Rules For The Latvian Et Seq Of The Lbn 224-05 "drainage System And The Construction Of Waterworks"

Original Language Title: Noteikumi par Latvijas būvnormatīvu LBN 224-05 "Meliorācijas sistēmas un hidrotehniskās būves"

Read the untranslated law here:

Cabinet of Ministers Regulations No. 631 in Riga august 23 2005 (pr. No 47) rules on the Latvian et seq of the LBN 224-05 "Reclamation systems and waterworks in shipbuilding" Issued in accordance with article 2 of the law on construction of the fourth part 1. approve the Latvian et seq of the LBN 224-05 "Reclamation systems and waterworks in shipbuilding". 2. These provisions shall not apply to the construction of the construction law and other laws and regulations governing the construction of order accepted or submitted for acceptance until august 31, 2005, and that technical solutions are compliant with the applicable period under the requirements of the law. 3. the Ministry of agriculture in cooperation with the industry standardization technical committees organized by the provisions required for the implementation of the national standard and the International Organization for Standardization standard for adaptation. 4. The entry into force of the provisions by 1 September 2005. Prime Minister a. Halloween farming Minister – the Minister of the environment r. vējonis approved by Cabinet on 23 august 2005, regulations no 631 et seq of Latvia LBN 224-05 "drainage system and the construction of the waterworks ' 1. General questions 1 et seq, the terms: 1.1 aizsargdamb-bottom of the waterworks construction site protection against flooding;
1.2. dam-construction of waterworks water run-off to the hold and to regulate the water level upstream;
1.3. shutter-control installation waterworks, concluding water through the flood's column;
1.4. estimation of hydrological values – with a certain probability of exceedance calculated hydrologic measurements (flow rate, water level), which serves as the basis for the drainage system and the waterworks structures essential dimensions of the set away and water resource planning.
1.5. the perimeter of the apslapēt – water flow characteristic size, which is the water and the bottom line of contact length from the water line to the water on one shore to the other side of the line;
1.6. irrigation – artificial water supply and soil moisture distribution volumes the plant vegetation period;
1.7. provision of irrigation water quantity or water layer thickness to be budding with irrigation, crops throughout the vegetation period of plants in culture to maintain optimal soil moisture regime;
1.8. irrigation system – a specialized set of structures and devices for irrigation of the land;
1.9. bjef-surface ūdensobjekt, bordering the uzstādināš NASA building (Dam) and located on either side of it, the top half, top bjef, bottom side-bottom bjef;
1.10.-water flow rate per unit time escapes through the watercourse or structures in the cross-sectional area of the asset;
1.11. caurvad capacity-flow rate, which could be discharged into the watercourse bottom or waterworks building, if it is in the required water flow depth and other conditions;
1.12. dam-waterworks construction water flow splitting, adjustment or water retention;
1.13. tilt the bottom-floor stage watercourse bottom height difference relative to the length of this phase;
1.14. bilateral activities drainage system-draining system which can be used for irrigation of the land;
1.15.-drainage system drainage channels or in the construction of underground waterworks construction soil and filtering water capture and discharge, which create given as the tube or dobumain body from the bottom, local or industrially produced materials;
1.16. drain wells-drain system construction of the banks get into drains for precipitation, a collector, a collector route direction change for stark, surface run-off or water entering drainage channels of the pietec system and drainage activities to control Visual;
1.17. drain 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 of suspended solid particles from entering the drain;
1.18. the drain collector-drain pipes that collects soil taken or susinātājdren filtration waters and into the open bottom;
1.19. drain system (drain)-hydraulic and drain wire and an underlying structure that receives and discharged into the soil or waters of the high filtration bed through one source;
1.20. the ecological flow rate – water pietec part of a barrier of hidromezgl under all operating conditions of the hidromezgl downwards into bjef;
1.21. fašīn-from branches or sticks tied cylindrical bundle used in drainage system or the waterworks structures, embankments or bearing on strengthening the hillsides;
1.22. the filter, inverse-waterworks construction installation of filtration in the prevention of information distort the ground with two or more different raw water-proof bottom, which ranked bottom of the particle size in ascending order filtration flow direction;
1.23. River – natural or artificially created iedziļinājum ground surface through which water flow takes place;
1.24. seabed roughness-bed roughness which confer resistance to water flow and pressure losses;
1.25. hydraulic RADIUS – water flow characteristic in size – bottom active the ratio of the cross-sectional area of the perimeter of the apslapēt;
1.26. the construction of the waterworks building, which exposed the water pressure and which serves for the use of water resources and water exposure;
1.27. inženieraizsardzīb-water coastal areas protection against flooding or pārmitrināšan;
1.28. the source-drain system of building drain collector for discharges to open bottom;
1.29. the marine and port-specialised in the construction of the waterworks waterworks and the construction of navigation at sea, in ports, shipbuilding and the navigable water recede and bodies in certain special requirements for shipping;
1.30. the map of ditch-peat deposits of the susinātāj system of drainage ditch;
1.31 kolmatāž: 1.31.1. 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;
1.31.2. artificial surface increases with the corrected or there soil;
1.32. kontrolak-drain a.k.a. with surface which makes it possible to visually control the drain operation;
1.33. large diameter collector-drainage systems, pipelines, which drain into the system and surface water run-off and a diameter of 300 mm;
1.34. drainage system-a specialized set of structures and devices for ground water regime;
1.35. the slope inclination factor-ratio mound or slope on horizontal and vertical plane;
1.36. the drainage system-a specialized set of land drainage structures;
1.37. runoff-water circulation in natural terrestrial stage, which takes place on the Earth's surface (surface runoff), soil and rock layers (underground runoff);
1.38. the drainage layer – runoff from the catchment area unit, expressed in millimetres of water layer;
1.39. novadgrāv – draining system building, which captures water from the pietec drainage system in regulating and defining network and conducts it to the ūdensnotek, or sea water;
1.40. pal-surface hydrologic regime in the ūdensobjekt phase, which spring naturally high water level in the snow and ice melt;
1.41. the flood plains-part of the Valley, a watercourse which Palos or flood periodically flooded;
1.42. 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;
1.43. novadbūv pārgāzn – water, water flows over the threshold, creating a free flow out;
1. the probability of exceedance-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;
1.45. floods-surface hydrologic regime in the ūdensobjekt phase, characterised by a rapid increase in the flow rate and water level rise;
1.46. polder-drained the area off from the aizsargdamb uzplūstoš waters and water runoff from counties with pumping;
1.47. the polder pool-area (area in hectares) that are transported in surface runoff and groundwater from the polder area, as well as in adjacent areas;
1.48. the polder area-territory (area in hectares) to protect dams flooding estimates for Palos or flood and is protected from the pārmitrināšan and the runoff is not with the pumping station;
1.49. the confluence-drain system of building drainage channels to connect the manifold;
1.50. cover well-drain aka, which is below the level of the Earth;
1.51. sprostsij-horizontal flow of premises box waterworks in the artery and box girders water level adjustment;
1.52. 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;

1.53. ūdensnotek – natural or regulated water (River, Creek), as well as specially dug channels (novadgrāv, channel), which is holding water from multiple reclamation systems, other areas, water bodies or water courses. Water drains is a direct continuation of novadgrāvj outside the drainage system. Water is not added to the gutter needs to bypass hidroenerģētik dug channels;
03. ņēmējietais – water in waterworks construction installation water ingestion of surface or underground ūdensobjekt;
1.55. water resources – at a specific time and place (in the territory) the potential use of water;
1.56. the surface runoff drain tray-drainage system construction of surface water drainage from the area novadgrāv nosusinām, or ūdensnotek;
1.57. surface water drain system the receiver – construction of surface run-off capture and typing drains. 2. determine the requirements new et seq, compensated and renovējam agricultural land drainage system, the wooded land in dry system of settlements system and the reclamation of the inženieraizsardzīb structure and the waterworks structures design. 3. Et SEQ does not apply to: 3.1. ports and marine structures hidrotehniskaj;
3.2 water novadbūv, caurvad capacity is greater than 1000 m3/s;
3.3. Hydro Safety class "A" hidrotehniskaj structures that are defined by the law on the safety of buildings waterworks HESS ". 4. the drainage system and the construction of the waterworks project in accordance with the law, the construction of the Drainage Act and other laws and regulations governing the construction of melioratīv, et seq, and planning and architectural task conditions, as well as respecting the design task. 5. the drainage system and the waterworks structures, in the design of the Latvian national standard requirements list by the recommendation of the Ministry of the economy limited liability company "Latvian standards" published in the newspaper "journal". 2. in Hydrologic calculations 6. Drainage system installation options, settlements, inženieraiz sardzīb, waterworks and transport structures and persistence parameters determined from watercourses (rivers, streams, channels, novadgrāvj) and bodies of water (Lakes, pools, ponds) in the hydrological regime. 7. Drainage system, settlements of hidroteh and inženieraizsardzīb, the electronic check transport structures used in hydrological calculation estimates the flow Q (m3/s) of water levels (H) (m), current speed v (m/s), runoff modules (l/s x ha) with the annual exceedance probability in percentage (annex 1). 8. the estimated size of the hydrological determined using: 8.1. mathematical statistics methods, under the direct observation of local gauge if the catchment area are those made gauge observations and data are available with at least 25 years of 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 maybe a III on tional Pirson allocation, but the maximum flow rate, Gumbel probability distribution;
8.2. the empirical formulas and izolīnij maps, drawn up by collecting in Latvia hidrometrisko observations made when the projected catchment observations have not been taken;
8.3. observation of the line 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 of runoff formation of opinions concurring phases 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 = K1 x δ x%% δ2 δ1 x (A + 1) x A, where 0, 14 (1) K1% parameter that characterizes spring pal rashness with 1% probability of being exceeded. The value specified in this annex 2 et seq 1. mapping; δ-factor that characterizes the water regulatory impact; δ1-factor, which describes the maximum flow rate depending on the forest area of the catchment area; δ2-factor, which describes 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 x r2 ... ri .. rn-1 ... rn, where (2) the 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: r1 = 1-x 14.2 x,73 where Si0 .355 Ai0 (3)% (A) Ai-0,5 x h1 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 specified in this annex 2 et seq 2. mapping; 9.3. impact factor of δ1 forest is calculated using the following formula: = δ1 (Am + 1) – 0.22 where (4) Am-relative forest area in the basin (). If the relative area of forests is less than 5%, assumes that Am = 5%; 9.4. the impact factor of δ2 Marsh is calculated using the following formula: δ2 = 1 – 0.7 x lg (0.1 Around + 1) (5) around the relative area of bog-pool (%); 9.5. the flow rate of exceeding the other probability is obtained by applying the following transition coefficients: 9.5.1.  Q2 = 0.88% x Q 1%; = 0.82 x Q Q 1%; = 0.74 x Q Q 1%; 9.5.4. Q = 0.63 x 10% Q% 1.
10. Summer-Autumn flood maximum flow rate Qp% (m3/s) is determined using the following formula: q200 – summer – autumn flood peak runoff module (m3/s x km2) with a 1% annual exceedance probability of catchment area with the area 200 km2, where δ = δ2 = 1 (3. mapping); λp% – transition factor from the maximum flow rate with the 1% probability of exceedance probability values on the other: λ1 = 1.00%; λ2%=0,85; λ3%=0,77; λ5%=0,67; λ10%=0,55; A-basin area (km2); δ-factor that characterizes the water regulatory impact; δ2-factor, which describes the impact of regulatory marshes; 10.1. the factor δ is calculated using the following formula: δ = (1 + 0.4 x Aez) – 1 (7) – Aez, which reduced water area (%);
  1990s Aez = (100 x Si x Ai) (8) n – number of water in A2; I-water body sequence number; SI – water body surface area (km2); AI-water catchment area (km2); 10.2. δ2 ratio is calculated using the following formula: δ2 = 1-0.5 x lg (0.1 x Around + 1) (9) around the relative area of bog-pool ().
11. Permanent annual average runoff (mm) layer is determined using this mapping of annex 4 et seq. Dividing the above pop-up layer with 31.56 get permanent average runoff module q (l/s x km2). 12. Summer half-year average runoff module qv (l/s x km2) is determined using this mapping of annex 5 et seq. 13. Summer and winter period of 30 days mazūden the minimum of caurpl on dum Qmin. 30 d. (l/s) is calculated using the following formula: Qmin. 30 d. = a x (A-c) (10) (A) which 1.22-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 Latvian territory divided four zones (6.1 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 the respective zones, the General case: R1 + R2 + R3 + R4 = 100. Taking into account the catchment area by area, the parameters for the calculation (a) and (c) using the following formula: a = g x (a1 + a2 x + x R1 R2 R3 R4 a3 + a4 x x);
  (11) c = b x (a1 + a2 x + x R1 R2 R3 R4 a3 + a4 x x)-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), the parameters specified in this annex 6 et seq table 1.

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 more what steps do not use recommended as agricultural land. If the area draining to the agricultural use of the project in several rounds, the first round of the novadgrāv, drainage of ditches and main norobežojošo susinātājgrāvj hand only distinctly pārmitr. 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 usually are directly discharged into the ditch continued 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 Apple the surrounding soil of din area or depending on the grass species of lawn temporary flooding tolerance of no more than 10-30 24-hour;
21.2. the estimate of flow rate – summer – autumn flood maximum flow exceeded 2% of mu with a probability of discharges by selected cross section – without the dirt and flooding the surrounding pastures;
21.3. the test flow rate – summer – autumn flood peak on the caurpl dum 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 provide this 21 et seq of the type referred to in paragraph 1, designed to regulate them, increase the bottom scissor cut or garenslīpum, 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 of the selected parameters have the bottom needed flow rate estimate of discharge pursuant to this paragraph 21 et seq. Design bottom is stable, and the cross-sectional estimates flow rate must not develop greater suction force or speed on the bottom of the stream to the respective soil or shoring permissible: 23.1. If the water flow is steady, use the following formula: Qap. ≤ Q = ω x that Qap vvid (13). -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);

  vvid = C √ ¯ R x i, where (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 et seq, or special calculation palīgtabul: C = 1/n x R1/6, which (15) n-roughness coefficient, which values ūdensnotek and novadgrāvj shall be adopted for the design: n = 0.035-0,040, if estimates of ūdensnotek flow rate is less than 3 m3/s; n = 0.030-0,0325 if estimates of ūdensnotek flow rate is 3-25 m3/s; n = 0.025-0,0275, where ūdensnotek estimates flow rate greater than 25 m3/s; n = 0.040 novadgrāv. The smallest n values used when the soil is free of stones or pebbles, but most-if the bottom is with stones or pebbles.
24. the regulated watercourse, dug in the novadgrāvj or the period of time piesēr, aizaug with aquatic plants, bushes, or otherwise loses the water capture and close the dīšan abilities. To restore the soil parameters and ensure necessary water levels, ūdensnotek or novadgrāvj in the project reconstruction or renovation works. 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. Two straight novadgrāvj the route of connecting with that bend the curve minimum radius of r (m) r = 5 x (B) shall be adopted, where B-bottom width (m) of water at a flow rate estimates. 27. Two straight stages of ūdensnotek route connects with a curve that the minimum radius of curvature is calculated using the following formula: = rmin ν2 x R4/3 (16) (ν02-ν2/2) x COS φ v – current speed (m/s) at flow rate estimates; Vo: maximum current speed (m/s), which are determined by this annex 7 1 et seq., and table 2; R – 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; m = COS φ = 2, 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 strengthened its 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. If the strengthened bottom straight and v > v0, curve radius is calculated depending on the selected type of shore a according to the permissible currents speed v0 (7. table 2 of the annex). Compensated for ūdensnotek, which calculates the flow rate greater than 5 m³/s, the radius of curvature of curves accepted range from 5 x to 20 x (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: 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 (7. table 1 of the annex), the external curve (concave) slope strengthened. If with this 16 et seq. formula calculated the radius of curvature of the curve exceeds 20 x or B turns out negative, select suitable bed shore, where the radius of curvature of the curve is within specified but not less than 5 x b. 31. Ūdensnotek and novadgrāvj of bottom depth and cross-section is that in order to ensure this, paragraph 21 et seq of the requirements and the bottom of the drain spout ietekoš marks would 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 kmsup > 2, bearing bottom marks on one project. If the plug-in novadgrāv is shallow, it increases the bottom bottom bottom garenslīpum or strengthen it. 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. ūdensnotek-Novadgrāvj 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 forests regardless of soil conditions. 37. Novadgrāvj the šķērsprofil project with the trapezoidal minimum bottom width 0.4 m and hillsides slope factor of this 36 et seq. 38. If the ūdensnotek catchment area is 50-100 km2 or hydraulic calculation determines that the trapezoidal šķērsprofil ūdensnotek bottom width must be greater than 2.0 m, constructed parabolic or circle segment šķērsprofil. 39. Bearing hillsides persistence light (sand, sandy loam) will check the bottom to calculate the stability factor for slopes (h) using the following formula: γ-bottom specific mass (t/m3); P-bottom (porozitāt%); a-bed slope inclination angle φ-saturated with water; soak the internal friction angle. If the factor η > 1, ditch the slope is stable; If factor 1 slope η, persistent < and designed by braces.
40. 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 built into no more than 1/4 drain spacing and not closer than 4 m of the seabed krot. 41. If the bottom is not persistence causes currents speeds increase ūdensnotek or district ditch bottom garenslīpum, bearing strengthens the entire length or garenslīpum concentrated short position themselves in bed special stages, designing straujtek or kritn. 42. The bottom slope strengthened 0,1-0,2 m above the estimates on the caurpl dum water level. 43. concentrated surface water intake locations shall be provided with surface runoff drain tray. 44. the bottom of the Novadgrāvj minimum garenslīpum 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. 45. If the peat layer is deeper than the bottom of the bottom of the design mark, ūdensnotek and novadgrāvj the depth of peatlands, peatland project assessing the surface and bottom bottom (the foot) landing. Bottom of garenslīpum shall be so designed that after sitting bottom of the peat for smooth bottom garenslīpum. 46. the Transport and mobility between different nosusinām at the bass, as well as the territory drainage system for the management of projects, bridges, culverts, small bridges and footbridges. 47. the system of Drainage culverts calculated zero operating mode – with the flow rate estimates filling up to 3/4 pipe diameters or up to 5/6 straight corner height of culverts. If the partial pressure or the pressure down to the working mode, under pipes and eventually built into the walls of the special pleas, but the mound over the culverts provides sustainable against filtration: 29.3. If the length of culverts susinātājgrāvjo and kontūrgrāvjo shall not exceed 10 m, the minimum diameter of 0.3 m; 47.2. If the length of culverts and ūdensnotek novadgrāvjo not exceeding 10 m, the minimum diameter of 0.5 m. If the length of culverts and ūdensnotek novadgrāvjo are 10-15 m, the minimum diameter of 0.8 m; 47.3. 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 the water level, but the partial pressure of culverts or pressure work mode: at least 1.0 m above the water level of uzstādinājum. 48. 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 49. 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 receiver ditches. 50. 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. 51. the Uztvērējgrāv project of the groundwater capture flood plains (where it goes into the elevation), angled slopes and other terrain, as well as the places where spiedienūdeņ possible. 52. Kontūrgrāv and uztvērējgrāv enter directly at novadgrāv, ūdensnotek or body of water, in some cases, also uztvērējak, from which the runoff to County ditch channelled through separate novadkolektor. 53. 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 atbērtn-lejaspus as aizsargvalnīt. 54. Kontūrgrāvj and uztvērējgrāvj minerālgrunt and the depth of the shallow (up to 0.8 m deep) kūdrājo 1,1-1,2 m in the project, deep kūdrājo-1,2-1,3 m. If peat depth 0,8-2,0 m, kontūrgrāvj, and uztvērējgrāvj to minerālgrunt of the depth of the base of the project. 55. 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 56. precise phonetic transcription of agricultural land drainage project in regulating (the draining of the precise phonetic transcription) network-drain or susinātājgrāvj systems. 57. Drain system consists of susinātājdren and collectors with drainage structures, which senses the soil and drain the excess water to the novadoš outlet (drain trench, ūdensnotek or body). 58. Depending on the nosusinām of the area and the fisk topogr hydrogeological conditions and land use types in a systematic project (continuous) or vietumēj (random) drainage: 58.1. pārmitr of Marsh soils evenly, trūdain and glejot of the glej mineral soil drying small variable terrain conditions of systematic drainage project, which susinātājdren around the nosusinām area of the same regular or small variables equally;
58.2. starppaugur hollow in hilly terrain, a 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. 59. The area in which the expected surface water or groundwater inflow from adjacent areas or exhaust spiedienūdeņ places, hillsides, foothills and the places where the Earth's inclination exceeding 3%, designed to susinātājdren šķērsdrenāž with embossed horizontal constructed a narrow angle. 60. with a small Area of the Earth average inclination (up to 3%) in the project garendrenāž to susinātājdren would be approximately horizontal vertical terrain. 61. Susinātājdren optimum garenslīpum of 1.0-1.5% is. If the Earth's inclination is greater than 0.5% shall not be susinātājdren design with a minimum (8. table 2 of the annex) or artificial garenslīpum. 62. Drainage used clay and polymer material (plastic) 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. 63. Under normal circumstances, designed hidroģeoloģisko 50 mm diameter clay (65) susinātājdren or 63 mm diameter plastic susinātājdren. Where expected spiedienūden or surface water inflow from adjacent areas of the starppaugur Hollows, hills and avoksnājo in the foothills of the susinātājdren diameter is increased by one graduation-designed 75 mm diameter drain pipes of clay or 90 (80) mm diameter plastic drain pipes. 64. Susinātājdren distance between the calculation depending on the drenējam soil mechanical composition and physical and chemical properties: 64.1. minerālaugsn drain of homogeneous will distance Ep (m) is calculated using the following formula: x = En Ep x x x Ki Kū Kk which Gok (19) En – regulatory distance (m) drain; saistīg soils (clay, loam) En is determined using this 9.1 et seq., but not graphic saistīg soils (sand, sandy loam), using this 9 et seq.; nomograph production 2. Kū-factor that depends on the respective District ūdenīgum grade (9.1. mapping); Sq – the complex local situation (9. table 1 of the annex); KK-factor, which depends on the chemical properties of minerālaugšņ (9.2); Ki-coefficient, which depends on the use of minerālaugšņ:-1.0 to arable land; grazing-1.1; Meadows-orchards 1.2-0,6-0,7; 64.2. streaky soils drain En regulations distance (m) is determined using the following formula: w = E1 + E2 + x h1 h2 x E3 x (h3 + 0.2) (20) t-a + 0.2

E1-the top soil layer for uniform 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-subsoil, m; 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); 64.3. If saistīg not a homogeneous soil layer thickness is lower than the drain depth plus 0.2 m or terrain is hilly, En (m) saistīg-minerālaugsn is used for the determination of the appropriate annex of this 9 et seq 1. schedule; 64.4. kūdrājo with peat layer thickness up to 0.6 m drain spacing of Ep (m) is determined in the same way as minerālaugsn, but appreciates the depth of peat for the keeping of its pirmr landing. If the turf is low the minerālaugsn mazcaurlaidīg pirmr for keeping and after landing in the peat layer thickness is 0,3-0,6 m, base set nominal drain distance shall be adjusted by a factor of 1.1-1.2. If peat depth after the first landing is 0.3 m or less, takes the base of certain bog nominal drain spacing; 64.5. kūdrājo where peat layer thickness is greater than 0.6 m, drain distance Ep (m) is determined using the following formula: Pe = En ' x x ' x ' Kū Kh Kk ', where The x (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 of the specified et seq 9. table 3. but with good filtration mineral (gravel, sand, sand) base-9 et seq. of this annex table 4; Kū-factor that depends on the respective District ūdenīgum grade (9.1. mapping); KH '-factor, depending on hydrogeological conditions in the Marsh (9. table 5 of the annex); The '-factor, depending on the hydrological conditions of the Marsh (9. table 6); KK ' – a factor which depends on the concentration of iron compounds in a swamp bottom water (table 7 of Annex 9).
65. 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. 66. the system of drainage channels project in the light of this the 9.8 et seq. of the draining system specified in the table element positioned relative to the calculated susinātājdren distance between Ep. 67. Susinātājdren collector adds the upright as possible against the manifold but not less than 60 ° angle. 68. the Drain collector route designed straight, without unnecessary turns around the path to the novadgrāv, ūdensnotek or waterbed. 69. the Drain wire route trees and bushes near the leads so as to ensure the following minimum distance: 30 m – up to 69.1. coniferous trees;
EB 69.2.20 m-to wood;
69.3.15 m – up to willow, willow, alder;
69.4.10 m – to other bushes and Berry;
69.5.7 m – up to fruit trees. 70. the collector depth ensures the design depth of susinātājdren to an agreement. Above the top of the collector pipe at least 0.9 m thick bottom divisions, but over a large diameter collector – 0.8 m thick in the bottom Division. 71. the Drain collector crossings with other pipelines, the 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 ditch at least 0.6 m. 72. Design drain depth and distance from the provides field processing and agricultural crops necessary for normal development of the optimum depth of groundwater drainage. The projected average rate of drainage (m) for different types of area use this specified 9 et seq. Add Kuma table 9. Drainage provisions less value refers to the sand and sandy loam soils, but most – on clay soils and peatlands. 73. the installation of Drain depth is the vertical distance between the Earth and the bottom of the drain. Susinātājdren average installation depth depending on the kind of area use, soil composition and ūdenīgum ratio (9.1. mapping and table 10). 74. the Drain system for hydrological dimensioning calculations have determined the water discharge intensity-runoff modules: 74.1. drain run-off of arable land and pastures in the module (l/s x ha) specified in this annex 8 et seq 1. 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%;
74.2. surface water runoff from agricultural lands in this context of the calculation of the atk uztvērējbūv area of the catchment area and the 24-hour maximum rainfall intensity with a 10% probability of exceedance. Rainfall intensity in cultivated soil (l/s x ha) specified in this annex 8 et seq 2. mapping. Surface runoff module (l/s x ha) of arable land depending on soil mechanical composition and average in the catchment area of the Earth slope down through this 8 et seq. table 1 of the annex. Surface water runoff module of meadows and pastures down to 70%, but the forest and Marsh – 60% of the arable land laid down;
46.2. surface runoff from areas with water mazcaurlaidīg coverage (asphalt, concrete, pavement URu.tml.) and the roofs of buildings and premises is calculated using this annex 8 et seq 2. mapping out the rainfall intensity level lisk (l/s x ha) multiplied by the area covered area (ha) and the coefficient of 0.85.75. using drain system manifold hydraulic calculation in grafoanal tisk or analytical computing method based on the specific modules and special runoff 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: 75.1. the maximum flow rate of the wires do not drain saistīg soils is 1.5 m/s and saistīg soils-2.0 m/s;
75.2. susinātājdren and collector minimum garenslīpum presented in this annex 8 et seq table 2;
75.3. large diameter drain collector garenslīpum provides a flow rate that is not less than 0.30 m/s. 76. 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: 76.1. synthetic filtrmateriāl should not be used for clay , loamy and peaty soils, as well as building a drain to the water flowing in the ground saturated;
76.2. with straw wrapped plastic drain pipes may be used clay, loam and peat soils but may not-sand soils;
76.3. carpet beneath clay drain pipes must not be used in synthetic material. 77. If the projected areas groundwater is increased ferrous compound concentration, carry out additional measures to prevent the clay pipe drain clogging with iron compounds: 77.1. If iron compounds concentration is 3 to 8 mg/l: 77.1.1. increase the minimum drain garenslīpum of at least up to 0.4%;
77.1.2. drain collector of the garenslīpum 10-15 m long period increases the bottom at least up to 1.0%;
77.1.3. about 10% of the reduced distance between drain;
77.2. If the concentration of iron compounds in groundwater is more than 8 mg/l, drainage design is not recommended. Drainage can be done with previous drainage ditches, and only after 3-5 years, if iron compounds concentrations will be reduced to below 8 mg/l, you can design a drainage. 78. normal operation of the system of drainage channels and control the drainage construction projects: the source of the drain, drain wells, uztvērējak, filters, surface water receivers and other buildings, subject to the following conditions: 78.1. each drain system for discharge of the waters, ūdensnotek novadgrāv or body of water in the drain spout is used;
78.2. drain wells project in the following cases: 78.2.1. when a drain system node connects more than three collectors;
78.2.2. If the collector track turn is greater than 60 °;
78.2.3. If the water flow rate to the minimum the collector reduces the allowable speed;
78.2.4. after every 500 meters, if the collector is longer than the mile;
78.3. open drain parts of the UK surface height of at least 0.2 m but not more than 0.5 m above the cover of the UK 78.4. cover is at least 0.6 m thick bottom layer;
78.5. 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;
78.6. 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;
78.7. reception of surface run-off from nosusinām area, expressed in shallow depressions entering in relief and drain system designed for surface water receivers;

78.8. surface water drainage, ūdensnotek or novadgrāvjo bodies in the turf or the project reinforced concrete tray. 79. If in accordance with this paragraph 17 et seq and 77.2. section don't hear the area draining to the previous susinātājgrāvj system or separate susinātājgrāvj project with temp. 80. Sand and sandy loam soils and up to 2 m deep kūdrājo to mineral bottom base susinātājgrāvj system can be intense 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. 81. Susinātājgrāvj design of horizontal slanting against the terrain, to ditch the cross flow of surface water and groundwater flow of main direction. 82. Susinātājgrāvj minimum 0.5 ‰, but garenslīpum is the maximum to 5 ‰. 83. Susinātājgrāvj bottom width 0.4 m, maximum length 1500 m, but the main parameters selection depending on the terrain of the area, nosusinām depend on the soil conditions and using this annex 8 et seq table 3. Susinātājgrāvj average depth is determined by measuring the kūdrājo peat subsidence the layers. 3.5. adjustment of surface run-off surface runoff 84. With the adjustment facilitates the nosusinām of the area of surface water discharge of regulatory and faster containment network, gully, novadgrāv, or body of water infiltration and soil pamatslān, prevents water accumulation nosusinām area of hollows and other terrain underground nājumo and reduces soil compaction. 85. the area Soared, installing patch of surface run-off, backfill the closed small depressions, pits, ditches, vecup and the stile and kraujiņ, ensure that at the bottom of the displacement and compaction soil be kept design drain depth. 86. When installing the spout patch, evaluate treatment options and the land built into the drain system, Ridge slope composed with a slope 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. 87. Zemaramkārt dziļirdināšan of applied glejot of heavy clay and loamy soils where leaching coefficient of less than 0.2 m/d, hilly terrain into hollows and minerālgrunt soils with ortštein the horizon. 88. Dziļirdināšan can be performed after the installation of the drain and when soil moisture is optimal rank: 88.1. dziļirdinātāj work direction is vertical to the direction of susinātājdren, the distance between the slots between clay and loamy soils and heavy soils with ortštein horizon is 0.8 m, other soils – 1.6 m; depth of 88.2. disaggregation is at least 0.2 – 0.3 m less than the built-in drain depth. 3.6. Bilateral activities drainage system 89. 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 install a drainage system. 90. Bilateral activities in the drainage system project: 90.1. flat areas where the Earth's inclination is less than 0.5 ‰;
90.2. the sand, sandy loam and low peat bog soils, which the filtration coefficient is greater than 0.5 m/d; if mazūden 90.3. the period is to ensure that the water is at least 0.5 l/s x ha. 91. Depending on irrigation water-use water resources, soil permeability and breeding crops with bilateral activities of subsoil drainage systems can make the wetting: 91.1. maintaining a relatively constant level of the groundwater throughout the vegetation period;
91.2. to cyclic water discharge, uzstādināšan and maintaining an elevated level of groundwater periodically 3-6 times of vegetation. 92. The optimal groundwater level (m), a drained area uzstādin, provides vegetation period can be determined using this 8 et seq. Add Kuma 4. data supplied in the table. 93. If the groundwater level is regulated in a loop, the water level rises to 0,3-0,4 m from the face of the Earth and a constant 3-4 days. 94. If the novadgrāv in the summer semester is large enough, the flow rate, novadgrāv in installing water level uzstādināšan buildings, uzstādin can 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 in the optimum depth. 95. The summer half-year 30 day minimum flowrate with 75% of the probability Q (l/s) novadgrāv is greater than the crop water consumption and evaporation from soil, irrigation, the average daily hydro module QMA (l/s x ha) (table 1 in annex 10): Q ≥ x F, where shear (22) F-mitrinām area, ha. 96. If the novadgrāv in the summer semester is not sufficient pietec the groundwater level for take-off, the required water supply from the water especially source-water or watersheds. Water draining pipes designed to supply or spiedvad. 97. to groundwater level adjustment use the draining system regulatory networks: 60.3. at least one graduation increased drain pipe diameter;
about 30-40% 97.2. reduces certain aspects of susinātājdren and susinātājgrāvj in the distance;
up to 150 m 60.5. reduces the length of the susinātājdren;
60.5. drain pipes along the length of the perimeter of the cover with a filter of teriāl segm.
97.5. novadgrāvjo, susinātājgrāvjo or drain the wells shall be water level control structures;
97.6. bearing shoring materials used, allowing a lasting appludinājum;
the groundwater level of 97.7. observation of the observation shall be aciņ (drillings). 3.7. Irrigation Systems for agricultural crop 98. (primarily of vegetables, cultivated grassland and the intense fruit and Berry) development of vegetation in the necessary moisture and soil nutrient regime optimisation designed irrigation systems. 99. 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). 100. the required irrigation systems irrigation mode-using the apūd dose and time-limits, shall be determined by the average dry vegetation period in which the climatic water consumption deficit calculated with 75% exceedance probability: 100.1. irrigation norm depends on evaporation 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;
100.2. the timing and dosage apūdeņojum depends on the moisture deficit in the vegetation period, laistām crops biological characteristics and soil layer of the active mitrumietilpīb;
100.3. the average agricultural crops irrigation norms for various similar agro climatic areas of Latvia (10.1 mapping) summarized this 10 et seq. table 1 of the annex, but the particular project they identify with the active layer of the soil water balance equation. 101. 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, subject to the following conditions: 101.1. crop spraying without restriction may use water that does not exceed the degree of mineralization of 1.5 mg/l, the water active reaction pH is a number greater than 5.5 and temperature exceeds 10 ° C; water crop suitability 101.2. irrigation shall also determine the sodium and calcium cation ratio in miligramekvivalento It must be less than 1;
101.3. drip irrigation system consists of a special designed filter motor small impurities and hidrobiant (such as algae) from the fill water and, if necessary, a special device the iron hydroxide, carbonate and other salts, reduction in water. 102. ieņēmējbūv-type of water depends on the water source, the selected irrigation technique and technology. Pump station provides water supply to the required pressure according to all workers at watering devices or water dropper consumption, including losses in the pievadtīkl. Pump Max pressure simāl advanced shall not exceed the permissible pressure of pipes spiedvad. 103. Watering Systems water consumption Qs (l/s) is determined using the following formula: Qs = 24 x F x QMA, which (23) t x k F-system area (ha); QMA-daily average of irrigation hidromodul (l/s x ha). The value shall be determined in accordance with this annex 10 et seq.; t-systems operation time (h); k-factor of the equipment you use.
104. Watering system depending on the pumping station used, spiedvad and watering equipment types designed stationary or mobile pusstacionār: 104.1. mobile systems for all elements (including the pumping station) are portable;

104.2. pusstacionār systems for some of the basic elements of the system can be deployed also fixed;
104.3. fixed systems for all system elements are placed in the hospital. 105. Depending on watering device needs work pressure, capacity, look in the distance and spray type select the watering system and layout of pievadtīkl material. 106. 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 fittings), subject to the following conditions: 106.1. all branches of spiedvad are the bolts;
106.2. spiedvad fracture in the vertical plane of the points where possible the accumulation of air tube air release valve shall be provided;
106.3 spiedvad for emptying the spiedvad. below places the water output of the project, and the garenslīpum output direction is greater than 0.1%;
If the spiedvad 106.4. Turning angle of a horizontal or vertical plane, as well as the ends of the pipeline exceeds 10 °, constructed the concrete supports;
106.5. If the calculated pressure hydraulic shock in case of exceeding the permissible pressure for the pipeline, set valves impact;
106.6. 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. 107. The design of watering system, provides the necessary security zone along the lines. Watering equipment for water drops, taking into account the potential wind deviation shall 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. 108. Designing a drip irrigation system, 24 hours water supply calculation in W (m3/d) is determined using the following formula: W = F x x x P 0.864 QMA, QMA-irrigation which daily average hidromodul (l/s x ha) under this būvnor 10 matīv. table 1 of the annex;
F-irrigation system area (ha);
P-part of the irrigation system in the area of the plant root zone and which shall be fixed as part of plant surface projection area on the face of the Earth (). If the plant surface parts completely fit in the entire area, then P = 100%. Intensive orchards (pundurābel, plums, cherries, etc.) P is in the range of 30% to 60%. 109. the drip irrigation system for water consumption (l s) depends on the Qs from the system area, dropper, and flow rate of disposition, which provide at least 25% of the plant root zone area moistening. 110. Drip irrigation systems, sadalošo and trunk apūd-spiedvad project in the playlists of polymer pipes. Behind the filter system on the pipeline is not permissible subject to corrosion of the metal fittings and on racial abuse. Armata To apply to join the plastic compression fittings, weld plastic fittings (plastic pipes) or the women fittings (polyvinyl chloride pipes). 111. spiedvad drip irrigation network location is determined in this context of the area of atk topographical conditions, irrigated crops, irrigation disposition number of subsystems required operating pressure and on the caurpl dum. System parameters determined by pipeline hydraulic calculation. 112. Drip irrigation systems pusstacionār trunk that pressed the wires, but also sadalošo of hospital systems are built into the ground in spiedvad, providing a pipeline emptying and vent. Pipeline installation a 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. 113 woodland draining systems provides technical and economic justification to mežsa, depending on the growing conditions of the forest and forest-type differential draining, with which the draining effect with the move away from susinātājgrāvj does not fall more than one standing and ensuring forest infrastructure (including the required forest-road network). 114. The forest road route and grade of the road-building projects with regulatory network design of the draining. 4.1. Regulatory network 115. 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 installation recommended to dig drainage ditches – temporary pioniergrāvj. 116. Susinātājgrāvj-route project, evaluating: 116.1. forest growth and forest types;
forest use planning 116.2. elements (kvartālstig, a special felling direction, wood export opportunities, and other aspects);
116.3. terrain;
116.4. soil and hidroģeoloģisko conditions;
116.5. existing hydrographic network;
116.6. existing and projected path network. 117. the Susinātājgrāvj forest project within the block to block and enter a long stig the stig's highest edge directed at the novadgrāv or the road ditch: 117.1. to delay the surface run-off ditch atbērtn form the susinātāj ditch below and close the road or block the passage of the bar; the stig
117.2. surface water runoff discharged through the ditch along the pipes or fašīn atbērtn. 118. the izcirtumo and mazcaurlaidīg Forest soils faster thaw days and precipitation water drainage through the terrain of the lower places on susinātājgrāvj designed pop-up vadziņ. 119. Susinātājgrāvj distance between (m) determine the capacity of the atk differentiated forest growth and forest type, soil and hydrogeological conditions so as to ensure that the limits of one's standing like drying rate under this 11 et seq. table 1 of the annex. 120. Susinātājgrāvj average depth (m) is determined depending on the soil conditions in accordance with this annex 11 et seq table 2. 121. Susinātājgrāvj depth in peatlands by peat land is not less than 1 m 122. Susinātājgrāvj bottom width 0.4 m, but the slope inclination factor determined in accordance with this annex 11 et seq table 3. 123. Susinātājgrāvj minimum garenslīpum bottom is 0.5 ‰. 124. Susinātājgrāvj-novadgrāv will add approximately 60 – 90 ° angle, and connection with the radius of the curve takes about 5 m. 125. Run-off vadziņ average depth of 0.4 m. 126. constructed the road ditches parameters design of the parame susinātājgrāvj * by analogy. If necessary to ensure the bottom grade of the road, road ditch width or depth may increase. 4.2. Defining network 127. Kontūrgrāvj project in nosusinām area along the outline with the analogous parame * susinātājgrāvj, but kūdrājo, where peat depth is less than 2 m, kontūrgrāvj of the minerālgrunt of the bottom base probes. 4.3. Novadoš network and the novadgrāvj of 128. Mazbasein ūdensnotek (catchment area less than 0.5 km2) bottom bottom width 0.4 m, constructed hillsides slope factor is m = 1.5 for novadgrāvj and ūdensnotek. the cross section is determined by hidraul the most rigorous calculations (according to this paragraph 23 et seq). 129. in order 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: 129.1. maximum permissible currents speeds woodland does not compare on channels with the hydraulic radius of less than 0.5 m, specified in this annex 11 et seq table 4;
the maximum permissible current 129.2. speed locked channels specified in this annex 7 et seq table 2;
129.3. novadgrāvj and ūdensnotek lead places the maximum current permitted rates reduced by 20%. 130. Novadgrāvj and ūdensnotek the route turns to the minimum curve radius depending on the hydraulic RADIUS can accept under this annex 11 et seq table 5. 131. Novadgrāvj and ūdensnotek bearings bearings check to calculate the current velocity at the maximum flow rate of spring pal with 5% of probability. 5. Peat deposits in the drainage system of the peat deposits 132. 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. 133. Depending on the type of peat deposits and the types of rules in the Middle dries adopt: 133.1. high type of marshes (after the methods of extracting the layers) – 0.8 – 1.0 m; low type and 133.2. transition type – 0,6 – 0,8 m bog. 134. Peat deposits provide regulatory network of drainage-ditch the card, as well as susinātājgrāvj, the road and drainage ditch. 135. Regulatory networks, evaluating: 135.1. the surface of the Marsh and minerālgrunt to the foot of the nature of the terrain;
135.2. lookup configuration and existing hydrographic network;
Marsh 135.3. hidroģeoloģisko conditions;

135.4. peat extraction technological scheme. 136. The map of peat deposits, ditches draining high transition type and type design with average bog distance between axes of trench map 20 m, average depth when Marsh landing 1.7-1.8 m, the width of the bottom 0.3 – 0.4 m and slope the slope coefficient 0.25.137. 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, average depth when Marsh landing 1,4 – 1,6 m the bottom width of 0.3,-0.4 m and slopes the slope coefficient of 0.25-0.5.138. ditch bottom Card minimum is 0.3 ‰ garenslīpum. 139. 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. 140. Peat bērtņ and road drainage, it is recommended that you design a drainage with an average depth of 1.8 m installation, the average distance between a high susinātājdren and transitional marshes of type 10-12 m, but the low marshes of the type 20-24 m. 141. ditch the card and kontūrgrāvj water capture and discharge to a project in the savācējgrāvj novadgrāv with an average depth of peat subsidence after 2.3 – 2.5 m the bottom width of 0.4,-1,0 m, slope inclination factor high type and type of bog bridging 0.5 – 0.75, but low 0.75 – 1.0 bog type: 141.1. savācējgrāvj minimum garenslīpum bottom is 0.5 ‰;
savācējgrāvj the bottom of 141.2. suspended peat particles capture form the settling lagoons with minimum 0.7 m below dike into the bottom, length 50 m and the width of the top 15-20 m. 142. ditch the card for use in plastic pipe culverts, drain pipes of clay (on the carpet) with the relative diameter of the pipe 100-150 mm or a wooden box whose size is 100 x 150 mm. top culverts inserts the wire mesh with a maximum size of 30 x 30 mm. 143. Novadgrāvj of , ūdensnotek and delimiting the network constructed by analogy the rules for the design of the drying of the forest land (as such the 127 et seq., 128, 129, 130 and 131..). 144. Deep in the high marshes of the card type, installation of drain ditch trenches, 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. 145 settlements, agricultural and forest land and other areas, floodplains of watercourses or bodies of water of the sea shores to protect against flooding or pārmitrināšan project in inženieraizsardzīb and polder system. 146. 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 projektējamo measures-adjustment, the watercourse of kolmatāž territory, draining of the polder construction of or: 146.1. the watercourse regulation-straightening and deepening the seabed – regulate floodplain applūdum, precipitated solids and on the inside of the water discharge floodplain post-flood period (according to this subsection of 3.2 et seq);
If the watercourse regulation 146.2. it is not possible to ensure the appropriate use of the MOS area conditions or 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 146.3. drying and pietekoš water discharged permanently or into separate periods requires mechanical lifting, water project in the polder. 6.1.147. 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, allowing the flood areas of spring flooding, pal (applūstoš to aizsargdambj). 148. Aizsargdambj height above the water level estimates calculated by the wind of tea observed with the surge in height, waves the height of uzrit on the slopes of the aizsargdambj and aizsargdambj height: 148.1 reserve. the estimates do not pārplūstoš aizsargdambj water level is determined by the water level in the water at the spring maximum flow rate with the pal 1% probability of being exceeded, the aizsargdambj reserve of the height of 0.5 m; adopted by the pārplūstoš aizsargdambj of 148.2. estimates water levels depending on the protected areas of use , aizsargdambj height reserve adopted 0.3 m (with the exception of 151 et seq. of this in paragraph). 149. the watercourse bed caurvad Iedambēt capacity calculated by the hidraul in the uneven flow formulas, and establishes narrow active šķērsgriez mu, modified water levels and currents speeds for the iedambēt stage, as well as the downstream and upstream of the iedambēt phase. 150. Aizsargdambj a minimum distance from the bed of the watercourse of the shoreline is in the minerālgrunt stable for at least 5 m, in fragile States and turf in minerālgrunt, at least 10 m, but not less than twice the height of the aizsargdambj. 151. Aizsargdambj cross-section designed trapezoidal with a variety of slopes and slope width of at least 3 m. If the path specified through the aizsargdamb, aizsargdambj the width of the top of the set according to the type of road: 151.1. up to 3 m high aizsargdambj hillsides average slope is taken using this table of annex 12 et seq.;
151.2.3 m higher than or constantly with water apskalot of the aizsargdambj cross section for selection of aizsargdambj stability and filtration performed calculations;
151.3. aizsargdambj wet slope stability tests on the residue stream speed (this 28 et seq.);
151.4. aizsargdambj dry slope protected from precipitation strengthening of exposure with the medicine volume or velēnojum. 152. Applūstoš-aizsargdambj shall be provided at suitable locations for special regulation torus 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: 153. areas adjacent to artificially stināt the groundwater level grew older and protect them from pārmitrināšan, designed for coastal drainage, uztvērējgrāvj or systematic drainage of the territory. 154. coastal drainage formed along the edge of the reservoir as a separate drain or drain filter material with a apbērum above the drain. 155. the installation of Drain depth and diameter depending on the soil characteristics determined by filtration filtration water supply intensity calculation: 155.1. drain pipe of minimum diameter is 100 mm drain pipe 155.2. the maximum installation depth is determined depending on the pipe material. 156. the Drain runs into and not less frequently than every 50 m right stages built into the manhole. 157. In appropriate circumstances, the hidroģeoloģisko can also be applied to the vertical drain, along the coast of installing a borehole reservoir or Oh line, from which the water is atsūkn pietekoš. 158. long beach may be fitted with a water uztvērējgrāv in the filtration and water run-off collection and discharge (et seq. of this 49, 50, 51, 52, 53, 54 and 55). 159. The reservoir adjacent to the area of mazcaurlaidīg in soils can compare with systematic nosus drainage, reducing the near-shore of the Tums design drain leave or increasing the diameter of the drain (as such the 63 et seq.). 160. With the coastal drainage, uztvērējgrāvj or drain system collected water enters the reservoir bottom bjef or pumped reservoir. 161. where the adjacent flood plains or areas it polluted waters from the relatively higher areas, they can be fed with apvadkanāl outside protected areas and James enter the reservoir bottom bjef or other ūdensnotek. 6.3.162. 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, but in order to be considered for the polder, it contains must be aizsargdamb and the pumping station. 163. Depending on the protected area of the polders are divided into the following groups: 163.1. seaside polder – protect the territory from the sea the coastal surge;
163.2. floodplain polder-protected floodplains of watercourses or water bodies adjacent areas from spring or summer-pal autumn flood waters;
163.3. lowland polder-protect water reservoirs in adjacent areas of reservoirs for the water level of uzstādināt effects. Here also includes protection systems engineers, as well as pal could not threat areas whose drainage waters discharged into the system by pumping. 164. Depending on the hydrological regime in the polders are divided into the following groups: 164.1. 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 a maximum water level of spring flood with a 1% probability of being exceeded in the watercourse or body of water, or permanent period observed the highest surge of sea water;

164.2. summer (pārplūstoš) polder, which delimits the protected area with dikes of the summer-autumn flood estimates water levels. The estimates for the water level to adopt maximum summer – autumn flood water level with 5% the probability of when the polder area, summer vegetables used, technical or forage crop cultivation, and with a 10% probability of exceedance, if bass is used in wide meadows and pastures. Spring Palos is flooding the area. 165. The winter of pārsūknējam polder pumping station of water is determined by analyzing the spring-water balance with the pal 10% exceedance probability evaluation of 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) period of 7-10 nas areas of arable land and the die 10 to 14 days the meadow and pasture areas. 166. The summer of 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. 167. the choice of the pump down the calculated 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: 167.1. the highest operational water level (hereinafter referred to as the AEŪL) in the polder provides the necessary drainage norm in any area can point the polder. AEŪL is the water level in the krājbasein polder at pump station when started pumping (turn on the pumps);
167.2. lowest operation water level (hereinafter referred to as ZEŪL) is the water level in the krājbasein polder at pump station when stopped pumping (pumping off). 168. 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. 169. 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 you can extend and deepen a main stage at the bottom of the novadgrāvj pumping station. 170. the useful volume of the V Krājbasein (m3) is calculated using the following formula: V = 0.25 x tc x Q where (24) tc-the shortest allowable pump operating cycle (s);
Q-pump station less pump capacity (m3/s). 171. If soil conditions permit, check the bottom of the krājbasein project at least 1.5 m below ZEŪL, and it prevents the overgrowth of intensive krājbasein with water plants and facilitate the settling of solids. 172. Krājbasein-slope less steep than in the project ūdensnotek or novadgrāv, with an average slope of the slopes of at least 1:3. Slopes above AEŪL can be fixed by medicine volume or velēnojum. 173. Krājbasein the bottom line without garenslīpum the project, with a minimum bottom width of at least 4 m 174. Novadgrāvj of mouth. krājbasein AEŪL the above. Krājbasein and Chief novadgrāvj connection between the AEŪL and ZEŪL projects in 20-30 m long and this stage strengthened. 175. 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 10-15%. 176. poldero will be pal summer water inputs – outputs or special water overflow sections aizsargdamb (152 this et seq.). Water overflow stretches into the aizsargdambj project about 0.2-0.3 m below, but the slopes of the aizsargdambj – a shallow (averaging 1:8 to 1:20) and strengthened. 177. Water inputs, output capacity of caurvad Q (m3/s) is calculated using the following formula: repeated Q = V/t where x 2.5 (25) 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 system according to 178. spatial planning requirements of building settlements on the territory of the groundwater level must be at least up to 2 m in depth, but the stadium, park, square and other areas of greenery – depth of at least 1 m from the design of the Earth. To ensure this requirement, projects in areas of the territory or the delimitation of zones 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, et seq of Chapter 6-this measures referred to. 179. 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 parameters accept analog agricultural land drainage system for defining network parameters (according to this 49 et seq., 50, 51, 52, 53, 54 and 55). 180. to promote and organize the surface runoff from built-up areas, roads, streets and squares, the area of the plant, creating at least 3 to 6 ‰ slope direction on the street and the road and capture the tray overflows wells. 181. Surface water run-off from a low-rise building for reception areas, rural settlements and parks and its discharge to sewage purification appliances permitted use of sewer overflows ditches, road ditches or tray. 182. If a low-rise building or rural settlements in the territory is of stināt groundwater level grew older, then, subject to the provisions of the building on the grounds at the borders in susinātājgrāvj or drainage projects, as well as building Foundation or ring type of 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. 183. 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, their inclination slopes can project dad steeper and strengthen. Susinātājgrāvj bottom of the permissible minimum 0.5 ‰ garenslīpum. 184. Surface water run-off capture from building sites and its discharges to sewer water treatment appliances can be used for sewer overflows tray, pipelines and buildings. 185. 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. 186. The territory's continuous drain drain spacing shall be determined, under the building regulations, depending on the required groundwater level lowering in you, the structure and possible drain directs installation depth. Susinātāj drain pipe diameter is adopted at least 75 or 100 mm, and the minimum long slope, at least 0.3 ‰. 187. If the building area the main cause is the pressure pārmitrinājum water that saturates the bottom layer of the mazcaurlaidīg building Foundation, used building Foundation drainage. Below the building drain and from receiving a long exterior of the building shall be 0.2-0.3 m thick gravel or coarse sand grounds, but building nearby built into drain pipes. 188. the individual building or group of buildings for protection against increased bottom water level used in ring-shaped drain that securable object enveloped from all sides, or only from most pietec. Drain wire built into tall buildings-outline 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 with the mutual distance of around 4 to 8 m and at least 0.5 m below the basement floor level. 189. building foundations and drainage of ring you can use clay or plastic drain pipes, as well as other material perforated pipe, with a minimum diameter of at least 100 mm. Drain wire minimum garenslīpum is 0.3%. 190. the installation distance to the drainage channels nearby utilities and structures adopted not less than the distance specified in the legislation. 191. the drainage system at the bottom of the bearing before entering the rain water sewer system it is recommended to have settling lagoons, but sewers inlet (the camera) to install a solids detention. The gap between the bars of less than 40 mm. 192. If the groundwater level in the settlements in the territory is too high and you cannot downgrade with this et seq., 180.179, 181, 182, 183.., 184, 185, 186.., 187, 188, 189., 190 and 191. the measures referred to in paragraph, or otherwise 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 193. Water resources water exposure, as well as the drainage system for the operation of the waterworks project in shipbuilding, which carries water runoff 193.1.: and levels adjustment (reservoir, pond, dam, novadbūv);
193.2. water resources (hydroelectric power stations, watermill, pumping stations);
193.3. connecting water water level (straujtek, kritņ);
193.4. surrounding area against flooding and pārmitrināšan (aizsargdambj);
193.5. transmission across water obstacles and terrain various underground solutions explored (zemtek, aqueducts);
Watercourses and water 193.6. shore reinforcement and stream adjustment (dams, Boone, viļņlauž, coast, shore, beach);
193.7. fish migration and protection (fish, fish protection installations). 194. The design of the structures, waterworks appropriate to combine in one hidromezgl a variety of General and special (waterworks) and use them for different purposes (land reclamation, fisheries, water supply, recreation, hidroenerģētik to URu.tml). 8.1. calculation requirements 195. Waterworks structures design uses estimates of the flow rate with the 1 et seq. of annex exceedance probability (%). 196. By hydraulic calculations determine the waterworks structures concerned the ability of caurvad and other structures. 197. 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: at the normal uzstādinājum 197.1. (hereinafter JUST) estimates the flow rate during discharge, if the novadbūv box is fully released;
197.2. at a higher uzstādinājum level (AUL) test flow rate during discharge, if the novadbūv box is fully released. 198. the waterworks checked hydraulic calculation the calculated parameters of adequacy of construction determines the construction of resistance filtration flow pressure, ground deformation, construction compaction and resistance to displacement and overturning. 199. the Waterworks structures and the base of the structure meet the performance (the first limit position) and possible deformations and displacements calculation requirements under normal operating conditions (second limit position). 200. the Waterworks structures used for the calculations General this annex 11 et seq of the loads and effects. Calculation of construction waterworks loads pamatsakārtojum and a special lineup: 200.1. the assignment pamatsakārtojum includes variables, long standing, and temporary assignment;
200.2. special assignment arrangement includes a permanent, long-term and short-term, variable load and one of the Special loads and effects;
200.3. calculations of load and accept less favourable effects, but realistically possible combinations, which may occur in individual works, maintenance and repair. 201. the Waterworks structures, design and calculation of core, repeated use of this formula, 26 et seq. General case provides conditions that prevent choked a member: γlc x ≤ R x F/which γn γc (26)

γlc-combination of factor loadings: 1.0-loads of pamatsakārtojum in normal operating conditions the first choked, as well as the other choked; 0.95-loads of pamatsakārtojum works and repair during the first choked; 0.90-loads the specific lineup; F-calculate loading (force, torque, voltage), deformation or other parameters by which to evaluate choked; R – calculate the bearing capacity, or other parameters of the rationed; coefficient γc – working conditions according to the construction, design or the base type, material calculation schema, choked and other factors specific hydro technical buildings, structures or foundations; γn-safety factor, which describes the consequences that can occur when reaching the limit position, and that is: 1.1-first choked; 1.0-other choked.
202. the calculation of the values determined, assignments relevant to the construction, design or the base multiplied by a predetermined load overload factor γf. Overload coefficient of the second case accepted choked γf = 1.0, but the first limit in the case of the situation in accordance with the 11 et seq. table 1 of the annex. 8.2. The water run-off and adjust the level with the water uzstādināšan 203. and novadbūv (e.g., regulators, pārgāzn, outputs) may regulate water run-off and water levels and collect water reservoirs or ponds. 204. Water reservoirs (ponds), depending on the purpose of their use are classified into agricultural, fisheries, hidroenerģētik, water supply, recreation and use of complex reservoirs (ponds). 205. Depending on the constructive design can be a watercourse or Lake reservoir, dug a pond or mixed water reservoirs (ponds). Reservoir reservoir construction plan shall determine: 206.1. reservoir, which is JUST the highest permissible level of the water reservoir and the hidromezgl (novadbūv) in normal operating conditions, and the information resulting from the reservoir to the full released novadbūv over pārgāzn box or even the output flow rate estimates. At the NEWLY established reservoir surface area, total volume and other reservoir article rojošo;
206.2. reservoir-which temporarily allowed reservoir pal and which occurs along the reservoir fully exempt for the output column of the novadbūv test flow rate;
lower uzstādinājum reservoir 206.3. (hereinafter referred to as the ZULU), which is the lowest water level in the reservoir and the hidromezgl (District Housing) normal operating conditions permissible reservoir downgrade (downgrading JUST);
206.4. NET volume of the reservoir, which is the total volume between the NUL and ZULU, which is used to control runoff to ensure the needed his water consumption and flow rate of bjef of regulated down. 207. When installing the reservoir, creating permanent and temporary applūdum, the pārmitrinājum and the shallow water zone: 207.1. Permanent applūdum zone formed from the bottom up to the reservoir, and it JUST is not possible in agricultural crops and tree development and other economic activity, except for fisheries and recreation.
207.2. temporary applūdum zone formed between the JUST and the pal-, and it is possible the grassland and the development of individual tree species;
207.3. pārmitrinājum zone formed the reservoir adjacent to the area where the water has increased uzstādināšan the groundwater level. Pārmi the rinājum the impression predicts depending on hydrogeological conditions, but it may be about 1.5-2 m above the NUL;
207.4. as for shallow water areas where the water depth to less than 0.5 m JUST. 208. Hydrological and ūdenssaimniecisk calculations determine the necessary useful volume of the reservoir, which, in assessing the potential evaporation from the surface of the 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. 209. the main criterion for assessing the balance of water, is water (the bottom of the bjef novadbūv) flow rate that can be stored. To watercourse downstream of the reservoir installed mazūden periods as possible to keep water tec's natural condition, and with the project technique provides a permanent conduit – minimum guaranteed flow: 209.1. minimum guaranteed flow adopted the 30-day period in the summer the average minimum flow rate to 95% coverage;
209.2. 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;
209.3. to ensure the natural watercourse of the biological resources and the ekos theme conservation and protection of 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. 210. A water project predicts the impact of bottom-water reservoir waters, shore and coastline. If necessary, take preventive measures, and strengthens the coast plane of the slopes, built drains and other pretfiltrācij rigs. 211. before the water level to prepare a bed of uzstādināšan, which cuts off the cover of: 211.1. (trees and shrubs), highlights the strains and removed from the constant applūdum zone;
211.2. the temporary cut and removed in appludinājum area of land cover, which does not suffer short-term applūdum;
211.3. norok and removed turf (with the uzpeldēšan option) of the permanent applūdum areas or with bottom of it apbērum pieslog;
211.4. deepens possible shallow water area;
aiztampon the bore and 211.5. artesian wells. 8.2.2. Dug ponds in favourable conditions, Hydrogeological 212. surface runoff and soil water can accumulate to dig from pietec (partial on-mound) ponds. 213. If the 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. 214. Excavated pond slope designed analog to the conditions of novadgrāvj and ūdensnotek hillsides slope (as such the 36 et seq), or flattening. 215. If the pond in porous ground and hand the average pond water level forecast higher than natural groundwater level or if filtering through in the bottom of the pond or excavation slopes exceed the permissible, take the bottom and sides of the pond to the filtering protection with artificial kolmatāž, clay, peat (decomposition degree is 50% or greater), plastic sheeting and other water mazcaurlaidīg materials. bottom of the dam dams the water level for the project is pārplū not uzstādināšan toš, but water discharges of pietec and regulation novadbūv shall be provided in the body of the dam. Concrete (reinforced concrete) serves at the dam water level and discharge down the uzstādināšan bjef. 217. 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. 218. The bottom barrier installation can be used on any ground except the bottom: 218.1. water-soluble salts of chloride impurities is greater than 5% or sulphate-chloride salt content higher than 10% of the rock mass of the soil;
218.2. incomplete decayed organic matter (such as residues of plant and tree) represents more than 5% or completely decomposing organic amorphous mass represents more than 8% of the mass of the rock bottom. 219. The bottom of the dam body for optimal placement in the bottom 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. 220. The bottom of the dam for the uzskalošan with the hidromehanizācij technique is the sand bottom, but clay soil homogeneous dam uzskalošan is not appropriate. 221. The bottom of the dam is the pretfiltrācij of loamy soil with filtration coefficient of less than 0.1 m/s, and plasticitāt's 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. 222. The dam on mark down, assessing the surge generated by the wind, waves and the height of the uzrit reserve water levels at the two top bjef: 222.1. NUL when the surge generated by the wind and wave uzrit calculation at maximum wind with a 4% probability of being exceeded;
222.2.-when the surge generated by the wind and wave uzrit to calculate the maximum wind with a 50% probability of being exceeded;

222.3. both in cases where the calculation of the margin height is 0.5 m. 223. If over the dam for road or railway, the road surface of the compartments above the highest water level above bjef down the road or rail construction of regulatory legislation. 224. the minimum width of the top of the dam is 4.5 m. If over the dam for road or railway, the width of the top of the dam down the road or rail construction of regulatory legislation. 225. the sides slope Dam provides persistence, which depend on the sides of the base of the dam body and the bottom of its mechanical properties, of the forces acting on the slope, and from the height of the dam, the dam stability calculation of cylindrical shear surfaces. 226. Dam slopes are protected from waves, ice, water flow, precipitation and other harmful influences. 227. 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 Annex 3 et seq. of the calculation specified in the table (with a safety factor of γn) average critical gradient. 228. to reduce 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 conditions: 228.1. screen minimum thickness and kernel above the minimum width is 0.8 m; 228.2. screen at mark above the AUL, including the surge generated by the wind and wave height of uzrit;
228.3. core into mark above the AUL, including the surge generated by the wind;
priekšjosl of 228.4. minimum thickness of 0.5 m. 229. to prevent filtration of exhaust flow down the slopes of the caursal of bjef area, reduced filtration depression curve position and filtration flow directed down the slopes of the bjef without deformation, drainage of the cofferdam in the projects: 229.1. If the dam of the bjef downwards slope is not constantly inundated drainage tubes may be used with the filter material apbērum. Drain pipe of minimum diameter is 200 mm. If possible 229.2 uneven base dam compaction or bjef of a down slope is constantly flooded, you can use the prism of rock drain or more. Drainage prisms out of at least 0.5 m above the highest water level down in the bjef. 230. in order to prevent drainage of kolmatāž with fine soil particles and the emergence of the sufozij dam, between the drain body or more, Prism core, screen and body of a cofferdam (also of fine sand base) be the inverse filter: 230.1. in filter reverse each round a minimum thickness of 0.2 m; 230.2. reverse filter, drain and transitions separate round a fraction of average size gradually increasing filtration flow direction and no computer factor 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. 231. in order to prevent dangerous filtration through the body and the base of the dam kontaktvirs: 231.1. the base of the dam removes topsoil, trees and bushes get roots or the soil layer in the busy, as well as this the 218 et seq norok referred to priming. The barrier shall be provided in the base of the mazcaurlaidīg bottom teeth, or the diaphragm wall;
231.2. If fitted to the Rocky dam Foundation surface worn away together with a worn away together, the top layer is removed, the base of the dam of the mazcaurlaidīg be the bottom teeth, or the base of the cementācij diaphragm or use clay injections. of Novadbūv., pārgāzn Novadbūv, regulators and output-the water project pietec (which can accumulate reservoir (pond)) down the bjef, drainage water level regulation of reservoir and bjef reservoir in the bottom or tukšošan. 233. Pal and flood waters drainage design appropriate automatic action novadbūv-pārgāzn, which usually is shafts or wide practice profile. 234. Novadbūvj parameters determines the estimates and test flow rate of discharge requirements for the 195 and 197 et seq. of this paragraph. 235. 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. 236. Novadbūv design provides the caurvadām of water energy, to avoid leaching of the cofferdam. 237. Evaluation of pal and the flood water level rise of rashness, ice, melt and floating garbage and demands by the ecological flow rate of discharge, the project developed in novadbūv waste maneuvering scheme. 238. before you latch the top side and bjef, if the downstairs bjef can be inundated, also down in part of the bjef outlet provides the opportunity to put emergency-repair shuttle (sprostsij). 8.3. Water resources in water ņēmējietais and 239. pievadbūv rooms provides a smooth not blinding quantities of water ingestion of water source and discharge up to hidromeh in niskaj equipment as well as equipment for the delimitation of the possibility of inspections, repairs and emergency cases: 239.1. to prevent the floating garbage, ice and melt from entering the facilities on public roads; hidrom, design aizsargrest, water mixer and other protection devices;
239.2. to prevent fish and fish fry into the hidromehānisk facilities, the fish protection project rigs (under this subdivision of 8.4.1 et seq.);
239.3. water ņēmējietais will have the possibility to insert the repair, emergency shuttle (sprostsij);
If water pievadcaurul of 239.4. placed above ground, provide protection against deformation due to temperature differences and uneven compaction. If you use steel and reinforced concrete pipes, carry out the corrosion protection. 240. the floating garbage and debris to detention set up the grill upright water flow 70-80 ° slope or vertical: 240.1. pumping station pumps submerged bars can be designed around the perimeter (360 ° or less);
240.2. grille 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 240.3 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; 240.4. water flow rate the bars must not exceed 0.6 m/s. 241. Pumping stations, hydroelectric power stations, or the design of the building of the Windmill determines the installation working machine type, number and capacity. 242. 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. 243. The turbine Assembly of hydroelectric and windmill provides the action of bezkavitācij in all modes of operation. 244. Drainage pump stations for each project in your transmission pump or sūcvad with sūcvad growth in the direction of the pump at least 0.005.245. 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: 245.1. spiedvad exhaust upper surface of mark winter, the minimum water level is at least 0.2 m below the ice cover at the bottom;
245.2. exhaust fitted with mechanical action or siphon closures that prevent the massive backflow of water when the pump is not working;
245.3. 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;
245.4. using the water output of mechanical seals, the transaction provides for the possibility of water discharge in node insert repair-emergency shuttle (sprostsij) and perform the sealing and repair. 246. Pumping Station, which requires water resource usage permission, be provided with a mean amount of water carrying the measuring equipment. 247. Drainage pump station operation is automated, with the pump from turning on and off, depending on water levels is specified in krājbasein. 248. The inlet and a hydroelectric turbine windmill Chambers conclude with adjustable latch, but the turbine and shuttle repair provides away pievadkanāl in the turbine and bjef in the bottom makes it possible to insert the repair-emergency shuttle (sprostsij). 249. Pumping Station, hydroelectric power and technological equipment, Windmill fittings and pipelines in operation it is recommended to use the following lifting device: 249.1. where the mass not exceeding 1 tonne, the motionless vienslied road with builders and running the trolley, Stacker, hand-powered beam cranes;
249.2. where the mass is 1-5, t-beams, cranes;
249.3. If the mass exceeds 5 t-bridge cranes;

If the path to 249.4. higher than 6 m, and moved more than 18 m,-only all-electric lifting and transport devices. 8.4. the migration of fish protection and construction of the hydroelectric power station, 250. watermill and other ņēmējietais of watercourses and water bodies shall be equipped with appliances, protection of fish but if hydroelectric dam and the other is fitted to the watercourses and water bodies that have expressed the importance of fisheries, the fish migration structures in accordance with this subdivision and the et seq 8.4.2 275.7. section. 8.4.1. Fish protection devises 251. Fish protection installations are part of the water ņēmējietaiš and design ņēmējietais, assessed water bodies in the water or ihtioloģisk characteristics. Ņēmējietais must not deploy strong fish spawning, wintering and concentration sites. 252. the protection of the installations of the fish determines the design of the flow rate and the current rate of water source and ņēmējietais. Rigs provides fish and fish fry or discharge from detention of protected zones, succumbing to the injuries and loss of orientation ability. 253. Irrigation and summer polder pumping station of water ņēmējietais be equipped with sieves of fish holds, diaphragms or other structures: 253.1. If debris detention bars mounted fish, delimiting the sieve mesh size depending on the protected fish fry body length can accept 13 of this annex 4 et seq. of the table;
253.2. 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 be provided. 254. Pumping Station, hydroelectric power and suspend the Windmill of alluvial bars of the grille opening width design specified in the and this et seq 242.2., but, 242.3. to grill reduce fish from entering the hidromehānisk out of the plant, current speed before the bars and nēmējietaiš boundaries of sieves is less than pusotrkārtīg nonešan of fish to fry speed (according to this point of 257 et seq.). 8.4.2. Fish migration structures 255. Requirement for fish migration structures installation based on the existing water distribution of species and the number of with natural reproduction conditions upstream uzstādināšan buildings. 256. The fish migration structures designed to estimate flow rates and water levels with a 5% probability of being exceeded. 257. the specific currents speeds, which followed the structure of fish migration and protection elements, installations specified in this annex, 5 et seq 13. table. 258. 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. 259. 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 to concentrate the fish contained in the site. 260. The fish travel the minimum width is 1.5 m, but the minimum depth of water at 1 m. 261. Fish migration structures up to bjef output size and distance to novadbūv waste, pārgāzn areas or water for ņēmējietais is that streaming the output area of the drop speed is not more than 0.4 m/s and depths greater than 2 m 8.5. other requirements for the design of waterworks construction 262. Waterworks structures structures subject to water and ground effects of increased aggressiveness, applies the appropriate environment corrosion resistant or special corrosion-protected building materials and construction products. 263. to waterworks in separate structures with different parts of the concrete mass to cause sēžot the generation gap (also due to temperature differences), concrete (reinforced concrete) structure forms the compaction – temperature weld, which preferably combined with working the seams. Low porous seams shall be the inverse filter. 264. in addition to the concrete and reinforced concrete structures design of norm requirements set out in the waterworks structures concrete construction design respects the external exposure classes and such concrete indicators of quality and nosacīj must: 264.1. concrete quality indicators should not be lower than: 264.1.1. compressive strength class B5;
264.1.2. axial tensile class Bt 0.8;
264.1.3. class salturīb F50;
264.1.4. mark W2 permeability;
aizsargslāņ-264.2. the concrete thickness is not less than the rod diameter and 30 mm for 264.2.1.-work: string; mm-šķērsstiegr, sadalītājstiegr and positive reinforcement; mm-array design (thickness is greater than 1 m) all the way to the sinews;
264.3. karstvelmēt steel work of minimum diameter sinews of at least 10 mm, but the elements and the kontaktmetināšan of mesh or welded in cages, not less than 6 mm concrete open, 264.4. changing the water level of the zone construction for reinforcement permitted to use curtains from a recurring profile 16 mm sinews. Other public constructions constructive reinforcing mesh must not be used. 9. Environmental protection requirements into the drainage system and 265. structures for building projects in waterworks predicts potential environmental changes. If the negative impact to the environment is unavoidable, take steps to this effect would be minimal or construction shall include compensation measures (including biological damage for reimbursement). 266. the drainage system and building projects of the existing hydrotechnical constructions aesthetic, historical, cultural and environmental perspective, assess the specific agro-landscape, it developed and adapted to the natural and agricultural prod NASA requirements. Keep intact the various rock outcrops, caves, boulders, his crisp, typical of the terrain forms, sources, expressed noarum the sills and other specific natural elements. 267. Design of agricultural land drainage systems: optimal size 267.1. form (10-30 ha) and configuration (with aspect ratio of 1:3 to 1:5) fields;
on the kontūrelement of 267.2. use of existing and future importance of the bioc (for example, kokaudz, the body of water, natural water, grasslands, not Arts slope);
267.3. local quarries and expressed relief the hollow leaves intact the small animal and bird campsites;
267.4. saves trees and tree lines that you may have about the wind erosion, vējlauz ERS, but steep slopes and ridges, water erosion;
along the edge of the Woods 267.5. installing kontūrgrāvj, see to the edge of the Woods intact (especially spruce groves), the prevailing wind direction in growing trees that protect the forest from vējlauz;
267.6. eliminates the negative elements of the landscape: the building ruins, mazvērtīgo in the scrub, the stump and the pile of stones. 268. The design of adjustable or compensated by the ūdensnotek route, garenslīpum and šķērsprofil, respectively, where possible provide the necessary hydraulic conditions in the bottom and it allows soil characteristics, comply with the following conditions: in respect of watercourses varies 268.1. links with the natural state left the stage about the rules (including the threshold with a fixed bed steps under bridges, culverts, bedrock elevation);
268.2. stores are in bed amenities;
adjust the bottom natural 268.3. route concerned, refraining from straight stage building;
268.4. separate stages increases the bottom cross-section to beneficial sites composed of sulphur banks;
create a maelstrom of 268.5. pit, pacer, fish and spawning grounds;
268.6. varies the phase with the highest bottom shallow, platāko – with narrower;
bottom left large 268.7. stones form a pile of stones or krācīt;
vecup and pārtīr of 268.8. connecting with pamatgultn;
the bottom hand 268.9. compensated from shore to shore and stored slope intact;

watercourses which 268.10. intervention in the banks of the applūstoš periodically created by the jib, current dynamic axis drives on digging the beach, preserving and reinforcing the bottom sīklīkumainīb. 269. The sources of channels excavated soil not vented to atmosphere in the area (except forest land) layer that is not thicker than 0.2 m, and at the bottom the Equalization equalization zone with this pārar Coulter punctures. Stages where excavated soil may not align and it remains atbērtn, atbērtn the width of the base removes topsoil and store it for later use. 270. The soil surface to remove large diameter collector, aizsargdambj, and spiedvad route and the waterworks structures būvpamatn and stores it for later use. 271. Peat deposits in the drainage system of the lower savācējgrāvj, but agricultural and forest lands in a drainage system and water drainage in novadgrāvjo specially protected areas before you enter it especially protect water objects, expanding and deepening the bottom crack of the nostādinātājbasein-type ponds, which contribute to the turf and other smelkn substances suspended in precipitation. 272. 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. 273. Uzstādin the water level in the reservoir, predicts possible shore recycling and sustainability and prepare water channels-from the applūdum area to get cover, strains and garbage, as well as, if necessary, strengthen the banks and reduce the shallow zone (where the water depth to less than 0.5 m JUST NOW). 274. The land drainage and water in the building projects of the groundwater regime in the forecast changes and evaluate their impact on water supply wells and drilling, as well as to the sources and ponds. 275. in order to reduce the drainage system and the waterworks structures possible negative effects on fish, for building projects comply with the following conditions: 275.1. soil excavation and zemessūkšan of work into watercourses and water bodies will be carried out outside the fish spawning time;
275.2. depending on the reservoir water balances and novadbūv of the nosacīj of tions structures if it is suitable for fish migration, fish spawning valuable time open box novadbūv;
valuable fish 275.3. rivers suitable places renewed and form a new fish spawning sites;
275.4. summer polders krājbasein depth during the winter (ice thickness) is greater than 1.0 m; 275.5. ņēmējietais water must not build a strong concentration of fish spawning and wintering areas;
275.6. ņēmējietais and summer water polder pumping station equipped with fish protection screens or other protection appliances that prevent fish fry into the sūkņo;
275.7. If watercourse or body of water in respect of fisheries shows 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, 275.8. pumping station and other structures for the optimal operation of the hidromezgl mode, which provides: 275.8.1. hidromehānisk operation of the equipment during daylight hours;
275.8.2. specific flow rate (the minimum guaranteed, or ecological) discharge bottom bjef;
275.8.3. slow, align or mazmainīg water level shifts up and down the bjefo. Minister of agriculture, Minister for the environment r. vējonis 1. Latvian et seq of the annex LBN 224-05 "drainage system and the construction of waterworks" (approved by Cabinet of Ministers of 23 august 2005, the provisions of no. 631) estimates and checking hydrologic Datum annual exceedance probability (%)

No Flow in the exceedance probability of p.k. (%)
In those constructions, elements, calculated in 1 2 3 4 1. Spring pal a maximum flowrate of 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 capacity calculation. 2. the aizsargdambj pārplūstoš the 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 flood maximum flow rate 2 1. regional AI and AII category road, city and locality of the road category BIT (Street) bridge and culverts of caurvad capacity calculation. 2. the 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 caurvad capacity calculation 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 caurvad capacity calculation 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 that use fields and pasture 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. 2. the summer of aizsargdambj the calculation of the height of the polder, polder area already uses the meadows and pastures 10. Summer half-year flow rate 50 (average) Drain spout 11., markup setting 24-hour maximum precipitation intensity 10 supply of surface run-off calculation for drainage instead of Minister of Agriculture, Minister for the environment r. vējonis annex 2 et seq of the Latvia LBN 224-05 "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 23 august 2005, the provisions of no. 631) 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) instead of the Minister for Agriculture, Minister for the environment r. vējonis annex 3 to the Latvian et seq LBN 224-05 "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 23 august 2005, the provisions of no. 631) summer-autumn flood peak runoff module q200 (m3/s x km2) in place of the Minister of Agriculture, Minister for the environment r. vējonis annex 4 to the Latvian et seq LBN 224-05" Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 23 august 2005, the provisions of no. 631) in Permanent annual average run-off Layer (mm) instead of the Minister for Agriculture, Minister for the environment r. vējonis annex 5 Latvian et seq of LBN 224-05 "drainage system and the construction of waterworks" (approved by Cabinet of Ministers of 23 august 2005, the provisions of no. 631) summer half-year average runoff module (l/s x km2) in place of the Minister of Agriculture, Minister for the environment r. vējonis annex 6 to the Latvian et seq LBN 224-05 "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 23 august 2005, the provisions of no. 631) minimum run-off calculation 1. mapping the minimum run-off area 2. geomorphological mapping in the summer half-year minimum drainage of formēšanāsklimatisk parameter (g) 3. mapping the winter 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 1.30 days of summer minimum flow rate: 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 = 2.30-day winter minimum flow rate: 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.
Minister of agriculture, Minister for the environment r. vējonis annex 7 for the Latvian et seq 224-05 LBN "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 23 august 2005, the provisions of no. 631) 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) 0.25 0.50 1.0 1.5 2.0 2.5 3.0 3.5 1 2

3 4 5 6 7 8 9 10 11 i. sand bottom (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 0.60-0.65-0.85-0.85
0.65-0.85 4. Fine gravel 3.0 – 5.0 – 0.80 0.70 0.65-0.75-0.80-1.00 0.95 0.85 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)) 6.10-20 pebbles 1,05-1,30 1,15-1,45 1.25-1.30-1.35 1.60 1.55-1.70-1.75-1.80 1.40 1.45 1.40-1.80

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. Stones 30-1.50-2.00-2.60 2.15 75 a 1.75-2.35-2.45 1.85 1.90-2.00-2.55-2.60 2.70 2.05 1.95-2.75 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. plaisain laminated limestone, dolomite-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 0.40 – 0.45 0.45 5-10 – 0.50 0.50 0.50-0.60 0.55 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 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 – heavy loam 18.40 – 50 1.00 0.95 0.90-1.05-1.20 1.10-1,10-1,15-1,30 1.35 1.25 1.15-1.20-1.30-1.35 1.40 19. Lightweight 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- 1.30-1.35 1.40 1.45 1.25-1,50 1,50-1,60 1,45-1.55-1.60 1.60-1.65 1.65-1.70 Merģeļmāl 22 (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 type of Shore water depth (m) 1 2 3 4 5 6 7 8 9 10 1. Continuous velēnojum of 0.25 0.50 1.00 1.50 2.00 2.50 3.00 3.50 1.05
2. wall of Sod 1.15 1.25 1.30 1.35 1.40 1.45 1.50 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. pavement stones 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. pavement stones 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 bottom, concrete class B7, 5 11.5 12.6 13.8 14.6 15.1 15.6 15.9 16.2 9. Concrete bottom, concrete class B22 .5 the Minister of agriculture site 17.7 19.4 21.2 22.4 23.2 23.9 24.4 25.0-Minister for the environment r. vējonis Annex 8 the LBN Latvian et seq 224-05 "drainage system and the construction of waterworks" (approved by Cabinet of Ministers of 23 august 2005, the provisions of no. 631) 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 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 slope and warp 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 Agriculture, Minister for the environment r. vējonis 9. Annex to the Latvian et seq 224-05 LBN "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 23 august 2005, the provisions of no. 631) 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 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 (l ' ') 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 + 4.2 3.
 0.5 0.8 + 4.2 3.

 Turf terrace 0.4 0.8 + 4.2 3.
 0.4 0.8 + 4.2 3.

The 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 of 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 ' bog with a filter of 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
 A description of the circumstances Kh ' 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 factor That ' 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 table 7 iron connection content factor ' values ' no p.k. Kk
 The content of iron compounds in groundwater (mg/l) Kk ' 1 2 3 1.
 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 Agriculture Minister, Environment Minister, r. vējonis 10. Annex to the Latvian et seq 224-05 LBN "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 23 august 2005, the provisions of no. 631) irrigation norms 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 margin of irrigation (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%.
Minister of agriculture, Minister for the environment r. vējonis 11. Annex to the Latvian et seq 224-05 LBN "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 23 august 2005, the provisions of no. 631) table 1 Susinātājgrāvj between distance (m) no 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 largest space project of water through the soil with a good laidīg of the Earth slope (greater than 2 ‰) and a higher standing of. stands volume production table 2 Susinātājgrāvj average depth (m) no 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) no 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 0.6 – 0.8

 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 farming Minister – the Minister of the environment r. vējonis 12. Annex to the Latvian et seq 224-05 LBN "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 23 august 2005, the provisions of no. 631) 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.
Minister of agriculture, Minister for the environment r. vējonis 13. Annex to the Latvian et seq 224-05 LBN "Reclamation systems and waterworks projects (approved by Cabinet of Ministers of 23 august 2005, the provisions of no. 631) loads and effects on the hidrotehniskaj structures 1. Regular and variable (long and short-term) loads and effects: 1.1 construction and design of mass.; 1.2. fixed the misplaced technological equipment (for example, shuttle, turbines, pumps); 1.3. the water pressure on the surface and the base construction, filtration and hydrostatic pressure at normal levels of uzstādinājum top bjef and pretfiltrācij of the installations and of the normal drainage activities; 1.4. the bottom of the mass and its lateral pressure, external loads and temperature changes called the base and structural deformation of the pressure; 1.5. the settled solids pressure; 1.6. the design of the previous tensioning load; 1.7. soil saturated with water not completed consolidation, pore pārsp days at the normal level of the top of the bjef uzstādinājum and pretfiltrācij of the installations and of the normal drainage activities; 1.8. execution of the works and structures generated during operation air tempera tour effects of fluctuations in the year with the average of the monthly average air temperature fluctuations; 1.9. the transport and movement of goods means the load and with other shipbuilding-related operating loads; 1.10. the wave of pressure that set off years of average wind speed; 1.11. the ice pressure, which set off the ice thickness in the middle years; 1.12. snow and wind load; 1.13. another mechanism for lifting and load; 1.14 hydraulic pressure of impact structures in the normal operating conditions; 1.15. the dynamic load, which occurs when you output flow rate at a normal level of above bjef uzstādinājum. 2. the special effects that loads and loads of special arrangement replaces the standing, variable and individual temporary loads and effects: 2.1 water pressure to the surface and the base construction, filtration and hydrostatic pressure and saturated with water in the bottom of the consolidated information in the finished port of excess pressure at the level of the top bjef uzstādinājum and pretfiltrācij of the installations and of the normal drainage activities or at normal uzstādin you level up in the bjef and the pretfiltrācij guards and impaired drainage (1.3 of this annex and the loads referred to in point 1.7.); 2.2. the execution of the construction and operation of air ratūr the effects of fluctuations in Tempe, which is calculated for the year with the largest monthly average air temperature fluctuations (1.8. this annex referred to load the site); 2.3. the ice pressure, which set off the ice in most years the thickness or ice jam breaking water discharge (in this Appendix referred to in paragraph 1.11. bottom load); 2.4. the wave of pressure that set off the most sustained wind speed (1.10. to this annex referred to load the site); 2.5. hydraulic pressure shock, stopping the load (1.14. of this annex referred to load the site); 2.6. the dynamic load, which occurs when you output flow rate at a higher level of uzstādinājum top bjef (1.15. this annex referred to load the site); 2.7. the explosion of dynamic loads. table 1 overload factor γf values first choked calculated no PO box loads and effects the overload factor (γf) 1 2 3 1. Water pressure to the surface and the base construction, filtration and hydrostatic pressure, pressure waves, pore pressure, bottom, bottom lateral mass pressure, if the bottom and characteristics of materials accepted at the manuals and other information, either placed in technological equipment, snow and wind loads , the design of the previous tensioning load 1.0 2. Shipbuilding and design in 1.05 (0.95) mass 3. bottom weight 1.1 (0.9) 4. Ice pressure, the effort of the air temperature and humidity, that calculation assumes by manuals and other information in the bottom 5.1.1 sideways pressure when used in the calculation of the value of 1.2, regulations (0.8) 6. Railway rolling stock and road vehicle load after the rail and road regulations table 2 types of bottom dam Dropped to no PO box base bottom Dam body bottom recommended barrier type 1 2 3
the Mazcaurlaidīg of Mazcaurlaidīg 4 1. homogeneous material 2. Mazcaurlaidīg permeable Of homogeneous material, with screen 3. Permeable. Impermeable soil depth is located up to 3 m Mazcaurlaidīg of homogeneous material, with iedziļinājum (tooth) 4.-proof. Impermeable soil deeper than 3 m Mazcaurlaidīg of homogeneous material, with a priekšjosl 5. Impermeable. Impermeable soil depth is located up to 3 m of homogeneous Permeable material, with screen and iedziļinājum (teeth) 6.-proof. Impermeable soil deeper than 3 m Proof of homogeneous material, with the screen and the persistence of priekšjosl table 3 calculation (with a safety factor of γn) average critical gradient no PO box bottom of the cofferdam body Priekšjosl screen and core 1 2 3 4 5 1. Clay Loam to sandy loam 4 9 7 3 7 14 11 2. in 1.8 2.7 1.8 4. Sand, medium sand 0.9 – – 5. , fine – 0.7 – table 4 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 length of the diagonal of the pane (mm) 1.5 2 3 4 6 7 8 9 10 table 5-specific currents rates (m/s) no PO box type-specific Fish stream speed (m/s) Association of nonešan 1 2 3 4 5 1 Lašveidīg in the spring. , adult-1.4 1.1 0.9-1.6 1.5-2.0 Lašveidīg the Cubs 2-0.25-0.35-3 part of adult travellers 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.
Minister of agriculture, Minister for the environment r. vējonis