing company, depending on the composition of the sewage pipeline construction allowed segto and open channels, trays and tunnels, as well as on estakād. 104. The distance from the pipelines which discharged waste water containing aggressive, volatile, toxic and potentially explosive substances (gas and steam, specific weight of air ratio less than 0.8) until the walk-through tunnel for external wall must not be less than 3 m, to the basement rooms, not less than 6 m, spiedvad. external to transport the waste waters to the horizon, the aggressive vēdināmo of caurejamo or partially caurejamo channels. Allow the installation of the caurejamo not spiedvad channels where the channels shall be provided of the manhole. 105. the burning of combustible, explosive substances and waste water containing output from the buildings required cameras with hydraulic seal. 4.10. Sewage external inženiertīkl airing 106. Municipal and urban waste sewer inženiertīkl external ventilation must be provided through internal sewer risers of buildings according to the building of internal et seq the aqueduct and sewerage. 107. Special air suction device must provide zemtek inlet Chamber manhole (a site with sharp decrease in water flow rate, if the pipeline diameter is greater than 400 mm), and the UK, where the pārkritum pārkritum height is greater than 1 m and flow rate is greater than 50 l/s. 108. In certain cases, where justified, may be to design artificial ventilation inženiertīkl. 109. to vacuum with natural ventilated in external inženiertīkl, which conducts a volatile, toxic and potentially explosive substances in waste waters containing, for each release should be provided for ventilation of the building risers, which placed the buildings heated. They have to be connected with an external camera, the hydraulic will conclude, and engineered at least 0.7 m above the ridge of the building. Inženiertīkl stages, of which the output is not connected, the suction risers should be provided at least every 250 m each. If there is no building, scattered with a diameter of 300 mm risers and a height of not less than 5 m. 110. under section of The method of drainage collectors of ventilation should be provided through the lines of the kiosk, which placed above the vertical shaft passages. 4.11. the sanitation station 111. Dry toilet and krājtvertņ content of sewage in the outer inženiertīkl enter through sanitation plants or wastewater treatment structures, by providing appropriate technical solutions. 112. the sanitation station located near the collector. Through the sanitation station, administered fluid quantity may not exceed 20% of the total flow rate of the collector is calculated. 113. From the sanitation stations in the effluent that can be entered into the collector should not contain serious mechanical impurities, sand, and a biological need of oxygen (BSVp) must not exceed 1000 milligrams per litre (mg/l). 5. Pump Station 114. Pumping stations designed according to ecological, sanitary and safety requirements. 115. Pumping Station design, engine size, cranes and pumps, fittings and piping layout, requirements for protection against the flooding of the engine room must be designed in accordance with the laws and regulations on water supply external inženiertīkl and premises design. 116. The design of pump station for the production of the liquid waste, which is combustible, flammable, explosive and toxic substances, account should also be taken of the relevant industry requirements, rules, instructions and equipment construction. 117. Pumps, equipment and pipelines as a function of the wastewater and sediment physicochemical properties, the lifting height, taking into account the characteristics of the pump and spiedvad, as well as the launch sequence. Each pumping station should be one backup pump. Select a pump capacity of the liquid overflows, not to be flooded the lower areas. Sewage sludge, sediment and sand to be used in the liquid hidroelevator and erlift. 118. Pumping Station and sewage municipal surface of liquid placed in separate buildings. Pump station for the production of liquid waste may be combined with the production buildings. Pumping station total machinery spaces may be to install pumps for different categories of waste water, with the exception of the liquid waste containing aggressive substances. 119. the pump station in pievadoš collector must be operated within the confines of the surface. 120. for each pump requires a stand alone sūcvad. 121. The emergency release, as well as two spiedvad need based on calculation. 122. Waste water or sediment movement and sūcvado spiedvado for speed must be such as to prevent the deposition of suspended matter. Municipal waste water at the lowest speed must be adopted in accordance with this paragraph 56 et seq requirements. 123. and rile the sludge pumping station should contain sūcvad and spiedvad brainwashing. 124. If need pumps to protect against fouling, pumping station making the premises be made tanks were with mechanical rakes. If the quantity of waste is less than 0.1 cubic metres per day (m3/d), may be set by hand to clean up were. Crate slot width must be about 10-20 mm smaller than the diameter of the pump flow-through the gap. If the bars are mounted in the motor rakes, reserve units to adopt the number after this annex 13 table et seq. 125. With the bars on hold waste from municipal waste water must be adopted after this attachment table 14 et seq. The average density of the waste 750 kg/m3, hourly supply dispersion factor-2.126. rehabilitation of movement speed ladder slots maximum flow to the motor during the opening of the ladder must be adopted – 0.8 m/s 1.127. Around the bars must have a crew with a minimum aisle width: 127.1. bars with mechanical rakes – 1.2 m (1.5 m in front of the ladder); 127.2. manually clean the bars – 0.7 m; on the channels pre-set 127.3. bars-1.0 m go into the pumping stations. were may be installed not less than 0.25 m from the wall. 128. the adoption of Wastewater tank and were located in the same building with the engine room, they must be separated by a watertight bulkhead from the. The door of the engine room of the crates may be only part of the surface of the building, as well as to take measures to prevent flooding of the engine room, where the waters would flood the sewer of pievadoš external inženiertīkl. 129. Pumping stations for sewage tank of adoption is determined depending on the sewage pietec pump capacity, and permissible electrical power frequency. Pumping stations that yield greater than 100 thousand cubic metres a day, making the tank must be split into two sections, without increasing the overall volume. String functioning pumping station for waste water tank capacity of adoption shall be determined taking into account the overall operation of the station. 130. the gantry structure of the sludge tank volume, if you mean sludges from waste water treatment works, pump down after 15 minutes of continuous operation. This volume may be reduced if the pump during operation is continuous sediment inflow to wastewater treatment structures. Sludge pumping station tank of adoption may be determined, taking into account the possibility of sludge pipeline flushing time use them also for rinsing water required. 131. the adoption of Wastewater tank provides equipment and tank uzvandīšan sediment washing. Tank bottom slope must be not less than 0.1 to recess. 132. If the tank for different wastewater acceptance that mixing may occur in harmful gases or sludges, sewage flows down to each individual section. 133. The burning of flammable, explosive and volatile toxic substances, making the production of waste water tanks must be placed separately. The distance from the external walls of the tanks must not be less than 10 m to other production buildings and not less than 100 m to public buildings. 134. the adoption of aggressive production waste water tanks must be placed separately. The position in the machinery space allowed. Must not be less than two tanks, if there is a continuous inflow of water. If water fills periodically and if the pietec recurrence allows you to make a repair, be one tank. 135. the aggressive production waste water between tanks and sūcvad pump station buildings must provide for channels or tunnels. 136. the waste liquid of technological pipelines and fittings built in above the floor level. Aggressive transportējoš of the waste piping installation channels is not allowed. 137. the pumping stations needed municipal facilities and utility room. Sanitary knot may not predict where the pumping station is located closer than 50 m from the manufacturing buildings to municipal facilities. The automatic pumping stations without a permanent staff of municipal facilities may not foresee. 6. rehabilitation of the wastewater treatment facilities manufacturing household and 6.1 sewage treatment construction 138. Conditions of sewage treatment and discharges from agglomerations, production companies and individual objects designed and approved by the regional environmental authority in accordance with the laws and regulations on the emission of pollutants in the water. 139. If the production waste water is discharged into the centralized sewage system, must carry out pre-treatment local sewage treatment projects in accordance with the conditions laid down in the equipment operator and centralised sewerage system owner or Manager by mutual agreement concluded pursuant to the regulations on the emission of pollutants in the water. 140. The local production of water treatment facilities located on the territory of the industrial plant. 141. in order to determine the quantity of contaminants in municipal effluents, the relative quantity of contaminants from one population down according to this annex table 15 et seq. 142. rehabilitation of the quantity determined in accordance with the flow measurement data. 143. Municipal and industrial waste water treatment to be used for the following methods: 143.1. physical (mechanical); 143.2. organic; 143.3. chemical; 162.4. physico-chemical; 143.5. combined; 143.6. special methods for specific production waste water treatment. Priority shall be given to biological waste water treatment methods. 144. the types of sewage treatment facilities is determined by the type of waste, the pollutant concentration, necessary treatment, sludge treatment, as well as technological equipment, equipment manufacturer data. 145. Sewage treatment construction provides emergency pārgāz and apvadlīnij, which create is determined by the supply of waste water treatment. If a sewage treatment plant the construction stops operating, waste water treatment grade quality must not be lower than the regional environmental governance. Effluent treatment parameters of sewage treatment will reconstruction construction or rebuilding during the harmonisation of regional environmental governance. 146. Waste water treatment facility in composition: 146.1. equipment for measuring the flow of sewage wastewater treatment structures with a capacity above 20 cubic metres per day; 146.2. options and the aizplūstoš inlet sampling of effluent. 147. Waste water treatment facilities permanent sanitary servicing systems, shower and wardrobe rooms shall be provided in accordance with the laws and regulations for the design of public buildings. 148. rehabilitation of the wastewater treatment facilities functionally linked to the building and its space allocation and size determined in accordance with the construction agent or operating requirements. 149. Sewage treatment facilities with a capacity of up to 5000 people equivalent to create mainly from industrial equipment made with automatic operation, with no permanent staff. Human equivalent shall be determined in accordance with the laws and regulations on the emission of pollutants in the water. 6.2. The small sewage treatment facilities with a capacity of up to 20 m3/d 150. single place the set of buildings or building sewage and drainage conditions determine the regional environmental governance, if purified waste water exceeding 5 m3/d. 151. single place the set of buildings or building waste water treatment, if less than sewage 5 m3/d, use: 151.1. septiķ together with the filtering fields, underground filter drains , sand-gravel filters, filtration and filtration of the ditches, Oh; 151.2. industrially compact treatment plants with purified waste water discharges of water basins, drainage or grāvjo filtering ground (depending on the degree of purification); industrially-151.3. physico-chemical treatment plant objects that run periodically. 152. some buildings located outside towns and villages may be built or dry toilet waste to be exported according to krājtvertn et seq of the internal plumbing and building sewers. 6.3. Sewage sludge processing structures. 153 wastewater treatment sludges process (for example, fresh and waste activated sludge) processes to ensure recoverability, or placement. 154. Sludge dewatering using mainly the following mechanical equipment with or without chemical reagents: 154.1. centrifuge; 154.2. suction filter; 154.3. filtrpres. 155. Small wastewater treatment structures not permitted export of dehydrated sludge to the legislative requirements of the processing or storage of sludge. 156. The use of sewage sludge in soil fertilizer and possible areas for improvement shall be determined in accordance with the laws and regulations for sewage sludge and compost utilization, monitoring and control. 7. General requirements for sewer construction 157. Sewer construction site selection, design and building of their territory and home improvement to be carried out in accordance with the laws and regulations on water structure design general requirements. Sewer construction site structures planējum marks in the vicinity of watercourses and water bodies must be located not less than 0.5 m above the maximum level of flood waters (with 3% Security), subject to the uzplūdinājum of water and wind surge wave height, determined in accordance with the applicable et seq. 158. the treatment premises must choose the prevailing wind shelter side in relation to residential and public housing. Purified waste water output must be installed downstream of the water in the locality and public bathing areas. 159. The city and the village sewage treatment facilities, as well as the territory of production company wastewater treatment structures of the territory outside the territory of the company must be fenced. 160. the drainage system design and constructive solutions to meet et seq and the requirements of this chapter. 161. Sewer construction requires at least ugunsnoturīb of U2, except the mud fields, fields of filtration, biological ponds, drains the tank regulator, external inženiertīkl and their equipment, which is not a predetermined degree of fire protection. Separate parked sewer structures that are not intended to carry flammable liquids with impurities, structural fire protection degree is not predetermined. 162. Flammable and explosive substances, and the production of waste water treatment process of the liquid fire risk shall be determined taking into account the substance of the physical and chemical properties. 163. Sewage will construct the necessary utility room shall be determined in accordance with the requirements of the construction agent. Municipal space parameters shall be determined in accordance with the laws and regulations on public buildings and premises design. 164. Various meanings of production premises and utility room in one building block in all cases where it is not contrary to the technological process of sanitary higiēniskaj and fire safety requirements and are appropriate to the design and the construction site at the technical and economic considerations. 165. the requirements for the production of air temperature indoors at the appropriate et seq of the water for external inženiertīkl. 166. the required air exchange in rooms of the production is calculated by equipment, fittings and discharge of harmful quantities of communications. In place of the Minister of Economics, Minister of health of the Ministry of economy Guntis Belēvič the annex submitted by the Latvian et seq of LBN 223-15 "building sewer" (approved by Cabinet of Ministers of 30 June 2015 by Regulation No 327) characteristics calculations sewerage structures table 1 dispersion coefficients pietec of the total waste water dispersion coefficient of average quantity of waste water (l/s) 5 10 20 50 100 300 500 1000 5000 and more maximum minimum 2.5 2.1 1.9 1.7 1.6 1.55 1.5 1.47 1.44 0.38 0.45 0.5 0.55 0.59 0.62 0.66 0.69 0.71 URKgen.max URKgen.min
The notes. table 1 total sewage in dispersion coefficients of pietec may be accepted, if the production waste water is not more than 45% of the total quantity of waste water. If the production quantity exceeds 45% of waste water, the total sewage dispersion coefficients of pietec shall be determined taking into account household and production waste water discharge dispersion through the 24-hour hours according to the data of the analogue of the actual sewage pietec object. 2. Courtyard and iekškvartāl sewage networks, sewage calculates the quantity determined in accordance with the laws and regulations on building internal tap and drainage design. table 2 meteorological observations no PO box City, another place the average rainfall (mm) layer of score n If P (years) atkārtotīb is the rain intensity q20 (l/s ha), where P is the average 24-hour rainfall in the warm seasons of the year (mm) the average number of annual rain of warm season (mr) 0.7 0,7-1,4 γ 1 1 0.5 0.33