Rules For The Latvian Et Seq Of The Lbn 224-15 "reclamation Systems And Waterworks In Shipbuilding"

Original Language Title: Noteikumi par Latvijas būvnormatīvu LBN 224-15 "Meliorācijas sistēmas un hidrotehniskās būves"

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Cabinet of Ministers Regulations No. 329 in 2015 (30 June. No. 30 47) rules on the Latvian et seq of the LBN 224-15 "Reclamation systems and waterworks in shipbuilding" Issued in accordance with article 5 of the law on construction of the first part of paragraph 3 of rule 1 et seq of Latvia confirmed the LBN 224-15 "Reclamation systems and waterworks in shipbuilding" (hereinafter referred to as the Latvian et seq of the LBN 224-15). 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 tīmekļvietn their national list of the standards that apply to the Latvian et seq of the LBN 224-15. 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 15.224 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 329 Latvian et seq of the LBN 224-15 "Drainage system and the construction of the waterworks ' 1. General questions 1 et seq requirements determines the drainage system and the waterworks structures design and surface of ūdensobjekt hydrological calculations. 2. the terms used in the et seq: aizsargdamb 2.1 – bottom construction area of waterworks for protection against flooding; 2.2. dam-construction of waterworks water run-off to the hold and to regulate the water level upstream; 2.3. shutter-control installation waterworks, concluding the water flow of the column; 2.4. the inverse filter – installation of waterworks construction of filtration to prevent deformation of the ground with two or more different raw water-proof bottom, which ranked bottom of the particle size in ascending order filtration flow direction; 2.5. the estimated size of the hydrographical determine the probability of exceeding the calculated hydrologic measurements (flow rate, water level), which serves as the basis for the drainage system and the waterworks structures important for determining the size and water resource planning. 2.6. irrigation-water feeder and artificial distribution of soil moisture replenishment for the plant vegetation period; 2.7. provision of irrigation water quantity or water layer thickness, a surrender to the irrigation throughout the growing seasons for crops in the crop maintain optimal soil moisture regime; 2.8. irrigation system-drainage structures (specialised structures) and the set of devices for irrigation of the land; 2.9. bjef-surface ūdensobjekt, bordering the uzstādināšan structure (Dam) and located on either side of it, the top half-top bjef, bottom side-bottom bjef; 2.10. flow rate-quantity of water per unit of time escapes through the watercourse or structures in the cross-sectional area of the asset; 2.11. caurvad capacity-flow rate, can be discharged in a water bed or waterworks building at the required water flow depth and other conditions; 2.12. dam-waterworks construction water flow splitting, adjustment or water retention; 2.13. the bottom slope-bottom phase of the watercourse bottom height difference relative to the length of this phase; 2.14. bilateral activities drainage system-draining system which can be used for irrigation of the land; 2.15.-drainage system drainage channels or in the construction of underground waterworks construction for soil and water filtration to capture and drain set up like a tube or dobumain body from the bottom, local or industrially produced materials; 2.16. drain wells-drain system construction of the banks get into drains for precipitation, manifold, manifold garenslīpum and the dramatic change in the direction of the route, surface run-off or water entering drainage channels of the pietec system and drainage activities to control Visual; 2.17. filter-drain system of building drainage activities to increase the effectiveness of relief, water mazcaurlaidīg in Hollows, compacted soils, which protects the drain wire from the bottom daļin of suspended solid attack drain; 2.18. the drain collector-drain pipes that collects susinātājdren taken soil or water, and filtration into the open bottom; 2.19. drain system (drain)-hydraulic and drainage channels downstream which receives and conducts the soil or waters of the high filtration bed through one source; 2.20. the ecological flow rate – water part of a pietec any hidromezgl of the operating conditions of the cofferdam in hidromezgl into the bottom bjef; 2.21. fašīn-drainage system or the waterworks structures, embankments or bearings on hillsides used for strengthening of branches or sticks tied cylindrical bundle; 2.22.-drainage ditch system construction that perceive the area meliorējam surface and ground water runoff and lowers the groundwater level (susinātājgrāv), the area bounded by meliorējam from the surrounding area of surface water and groundwater (kontūrgrāv, uztvērējgrāv). 2.23. bottom-natural or artificially created iedziļinājum ground surface where the flow of water or accumulate in the water; 2.24. seabed roughness-bed roughness which confer resistance to water flow and causes the pressure losses; 2.25. hydraulic RADIUS – water flow characteristic size-bed active cross-sectional area relative to the water flow, the size of which is the hallmark of the water and seabed contact line length from the water line to the water on one shore to the other side of the line (the perimeter of the apslapēt); 2.26. the construction of waterworks construction, which exposed the water pressure and which serves for the use of water resources or water exposure; 2.27. inženieraizsardzīb-water coastal areas protection against flooding or pārmitrināšan; 2.28. source-drain system of building drain collector for discharges to open bottom; 2.29. the port and marine projects, waterworks of waterworks and the construction of navigation at sea, in ports, shipbuilding and the navigable watercourses and water bodies where certain special requirements for shipping; 2.30. channel – an artificial surface that captures and ūdensobjekt discharged water run-off from drainage systems, other areas or surface ūdensobjekt. 2.31. the map of ditch-peat drainage system susinātājgrāv lookup; 2.32. kolmatāž-bottom or filter pores or small fill soil particles and chemical precipitation on the bottom or the filter pore surface water filtration process, lowering the bottom and filter permeability as well as the artificial surface increases with the corrected or there soil; 2.33. large diameter collector-drainage systems, pipelines, which drain into the system and surface water run-off and the diameter is equal to or greater than 300 mm. drainage system – 2.34 drainage structures (specialised structures) and total equipment ground water regime; 2.35. the slope inclination factor-ratio mound or slope on horizontal and vertical plane; 2.36. the draining system-drainage structures (specialised structures) set the ground drainage; 2.37. runoff-water circulation in natural terrestrial stage, which takes place on the Earth's surface (surface runoff), soil and rock layers (underground runoff); 2.38. the drainage layer – runoff from the catchment area unit, expressed in millimetres of water layer; 2.39. novadgrāv-drainage system construction, which captures water from the pietec property of the draining systems and defining the regulatory network and conducts it to the ūdensnotek, or sea water; 2.40. pal-surface hydrologic regime in the ūdensobjekt phase, which spring naturally high water level in the snow and ice melt; 2.41. the flood plains-part of the Valley, a watercourse which Palos or flood periodically flooded; 2.42. test hydrological values – with a certain probability of exceedance calculated hydrologic measurements (flow rate, water level) uzstādināšan and novadbūvj water main sizes of checks, the shipbuilding operation in extreme conditions; 2.43. novadbūv pārgāzn – water, water flows over the threshold, creating a free flow out; the probability of exceeding 2.44-hydrological estimates and check the size of the number of cases as a percentage of the total size of the number of occurrences when a size is exceeded; 2.45. polder-drained area, which separated from the uzplūstoš waters, but the draining of water from the protected area of the district pumping; 2.46. polder pool-area from which are transported in surface runoff and groundwater from the polder area, as well as in adjacent areas; 2.47. polder area — an area where up to aizsargdambj construction flooded estimates Palos or flood and is protected from the pārmitrināšan and the runoff is not with the pumping station; 2.48. Confluence — construction of the system of drain drain collector connection; 2.49. cover the wells – drain aka, which is below the level of the Earth; 2.50. sprostsij-horizontal flow of premises box waterworks in the artery and box girders water level adjustment; 2.51. uztvērējak – drain the surface run-off and aka kontūrgrāvj or road ditch water entering drainage of pietec, as well as the drain operation Visual control; 2.52. ūdensnotek – natural or regulated water (River, Creek), as well as specially dug channels, which receives and conducts the water runoff from several drainage systems, other areas or surface ūdensobjekt. Added hidroenerģētik to Ūdensnotek needs to bypass channels excavated; 2.53. ņēmējietais water-installation of water ingestion of surface or underground ūdensobjekt; 2.54. water resources – at a specific time and place (in the territory) the potential use of water; v.2.55 surface runoff discharge. tray – drainage system construction (patch, tube, fašīn) surface water drainage from the area of nosusinām, novadgrāv or ūdensnotek in the ditch; 2.56. surface water drain system the receiver – construction of surface run-off capture and typing drains. 3. Et SEQ does not apply to: 3.1. ports and marine structures hidrotehniskaj; 3.2. novadbūv water caurvad with capacity of more than 1000 m3/s; 3.3. Class A hydro hidrotehniskaj structures. 4. the drainage system and the construction of the waterworks project in accordance with this et seq, and other regulations, construction, reclamation and environmental protection. 5. the drainage system and the waterworks structures in the design standards which applied to list on the internet site is published by the national standardization bodies. 2. in Hydrologic calculations 6. Drainage system construction options, settlements, inženieraizsardzīb, waterworks and transportation structure parameters and persistence is determined depending on the hydrological regime of surface ūdensobjekt. 7. Drainage system, inženieraizsardzīb, waterworks and transport ūdensobjekt of structures and surface hydrological calculations used to estimate the flow Q (m3/s) of water levels (H) (m), current speed v (m/s), runoff modules (l/s × ha) with the annual exceedance probability in percentage (this 1 et seq.). 8. the estimates shall determine: hydrological 8.1 with mathematical statistical methods by direct observations, if the gauge in the catchment area are those made gauge observations and data are available with at least 25 years continuous observation line. The statistical parameters of the line is used for determining the moment method (with the reasons permitted the use of other methods, such as water-level data processing – empirical support curves) and the probability distribution III Pirson, but maximum flowrate, Gumbel probability distribution; 8.2. the empirical formulas and izolīnij maps, drawn up by collecting hidrometrisko observations made when the projected catchment observations have not been taken; 8.3. using observation lines extending statistical methods, if the continuous observation of the catchment is shorter than 25 years. The observation of the statistical line extension can be used, if the correlation coefficient between flow rate of runoff formation phases concurring and atbalstposten to be not less than 0.75.9. Spring maximum flow rate with the pal 1% Q1% probability of exceedance (m3/s) is calculated using the following formula: Q1 = δ × K1 ×%% δ2 δ1 × (A + 1)-0.14 × A, where (1): K1% – the parameter that describes the spring with a 1% rate of pal exceedance probability; the value of this annex 2 et seq 1. mapping;
δ-factor that can impact the regulatory bodies;
δ1-factor that give the maximum flow rate depending on the forest area of the catchment area;
δ2-factor that give the maximum flow rate depending on the marsh area of the catchment area;
A-basin area (km2). 9.1. the factor δ is calculated by multiplying all the individual bodies of water in the catchment area of the impact factors: δ = r1 × r2 ... ri .. rn-1 ... rn, where (2): ri-i-the body of water (Lake) impact factor applied to the calculated it shall provide reasons; 9.2. every body of water in the impact factors on the calculation of maximum flow rate, it shall provide reasons shall be determined using the following formula: ri = 1 – 14.2 × ×,73, whose .355 Si0 Ai0 (3):% 0,5 × h1 A Ai-catchment area i-it body (km2);
A-basin area calculates it shall provide reasons (km2);
SI-i-its water surface area (km2);
H1-spring flood drainage layer (mm) with a 1% probability of being exceeded, the value of which this annex 2 et seq 2. mapping; 9.3. impact factor δ forest 1 is calculated using the following formula: = δ1 (Am + 1) – (4): 0.22 that Am-relative forest area in the basin (). If the relative area of forests is less than 5%, then adopt Am = 5%; 9.4. the impact factor δ Marsh 2 is calculated using the following formula: δ2 = 0.7 × 1-lg (0.1 Around + 1) (5): Around-the relative area of the basin Marsh (); 9.5. flow rate with other probability of exceeding is obtained by applying the following transition coefficients: 9.5.1. Q2% = 0.88 × Q1%; 9.5.2. Q3 Q1% 0.82% = ×; 9.5.3. Q5% = 0.74% in Q1;-x 9.5.4. Q10% = 0.63 x Q1%. 10. Summer or autumn flood maximum flow rate Qp% (m3/s) is determined using the following formula: Qp% = × (200) q200 0.22% δ × × × A δ2, where λp (6): (A) + 1 q200-summer-autumn flood peak runoff module (m3/s × km2) with a 1% annual exceedance probability of catchment area with the area 200 km2 at δ = δ 2 = 1 set in annex 3 of this et seq mapping; λ-shift factor p% of the maximum flow rate with the 1% probability of exceedance probability of other sizes: λ 1 = 1.00%; λ 2 % = 0,85; λ 3 % = 0,77; λ 5 % = 0,67; λ 10 % = 0,55;
A-basin area (km2);
δ-factor that can impact the regulatory bodies;
δ2-factor that can impact the regulatory marshes; 10.1. the factor δ is calculated using the following formula: δ = (1 + 0.4 × Aez)-1, (7): Aez – reduced water area (%); Aez = 1990s (100 × Sii × Ai) (8): A2, n-number in the status of bodies of water i-serial number Si-water body surface area (km2), Ai-water catchment area (km2); 10.2. the factor δ 2 is calculated using the following formula: δ = 0.5 × 2 1-lg (0.1 × Hr + 1) (9): Around-the relative area of the basin Marsh (). 11. the Multiannual average annual runoff (mm) layer is determined using this mapping of annex 4 et seq. Dividing the drainage layer with 31.56, obtained permanent average runoff module q (l/s × km2). 12. Summer half-year average runoff module qv (l/s × km2) is determined using this mapping of annex 5 et seq. 13. Summer and winter period of 30 days mazūden the minimum flow rate of Qmin. 30 d. (l/s) is calculated using the following formula: Qmin. 30 d. = a × (A – c) 1.22 (10) which: (A), catchment area (km2);
(a) and (c), the parameters that depend on the geographic location of the swimming pool, as well as the geomorphological and hydrogeological conditions: 13.1. depending on the soil conditions and a territory of Latvia revealed four areas (this annex 6 et seq 1. mapping): 13.1.1 loamy Plains (R1); 13.1.2. moraine and Sandy Plains (R2); 13.1.3. the hilly moraine (R3); 13.1.4. piekāpļ zone (R4); 13.2. If the catchment area includes multiple zones, determine the pro rata distribution to relevant areas; General case: R1 + R2 + R3 + R4 = 100. After allocation in the catchment area to the area of the parameters for the calculation (a) and (c) using the following formula: a = g × (R1 + R2 × a1 × a2 + a3 + a4 × × R3 R4), (11) c = b × (R1 + R2 × a1 × a2 + a3 + a4 × × R3 R4)-1, (12): g-minimum spout formed climatic parameters, which are determined by this annex 6 et seq 2 and 3 mapping;
A1, a2, a3, a4, b – parameters, which are given this et seq. table 1 of the annex. 3. Agricultural land reclamation systems 3.1 General requirements 14. Agricultural land drainage system to ensure crop production and field processing for optimal water-air regime of soil. 15. Pārmitr soils in drainage project (drain or ditch) system. If soil humidity in natural conditions do not support crop needs for water projects or irrigation or drainage system of bilateral activities. 16. Agricultural land drainage with systematic drainage is efficient and radical land improvement and long-term soil fertility improvement method. Light (sand or multiple) will be acceptable to the bottom susinātājgrāvj network design too, but drainage of lands that are projected to use intensely, and clay soil. 17. areas with complex hydrogeological conditions dry several steps or not recommended for use as agricultural land. If the area draining to the agricultural use of the project in several rounds, the first round of the draining, novadgrāv norobežojošo in hand ditches and basic susinātājgrāvj only pārmitr expressed. The second round shall be the rest drainage ditches or drainage network. 18. At the same time with the reclamation system of construction project control surface runoff, soil dziļirdināšan and kultūrtehnik necessary measures. 3.2. Ūdensnotek and novadgrāvj 19. runoff Water capture and removal of the nosusinām project in ūdensnotek area and novadgrāvj. Ūdensnotek is usually a direct continuation of novadgrāvj outside the nosusinām area. 20. the Novadgrāv beginning with the drain system to the source, two susinātājgrāvj, kontūrgrāvj or the road ditches catchment. 21. Ūdensnotek and novadgrāv: 21.1. ensure the flow-estimate of the maximum flow rate of pal spring with 10% exceedance probability of discharges by selected cross section – without flooding the surrounding farm areas, or depending on the grass species of lawn temporary flooding tolerance of no more than 10 to 30 a day; 21.2. the estimate of flow rate – summer – autumn flood maximum flow rate with a 2% probability of exceedance discharge through the selected cross section without the dirt and flooding the surrounding pastures; 21.3. the test flow rate – summer – autumn flood maximum flow rate with a 10% probability of exceedance discharge through the selected cross section without flooding the surrounding grasslands or forests; 21.4. to summer semester average water levels in the ūdensnotek or novadgrāv guarantee the drainage network (drainage, susinātājgrāvj, kontūrgrāvj, road ditches) estimates the flow detection and disposal without water level uzstādinājum. 22. If water is natural state cannot ensure this paragraph 21 et seq requirements laid down in the draft regulation, increase the bottom cross-section garenslīpum, or reduce the roughness of the bottom or the surrounding areas are protected from flooding by aizsargdamb and drainage of liquid, installing polder. 23. Ūdensnotek novadgrāvj-bottom caurvad or capacity shall be determined with the bottom of the hydraulic calculation and check the selected parameter to the bottom of the discharge flow rate estimates under this paragraph 21 et seq requirements. Design bottom is stable and the cross-sectional estimates flow rate must not develop greater suction force or speed of the stream bottom bottom concerned or shoring permissible: 23.1. case of smooth water flow uses the following formula: Qap. ≤ Q = ω × vvid that (13): Qap. -estimate of flow rate (m3/s);
Q-seabed caurvad capacity (m3/s);
ω-water flow in the cross-sectional area of the active (m2);
vvid-currents average speed (m/s);
the C √ × vvid = R (i) that (14): C-speed (Šez) (m0, 5/s);
R – active in the cross-sectional area of the hydraulic RADIUS (m);
I-bed bottom garenslīpum; 23.2. Šez coefficient C in numeric values depending on the seabed roughness coefficient is determined using the formula 15 or special calculation palīgtabul.
C = 1/n × R1/6, which (15): n-roughness coefficient, which values ūdensnotek and novadgrāvj shall be adopted for the design: n = 0.035-0.040-if ūdensnotek estimates flow rate is less than 3 m3/s;
n = 0.030-0.0325-if ūdensnotek estimates the flow is from 3 to 25 m3/s;
n = 0.025-0.0275-if the ūdensnotek estimates flow rate greater than 25 m3/s;
n = 0.040 – novadgrāv. The smallest n values are used when the bottom without rocks or pebbles, but most-if the bottom is with stones or pebbles. 24. Ūdensnotek, novadgrāvj, or the stage of time piesēr, aizaug with aquatic plants, bushes, or otherwise loses the water capture and removal capabilities. To restore the soil parameters and ensure necessary water levels, designed for ūdensnotek or novadgrāvj conversion or restoration work. 25. Novadgrāvj route designed with the precise phonetic transcription complex drainage, irrigation and road network, the rational design of the shape and size of the field, as well as respecting the specific inženierģeoloģisko and hidroģeoloģisko conditions in the meliorējam area. 26. Novadgrāvj-route two straight stages connected to the curve, which is the minimum radius of curvature r (m) r = 5 × (B) shall be adopted, where B-bottom width (m) of water at a flow rate estimates. 27. Ūdensnotek-route two straight stages connected to the curve, which is the minimum radius of curvature is calculated using the following formula: rmin = v2 x R4/3 (16): (369.886v02-v2/2) × COS φ v – current speed (m/s) at flow rate estimates;
v0 – permissible currents speed (m/s), which are determined by this annex 7 1 et seq., and table 2;
R-the hydraulic RADIUS (m); COS φ-bed outer (concave) slope inclination angle cosine function. Trapezoidal channels with slope inclination factor m = 1.5, cos φ = 0.832, but with m = 2, cosφ = 0.894. Parabolic, ring, segment and the bottom of the combined cross-sectional COS φ = 1.28. Permissible current of the speed (m/s) v0 is fixed and secured channels depending on the soil characteristics and the water depth of the seabed at flow rate estimates are established using this 7 Annex 1 et seq., and table 2. 29. in cases where the need to strengthen the bottom straight to the stage that if v > v0, the curve radius is calculated depending on the selected type of shore a according to the permissible currents speed v0 (et seq. of annex 7, table 2). Pārbūvējam of the ūdensnotek with the calculated flow rate greater than 5 m³/s the radius of curvature of curves accepted between 5 × 20 × B (B), to match the existing natural seabed route, where B-bottom width (m) of water at a flow rate estimates. 30. The bottom types shore a selection curve concave (external) slope calculated effective current speed on the outer slope v1 (m/s) using the following formula: v1 = v √ where + 0.71 (17): 55 × 3/r1/R4 v-stream speed straight at the same stage in Active cross sectional area (m/s);
R1 – freely chosen or existing bottom bend RADIUS (m). If v1 is greater than the calculated permissible speed straight stage v0 (this et seq 7. table 1 of the annex), then the outer curve (concave) slope strengthened. If calculated with the formula 16. curve bend radius greater than 20 × (B), or turns out to be negative, then choose a suitable bottom reinforcements that a curve radius of curvature is the limits, but not less than 5 × b. 31. Ūdensnotek and novadgrāvj of bottom depth and cross-section is such as to ensure that the requirements of paragraph 21 et seq and ietekoš the drain spout bottom markings should be at least 0.5 m above the bottom of the seabed and 0.2 m above the summer half-year average water level. Novadgrāvj augšgalo of the drain spout marks acceptable design 0.3 m above the bottom of the seabed. 32. If the drain outlet water drain spout, marks at least 0.2 m above the normal water level in the uzstādinājum reservoir and the average water level in the lake or pond. 33. Connecting two of the novadgrāvj, the mazbasein catchment area of less than 0.5 km2, it is the bearing in the bottom marks the project on one of the marks. If the plug-in novadgrāv is shallow, it should increase the bottom bottom bottom garenslīpum or strengthened. 34. Mazbasein novadgrāv on the occasion of the seabed with a permanent water tec so that the bottom of the novadgrāvj on the same tag with the summer semester, the average water level in ietekoš. 35. Connecting the bottom with permanent water leaking, they connect it to the water levels at flow rate estimates would have on the same tag. 36. novadgrāvj-Ūdensnotek and šķērsprofil parameters (depth, bottom width) down with a hydraulic calculation, but the sides slope ratio shall be adopted depending on the soil conditions: 36.1 m = 1.5 for clay and heavy loam soil; 36.2. m = 3.0 dusty sand bottom; 36.3. m = 2.0 other bottom; 36.4. m = 1.5 Woods, regardless of soil conditions. 37. Novadgrāvj the šķērsprofil project to the minimum of the trapezoidal bottom width 0.4 m and hillsides slope factor of this paragraph 36 et seq. 38. If the ūdensnotek catchment area of is from 50 to 100 km2 or hydraulic calculation determines that ūdensnotek šķērsprofil bottom of the trapezoid is wider than 2.0 m, constructed parabolic or circle segment šķērsprofil. 39. Where a big difference in terms of sustainability between the upper and lower soil layers or a big difference between pal and the summer semester for medium throughput quantities, design of cross-section of composite dubulttrapec. 40. Bearing hillsides persistence light (sand, sandy loam) will verify the calculation of the bottom slopes stability coefficient η, using the following formula: η = (γ-1) × (1 – P) × COS α × tg φ that (18): P × tg α + (γ-1) × (1 – P) × sin α-γ bottom specific gravity (t/m3);
P-bottom (porozitāt%), α-seabed slope inclination angle; φ-with water saturated soil internal friction angle. If the factor is greater than 1, then η ditch slope is persistent, if the factor is less than 1, then η slope is not sustainable and designed by braces. 41. Groundwater flow deformation of hillsides called prevent, installing bottom braces or coastal drainage of groundwater flow intercepting. Shore drain with a pipe diameter of 75 mm or more in diameter built into no more than 1/4 drain spacing and not closer than 4 m of the seabed krot. 42. If the bottom does not pose to the sustainability of current speeds increased ūdensnotek or novadgrāvj garenslīpum, the bottom bearing strengthens the entire length, or garenslīpum concentrated short position themselves in bed special stages, designing straujtek or kritn. 43. The bottom slopes from 0.1 to 0.2 m secured above the water level in the case of flow rate estimates. 44. concentrated surface water intake locations shall be provided with surface runoff drain tray. 45. the minimum garenslīpum Novadgrāvj bottom is 0.5 ‰. The minimum bottom garenslīpum Ūdensnotek provides summer half-year average flow rate of the stream speed of at least 0.1 m/s. 46. Ūdensnotek and the depth of the peatlands in novadgrāvj, where the peat layer is deeper than the bottom of the bottom of the design mark, designed, the peatlands surface ievērtēj and bottom bottom (the foot) landing. Bottom of the garenslīpum project to the bottom after the peat settled for a smooth bottom garenslīpum. 47. the Transport and mobility between the different areas of the territories of the nosusinām, as well as the drainage system for the management of projects, bridges, culverts, small bridges and footbridges. 48. the capacity of drainage Culverts of caurvad systems and ūdensobjekto the surface down with a hydraulic calculation or using a pipe manufacturer in hydraulic parameters by nomographs, with estimates for the flow rate to 3/4 of the filling pipe diameter or up to 5/6 rectangular tubing height (zero). If the partial pressure of down (water depth before culverts by 20 to 40% of the diameter, height, culverts) or pressure (water depth before culverts over 40% greater than the diameter, height, culverts), under pipes and eventually built into the walls of the special pleas and, if in accordance with the filtering calculation necessary to extend the filtering path – construction of diaphragm, noting that: 29.9. culverts minimum diameter susinātājgrāvjo and kontūrgrāvjo, the culverts if up to 10 m is 0.3 m; 48.2. minimum diameter novadgrāvjo culverts and culverts of ūdensnotek, if not exceeding 10 m in length, 0.5 0.8 m and m is if the culverts will be from 10 to 15 m; 48.3. the road grade world mark is that depending on the pipe material and sizes ensure minimum pipe 0.5 m mix and the zero mode of operation it would be at least 0.5 m higher than the estimated flow rate of water level in culverts but the partial pressure or the pressure of working mode-at least 1.0 m above the water level of uzstādinājum; 30.1. to minimize the possibility of piesērēšan, the culverts culverts in the bottom of the garenslīpum project in not less than 0.005 and not less than the bottom bottom slope upstream of culverts. 49. The bridge, small bridges and footbridges span the bottom mark is at least 0.5 m above the estimate of flow rate and water level 0.75 m above the highest water level ice drifts. 3.3. Defining network 50. Nosusinām the delimitation of agricultural land from surrounding areas (forest, Marsh, elevated terrain) surface water run-off and for "inrush" groundwater project in kontūrgrāvj and uztvērējgrāvj. 51. Kontūrgrāv surface water run-off capture along the forest edge design apart from the exposure to, if the orientation of the Earth, moving in the Woods, but the spirit of the forest in the North, Northeast and eastern edge, even if the Earth, moving in the Woods, will not increase. 52. the Uztvērējgrāv project on flood plains, groundwater capture where it goes into the lift, inclined slopes and other terrain, as well as the places where spiedienūdeņ possible. 53. Kontūrgrāv and uztvērējgrāv enter directly at novadgrāv, ūdensnotek or body of water, in some cases, also uztvērējak, from which the runoff on novadgrāv in the district by a separate novadkolektor. 54. uztvērējgrāvj-Kontūrgrāvj and šķērsprofil are designed with a bottom in the trapezoidal, width 0.4 m and hillsides slope factor m = 1.5, but sand and sandy loam soil in m = 2.0. Oblique slope uztvērējgrāvj the upper slope less steep, but can create a slope of the atbērtn lejaspus-as aizsargvalnīt. 55. uztvērējgrāvj Kontūrgrāvj and minerālgrunt and the depth of the shallow, up to 0.8 m deep kūdrājo, 1.1 to 1.2 m from the project, deep kūdrājo-from 1.2 to 1.3 m. If peat depth of 0.8 to 2.0 m is, then kontūrgrāvj and uztvērējgrāvj to minerālgrunt of the depth of the base of the project. 56. uztvērējgrāvj Kontūrgrāvj and garenslīpum of the bottom of the design range from 0.5 to 5.0%. 3.4. Regulatory (the draining of the precise phonetic transcription) network agricultural land 57. precise phonetic transcription for drying hands in regulatory project (the draining of the precise phonetic transcription) network (drain or susinātājgrāvj system). 58. Drain system consists of susinātājdren and collectors with drainage structures, which senses the soil and drain the excess water to the network novadoš (novadgrāv, ūdensnotek or body). 59. Depending on the nosusinām of the area and topographical conditions hydrogeological and land use types in a systematic project (continuous) or vietumēj (random) drainage: 59.1. smooth pārmitr trūdain of Marsh soils, and glejot of the minerālaugšņ of the glej drying of the least variable terrain conditions of systematic drainage project, which susinātājdren around the nosusinām area hosted on a regular basis or mazmainīgo the same equally; 59.2. the undulating terrain of the starppaugur terrace, separate avotain and pārmitr place in the vietumēj drainage project for the drying, where the occasional susinātājdren, separate sets with variable drain spacing, which does not overlap the entire nosusinām area. 60. The area in which the expected surface water or groundwater inflow from adjacent areas or exhaust spiedienūdeņ places, hillsides, and at the base of the bottom where the slope of the Earth more than 3%, the šķērsdrenāž project, i.e. to susinātājdren with embossed horizontal constructed a narrow angle. 61. with a small Area of the Earth average inclination (up to 3%) in the project garendrenāž to susinātājdren would be approximately horizontal vertical terrain. 62. Susinātājdren optimum garenslīpum of 1.0 to 1.5% is from. If the Earth's inclination is greater than 0.5% shall not be susinātājdren design with a minimum (this annex 8 et seq table 2) or artificial garenslīpum. 63. Drainage used clay and polymer materials (platmas) drain pipe. About 1.5 m deep peatland drying can use a wooden box or wood fašīn the drain. Plastic pipe drain must not be used in areas where the concentration of iron compounds in groundwater is greater than 3 mg/l. 64. Normal conditions designed hidroģeoloģisko 50 mm diameter clay or 63 (65) mm diameter plastic susinātājdren. Where expected spiedienūden or surface water inflow from adjacent areas of the starppaugur Hollows, at the foot of the hills of susinātājdren and avoksnājo diameter increase for one graduation-designed 75 mm diameter clay or 90 (80) mm diameter plastic drain pipes. 65. Susinātājdren distance between the calculation depending on the drenējam soil mechanical composition and physical and chemical properties: 65.1. will drain of homogeneous minerālaugsn distance Ep (m) is calculated using the following formula: Pe = En × × × × Kk Ki Kū Kv that (19): En-regulatory drain spacing (m). Saistīg soils (clay, loam) En is determined using this annex 8 et seq 1. schedule. Not saistīg soils (sand, sandy loam) En is determined using this annex 8 et seq 2. nomograph production;
Kū-factor that depends on the respective District ūdenīgum grade (this annex 8 et seq 1. mapping);
Sq – the complex local situation (8 et seq table 1 of the annex);
KK-factor, which depends on the chemical properties of minerālaugšņ (8.2 et seq.);
Ki-coefficient, which depends on the use of minerālaugšņ:-1.0 arable land; grazing-1.1; Meadows-orchards 1.2-0.6-0.7; 65.2. streaky soils drain En regulations distance (m) is determined using the following formula: w = E1 × E2 × h1 + h2 + E3 × (h3 + 0.2) (20): t-a + 0,2 E1 – top uniform soil layer in the corresponding regulatory drain spacing (m);
E2, E3-other homogeneous soil layers according to the regulations of the distance (m) drain;
H1 – the superficial soil layer thickness without the subsoil (m);
(a) to (m) of the subsoil; H2, h3-the rest of the soil layer thickness (m). The lowest layer thickness 0.2 m; adds t-drain depth (m) (t = a + h1 + h2 + h3); 65.3. If saistīg not a homogeneous soil layer thickness is lower than the drain depth plus 0.2 m or hilly terrain, En (m) saistīg-minerālaugsn is used for the determination of appropriate for this annex 8 et seq 1. schedule; 65.4. kūdrājo with peat layer thickness up to 0.6 m drain spacing of Ep (m) is determined in the same way as the ievērtēj minerālaugsn, but the depth of the peat after the first landing. If the turf is low the minerālaugsn mazcaurlaidīg and after the first landing of the peat layer thickness from 0.3 to 0.6 m is, then the base of the Marsh down the nominal distance shall be adjusted by a drain factor from 1.1 to 1.2. If peat depth after the first landing is 0.3 m or less, then take the base of the Marsh down a nominal spacing of drainage channels; 65.5. kūdrājo with peat layer thickness greater than 0.6 m, drain distance Ep (m), using the following formula: Pe = ' × × Kh En Kū ' × ' × ', where The Cci (21): En ' – regulatory distance (m) drain atmospheric conditions in the bog of low power, depending on botanical composition and associated with poor filtration minerals (clay, loam, sandy loam) base, determined that the provisions of Annex 8 in table 3, but with good filtration mineral (gravel, sand, sand) base (this … of Annex 8 of the table 4);
Kū-factor that depends on the respective District ūdenīgum grade (this annex 8 et seq 1. mapping);
KH '-factor, depending on hydrogeological conditions in the Marsh (8.5 et seq.);
The '-factor, which depends on the Marsh hydrological conditions (this annex 8 et seq table 6);
KK '-factor, which depends on the concentration of iron compounds in groundwater of the Marsh (8.7 et seq.). 66. The undulating terrain of the calculated distance drain differentiated according to the inclination of the Earth, the soil mechanical composition, degree of glejošan and the use of the area. Sand and sandy loam soil without signs of drainage not glej project. 67. the system of drainage channels project in the light of Annex 8 et seq table 8 contains the drainage system elements are positioned relative to the calculated susinātājdren distance between Ep. 68. Susinātājdren collector adds the upright as possible against the manifold but not less than 60 ° angle. 69. the Drain collector route designed straight, without unnecessary turns around the path to the novadgrāv, ūdensnotek or waterbed. 70. the Drain wire route trees and bushes near the leads so as to ensure the following minimum distance: 70.1.30 m-to conifer; 70.2.20 m-to wood; 70.3.15 m – up to willow, willow, alder; 70.4.10 m – to other bushes and Berry; 70.5.7 m, up to fruit trees. 71. The manifold building depth to provide depth of design susinātājdren add-in. Above the manifold pipe at least 0.9 m top bottom divisions, but over a large diameter collector-0.8 m. 72. Drain collector crossings with other pipelines space between the pipes in a vertical plane at least 0.3 m crossing with collector roads or other shallow ditch, the space between the pipe and the collector at the bottom of the trench is at least 0.6 m. 73. Design drain depth and distance from the provides field processing and appropriate development of crops needed for optimum depth-draining groundwater. The projected average drainage requirements (m) for different types of area use this 8 et seq. table 9 of the annex. Drainage requirements in smaller values apply to sand and sandy loam soils, clay soils of the largest – and peatlands. 74. building Drain depth is the vertical distance between the Earth and the bottom of the drain. Susinātājdren average depth of construction depending on the kind of area use, soil composition and ūdenīgum coefficient defined in this annex 8 et seq 1. mapping. 75. the Drain system for hydrological dimensioning calculations have determined the water discharge intensity-runoff modules: 75.1. drain run-off of arable land and pastures in the module (l/s × ha) definitely this is 9.1 et seq. mapping. Drain the runoff module determines the value of the meadows in 80% of the arable land. Starppaugur spiedienūdeņ of hollows of supply without express mapping down the drain spout of module increased by 20%; 75.2. surface water run-off from agricultural land is calculated depending on the catchment area of the uztvērējbūv area and the 24-hour maximum rainfall intensity with a 10% probability of exceedance. Rainfall intensity in cultivated soil (l/s × ha) et seq of this 9.2. mapping. Surface runoff module (l/s × ha) of arable land depending on soil mechanical composition and average in the catchment area of the Earth tilt down using this 9 et seq. table 1 of the annex. Surface water runoff module of meadows and pastures down to 70%, but the forest and swamp-60% of the arable land laid down; 75.3. surface runoff from areas with water mazcaurlaidīg coverage (asphalt, concrete, pavement URu.tml.) and the roofs of buildings and premises is calculated using this 9 et seq., annex 2. mapping the specified numeric value of intensity of rainfall (l/s × ha) multiplied by the area covered area (ha) and the coefficient of 0.85.76. With drain system manifold hydraulic calculation grafoanalītisk or analytical computational method based on the established drainage modules and special drain hydraulic dimensioning of nomographs, or tables Choose the parameters of the drain (and bottom slope) drain and timely removal of surface runoff flows in optimal mode: 76.1. maximum flow rate of the wires do not drain saistīg soils is 1.5 m/s and saistīg-2.0 m/s; 76.2. susinātājdren and collector minimum garenslīpum definitely this 9 et seq. table 2 of the annex; 76.3. large diameter drain collector garenslīpum provides a flow rate that is not less than 0.30 m/s. 77. to protect the drain wire from mechanical sērēšan in all the possible conditions and the execution of the works around the drain life and to ensure enough water intake intensity drain, drain pipes or their butt sites covered with natural or synthetic filter material, noting that: 77.1. a synthetic filtrmateriāl should not be used for clay , loamy and peaty soils, as well as constructing a drain with water saturated flowing on the ground; 77.2. with straw wrapped plastic drain pipes may be used clay, loam and peat soils but may not-sand soils; 77.3. carpet beneath clay drain pipes must not be used in synthetic material. 78. If the projected areas groundwater is increased ferrous compound concentration, take additional measures against the clay pipe drain clogging with iron compounds: 78.1. If iron compounds concentration is between 3 and 8 mg/l, the: 78.1.1. garenslīpum of minimum drain increases to at least 0.4%; 78.1.2. drain collector of garenslīpum from 10 to 15 m long period increases the bottom at least up to 1.0%; 78.1.3. about 10% of the reduced distance between drain. 78.2. If the concentration of iron compounds in groundwater is more than 8 mg/l, drainage design is not recommended. Drainage can be done with the previous, and drainage ditches only after three to five years, if the concentration of iron compounds will have fallen below 8 mg/l, you can design a drainage. 79. the Drain system during normal operation and control in drainage construction project (the source of the drain, drain wells, uztvērējak, filters, surface water receivers and other buildings), subject to the following: 79.1. each drain system for discharge of the waters, ūdensnotek novadgrāv or body of water in the drain spout is used; 79.2. drain wells project in the following cases: 79.2.1. when a drain system node connects more than three collectors; 79.2.2. If the collector track turn is greater than 60 °; 79.2.3. If the water flow rate to the minimum the collector reduces the allowable speed; 79.2.4. after every 500 meters, if the collector is longer than one kilometre; 79.3. open drain parts of the UK surface height of at least 0.2 m but not more than 0.5 m; 49.3. above the uncovered well covering at least 0.6 m thick bottom layer; 49.4. the heavy, mazcaurlaidīg soils of the local Earth hollows used the right filter material (such as wood chips, light grovel, gravel, straw) filter columns, filters, drain or drain apbērum of the aizbērum of the trench; 79.6. especially express intense groundwater flow to areas of the use of the aizbērum of the trench drain water bearing layer thickness with gravel or chippings and drain coverage with fašīn or pressed straw bales; 79.7. surface runoff from the nosusinām area for reception, expressed relief for the shallow depressions and drain system for entering the draft surface water receivers; 79.8. surface water discharges into surface ūdensobjekto projects fixed tray. 80. Susinātājgrāvj system, or individual projects with provisional susinātājgrāvj, if you need a previous area draining (this paragraph 17 et seq and 78.2). 81. Sand and sandy loam soils and up to 2 m deep kūdrājo on minerālgrunt base susinātājgrāvj system can be intensive enough to lower the groundwater level in the soil, but the heavy, mazcaurlaidīg susinātājgrāvj of the minerālaugsn will be the main task of the surface water run-off capture and discharge novadgrāv. 82. Susinātājgrāvj design of horizontal slanting against the terrain, to ditch the cross flow of surface water and groundwater flow of main direction. 83. Susinātājgrāvj minimum 0.5 ‰, but garenslīpum is the maximum to 5 ‰. 84. Susinātājgrāvj bottom width 0.4 m, maximum length 1500 m, but the main parameters as a function of the nosusinām areas of terrain, and soil conditions under this annex 9 et seq table 3. The average depth of the kūdrājo Susinātājgrāvj down ievērtēj a peat layer landing. 3.5. Surface runoff Regulation 85. adjustment with surface runoff contributes to the nosusinām of the area of surface water discharge of regulatory and faster containment network, ūdensnotek, novadgrāv, or body of water infiltration and soil pamatslān, prevents water accumulation nosusinām area of hollows and other relief pazeminājumo and reduces soil compaction. 86. the Implementation of the area of surface run-off gliding ground, concluding a small valleys, pits, ditches, filling, vecupj and kraujiņ of the stile leveling to provide at the bottom and move the bottom compaction be saved design drain depth. 87. developing effluents patch, evaluate treatment options and the land drain system, the row represents the slopes with gradients of 1:10 or flattening, garenslīpum, which shall not be less than 0.1% and at a depth of not more than 0.4 m. Run-off vag route may not be the same as the drain collector routes. 88. Zemaramkārt-dziļirdināšan-friendly heavy glejot in clay and loamy soils with filtration coefficient of less than 0.2 m/d, hilly terrain into hollows and minerālgrunt soils with ortštein the horizon. 89. Dziļirdināšan can be carried out after the construction of drainage channels and when soil moisture is optimal rank: 89.1. dziļirdinātāj work direction is vertical to the direction of susinātājdren and the mutual distance between the slits in the clay and loamy soils and heavy soils with ortštein 0.8 m, the other a horizon soils – 1.6 m; depth of 89.2. disaggregation is at least 0.2 to 0.3 m lower than the drain depth. 3.6. Bilateral activities drainage system 90. to nosusinām areas of vegetation on soil active layer create crops optimal air and moisture regime, drainage systems can be applied to control the groundwater level and bilateral activities to build drainage system. 91. Bilateral activities in the drainage system project: 91.1. flat areas where the Earth's inclination is less than 0.5 ‰; 91.2. sand, sandy loam and peat of the low Marsh soils where the filtration coefficient is greater than 0.5 m/d; if mazūden 91.3. in the period it is possible to ensure water resources at least 0.5 l/s × ha. 92. Depending on irrigation water-use water resources, soil permeability and breeding crops with bilateral activities of subsoil drainage systems can make the wetting: 57.2. maintaining the groundwater levels relatively constant throughout the vegetation period; with cyclic water 92.2. uzstādināšan and discharges, maintain a heightened level of groundwater periodically from three to six times during the vegetation period. 93. The optimal groundwater level (m), a drained area uzstādin, provides vegetation period can be determined using this 9 et seq., annex table 4. 94. the groundwater level of the Cyclical adjustment case, the water level rises to 0.3-0.4 m from the face of the Earth and a constant of three to four days. 95. If novadgrāv in summer semester is large enough flow rate, water level in constructing buildings, uzstādināšan can uzstādin the water level and constantly throughout the vegetation period or cyclic water enter the regulatory network. The water from the regulatory network through the drain hole and the butt or bottom of susinātājgrāvj pressure flows out in the soil and the groundwater level rises the optimum depth. 96. The summer half-year 30 day minimum flowrate with 75% exceedance probability Q (l/s) novadgrāv is greater than the crop water consumption and evaporation from soil, characterized by average daily irrigation hidromodul a QMA (l/s × ha) (10 et seq., annex table 1): Q ≥ × F where the QMS (22): F-mitrinām area (ha). 97. If in the summer semester is not novadgrāv enough pietec the groundwater level for take-off, then the required water supply from the water especially source-water or watersheds. Water draining pipes designed to supply or spiedvad. 98. to groundwater level adjustment use the draining system regulatory networks: 98.1. at least one graduation increased drain pipe diameter; 98.2. about 30 to 40% reduced susinātājdren and susinātājgrāvj distance between them; up to 150 m reduced 98.3. susinātājdren length; 98.4. drain tube covered with a filter on the perimeter of the entire length of segmateriāl; 98.5. water level shall be provided to control the shipbuilding novadgrāvjo, susinātājgrāvjo or drain wells; 98.6. bearing shoring materials used, allowing a lasting appludinājum; 61.3. groundwater level observation observation aciņ create (drillings). 3.7. Irrigation Systems for agricultural crops, 99. principally vegetable, cultivated grassland and intense fruit-berry development of vegetation in the necessary moisture and soil nutrient regime optimisation designed irrigation systems. 100. At a time when crops suffer from moisture in the vegetation period deficit, it requires development of water (with dissolved nutrients or without them) can provide you with specialist equipment or machinery, spraying artificial things (watering) or of low intensity passing through small diameter water pipeline network through special water-dropper outputs directly to the plant root zone (drip irrigation). 101. the required irrigation systems irrigation-irrigation mode and time limits determined by the average dry vegetation period in which the climatic water consumption deficit calculated with 75% exceedance probability, considering that: 101.1. irrigation requirements depend on evaporative and transpirācij intensity, rainfall, soil moisture for the item at the beginning of the period of vegetation, soil properties and crop characteristics of the agrotehnik; 101.2 apūdeņojum term and dose. sizes are dependent on the moisture deficit in the vegetation period from laistām crops biological characteristics and soil layer of the active mitrumietilpīb; 101.4. average agricultural crops irrigation requirements in various similar agro climatic areas of Latvia (10 et seq 1 mapping) summarized this 10 et seq. table 1 of the annex, but in each case they shall lay down with the active layer of the soil water balance equation. 102. On the irrigation system to water source can be used with the water resources of the watercourse, provided enough body of water or underground water resources, noting that: 102.1. crop spraying water can be used without restriction by the degree of mineralization of up to 1.5 mg/l, the water active reaction pH number more than 5.5 and water temperature above 10 ° C; water crop suitability 102.2. irrigation shall also determine the sodium and calcium cation ratio in miligramekvivalento that is less than one; 102.3. drip irrigation system consists of a special designed filter motor small impurities and hidrobiant (such as algae) from water, as well as the positions of need, special devices iron hydroxide, carbonate and other salts, reduction in water. 103. ieņēmējbūv-type of water depends on the water source, the selected irrigation technique and technology. Pump station provides water supply to the required pressure all running at the same time adequately watering devices or water dropper consumption, including losses in the pievadtīkl. Pumping the maximum developed pressure should not exceed the permissible pressure of pipes spiedvad. 104. Watering Systems water consumption Qs (l/s) is determined using the following formula: Qs = 24 × F × QMA, which (23): t × k-F system area (ha);
QMA-daily average of irrigation hidromodul (l/s × ha), whose value is determined as defined in this annex 10 1 et seq.;
t-systems operation time (h);
k-factor of the equipment you use. 105. Watering system depending on the used pump station, spiedvad and watering equipment types designed stationary or mobile pusstacionār: 105.1. mobile systems for all elements, including the pumping station, are portable; 105.2. pusstacionār systems for some of the basic elements of the system can be fixed; 105.3. fixed systems for all system elements are fixed. 106. Depending on watering device needs work pressure, capacity, look in the distance and spray type select the watering system and layout of pievadtīkl material. 107. fixed watering systems water pievadtīkl project according to the hydraulic calculation as spiedvad with the necessary fittings (hydrants, bolts, the water output, the one-way valves, safety valves, water meters and other accessories), ievēoj the following requirements: 107.1. all branches of spiedvad are the bolts; 107.2. spiedvad fracture in the vertical plane of the points where possible the accumulation of air tube air release valve shall be provided; the empty spiedvad spiedvad 107.3. the lowest level of the project and the water output garenslīpum output direction is greater than 0.1%; 107.4. when spiedvad the turning angle of the horizontal or vertical plane, as well as the ends of the pipeline exceeds 10 °, constructed the concrete supports; 107.5. If the calculated pressure hydraulic impact case beyond the set of allowable piping, the valves of the blowback; 107.6. watering devices for fire hydrant height appropriate to the requirements of the device that you want to add, but if not used extended the telescopic sections hydraulically hydrants – not less than 0.5 m above the Earth. 108. The design of watering system, provides the necessary security zone along the lines. Watering equipment, water jet, ievērtēj the possible deviation from the wind drops should not be closer than 10 metres fall from 20 kV power line-driven horizontal projection on the ground and not less than 20 m from the high-voltage power line. 109. Designing a drip irrigation system, 24 hours water supply calculation in W (m3/d), be determined using the following formula: W = × × F × P 0.864 QMA, QMA – with (24): the 24-hour average of irrigation hidromodul (l/s × ha) according to this 10 et seq. table 1 of the annex;
F-irrigation system area (ha);
P-part of the irrigation system in the area of the plant root zone, which is defined as the part of a plant surface projection area on the face of the Earth (). If the plant surface parts completely collapses throughout the area, then P = 100%. Intensive orchards (such as pundurābel, plums, cherries) P is in the range of 30% to 60%. 110. Drip irrigation systems water consumption Qs (l/s) depends on the system of the area, the location of the dropper and flow rate to ensure that at least 25% of the plant root zone area moistening. 111. the drip irrigation system, and the trunk split in the irrigation spiedvad design of polymer pipes. Behind the filter system on the pipeline is not permissible subject to corrosion of the metal fittings and fixtures. To apply to join the plastic compression fittings, weld plastic fittings (plastic pipes) or the women fittings (polyvinyl chloride pipes). 112. Drip irrigation network location spiedvad is determined depending on the area of topographic conditions, irrigated crops, irrigation disposition number of subsystems required operating pressure and flow rate. The system determines the parameters of hydraulic calculation of pipeline. 113. Drip irrigation systems pusstacionār uplink, but also the distribution of hospital systems are under construction in the spiedvad ground, ensuring pipeline emptying and vent. Pipeline construction, minimum depth of the Earth to the top of the pipe shall not be less than 0.8 m. of a dropper tubes placed under the lines above ground, but also low mulčēt areas-mulch. 4. Forest lands draining systems. 114 wooded land drainage system provides technically and justified, forestry forest growth and forest types are differentiated by the degree of drainage with draining effect, with the move away from susinātājgrāvj was reduced by more than one standing and to ensure that the infrastructure of the forest, including forest road network required. 115. Forest road route and grade of the road-building projects with regulatory network design of the draining. 4.1. Regulatory network 116. Woodland humidity control provides a regulatory network-susinātājgrāvj, vadziņ and road drainage ditch. Deep peat and avotain areas or confined hollows before a permanent regulatory network construction recommended to dig drainage ditches – temporary pioniergrāvj. 117. Susinātājgrāvj-route project, assessing forest growth: 117.1. conditions and forest types; 117.2. forest use planning elements (for example, kvartālstig, felling direction, wood export opportunities); 117.3. terrain; 117.4. soil and hidroģeoloģisko conditions; the existing drainage network 117.5.; existing and projected 117.6. the road network. 118. Susinātājgrāvj of forest blocks within the project to track and enter the block along the top edge of the Guide track on the novadgrāv or in the ditch of the road: 118.1. to delay the surface run-off ditch atbērtn form susinātājgrāvj below and close the road or block the passage of the bar; the stig 118.2. surface water runoff discharged through the ditch along the pipes or fašīn atbērtn. 119. the izcirtumo and mazcaurlaidīg Forest soils faster thaw days and precipitation water drainage through the terrain the lowest places on susinātājgrāvj, designed in pop-up vadziņ. 120. Susinātājgrāvj distance between (m) is determined according to the growing conditions of the forest and forest type, soil and hydrogeological conditions, to the limits of one standing provide a similar degree of drainage according to this 11 et seq. table 1 of the annex. 121. Susinātājgrāvj average depth (m) is determined depending on the soil conditions in accordance with Annex 11 et seq table 2. 122. Susinātājgrāvj depth in peatlands by peat land is not less than 1 m 123. Susinātājgrāvj bottom width 0.4 m, but the slope inclination factor determined in accordance with Annex 11 et seq table 3. 124. Susinātājgrāvj minimum garenslīpum bottom is 0.5 ‰. 125. Susinātājgrāvj to novadgrāv to add 60 to 90 ° angle, and connection with the radius of the curve takes about 5 m. 126. Run-off vadziņ average depth of 0.4 m. 127. constructed the road ditches parameters according to the project of the susinātājgrāvj parameter, but if it is necessary to ensure the bottom grade of the road, road ditch width or depth may increase. 4.2. Defining network 128. Kontūrgrāvj design along the edge of the area nosusinām with parameters corresponding to the susinātājgrāvj parameter. 129. Kūdrājo with peat depth less than 2 m, kontūrgrāvj of the minerālgrunt of the bottom base probes. 4.3. Novadoš network and the novadgrāvj of Mazbasein ūdensnotek 130. (catchment area less than 0.5 km2) bottom bottom width 0.4 m, constructed hillsides slope factor m = 1.5 for novadgrāvj and ūdensnotek. the cross section is determined by hydraulic calculations (this 23 et seq.). 131. to ensure novadgrāvj and ūdensnotek bearing stability, the longest stage in the project for the garenslīpum and bottom aligned test calculates the flow rate of the stream. Wooded land bearing currents calculation speed limits greater than similar channels agricultural land: 131.1. maximum permissible currents speeds woodland not secure channels with the hydraulic radius of less than 0.5 m, definitely this annex 11 et seq table 4; 131.2. permissible maximum current speed of mounted channels definitely this annex 7 et seq table 2; 131.3. novadgrāvj and ūdensnotek lead places maximum permissible currents speeds increase by 20%. 132. Novadgrāvj and ūdensnotek of the route turns a curve radius of minimum depending on the hydraulic RADIUS can accept under this annex 11 et seq table 5. 133. Novadgrāvj and ūdensnotek bearings bearings check to calculate the current velocity at the maximum flow rate of spring pal with a 5% probability of being exceeded. 5. Peat deposits in the drainage system 134. Peat deposits in the drainage system shall be designed to provide suitable conditions for peat deposits in the ploughed layer on top, drying, as well as field training, peat extraction and transport mechanism for draining the groundwater level. 135. Depending on the type of peat deposits, and the way the average drainage requirements adopted: 135.1. high type of marshes (after the methods of extracting the layers)-from 0.8 up to 1.0 m, low and transition 135.2. type-from 0.6 to 0.8 bog m. 136. Peat deposits provide regulatory network of drainage-ditch the card, as well as susinātājgrāvj, the road and drainage ditch. 137. Regulatory networks, evaluating: 137.1. the surface of the Marsh and minerālgrunt to the foot of the nature of the terrain; 137.2. lookup configuration and existing hydrographic network; 137.3. Marsh hidroģeoloģisko conditions; 137.4. peat extraction technological scheme. 138. The map of peat deposits, ditches draining high and transitional marshes project type with the average distance between the axes of the map of the ditch, the average depth 20 m after the Marsh landing from 1.7 up to 1.8 m, the width of the bottom of the slopes up to 0.4 and 0.3 m the slope coefficient 0.25.139. Card deposits of peat ditches draining the marshes below the type design with the average distance between the axes of the map ditches 40 m the average depth at Marsh landing from 1.4 to 1.6 m, the width of the bottom of the slopes up to 0.3 0.4 m and inclination from 0.5 0.25 to ratio 140. ditch the card. bottom minimum garenslīpum is 0.3 ‰. 141. the length of the ditch of the card depends on the peat mining and transportation technology. Frēzkūdr in the map of the optimal length of the ditch is 500 m. 142. Peat bērtņ and road drainage, it is recommended that you design a drainage with an average depth of 1.8 m construction, the average distance between a high susinātājdren and transitional bog type of 10 to 12 m, but the low bog type of 20 to 24 m. 143. ditch the card and kontūrgrāvj water capture and discharge to a project in the savācējgrāvj novadgrāv with the average depth at the turf from 2.3 up to 2.5 m landing the width of the bottom, from 0.4 up to 1.0 m, slope the slope coefficient is high, and the type of transition from 0.5 to 0.75 bog, but the low marshes of the type from 0.75 to 1.0:143.1. savācējgrāvj minimum garenslīpum bottom is 0.5 ‰; 143.2. savācējgrāvj at the bottom of the suspended particles capture peat forms the settling lagoons with minimum 0.7 m below dike into the bottom, length 50 m and the width of the top of the 15 to 20 m. 144. ditch the card for use in plastic pipe culverts, drain pipes of clay (on the carpet) with pipe diameter of 100-150 notional mm, or wooden box 100 × 150 mm. top culverts inserts the wire mesh with a maximum size of 30 × 30 mm. 145. Novadgrāvj- , ūdensnotek and delimiting network designed according to the rules of the forest land drainage design. 146. Deep in the marshes of type map high ditch, drain trench construction, savācējgrāvj, kontūrgrāvj and novadgrāvj should be provided in a number of steps, hand digging a drainage of the previous pioniertranšej. 6. the territory of the inženieraizsardzīb and polder system 147. Settlements, agricultural and forest land and other existing territory floodplains of watercourses or bodies of water of the sea shores to protect against flooding or pārmitrināšan project in inženieraizsardzīb and polder system. 148. in the area of flooding or pārmitrināšan the causes, nature and duration of the use of the territory, and the economic efficiency is determined by inženieraizsardzīb measures projektējamo (watercourse management, kolmatāž, or the installation of the draining polders): 148.1. with bottom water regulation – straightening and deepening may regulate floodplain applūdum, precipitated solids and to speed up the drainage of floodplain post-flood period (subsection 3.2 of this et seq); If the watercourse Regulation 148.2. it is not possible to provide the necessary conditions for the use of the territory, or it is not appropriate to do so from the point of view of environmental protection, the delimitation of the territory with the project aizsargdambj, filtration and surface water discharge or reception of the draining of the precise phonetic transcription; If such territory 148.3. drying and pietekoš water discharged permanently or into separate periods requires mechanical lifting, water project in the polder. 6.1.149. Aizsargdambj in The iedambēšan of the body of water in a water or flood plains or adjacent areas can be protected from the flooding completely (applūstoš in aizsargdambj), or to protect from flooding during the summer-autumn period, spring flooding pal territories during allowing flooding (applūstoš to aizsargdambj). 150. Aizsargdambj height above the water level estimates calculated by the ievērtēj the height of the surge generated by the wind, wave height of uzrit on the slopes of the aizsargdambj and aizsargdambj height: 150.1. the reserve not pārplūstoš the aizsargdambj estimates water levels water levels in spring water at maximum flow rate with the pal 1% probability of being exceeded, the aizsargdambj reserve of the height of 0.5 m; adopted the aizsargdamj pārplūstoš 150.2. estimates water levels depending on the protected areas of use , aizsargdambj the height adopt 0.3 m reserve, except this was mentioned in paragraph 154 et seq. 151. Iedambēt-caurvad water bed capacity is calculated with the uneven flow of the hydraulic formulas and down the narrow cross-section of the active, changed water levels and currents speeds for the iedambēt stage, as well as the downstream and upstream of the iedambēt phase. 152. the minimum distance from the Aizsargdambj watercourse bottom shoreline of the stable will have at least 5 m minerālgrunt, minerālgrunt States and fragile peat – at least 10 m, but not less than twice the height of the aizsargdambj. 153. Aizsargdambj design of trapezoidal cross section with a variety of slopes and slope width of at least 3 m. If the path specified by aizsargdamb, then aizsargdambj the width of the top of the appropriate type of travel: 153.1. up to 3 m high aizsargdambj hillsides average slope is taken using this 12 et seq.; about 3 m above 153.2. or constantly with water apskalot of the aizsargdambj cross section for selection of aizsargdambj stability and filtration performed calculations; 153.3. aizsargdambj wet slope stability tests on the residue stream speed (this 28 et seq.;) 153.4. aizsargdambj dry slope protected from the effects of rainfall, by volume, of the medicinal product or with velēnojum or other preterozij materials. 154. Applūstoš-aizsargdambj shall be provided at suitable locations for special regulators or specially installed for the reduced stages of aizsargdambj, through which the starting phase protected the pal area to enter the water and pal phase of final output. 6.2. Filtration and uzplūstoš the surface water capture and discharge to lower the reservoir to 155. areas adjacent to artificially increase the groundwater level and protect them from pārmitrināšan, designed for coastal drainage, uztvērējgrāvj or systematic drainage of the territory. 156. coastal drainage formed along the edge of the reservoir as a separate drain or drain filter material with a apbērum above the drain. 157. Drain building depth and diameter depending on the soil characteristics determined by filtration filtration water supply intensity calculation: 157.1. drain pipe of minimum diameter is 100 mm drain pipe 157.2. the maximum depth of the building is determined depending on the pipe material. 158. the Drain runs into and not less frequently than every 50 m right stages create a manhole. 159. In appropriate circumstances, hidroģeoloģisko can also use the vertical drain, along the coast of the water creating a drilling or building wells line, from which the water is atsūkn pietekoš. 160. Along the shore of the reservoir can be built in filtration and uztvērējgrāv water run-off collection and discharge (et seq of the 50, 51, 52, 53, 54, 55 and 56,.). 161. The reservoir adjacent to the area of mazcaurlaidīg in soils can dry to a systematic drainage, reducing the near-shore design drain spacing or enlarging drain diameter (this was 64 et seq.). 162. the coastal drainage, uztvērējgrāvj or drain system collected water enters the reservoir bottom bjef or pumped reservoir. 163. If the flood plains or areas adjacent to the reservoir waters from it relatively higher areas, they can be fed with apvadkanāl outside protected areas and enter the reservoir bottom bjef or other ūdensnotek. 6.3.164. draining of the Polder Polder system includes the aizsargdambj, apvadkanāl, krājbasein, defining and regulating network, pump station and the regulators. Polder system can cover all the construction referred to in this paragraph or just some of them, at least the composition of aizsargdambj and pump station. 165. Depending on the protected areas are divided into polders: 165.1. seaside polder – protect the territory from the sea the coastal surge; 165.2. floodplain polder-protected floodplains of watercourses or water bodies in adjacent areas of the spring or the summer autumn flood flood waters; polder-165.3. lowland watercourses adjacent protected areas of reservoirs for the water level of uzstādināt effects. Here also includes inženieraizsardzīb systems, as well as pal apdrautēt, not that the draining system waters discharged by pumping. 166. Depending on the hydrological regime in the polders are divided into: 166.1. winter (pārplūstoš), which is the area of the polders completely bounded by aizsargdambj from spring flood estimates water levels. The estimates for the water level to adopt maximum spring pal with a 1% probability of being exceeded in the water level of the watercourse or aquifer or permanent period observed the highest surge of sea water; 166.2. summer (pārplūstoš) polder area, which is delimited by the aizsargdambj of the summer-autumn flood estimates water levels. The estimates for the water level to adopt maximum summer-autumn flood water level with a 5% probability of being exceeded, if the polder area, summer vegetables used, technical or forage crop cultivation, and with a 10% probability of exceedance, where the area used in the meadows and pastures. Spring Palos is flooding the area. 167. The winter of pārsūknējam polder pumping station of water is determined by analyzing the spring-water balance with the pal 10% probability evaluation of pārsniegšn pietec rate, volume, water accumulate in the soil, the polder the pool bottom and terrain into hollows and allowing the draining of the polder system limited (insufficient drainage) in the period from 7 to 10 days of arable land and from 10 to 14 days the meadow and pasture areas. 168. Summer of the polder pumping station pārsūknējam water fall down pal phase duration ūdensnotek or summer-autumn flood runoff with a 10% probability of exceedance of the polder area. Pumping station capacity calculation assumes the most unfavourable case. The calculation is not allowed in the polder system limited the draining operation. 169. the choice of the pump down apēķināt the liquid water and pumping the maximum lifting height of the geodetic, determined as the difference between the maximum water level estimates watercourse (body of water, the sea) and the lowest water level of operation of the krājbasein polder: 169.1. highest operating water level in polders provides the necessary drainage requirements in any of the areas used for the polder. The highest level of operational water level of the polder's water krājbasein at the pump station, when the bilge (turn on the pumps); 169.2. lowest operation water level is the level of the water at the pump in the polder krājbasein station, I stopped pumping (pumping off). 170. Not to create krājbasein and novadoš network structures in the hillsides without persistence, pumping capacity and mode of operation ensures the progressive water level lowering in the intensity of krājbasein and the novadoš network. Water level lowering in the intensity must not be greater than 0.1 m/h. 171. Polder basin drainage impoundment period mazūden and pump station operation mode optimization design for pump station krājbasein. On krājbasein you can use natural depression, body of water, specially dug pool or to broaden and deepen a main stage at the bottom of the novadgrāvj pumping station. 172. Krājbasein-useful volume V (m3) is calculated using the following formula: V = 0.25 × × Q, which TCU (25): tc-the shortest allowable pump operating cycle (s);
Q-pump station less pump capacity (m3/s). 173. the bottom of the Krājbasein mark, soil conditions permitting, project at least 1.5 m below the lowest water level operation to thwart the krājbasein intense overgrowth with water plants and promote solids izsēšano. 174. the project on the slopes of the Krājbasein incline as ūdensnotek or novadgrāv with the average slope of the slopes of at least 1:3. the slope above the highest water level of operation can be fixed by medicine volume or velēnojum. 175. Krājbasein bottom line project without garenslīpum with a minimum bottom width of at least 4 m. 176. Novadgrāvj in the krājbasein inlet above the highest water level of operation. Krājbasein and Chief novadgrāvj connection between the highest water level of operation and lower operating water līmenisprojekt from 20 to 30 m long stage and this stage strengthened. 177. in order to reduce the bearing and deformation of piesērēšan poldero of the summer flooding, novadgrāvj and susinātājgrāvj routes in the pal project water flow direction and estimated distance to reduce the drain on average 10 to 15%. 178. Summer projects poldero pal inputs of water-release or water overflow sections aizsargdamb (this was 154 et seq.). Water overflow stages aizsargdambj into mark 0.2 to 0.3 m project on the lower slopes of the flat, but aizsargdambj (from 1:8 to 1:20) and strengthened. 179. Water inputs-output capacity of caurvad Q (m3/s) is calculated using the following formula: Q = 2.5 × V/t, where (26): V – the volume of water that can be entered in the polder (m3) – up to aizsargdambj into mark;
t-time in seconds, in which the water level rise watercourse or body of water from the water into the threshold marks to the mark, at aizsargdambj. 7. Areas draining systems. to 180 localities ensure the functional planning and zoning that allowed the use of groundwater level in the relevant territory or the project area delimitations of the uzplūstoš surface waters, groundwater level lowering, or kolmatēšan, of the area as well, if the area is located in the floodplains of watercourses or bodies of water of the sea shores-this chapter 6 et seq measures: 180.1. the building of settlements in the area of groundwater level should be at least up to 2 m but the stadium, park, Park, and other greenery areas until at least 1 m in depth, from the design of the Earth; 180.2. In populated areas, in particular with large building density, the development of rain sewerage network and secured areas, rain water runoff may exceed the amount of run-off, pal calculated surface drainage system and the ūdensobjekt parameter. The following areas of additional calculated rain water run-off quantity is compared with the amount of run-off and pal accept most of them. 180.3. Rainwater runoff estimates calculated in accordance with the flow of the sewer construction et seq or depending on the average intensity of rain and run-off formation conditions, by simplified method: Qmax = ψ × F × q × 10-3 (27):-estimated Qmax flow rate (m3/s);
ψ-runoff coefficient (ψ = 0.95-asphalt concrete and concrete screed ψ = 0.45-pavement;; 0.30-blietēt for ψ = gravel cover; = 0.20 ψ-normal bottom area = 0.10-ψ; grass).
F – the run-off basin area (ha), for each type of coverage;
q = 0.13 x α-runoff module (l/s. ha) with the probability of recurrence of 2 times per year;
α-rain average intensity factor (this annex 2 1 et seq.). 181. Uzplūstošo surface waters treated with kontūrgrāvj or troughs, which are constructed along the contour of the area upper nosusinām and enter ūdensnotek in the body of water or rainwater drains. Kontūrgrāvj the parameters adopt suitable agricultural land drainage system of delimiting the network parameters. 182. in order to promote and organize the surface runoff from built-up areas, roads, streets and squares in the plane of the area when at least 3 to 6 ‰ slope direction on the street and the road and capture the tray overflows wells. 183. Surface water run-off capture of low-rise building areas and parks and its discharge to sewage purification appliances permitted use of sewer overflows ditches, road ditches or tray. 184. If the building area are low-rise raised groundwater levels, subject to planning, to the borders of the grounds at the susinātājgrāvj project or drainage, as well as building Foundation or annular drainage. Drainage system drainage by gravity or by pumping sewage overflows the type grāvjo, road grāvjo, or trays, as well as ūdensnotek or body of water. 185. Susinātājgrāvj parameters determines the areas terrain and soil conditions, but limits the ūdensnotek or rainwater drainage ditches of depth and deployment capabilities building. Susinātājgrāvj bottom width 0.4 m, takes sides slope coefficient from 1 to 1.5. If you need to reduce the area occupied by the ditch, you can design the slope slopes steeper and strengthen. Susinātājgrāvj bottom of the permissible minimum 0.5 ‰ garenslīpum. 186. Surface water run-off capture from building sites and its discharges to sewer water treatment appliances can use overflows of sewer engineering structures. 187. If the building area is increased groundwater level, the project area seamlessly drainage, building Foundation or annular drainage. Drain drainage by gravity or by pumping the type overflows the sewage system in the UK, as well as ūdensnotek or body of water. 188. The territory's continuous drain drain spacing shall be subject to the planning of the territory, depending on the required reduction in groundwater level, structure and possible drain wire construction depth. Susinātājdren the pipe diameter is adopted at least 75 or 100 mm, and the minimum of at least 0.3% garenslīpum. 189. If the building area the main cause of pārmitrinājum is spiedienūdeņ, which saturate the bottom layer of the mazcaurlaidīg building Foundation, used building Foundation drainage. Below the building drain and from receiving a long building exterior from 0.2 to 0.3 m built a thick gravel or coarse sand grounds, but building nearby built in drain pipes. 190. the individual building or group of buildings for protection against increased groundwater level using ring-shaped drain that securable object enveloped from all sides, or only from most pietec. Drain wire constructed along the outer contour of the building of at least 0.3 m below the base of the building footprint and make at least 0.3 m thick gravel layer. If the groundwater is particularly expressed in the pietec, you can cause the drain below the basement floor of the building from 4 to 8 m distance in between and at least 0.5 m below the basement floor level. 191. building foundations and drainage of ring you can use clay or plastic drain pipes, as well as other material perforated pipes with a minimum diameter of at least 100 mm. Drain wire minimum garenslīpum is 0.3%. 192. the distance to the nearest Drain structures adopt adequate et seq on inženiertīkl. not least, as stated in the legislation. 193. the drainage system at the bottom of the bearing before entering the rainwater drainage system, we recommend that you build settling lagoons, but sewers inlet (the camera) to build solids retention bars. The gap between the bars of less than 40 mm. 194. If the groundwater level in the settlements in the territory is too high and you cannot downgrade to the above measures, or else it is not supported, you can design the area kolmatāž-raising areas of the Earth with soil or corrected by hidromehanizācij uzskal. Through kolmatāž, provides surface runoff and drainage from the reception of the kolmatēt area, so it does not rush to the surrounding areas, as well as provide free water run-off from surrounding areas. 8. the Waterworks building 195. Water resources water exposure, as well as drainage systems the waterworks project to ensure that the shipbuilding: 195.1. the water run-off and levels adjustment (reservoir, pond, dam, novadbūv); 195.2. the use of water resources (hydroelectric power stations, watermill, pumping stations); 195.3. the sources of the water connection (straujtek, kritņ); 195.4. surrounding area against flooding and pārmitrināšan (aizsargdambj); 195.5. sources of the transmission over various obstacles and relief cuts (zemtek, aqueducts); 195.6. the status of watercourses and shore reinforcement and stream adjustment (dams, Boone, viļņlauž, coast, shore, beach); 195.7. fish migration and protection (fish, fish protection installations). 196. The design of hidrotehnik structures can be combined into one hidromezgl of various waterworks in shipbuilding and its use for different purposes (for example, land reclamation, fisheries, water supply, recreation, hidroenerģētik). 8.1. calculation requirements 197. Waterworks structures used to estimate flow rate pojektēšan with this et seq. of annex 1 of the exceedance probability (%). 198. By hydraulic calculations determine the waterworks structures the ability of caurvad and other structures. 199. Water run-off and level adjustment of the height of the dam and novadbūvj caurvad capacity calculated at two top bjef water levels, assuming the most: 199.1. at normal uzstādinājum level estimates flow rate during discharge to fully exempt the novadbūv box; 199.2. at a higher uzstādinājum level test flow rate during discharge to fully exempt the novadbūv box. 200. the Waterworks to the design and construction of the calculations shall be carried out in accordance with the concrete, steel, et seq, of the wall in the design and construction of geotechnical field. 8.2. The water run-off and adjust the level with the water uzstādināšan 201. and novadbūv (for example, cofferdams, regulators, pārgāzn, output) may regulate water run-off and water levels and collect water reservoirs or ponds. 202. Depending on the reservoir (pond) use, they are classified into agricultural, fisheries, hidroenerģētik, water supply, recreation and use of complex reservoirs (ponds). 203. Depending on the constructive design can be a watercourse or Lake reservoir, dug a pond or mixed water reservoirs (ponds). Reservoir reservoir construction intentions documentation states: reservoir at normal 204.1. uzstādinājum, which is the highest permissible level of the water reservoir with a hidromezgl (novadbūv) and normal operating conditions which occur along the reservoir fully released the pair pārgāzn novadbūv box or even the output flow rate estimates. At normal levels of uzstādinājum down the reservoir surface area, total volume and other reservoir raksturojošo; 204.2. reservoir at a higher uzstādinājum level, which temporarily allowed reservoir pal and which occurs along the reservoir fully exempt for the output column of the novadbūv test flow rate; 204.3. lower uzstādinājum reservoir level which is the lowest water level in the reservoir and the hidromezgl (novadbūv) in normal operating conditions permissible water level lowering (normal uzstādinājum levels of undercutting); 204.4. reservoir useful capacity, which is the total volume between the normal uzstādinājum level and the lowest level of uzstādinājum, which is used to control runoff to ensure the required water consumption and flow rate of bjef of regulated down. 205. the reservoir, creating permanent and temporary applūdum, the pārmitrinājum and the shallow water zone: 205.1. Permanent applūdum zone formed from reservoir bed to the normal level of uzstādinājum it is not possible for agricultural crops and tree development and other economic activities, except for fisheries and recreation. 205.2. temporary applūdum zone formed between normal pal uzstādinājum level and the highest level of uzstādinājum, and it is possible the grassland and the development of individual tree species; 205.3. pārmitrinājum zone formed the reservoir adjacent to the area where the water has increased uzstādināšan the groundwater level. Pārmitrinājum impress predicts depending on hydrogeological conditions, but it can be indicative of 1.5 to 2 m above the normal level of uzstādinājum; 205.4. shallow water as the reservoir area at normal water depth in the uzstādinājum level is less than 0.5 m. 206. Hydrological and ūdensaimniecisk calculations determine the necessary appropriate volume of water reservoirs, which ievērtēj the potential evapotranspiration, from surface water and filtration losses, you need to keep the flow of the watercourse, other economic and environment protection requirements, provides the necessary water consumption and planned. 207. the main criteria required for the natural watercourse of the biological resources and ecosystem conservation and water management by assessing the balance sheet is a watercourse (novadbūv-bottom bjef) flow rate that can be stored. To mazūden periods downstream of the reservoir as the natural watercourse of the saved state if it allows the natural extent of pietec, evaporation and lower water levels of the uzstādinājum reservoir, the construction conception and documentation with the technique provides a consistent conduit: 207.1.  the minimum guaranteed flow, adopting as a 30-day period of the summer minimum flow rate to 95% coverage; 207.2. fisheries particularly relevant on the basis of the watercourses watercourses of the opinion on the fisheries inspection activities impact on fish resources, regional environmental management, issuing a set of design specifications may define our increased (up to 30 days of summer minimum flow rate with 50% coverage) the ecological flow rate; 207.3. to ensure the natural watercourse of the biological resources and the protection of ecosystems and the environment, the regional administration based on law registered environmental expert opinion about the transaction's impact on the environment, the ecological flow rate can be determined. 208. the reservoir construction documentation for the seed predicts the impact of groundwater reservoir mode, the coast and the coast line. If necessary, the protection measures project – coast slopes, gliding, drains and other structures of the pretfiltrācij construction. 209. To water level to prepare a bed of uzstādināšan, where: 209.1. cover (trees and bushes) docking and removing the stump removal of permanent applūdum areas; one 209.2. temporary appludinājum zones and the removal of the cover or who do not suffer short-term applūdum; 209.3. uzpeldēšan opportunities existing in the peat and norakšan permanent removal from the zone or pieslogošan applūdum bottom apbērum; 209.4. potential areas for deepening shallow water; 209.5. drilling and the artesian wells of aiztamponēšan. 8.2.2. Dug ponds in favourable conditions, Hydrogeological 210. surface runoff and groundwater can accumulate to dig from pietec (partial on-mound) ponds. 211. If water pietec dug pool provides groundwater or surface water of the pond water pietec balance sheet is not significant, the pool average, highest and lowest water level forecasts depending on the pond bottom soil conditions, natural groundwater level, the expected consumption and evaporation from the pool water surface. 212. Excavated pond slope designed according to the conditions of novadgrāvj and ūdensnotek hillsides slope or incline. 213. If the pond built in porous soil and pond average water level forecast higher than natural groundwater level or filtering through in the bottom of the pond or excavation slopes that exceed the permissible designed the pond bottom and sides for protection of pretfiltrācij with artificial kolmatāž, clay, peat (with the degree of degradation of 50% or greater), plastic sheeting and other water mazcaurlaidīg materials. bottom of the dam dams the water level for project pārplūstoš not uzstādināšan, but pietec of water discharges and control of dam body construction in novadbūv. Concrete (reinforced concrete) at the dam serves the water level and discharge down the uzstādināšan bjef. 215. the bottom Lip of the cofferdam type based on the base bottom and watertight bottom layer depth below the dam can be determined according to annex 13 of the et seq 2. table. 216. The bottom of the construction of the dam can be used on any ground except the bottom: 216.1. water-soluble salts of chloride impurities is greater than 5% or sulfate-chloride salt content higher than 10% of the rock mass of the soil; 216.2. incomplete decomposing organic matter such as plants, wood residues, is more than 5% or completely decomposing organic amorphous mass is more than 8% of the mass of the rock bottom. 217. The bottom of the dam body construction (dumping) optimal soil is loamy and sandy loam. Using clay, it protects against caursalšan with sand, sandy loam or gravel apbērum round. Sand cofferdam body provided with pretfiltrācij structures. 218. Soil cofferdam (uzskalošan) with the hidromehanizācij technique is the sand bottom, but clay soil homogeneous dam uzskalošan is not appropriate. 219. The bottom of the dam is the pretfiltrācij of loamy soil with filtration coefficient of less than 0.1 m/d and plasticitāt-a number greater than 0.05. Screen and can be used with the minerālgrunt priekšjosl in the back of the turf where the degree of degradation of 50% and more. 220. The dam on mark down, the wind generated by the ievērtēj with the surge, waves the height of uzrit and reserve water levels at the two top bjef: 220.1. normal uzstādinājum level when the surge generated by the wind and wave uzrit calculation at maximum wind with a 4% probability of being exceeded; 220.2. highest level of uzstādinājum, when the surge generated by the wind and wave uzrit to calculate the maximum wind with a 50% probability of being exceeded; 220.3. in both cases the calculation of the margin height is 0.5 m. 221. If over the dam for road or railway, then the grade of the road surface above the highest water level above bjef down the road or rail construction of regulatory legislation. 222. the minimum width of the top of the dam is 4.5 m. If over the dam for road or railway, then the width of the top of the dam down the road or rail construction of regulatory legislation. 223. Dam slope of hillsides provide persistence, which depend on the hillsides of the dam body and base soil mechanical characteristics and of the forces acting on the slope and dam height, check with the calculation of the stability of the dam of cylindrical shear surfaces. 224. Dam slope protected from waves, ice, water flow, precipitation and other harmful influences. 225. The dam body and pretfiltrācij of filtration stability calculation in water at higher pressure (higher uzstādinājum level). The General case, the actual mean pressure gradient in jest (m) is equal to or less than the 13 et seq. table 1 of the annex contains the calculation (with a safety factor of γn) average critical gradient. 226. in order to reduce the filtration flow through the dam body or base and increase the dam down the slopes of the bjef persistence, design pretfiltrācij design of water mazcaurlaidīg material-dam, priekšjosl, diaphragm wall, nuclear or, subject to the following: 226.1. screen minimum thickness and kernel above the minimum width is 0.8 m; 226.2. over the screen mark is higher than the highest level of uzstādinājum, including the surge generated by the wind and wave height of uzrit; kernel at 226.3. mark is higher than the highest level of uzstādinājum, including the surge generated by the wind; 226.4. priekšjosl minimum thickness of 0.5 mm. 227. is to prevent filtration of exhaust flow down the slopes of the caursalšan bjef zone, reduced filtration depression curve position and filtration flow directed down the slopes of the bjef without deformation, drainage of the cofferdam in the projects: 227.1. If the bottom bjef dam slope not permanently inundated, drainage tubes may be used with the filter material apbērum. Drain pipe of minimum diameter is 200 mm. If possible 227.2 uneven base dam compaction or bjef of a down slope is constantly flooded, you can apply a stone drainage prisms or more. The drain on top of the Prism is at least 0.5 m above the highest water level down in the bjef. 228. Among the drain or more Prism, kernel, screen and dam body, also fine sand base to prevent the drain of kolmatāž with fine soil particles and the emergence of the sufozij dam body construction in the inverse filter: 228.1. filter reverse each round a minimum thickness of 0.2 m; 228.2. reverse filter, drain and transitions separate round a fraction of average size gradually increasing filtration flow direction and not in uniformity coefficient k60 , 10 (bottom of the fraction of average size, the weight of which together with more factions is 60% of the total mass, relative to the fraction that the average size is 10% of the total weight) depending on the protected soil material is less than or equal to: fine sand; and gravel; rock; soil. 229. in order to prevent dangerous filtration through the body and the base of the dam kontaktvirs: 229.1. the base of the dam removes topsoil, trees and bushes get roots or the soil layer in the busy, as well as the paragraph 216 of this norok et seq in the bottom. The base of the dam construction of soil mazcaurlaidīg of the teeth, or the diaphragm wall; 229.2. If building the dam to rocky ground with a surface worn away together, the top layer removes worn away together, the base of the dam construction of the bottom teeth mazcaurlaidīg, diaphragm or cementācij or clay base injection. Novadbūv of Novadbūv (regulators, pārgāzn and output) water pietec project, which can accumulate reservoir (pond), the discharge of bjef down, the water level of the reservoir and to regulate bottom water reservoirs in the bjef or tukšošan. 231. Pal and flood waters drainage design appropriate automatic action novadbūv-pārgāzn, which usually is shafts or wide practice profile. 232. Novadbūvj parameters determines the estimates and test flow rate of discharge conditions of the 197 et seq., and in paragraph 199. 233. Novadbūv provides the opportunity to lower the water level in the bjef up to a level which does not need another hidromezgl of survey and renovation of premises. 234. Novadbūv design provides the caurvadām of water energy, to avoid leaching of the cofferdam. 235. Assessment of pal and the flood water level rise of rashness, ice, melt and floating garbage and demands by the ecological flow rate of discharge, construction intentions in the documentation novadbūv waste the movement scheme. 236. before you latch the top side and bjef, if the downstairs bjef can be inundated, also part of the bjef downwards into the exhaust provides emergency-repair shuttle (sprostsij) the insertion option. 8.3. Water resources 237. ņēmējietais and pievadbūv of water provides a smooth water quantity required ingestion of water source and drain to the hidromehāniskaj equipment, as well as the delimitation of equipment options, repair and emergency cases: 237.1. to prevent the floating garbage, and melt ice from entering the facilities, the project hidromehānisk aizsargrest, water mixer and other protective devices; 237.2. to prevent fish and fish fry into the hidromehānisk facilities, the fish protection project rigs (the subsection 8.4.1 et seq); 237.3. you can insert in the water ņēmējietais repair, emergency shuttle (sprostsij); If water pievadcaurul of 237.4. placed above ground, provide protection against deformation temperature differences and uneven compaction. If you use steel and reinforced concrete pipes, providing corrosion protection. 238. the floating garbage and debris to detention set up the grill upright water flow from 70 ° to 80 ° inclined or vertically; 238.1. pumping station pumps submerged bars can be designed around the perimeter (360 ° or less); 238.2. bars opening width pump station pumps in accordance with darbrat of the channel width. Gap width centrifugal pumps designed 20 mm, but propeller pumps-35 mm. to hydroelectric and 238.3 windmill of aizsargrest reduce the possibility of hidroagregāto to get into fish and fish fry, the distance between the bars of aizsargrest must not be greater than 35 mm; 238.4. water flow rate the bars must not exceed 0.6 m/s. 239. Pumping stations, hydroelectric power stations, or the design of the building of the Windmill determines the installation working machine type, number and capacity. 240. The pumping equipment designed to operate without cavitation of the pump and ensure that the necessary capacity, pumping height and pressure on all work modes. 241. The turbine Assembly of hydroelectric and windmill provides the action of bezkavitācij in all modes of operation. 242. Drainage pump stations for each project in your transmission pump or sūcvad with sūcvad growth in the direction of the pump at least 0.005.243. Drainage pumping station number of the project spiedvad uniform with the number of the pump. Output ūdensnotek provides a steady flow of water connecting to ūdensnotek: 243.1. spiedvad exhaust upper surface of mark winter, the minimum water level is at least 0.2 m below the ice cover at the bottom; 243.2. exhaust fitted with mechanical action or siphon closures that prevent the massive backflow of water when the pump is not working; 243.3. sifonvad pipe the bottom mark the highest point is sifonvad at least 0.2 m above the highest water level ūdensnotek calculation, including the surge generated by the wind and wave height of uzrit; If using water 243.4. output of mechanical seals operation provides water exhaust repair, emergency station shuttle (sprostsij), view and closures for repair. 244. Pumping Station, which requires water resource usage permissions, construction intentions in the documentation provided with the water quantity mean carrying measuring equipment. 245. Drainage pump station operation is automated, with the pump from turning on and off, depending on water levels is specified in krājbasein. 246. The inlet and a hydroelectric turbine windmill Chambers conclude with adjustable latch, but the turbine and shuttle repair for turbine pievadkanāl and bjef provides for repair of down-emergency shuttle (sprostsij). 247. Pumping Station, hydroelectric power and technological equipment of the Windmill, Rebar and pipe operation, it is recommended that you use the following lifting device: 247.1. If the mass does not exceed 1 tonne-still vienslied road with builders and running the trolley, Stacker, hand-powered beam cranes; If the mass of 247.2. from 1 to 5 t-girder cranes; 247.3. If the mass exceeds 5 t-bridge cranes; If the path to 247.4. higher than 6 m, and moved more than 18 m, use only all-electric and transport lifting device. 8.4. the migration of fish protection and hydroelectric power stations, shipbuilding 248. watermill and other ņēmējietais of watercourses and water bodies designed to fish protection structures. 249. Hydro and other dam būvneicīb in the case of watercourses and water bodies that have expressed the importance of fisheries, including fish migration in the project structures. 8.4.1. Fish protection devises 250. Fish protection installations are part of the water ņēmējietaiš and design ņēmējietais, assessed water bodies in the water or ihtioloģisk characteristics. Ņēmējietais are not expressed in the draft fish spawning, wintering and concentration sites. 251. the construction construction of the protection of the Fish determines the flow rate and the current rate of water source and ieņēmējietais, to ensure fish and fish fry or discharge from detention of protected zones, succumbing to the injuries and loss of orientation ability. 252. Irrigation and summer polder pumping station of water project in ņēmējietais with retention of fish screens, diaphragms or other structures, noting that: 252.1. If detention beyond the alluvial bars mounted fish, delimiting the sieve mesh size depending on the protected fish fry body length can accept 14 this et seq table 1 of the annex; 252.2. If water flow rate water water ingestion at least three times the speed of the intake ņēmējietais the box, special protection of fish rigs in addition to solids retention bars may not design. 253. Pumping Station, hydroelectric power or windmill solids hold iron-grille opening width design is definitely a 238.2. and this 238.3 et seq., but to reduce the Grill fish from entering the hidromehānisk facilities, current speed before the bars and nēmējietaiš fish containment sieves designed for smaller fish to fry nonešan pusotrkārtīg rate (this is 256 et seq.). 8.4.2. Fish migration structures 254. When necessary, watercourse, subject to the existing fish species distribution and the number of natural reproduction conditions upstream design constructions, or fisheries inspection, the opinion concluded, designed the construction of fish migration. 255. The fish migration structures designed to estimate flow rates and water levels with a 5% probability of being exceeded. 256. the specific stream speed which followed the fish migration structures and structure elements of protection, this definitely et seq. of annex 14, table 2. 257. the type of fish migration structures shall be established in accordance with the conclusions of the fisheries inspection. Lašveidīg migration of the fish from below the top of the bjef bjef is used primarily in the areas of fish. 258. in the construction of the fish migration below bjef entrance is at a distance from the krītjosl of novadbūv, to the current rate does not exceed the speed of the fish, but the connecting stream from fish migration structures up to the concentration of fish provided by site. 259. The fish travel the minimum width is 1.5 m, but the minimum depth of water at-1 m 260. Fish migration structures up to bjef output size and distance to novadbūv waste, pārgāzn areas or water ņēmējietais is the speed of the stream to the output area is not more than 0.4 m/s and depths greater than 2 m 9. Environmental protection requirements into the drainage system and 261. waterworks structures construction intentions predict dossier possible environmental changes. If the negative impact to the environment is unavoidable, take steps to this effect would be minimal or construction intentions in the documentation included in the mitigation measures, including biological damage for reimbursement. 262. the drainage system and the construction of waterworks construction intentions in the documentation of the aesthetic, historical, cultural and environmental perspective, assess the specific agro-landscape, it developed and adapted to the nature and requirements of agricultural production. Keep intact the various rock outcrops, caves, boulders, his distinctive, characteristic of the terrain forms, sources, expressed in the sill URu.tml noarum. characteristic of natural elements. 263. The design of agricultural land drainage system: 263.1. the size of the optimal form (from 10 to 30 ha) and configuration (with aspect ratio of 1:3 to 1:5) fields; on kontūrelement of used 263.2. existing and future of biological-kokaudz, watercourses, watersheds, natural grasslands, not Arts slope URu.tml.; 263.3. local quarries and expressed relief the hollow leaves intact the small animal and bird campsites; 271.9. saves trees and tree lines that may be on the vējlauzēj of wind erosion, but steep slopes and Ridge-water erosion; along the edge of the forest of 263.5., building kontūrgrāvj, met to intact along the edge of the forest, especially spruce groves the prevailing wind direction in growing trees that protect the forest from vējlauz; 263.6. eliminates the negative elements of the landscape: the building ruins, mazvērtīgo in the scrub, the stump and the pile of stones. 264. The design of the ūdensnotek pārbūvējam adjustable or route, garenslīpum and šķērsprofil, respectively, where possible provide the necessary hydraulic conditions in the bottom and it allows soil characteristics, observe the following: in respect of watercourses varies 264.1. links with the natural state of stage left, thresholds with a fixed bottom stages of low bridges, culverts, bedrock elevation; 264.2. save for amenities in the bottom; 264.3. adjust bottom the natural route, refraining from straight stage building; 264.4. separate stages increases the bottom cross-section to beneficial sites composed of sulphur banks; create a maelstrom, 264.5. pit sedimentary basin, pacer, fish and spawning grounds; 264.6. varies the phase with the highest bottom, shallow platāko with narrower; bottom left large 264.7. stones form a pile of stones or krācīt; vecup and pārtīr of 264.8. connecting with pamatgultn. the bearings of the compensated 264.9. digging performance from one coast to the other shore and stored slope intact; 264.10. watercourses that formed the bottom of banks periodically applūstoš a jib, current dynamic axis drives on digging the beach, preserving and reinforcing the bottom sīklīkumainīb. 265. The sources of channels excavated soil not vented to atmosphere, except forest land, a layer that is not thicker than 0.2 m, and at the bottom the Equalization equalization zone with this pārar the plough or diskošan punctures. Stages where excavated soil may not align and it remains atbērtn, atbērtn the width of the base removes topsoil and stores it for later use. 266. The soil surface to remove large diameter collector, aizsargdambj, and spiedvad route and the waterworks structures būvpamatn and retain for later use. 267. the peat deposits in the drainage system and the savācējgrāvj of the forest lands of the iztekoš novadgrāvj and the peatlands of the bottom of the ūdensnotek, and agricultural and forest lands in a drainage system ūdensnotek novadgrāvjo and special protection areas, before it is so entered, especially protect water objects, expanding and deepening the bottom consists of nostādinātājbasein-(crack) sedimentation ponds, which contribute to the turf and other smelkn substances suspended in precipitation. 268. Woodland and peat deposits in the drainage of the arrays, at suitable locations in the excavation project or body of water uzstādināt fire and forest animals. 269. Uzstādin the water level in the reservoir, predicts possible shore recycling and sustainability and prepare water channels-from applūdum zones to get cover, strains and garbage. If necessary the Bank reinforcement and reduce the shallow zone (where the water depth at the normal level of uzstādinājum is less than 0.5 m). 270. The land drainage and water construction intentions predict groundwater regime in the documentation of changes and evaluate their impact on water supply wells and drilling, as well as sources and ponds. 271. in order to reduce the drainage system and the waterworks structures possible negative effects on the fish, construction intentions in respect of the following documentation: 271.1. soil excavation and zemessūkšan of work into watercourses and bodies carried out outside the fish spawning time; Depending on the 271.2. reservoir water balance conditions and the design of the novadbūv, if it is suitable for fish migration, fish spawning valuable time open box novadbūv; 271.3. valuable fish in rivers at suitable locations creating new renewable and fish spawning sites; 271.4. summer polders krājbasein depth during the winter the ice thickness is greater than 1.0 m; 271.5. ņēmējietais water must not build a strong concentration of fish spawning and wintering areas; 271.6. water and summer ņēmējietais polder pumping station equipped with fish protection screens or other protection appliances that prevent fish fry into the sūkņo; If the watercourse or water 271.7. fisheries of the tax suggests that those living in valuable traveler or the traveler part fish, which the natural reproduction of the upstream uzstādinājum structures is appropriate and necessary and the water level difference between the bjefo and the current speed are acceptable this fish migration, fish migration in the project structures (fish road); the choice of hydroelectric power, 271.8. pumping station and other structures for the optimal operation of the hidromezgl mode, which provides: 271.8.1. hidromehānisk operation of the equipment during daylight hours; 271.8.2. specific flow rate (the minimum guaranteed, or ecological) discharge bottom bjef; 271.8.3. slow, align or mazmainīg water level shifts up and down the bjefo. In place of the Minister of Economics, Minister of health of the Ministry of economy Guntis Belēvič submitted version of annex 1 to the Latvian et seq LBN 224-15 "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 30 June 2015 by Regulation No 329) estimates and checking hydrologic Datum annual exceedance probability (%)
No PO box Flow rate in the exceedance probability (%) In those constructions, elements, calculated in 1 2 3 4 1. Spring pal in maximum flow rate water run-off and 0.1 level adjustment height and novadbūv dam caurvad of capacity check 2. Spring flood maximum flow rate water run-off and 1 1.-level adjustment of the height and novadbūv dam caurvad of calculation capacity. 2. Pārplūstoš not the aizsargdambj height calculation. 3. the main AI category road (Street) bridge and culverts of caurvad capacity calculation. 4. Public interest strategic and regional rail bridges and culverts on caurvad ability of calculation 3. Spring maximum flow rate 2 1 pal. regional AI and AII category road, city and locality of the road category BIT (Street) bridge and culverts of caurvad calculation capacity. 2. Private use of the rail bridge and culverts of caurvad ability of calculation 4. Spring maximum flow rate 3 pal fields AIV category road bridges and culverts of the capacity calculation of caurvad 5. Spring flood maximum flow rate 5 1. Water level connect the structure of caurvad ability and height calculation. 2. Ūdensnotek and novadgrāvj bearings, aizsargdambj hillsides of the shore. 3. Fish migration structures of caurvad ability and height calculation. 4. the field of AV and AV category road bridges and culverts of the capacity calculation of caurvad 6. Spring maximum flow rate 10 pal Ūdensnotek and novadgrāvj bearing capacity calculation of the caurvad populated areas and areas that use fields and pasture 7. Summer-autumn flood maximum flow rate is 2 Ūdensnotek and novadgrāvj bearing capacity test of caurvad populated areas and areas used for grazing fields and 8. Summer-autumn flood maximum flow rate of 5 summer polders aizsargdambj height calculation, if the polder area, summer vegetables used, technical or forage crops 9. Summer-autumn flood maximum flow rate 10 1. Ūdensnotek and novadgrāvj bearing capacity calculation of caurvad areas that use grasslands and forests. Summer aizsargdambj height calculation of the polder, polder area already uses grazing meadows and 10. Summer half-year flow rate 50 (average) Drain spout fixing markup 11. 24-hour maximum precipitation intensity 10 supply of surface run-off calculation for drainage instead of Minister of Economics, Minister of health of the Ministry of economy Guntis Belēvič submitted version of annex 2 to the Latvian et seq LBN 224-15 "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 30 June 2015 by Regulation No 329) spring maximum flowrate calculation pal 1. mapping of the spring flood peak flow rate coefficient k1 speed (%)

2. mapping flood runoff of spring layer p = 1% (mm) in place of the Minister of Economics, Minister of health of the Ministry of economy Guntis Belēvič submitted version of annex 3 to the Latvian et seq LBN 224-15 "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 30 June 2015 by Regulation No 329) summer-autumn flood peak runoff module q200 (m3/s x km2) in place of the Minister of Economics, Minister of health of the Ministry of economy Guntis Belēvič submitted version of annex 4 to the Latvian et seq LBN 224-15" Reclamation systems and waterworks projects (approved by Cabinet of Ministers 2015 the terms of the June 30, no 329) annual average Long-term run-off of layer (mm) in place of the Minister of Economics, Minister of health of the Ministry of economy Guntis Belēvič submitted version of annex 5 to the Latvian et seq LBN 224-15 "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 30 June 2015 by Regulation No 329) summer half-year average runoff module (l/s x km2) in place of the Minister of Economics, Minister of health of the Ministry of economy Guntis Belēvič submitted version of annex 6 to the Latvian et seq LBN 224-15" Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 30 2015. June Regulation No 329), in the calculation of the minimum spout 1. mapping the minimum run-off area 2. geomorphological mapping in the winter half-year minimum spout formed climatic parameters (g) 3. mapping summer half-year minimum spout formed climatic parameters (g) table 1 parameters a1, a2, a3, a4, (b) the minimum flow rate depending on the exceedance probability (%)
No PO box The minimum flow rate is exceeded the probability (%) Parameters a1 a2 a3 a4 b 1 2 3 4 5 6 7 1. The summer minimum flow rate 30 days: p = p = 85 75 0 0.0021 0.0042 0.017 7.6% 0 95 0 0.0013 0.0028 0.011 7.6 0.0016 0.0035 0.014 7.6 p = 2. Winter minimum flow rate 30 days: p = 75% 0% 0 85 0.0036 0.0060 0.015 9.0 0.0056 0.0085 0.017 9.0 p = p = 95% 0 0.0023 0.0045 0.0015 9.0 notes. 1. the catchment area which is greater than 5000 km2, use permanent gauge observation data and catchment areas, having areas less than 20 km2, hydrological mode in addition assessed with at least 3-4 flow rate measurements in nature. 2. additional information may be obtained from the following annexes mapping, use all the known data about the specific conditions in the catchment area. This applies particularly to piekāpļ zones R4 release, which can be done only under the local hidroģeoloģisko conditions. In place of the Minister of Economics, Minister of health of the Ministry of economy Guntis Belēvič submitted version of annex 7 to the Latvian et seq LBN 224-15 "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 30 June 2015 by Regulation No 329) permissible maximum current speed table 1 permissible maximum current speed v0 (m/s) loose channels no PO box Bottom bottom (mm) (kg/cm2), (%), water depth (m) 1 2 3 4 5 6 7 8 9 10 11 i. sand bottom 0.25 0.50 1.0 1.5 2.0 2.5 3.0 3.5 (with bottom average particle size (mm)) 1. Fine sand 0.05-0.25-0.35 0.30 0.30-0.35 0.35 0.40 0.40 0.40 – 0,35-0,45 0.40 0.45 0.40 – 0.45 0.40-0.45-2. Medium sand 0.25 – 0.35 0.35 0.40-0.50 1.0-0.40-0.55 0.40-0.45-0.45-0.60 0.60 0.60-0.65 0.45 0.45 – 0.65 3. Sand 1.0-3.0-0.50-0.65 0.70 0.55 0.45-0.75-0.80 0.80 0.60 0.60 0.60-0.65-0.85 0.65-0.85-0.85 4. Fine gravel 3.0 – 5.0 – 0.80 0.75 0.70 0.65-0.85-0.95 0.80-1.00 0.80-1.05 1.05 0.85 0.85 0.85-1.15-1,10-5. Coarse Gravel 5,0 – 10,0 0.80 0.85-0.95-1.05-1.15 1.25 1.00-1.30-1.35 1.10 1.05 1.05-1.10-1.40-1.45 1.45 II. Pebbles, rocks and rock bottom (with an average particle size (mm) or bottom resistance (kg/cm2)) 6. Pebbles in 1,05-1,30 10-20 – 1.25-1.30 1.15 1.45 1.55 – 1.60 1.40 1.40 1.35-1.70-1.75-1,80 1,45-1.80 7. Pebbles 20-30 1.30 – 1.50-1.55-1.60 1.45 1.75 1.65-1.85 1.90 1.80 1.70-1.75-1.95-2.00 1.80-2.05 8. Rocks 30-1.50-2.00-2.60 2.15 75 1.75-2.35-2.45 1.90 1.85-2.55 1.95-2.00-2.05-2.70 2.60 2.75 9. Stones 75-150 2.00-2.15-2.35-2.40 2.40-2.60 2.85 3.00 3.10 3.20 2.55-2.60-2.70-2.75-3.25 3.30 10. 150-300 stones 2.40-2.60-2.80 2.85 3.00 3.05 3.10-3.30 – 3.45-3.60 3.70 3.20 3.25-3.75-3.30-3.80 11. Streaky limestone, dolomite-plaisain 1.7-1.8-2.0-3.0 2.8 2.5 2.1 2.2 2.2-3.2-3.3-3.3-3.4 2.3 2.3-3.5 12. Monolithic limestone, dolomite 100 – 200 kg/cm2, 2.5-2.8-3.0-5.0 4.6 4.2 3.2 5.2 5.4 5.6 3.3-3.3-3.4-5.7 5.8 3.5-13. Monolithic limestone, dolomite 500-1000 kg/cm2 6.0-8.5-9.2 6.4 7.0-10.0 7.4-7.8-10.9 7.8 10.5-11.1-11.4 8.0 8.1-11.6 III. Loamy soil (with clay particles less than 0.01 mm, content (%)) 14. Saistīg sand 5-10-0.45 0.45 0.40-0.50-0.60 0.55 0.50 0.50-0.55-0.60 0.60 0.60-0.65 0.60 0.55-0.65-15. Loamy sand 10-20 0.45 – 0.65-0.70-0.75 0.60 0.55 0.50-0.80 0.60-0.80 0.60-0.65-0.85 0.85 0.65-0.85 16. Light clay loam 0.65-0.80 20-30 0.70-0.85 0.75-0.95 0.80-1.00 0.80-1.05 1.05 0.85 0.85-0.85-1,10-1.10 17. Medium loamy 30 – 40 – 0.90 0.85 0.80-0.95 0.95-1.05 1.00-1.10 1.15 1.15 1.10 1.05-1.05-1.20 1.10 – 1.20 – 18. Heavy loam to 40-50 1.00 0.95 0.90 – 1.20 1.10-1,10-1,15 1.05-1.25-1.30 1.15 1.20-1.35 1.30-1.35-1.40 19. Easy clay 50-60 1.00-1.10 1.10 – 1.20 1.25-1.30 1.35 1.30 1,20-1,40-1,45 1.35 1.40 1.35-1.50-1.50, 20. Medium clay 60 to 80 1.10 – 1.20 1.30 1.30-1.35 1,20-1,40-1,45 1,40-1,50 1,50 1,50-1,60 1,45-1.55-1.65 21. Heavy clay More than 80 1,20-1,40-1,45 1.25 1.35 1.30 – 1.50 1.50-1.60 1,45-1.55-1.60 1.60-1.65 1.65-1.70 22. Merģeļmāl (with CaCO3 content of 5-20%)-1.35-1.45-1.50-1.80 1.70 1.60 1.65-1.75-1.95 1.90 1.80-2.00-2.05-2.10 1.85 1.85 IV. Peat soils (peat decomposition degree (%)) 23. Tree turf – 0.70 0.75 0.80 0.85 0.85 0.90 0.90 0.95 24. Well broken up drug turf more than 50% 0.50 0.55 0.60 0.65 0.65 0.65 0.70 0.70 25. Weak broken up drug turf less than 35% 26 0.75 0.85 0.90 0.95 1.00 1.00 1.00 1.05. Well broken up Sphagnum peat more than 50% 0.60 0.65 0.70 0.75 0.75 0.80 0.80 0.80 27. Poor Sphagnum peat broken up less than 35% 1.00 1.10 1.20 1.25 1.30 1.35 1.35 1.40 table 2 maximum current speed v0 (m/s) secured channels no PO box The nature of the shore water depth (m) 1 2 3 4 5 6 7 8 9 10 1 0.25 0.50 1.00 1.50 2.00 2.50 3.00 3.50. Continuous in 1.05 1.15 1.25 1.30 1.35 1.40 1.45 1.50 velēnojum 2. Sod wall 1.40 1.55 1.70 1.80 1.85 1.90 1.95 2.00 3. Stone pavement with stones the size of 12-20 cm 2.35 2.55 2.80 2.95 3.05 3.15 3.25 3.30 4. Stone pavement with stones the size of 20-30 cm 2.75 3.00 3.30 3.50 3.60 3.70 3.80 3.90 5. Rock bērum (average 10-15 cm) wood-mesh panes; concrete slabs 2.90 3.20 3.50 3.70 3.80 3.95 4.05 4.10 6. Stone pavement of cement mortar with stones the size of 20-30 cm 4.20 4.55 5.00 5.25 5.45 5.65 5.75 5.90 7. Wooden tray 6.70 7.30 8.00 8.45 8.75 9.00 9.25 9.40 8. Concrete floor, concrete class B7, 5 11.5 12.6 13.8 14.6 15.1 15.6 15.9 16.2 9. Concrete floor, concrete class B22 .5 17.7 19.4 21.2 22.4 23.2 23.9 24.4 25.0 Minister of economy in place, Minister of health of the Ministry of economy Guntis Belēvič submitted version of Annex 8 the LBN Latvian et seq 224-15 "drainage system and the construction of waterworks" (approved by Cabinet of Ministers of 30 June 2015 by Regulation No 329) Drain spacing calculation of minerālaugsn in 1. Regulatory drain spacing nomograph production En saistīg soils 2. the drain spacing regulations nomograph production En saistīg not soils 1. mapping the Ūdenīgum coefficient table 1 local conditions complex factor Kv no PO box  The soil characteristics of the Earth tilt to 0.5% of the Earth slope 0.5 – 2.0% of the Earth tilt 2.0 – 5.0% of the Earth tilt over 5.0% Kv additional measures (no notes)  The kV extra steps (no notes)  The kV extra steps (no notes)  The kV extra steps (no notes)  1 2 3 4 5 6 7 8 9 10 i. Flat areas, hillsides and slopes in the upper part of the slope with a steady 1.  The Glej minerālaugsn (l ' ') 0.9 1.  1.1.0  1.1 1.0 (1.1), (1.2), 2.  Glejot-minerālaugsn (g) 1.0 1.  1.1 1.  (1.4) 1.3-1.4 (1.7), 3.  Minerālaugsn with the glejošan signs (g ') 1.2-1.4-1.5 (1.8)-xx-4.  Loam and clay soil without signs of 1.4-1.6 glejošan-xx-xx-5.  Sand and sandy loam soil with no signs of glejošan x-x-x-x-II. Enhanced wet places (talveg, saddle seat, terrace, spiedienūdeņ outlet of URu.tml.)  6. the Glej minerālaugsn (g ') 0.7 2.  0.8 4.  0.9 (1.0) 4.  1.0 (1.2) 4.  7. Glejot minerālaugsn (g) of the 0.8 2.  0.9 4.  1.1 (1.2) 4.  1.2 (1.4) 4.  8. Minerālaugsn with glejošan in the signs (g ') 0.9 2.  1.0 4.  1.3 (1.4) 4.  1.4 (1.6) 4.  9. in the glejot and trūdain Glej minerālaugsn with mixed pietec to 0.5 0.8 + 2 4. 3.0.5 0.8 + 2 4. 3.  –  –  –  –  10.  Turf terrace 0.4 0.8 + 2 4. 3. + 4.2 0.4 0.8 3. – – – – Notes. 1. (a) the numbers in parentheses refer to southern exposure slopes (D, SW, SE). 2. x-drainage project in not (dry naturally). 3. the xx – it is recommended to use the vietumēj (random) drainage. 4. No 1 – use the zemaramkārt filter. 5. No 2-the cave opening, likely to surface water receivers with zemaramkārt filter. 6. No 3 – additional drains to kontūrgrāvj or novadgrāvj separately. 7. No 4-magnifying the drain diameter, use filter columns. table 2 chemical properties of the soil factor Kk no PO box  Soil and groundwater chemical characteristics of physical clay particles (0.01 mm 50 1 2 3 4 5 6 1.  Carbonates up to 0.6 m deep (with 10% hydrochloric acid Puto) 1.00 1.00 1.05 1.10 2.  The content of iron compounds in groundwater (mg/l): 3. < 3 3-4 8 0.90 0.90 0.90 0.90 1.00 1.00 1.00 1.00 table 3 legislative drain spacing En ' values with low marshes filter base no p.k. peat layer thickness after first landing (m) without a tree bog and peat bog with a cane and reed peat 0,6-0,9 12 1 2 3 4 1.-14 14-16, 9-2 14-16 16-18 1,2 3.1.2-1.5-18 16 18-20 4. > 18-20 22 20-1.5 table 4 regulatory drain spacing of En ' values with good filtration bog mineral base no PO box  Peat layer thickness after first landing (m) without a tree bog and peat bog with a cane and Reed peat 1 2 3 4 1.  0.6-1.5-30 28 26-32 2.  22-26 24-1.5 > 28 table 5 Marsh hydrogeological conditions factor Kh values no PO box '  Profile of Kh ' conditions 1 2 3 1.  2. the atmospheric feeding 1.00  Evenly distributed and the inflow of spiedienūden starppaugur 0.65-0.80 hollows table 6 swamp hydrological conditions That ' of the coefficient values no PO box  A description of the circumstances That ' 1 2 3 1.  Where the source of the drain or it is not flooded applūdum Palos with a 10% probability of not exceeding 0.5 m 2 1.00.  Where is the drain spout applūdum Palos with a 10% probability of exceeding 0.5 m 0.85-0.90 3.  Applūstoš areas and summer poldero of 0.70 – 0.80 7. table of contents of iron connection coefficient ' value of Kk no PO box  The content of iron compounds in groundwater (mg/l) 1 2 3 1 ' Kk.  3 2. < 1.00  3-8 table 8 0.90 drainage system elements depending on the distance susinātājdren Pe no PO box  Drainage system elements the Projected distance depending on the calculated susinātājdren distance Ep 1 2 3 1.  Parallel parked susinātājdren Ep 2.  The cross upright positioned drain 1/2 of the Ep 3.  Mutual galenisk are placed in a drain in 1 m, kontūrdren – the top connected 4.  We parked alongside the novadgrāv drain 2/3 of the Epa, but not further than the width of atbērtn aligned 1/4 Pe if the dike slope appears spiedienūdeņ but not closer than 4 m 5.  Upright to drain the novadgrāv placed 1/2 Ep, from the edge of the novadgrāvj 6.  Parallel susinātājgrāv, the road ditch or drain in the kontūrgrāv placed 1/2 Ep, from susinātājgrāvj or kontūrgrāvj the edge 1/4 Ep, from the edge of the ditch of the road 7.  Parallel to the edge or border of the drain located 1/3 Pe from field edges or boundaries 8.  Upright edge, field boundaries or road trench located 1 m 9 from drain.  The parallel collector, tube diameter is greater than 175 mm, placed in a drain in 1/2 the Ep table 9 average margin of Those drainage (m) no PO box  The use of area Draining margin (the optimal groundwater depth) (m) and harvesting pre-planting period the first month of vegetation growing period 1 2 3 4 5 1.  0,4-0,6-0,9 dirt-1.1 2.  Pasture-0.7-0.9 0.9 – 1.1 3.  – 0,4-0,6 0,6 meadows – 0.8 table 10 average Drain installation depth (m) no PO box  Kind of area use the soil composition of Ūdenīgum coefficient of the average installation Kū Drain depth (m) 1 2 3 4 5 1.  Dirt, clay, loam pastures 1.2 – 1.4 sandy loam, 1.0 1,1-1,2 Turf Sands with weak filter base 1.3-1.4 turf with a filter base 1.1 – 1.2 2.  Clay, loamy meadow of 1.0 1,1-1,2 turf with weak filter base 1.1 – 1.3 turf with a filter base 1.1 3.  Orchards, nursery 1.4-1.6 instead of Minister of Economics, Minister of health of the Ministry of economy Guntis Belēvič submitted version of Annex 9 to the Latvian et seq LBN 224-15 "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 30 June 2015 by Regulation No 329) Drain and surface run-off calculation of Drain-1 mapping runoff modules (l/s x ha) of arable land and pasture 2. mapping the 24-hour maximum precipitation intensity (l/s x ha) table 1 surface runoff modules (l/s x ha) of arable land on the No. PO box  24-hour maximum precipitation intensity (l/s x ha) surface runoff module drenēt areas (l/s x ha) sand sandy loam, light and medium loam, clay loam heavy clay of the earth I 1 2 3 4 5 mean slope less than 0.5% 1.  5.0 0.25 0.35 0.50 2.  5.5 0.30 0.40 0.55 3.  6.0 0.35 0.45 0.60 4.  6.5 0.40 0.55 0.70 II. Of the Earth mean slope 0.51-3.0% 5.  5.0 0.45 0.60 0.80 6.  5.5 0.50 0.65 0.90 7.  6.0 0.55 0.75 1.05 8.  6.5 0.60 0.85 1.20 III. Of the Earth mean slope greater than 3% 9.  5.0 0.65 0.95 1.30 10.  5.5 0.70 1.05 1.45 11.  6.0 0.80 1.20 1.50 12.  6.5 0.90 1.35 1.90 note. The Earth's average gradient is defined as the arithmetic mean of the catchment area of the transverse and garenslīpum. table 2 minimum Susinātājdren and collector garenslīpum (%)
 Drain the relative diameter (mm) minimum 50 75 100 125 150 175 200 garenslīpum (%)  table 3 Susinātājgrāvj-0.30 0.30 0.20 0.20 0.20 0.20 0.20 principal no PO box  The soil characteristics of the average Susinātājgrāvj distance (m) depth (m) slope ratio of slopes of minerālgrunt (m) iedziļinājum 1 2 3 4 5 6 1.  Average and proof of minerālaugsn (sand, sandy loam), filtration coefficient is greater than 0.5 m/d 60-100 1,2-1,4 1,5 – 2,0-2.  Mazcaurlaidīg-minerālaugsn (clay, clay loam), filtration coefficient is less than 0.5 m/d 40-60-1.5-1,0 1,2 3.  The turf above the average well permeable ground, with peat depth: up to 0.8 m 1,2 1,4 1.5 100 – 200 – 0,2-0,4 0,8-1,3 m 100-180-1.5 0.2 – 0.4 1.3 1.5 more than 1.3 m 100 – 160 1.5-1.8 0.2-0.4 4 1.25.  The turf above the base of the mazcaurlaidīg, with peat depth: up to 0.8 m 60-80 1.5 0,1 0,3 1.1-1.2-0.8-1.3 m 60-70 1.2-1.4 0.1 0.3 more than 1.3 1.5 m 50-60 1,4-1,5 0,1 0,3-1.25 table 4 the optimal groundwater level (m) no PO box  The soil groundwater level (m) dirt pastures meadows later during the pēcsēj phase of development 1 2 3 4 5 6 1.  Peat, sand-0.8-0.9 0.4 0.5 0.7 – 0.8 0.7 0.6-2.  0,3-0,4 0,5 sand – 0,7 0,6 0,5 0,5 – 0,7 – Minister of Economics, Minister of health of the Ministry of economy Guntis Belēvič submitted version of the annex 10 Latvian et seq of LBN 224-15 "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 30 June 2015 by Regulation No 329) irrigation requirement calculation 1. mapping the area of Latvia's similar agro climatic table 1 agricultural crop irrigation system 24-hour averages hidromoduļ (l/s x ha) and average irrigation requirements (m3/ha) (with watering technique) no PO box  The similar agro climatic region (under 1. mapping) average hidromodul (l/s x ha) average margin of irrigation (m3/ha) irrigated the crops early potatoes, tomatoes, beetroot, carrots cucumbers cabbage middle and early late cabbage cultivated lawns are 1 2 3 4 5 6 7 8 9 1.  Seaside lowland: Gulf of Riga in the adjacent part of 800-900-1000 0.55 1100 1100-1200 1200-1300 1500-1600 900-1600, the Baltic Sea silhouette of 0.50-700 800-900 900 650-950 950-1050 1200-1300 700-1300 2.  Kurzeme Highland 750 — 800 900 0.60-1000 1000-1100 1100-1200-1450-1400 1350 800 3.  Viduslatvij 800-900 of the lowland 0.60 1000-1100 1100-1200 1200-1300 1500-1600 900-1600 4.  Vidzeme upland 550-600 850-0.55 900 800 700-800-850-600-1100 1100 1050 5.  Lubāna 0.60 750-800 lowland 900-1000 1000-1100 1100-1200 1200-1450 800 – 1400 6.  Latgale upland: Southwestern districts of 800-900-1000 0.65 1100 1100-1200 1200-1300 1500-1600 900-1600 other areas 800-900-1000 0.60 750 1000 1100 1100-1200-1350-1450 800 – 1400 7.  The river lowland of 650-700-800-900 0.55 900-950 950-1050 1200-1300 700 – 1300 note. The smallest average margin of irrigation irrigation acceptable heavy soils, high-light sand and sandy loam soils, but low-Marsh peat soils cultivated grass in the middle of the irrigation rate reduced by 15%. In place of the Minister of Economics, Minister of health of the Ministry of economy Guntis Belēvič submitted version of annex 11 to the Latvian et seq LBN 224-15 "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 30 June 2015 by Regulation No 329) table 1 Susinātājgrāvj between distance (m) n. PO box  Forest type Kokaudz Susinātājgrāvj of distance (m) standing of the stands type 1 2 3 4 5 1.  Green (Gs) 10 p 150 to 240 V 2.  The wet mētrāj (Mr) 170-240 10 p IV 3.  The wet damaksn (DMS) III-IV 10 p + E sandy loam soil, loamy soil 160 200 80-110 4.  The wet into the (Vr) III-IV 10 + P 140-200 5.  Wet lopinga (Gr), 10 (B), III (A), Os-150 190 6.  Marshland (Pv) 10 p 100-130 V 7.  The reeds (Nd) IV – V 10 p (B) 130-170 8.  (Db) the Marsh III – IV 10B (P, E) 180-240 9.  Liekņ (Lk) I-II (s, B) 10 M 180-240 note. The smaller the distance the design where possible for pietec, spiedienūdeņ is glejot priming of heavily with rust (ortštein) horizon. The greatest distance in the water-proof projects with good soil of the Earth slope (greater than 2 ‰) and a higher standing of. stands volume production 2. table of Susinātājgrāvj average depth (m) n. PO box  Soil profile depth (m) Susinātājgrāvj layer thickness (m) base of minerālgrunt 1 2 3 4 1.  Mold, turf sands 0,2-0,5, 1,0-1,2 2 sandy loam.  Mold, peat, clay loam 0,2-0,5 to 0,9 – 1,1 3.  Drug turf 0.5 – 1.0 sandy loam, loam 1.2 – 1.3 4.  Medicinal peat is 1.3 1.0 and over loamy and more 5.  MOSS turf 0.5-1.0 1.3 – 1.4 loam 6.  MOSS turf and more – and more 1.0 1.4 table 3 Susinātājgrāvj slope inclination factor no PO box  Characteristics of bottom slope inclination ratio 1 2 3 1.  Sand, sandy loam 1.5 2.  Loamy, clay 1.25 3.  Turf, well broken up 4 1.25.  Turf, a little broken up 1.0 table 4 allowable maximum current speed of the forest lands not fixed channels (m/s) n. PO box  Bottom characteristics maximum speed (m/s) 1 2 3 1.  Sand, fine 0.4 – 0.6 2.  Sand, medium 0.6 – 0.8 3.  Sand, coarse, with pebbles and stones 0.8 – 1.0 4.  Sandy loam 0.7 – 0.85 5.  Loam, light 0,5 – 0,7 6.  Loamy, medium 0.7 – 0.85 7.  Loamy, heavy, with pebbles and stones – 1.05 0.85 8.  Clay 0.6 – 0.8 9.  0.25 – 0.35 turf tree 10.  Well broken up — hipn sedge and Sphagnum peat 0,4 – 0,6 11.  Poor sedge-hipn of broken up turf-0.8 0.6 12.  Poor Sphagnum peat broken up 0.75-1.05 13.  Weak broken up – Sphagnum peat spilv 0.95-1.30 5. table Novadgrāvj and ūdensnotek runs the turn radius of curvature of the curve (m) hydraulic RADIUS R (m) radius of curvature of the curve is 0.30 0.50 0.70 0.80 0.90 1.00 r (m) 20 40 60 70 90 100 economic Minister, the Health Minister of economy Ministry Guntis Belēvič submitted version of annex 12 to the Latvian et seq LBN 224-15 "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 30 June 2015 by Regulation No 329) Aizsargdambj hillsides mean slope no PO box  Bottom sides slope slope wet dry slope 1 2 3 4 1.  Loamy 1:1.5 – 1:1: 1:1.5 – 2.5 2.5 2.  Sandy 1:2-1:3 1:1.5 – 1:3 3.  Turf-loamy-minerālgrunt blend 1:10 1:5 4.  Peat, Sandy mix minerālgrunt 1:12 1:4 note. Steeper slope the base bottom saistīg adopted. In place of the Minister of Economics, Minister of health of the Ministry of economy Guntis Belēvič submitted version of annex 13 to the Latvian et seq LBN 224-15 "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 30 June 2015 by Regulation No 329) the bottom of the dam in table 1 estimates of the average Stability critical gradient no PO box The bottom of the Dam body of Priekšjosl screen and core 1 2 3 4 5 1. Clay 7 14 11 2. Loam in 4 9 7 3. Sandy loam 1.8 2.7 1.8 4. Sand, medium 0.9 – – 5. Sand, fine – 0.7 – table 2 types of bottom dam Dropped to no PO box The base of the bottom of the Dam body bottom recommended barrier type 1 2 3 4 1. Mazcaurlaidīg the Mazcaurlaidīg of homogeneous material 2. Mazcaurlaidīg Of homogeneous permeable material, with screen 3. Permeable. Impermeable soil depth is located up to 3 m Mazcaurlaidīg of homogeneous material, with iedziļinājum (tooth) 4. Permeable. Impermeable soil deeper than 3 m Mazcaurlaidīg of homogeneous material, with priekšjosl 5. Permeable. Impermeable soil depth is located up to 3 m of homogeneous Permeable material, with screen and iedziļinājum (teeth) 6. Permeable. Impermeable soil deeper than 3 m Proof of homogeneous material, with screen and priekšjosl Minister of the economy, the Health Minister of economy Ministry Guntis Belēvič submitted version of annex 14 to the Latvian et seq LBN 224-15 "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 30 June 2015 by Regulation No 329) fish protection and migration structures table 1 fish delimiting sieve size (mm) fish to fry body length (mm) up to 12 15 20 30 40 50 60 70 90 eye diameter or diagonal of the pane length (mm) 1.5 2 3 4 6 7 8 9 10 2 specific stream speed (m/s) no PO box Fish type-specific stream speed (m/s) 1 2 3 4 5 1 snap nonešan hopping. Lašveidīg, adult-1.4 1.1 0.9-1.6 1.5 – 2.0 2. Lašveidīg-0,25-0,35 Cubs 3. Part of the travellers, the adult 0.5-0.8 0.9-1.2-4. Partial juvenile travellers: 0,15-0,25-notes. 1. Connecting the speed-the optimal stream velocity, which attracts fish to the movement. 2. Nonešan speed-current speed, beyond which the fish is washed down the stream. 3. Leap speed – the maximum speed of the currents, which could overcome the fish for a short time. In place of the Minister of Economics, Minister of health of Guntis Belēvič