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

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Read the untranslated law here: https://www.vestnesis.lv/op/2015/125.4

δ-factor that can impact the regulatory bodies;
δ1-factor that give the maximum flow rate depending on the forest area of the catchment area;
δ2-factor that give the maximum flow rate depending on the marsh area of the catchment area;
A-basin area (km2). 9.1. the factor δ is calculated by multiplying all the individual bodies of water in the catchment area of the impact factors: δ = r1 × r2 ... ri .. rn-1 ... rn, where (2): ri-i-the body of water (Lake) impact factor applied to the calculated it shall provide reasons; 9.2. every body of water in the impact factors on the calculation of maximum flow rate, it shall provide reasons shall be determined using the following formula: ri = 1 – 14.2 × ×,73, whose .355 Si0 Ai0 (3):% 0,5 × h1 A Ai-catchment area i-it body (km2);
A-basin area calculates it shall provide reasons (km2);
SI-i-its water surface area (km2);
H1-spring flood drainage layer (mm) with a 1% probability of being exceeded, the value of which this annex 2 et seq 2. mapping; 9.3. impact factor δ forest 1 is calculated using the following formula: = δ1 (Am + 1) – (4): 0.22 that Am-relative forest area in the basin (). If the relative area of forests is less than 5%, then adopt Am = 5%; 9.4. the impact factor δ Marsh 2 is calculated using the following formula: δ2 = 0.7 × 1-lg (0.1 Around + 1) (5): Around-the relative area of the basin Marsh (); 9.5. flow rate with other probability of exceeding is obtained by applying the following transition coefficients: 9.5.1. Q2% = 0.88 × Q1%; 9.5.2. Q3 Q1% 0.82% = ×; 9.5.3. Q5% = 0.74% in Q1;-x 9.5.4. Q10% = 0.63 x Q1%. 10. Summer or autumn flood maximum flow rate Qp% (m3/s) is determined using the following formula: Qp% = × (200) q200 0.22% δ × × × A δ2, where λp (6): (A) + 1 q200-summer-autumn flood peak runoff module (m3/s × km2) with a 1% annual exceedance probability of catchment area with the area 200 km2 at δ = δ 2 = 1 set in annex 3 of this et seq mapping; λ-shift factor p% of the maximum flow rate with the 1% probability of exceedance probability of other sizes: λ 1 = 1.00%; λ 2 % = 0,85; λ 3 % = 0,77; λ 5 % = 0,67; λ 10 % = 0,55;
A-basin area (km2);
δ-factor that can impact the regulatory bodies;
δ2-factor that can impact the regulatory marshes; 10.1. the factor δ is calculated using the following formula: δ = (1 + 0.4 × Aez)-1, (7): Aez – reduced water area (%); Aez = 1990s (100 × Sii × Ai) (8): A2, n-number in the status of bodies of water i-serial number Si-water body surface area (km2), Ai-water catchment area (km2); 10.2. the factor δ 2 is calculated using the following formula: δ = 0.5 × 2 1-lg (0.1 × Hr + 1) (9): Around-the relative area of the basin Marsh (). 11. the Multiannual average annual runoff (mm) layer is determined using this mapping of annex 4 et seq. Dividing the drainage layer with 31.56, obtained permanent average runoff module q (l/s × km2). 12. Summer half-year average runoff module qv (l/s × km2) is determined using this mapping of annex 5 et seq. 13. Summer and winter period of 30 days mazūden the minimum flow rate of Qmin. 30 d. (l/s) is calculated using the following formula: Qmin. 30 d. = a × (A – c) 1.22 (10) which: (A), catchment area (km2);
(a) and (c), the parameters that depend on the geographic location of the swimming pool, as well as the geomorphological and hydrogeological conditions: 13.1. depending on the soil conditions and a territory of Latvia revealed four areas (this annex 6 et seq 1. mapping): 13.1.1 loamy Plains (R1); 13.1.2. moraine and Sandy Plains (R2); 13.1.3. the hilly moraine (R3); 13.1.4. piekāpļ zone (R4); 13.2. If the catchment area includes multiple zones, determine the pro rata distribution to relevant areas; General case: R1 + R2 + R3 + R4 = 100. After allocation in the catchment area to the area of the parameters for the calculation (a) and (c) using the following formula: a = g × (R1 + R2 × a1 × a2 + a3 + a4 × × R3 R4), (11) c = b × (R1 + R2 × a1 × a2 + a3 + a4 × × R3 R4)-1, (12): g-minimum spout formed climatic parameters, which are determined by this annex 6 et seq 2 and 3 mapping;
ω-water flow in the cross-sectional area of the active (m2);
vvid-currents average speed (m/s);
the C √ × vvid = R (i) that (14): C-speed (Šez) (m0, 5/s);
R – active in the cross-sectional area of the hydraulic RADIUS (m);
I-bed bottom garenslīpum; 23.2. Šez coefficient C in numeric values depending on the seabed roughness coefficient is determined using the formula 15 or special calculation palīgtabul.
C = 1/n × R1/6, which (15): n-roughness coefficient, which values ūdensnotek and novadgrāvj shall be adopted for the design: n = 0.035-0.040-if ūdensnotek estimates flow rate is less than 3 m3/s;
n = 0.030-0.0325-if ūdensnotek estimates the flow is from 3 to 25 m3/s;
n = 0.025-0.0275-if the ūdensnotek estimates flow rate greater than 25 m3/s;
n = 0.040 – novadgrāv. The smallest n values are used when the bottom without rocks or pebbles, but most-if the bottom is with stones or pebbles. 24. Ūdensnotek, novadgrāvj, or the stage of time piesēr, aizaug with aquatic plants, bushes, or otherwise loses the water capture and removal capabilities. To restore the soil parameters and ensure necessary water levels, designed for ūdensnotek or novadgrāvj conversion or restoration work. 25. Novadgrāvj route designed with the precise phonetic transcription complex drainage, irrigation and road network, the rational design of the shape and size of the field, as well as respecting the specific inženierģeoloģisko and hidroģeoloģisko conditions in the meliorējam area. 26. Novadgrāvj-route two straight stages connected to the curve, which is the minimum radius of curvature r (m) r = 5 × (B) shall be adopted, where B-bottom width (m) of water at a flow rate estimates. 27. Ūdensnotek-route two straight stages connected to the curve, which is the minimum radius of curvature is calculated using the following formula: rmin = v2 x R4/3 (16): (369.886v02-v2/2) × COS φ v – current speed (m/s) at flow rate estimates;
v0 – permissible currents speed (m/s), which are determined by this annex 7 1 et seq., and table 2;
R-the hydraulic RADIUS (m); COS φ-bed outer (concave) slope inclination angle cosine function. Trapezoidal channels with slope inclination factor m = 1.5, cos φ = 0.832, but with m = 2, cosφ = 0.894. Parabolic, ring, segment and the bottom of the combined cross-sectional COS φ = 1.28. Permissible current of the speed (m/s) v0 is fixed and secured channels depending on the soil characteristics and the water depth of the seabed at flow rate estimates are established using this 7 Annex 1 et seq., and table 2. 29. in cases where the need to strengthen the bottom straight to the stage that if v > v0, the curve radius is calculated depending on the selected type of shore a according to the permissible currents speed v0 (et seq. of annex 7, table 2). Pārbūvējam of the ūdensnotek with the calculated flow rate greater than 5 m³/s the radius of curvature of curves accepted between 5 × 20 × B (B), to match the existing natural seabed route, where B-bottom width (m) of water at a flow rate estimates. 30. The bottom types shore a selection curve concave (external) slope calculated effective current speed on the outer slope v1 (m/s) using the following formula: v1 = v √ where + 0.71 (17): 55 × 3/r1/R4 v-stream speed straight at the same stage in Active cross sectional area (m/s);
Kū-factor that depends on the respective District ūdenīgum grade (this annex 8 et seq 1. mapping);
Sq – the complex local situation (8 et seq table 1 of the annex);
KK-factor, which depends on the chemical properties of minerālaugšņ (8.2 et seq.);
Ki-coefficient, which depends on the use of minerālaugšņ:-1.0 arable land; grazing-1.1; Meadows-orchards 1.2-0.6-0.7; 65.2. streaky soils drain En regulations distance (m) is determined using the following formula: w = E1 × E2 × h1 + h2 + E3 × (h3 + 0.2) (20): t-a + 0,2 E1 – top uniform soil layer in the corresponding regulatory drain spacing (m);
E2, E3-other homogeneous soil layers according to the regulations of the distance (m) drain;
H1 – the superficial soil layer thickness without the subsoil (m);
(a) to (m) of the subsoil; H2, h3-the rest of the soil layer thickness (m). The lowest layer thickness 0.2 m; adds t-drain depth (m) (t = a + h1 + h2 + h3); 65.3. If saistīg not a homogeneous soil layer thickness is lower than the drain depth plus 0.2 m or hilly terrain, En (m) saistīg-minerālaugsn is used for the determination of appropriate for this annex 8 et seq 1. schedule; 65.4. kūdrājo with peat layer thickness up to 0.6 m drain spacing of Ep (m) is determined in the same way as the ievērtēj minerālaugsn, but the depth of the peat after the first landing. If the turf is low the minerālaugsn mazcaurlaidīg and after the first landing of the peat layer thickness from 0.3 to 0.6 m is, then the base of the Marsh down the nominal distance shall be adjusted by a drain factor from 1.1 to 1.2. If peat depth after the first landing is 0.3 m or less, then take the base of the Marsh down a nominal spacing of drainage channels; 65.5. kūdrājo with peat layer thickness greater than 0.6 m, drain distance Ep (m), using the following formula: Pe = ' × × Kh En Kū ' × ' × ', where The Cci (21): En ' – regulatory distance (m) drain atmospheric conditions in the bog of low power, depending on botanical composition and associated with poor filtration minerals (clay, loam, sandy loam) base, determined that the provisions of Annex 8 in table 3, but with good filtration mineral (gravel, sand, sand) base (this … of Annex 8 of the table 4);
Kū-factor that depends on the respective District ūdenīgum grade (this annex 8 et seq 1. mapping);
KH '-factor, depending on hydrogeological conditions in the Marsh (8.5 et seq.);
The '-factor, which depends on the Marsh hydrological conditions (this annex 8 et seq table 6);
QMA-daily average of irrigation hidromodul (l/s × ha), whose value is determined as defined in this annex 10 1 et seq.;
t-systems operation time (h);
k-factor of the equipment you use. 105. Watering system depending on the used pump station, spiedvad and watering equipment types designed stationary or mobile pusstacionār: 105.1. mobile systems for all elements, including the pumping station, are portable; 105.2. pusstacionār systems for some of the basic elements of the system can be fixed; 105.3. fixed systems for all system elements are fixed. 106. Depending on watering device needs work pressure, capacity, look in the distance and spray type select the watering system and layout of pievadtīkl material. 107. fixed watering systems water pievadtīkl project according to the hydraulic calculation as spiedvad with the necessary fittings (hydrants, bolts, the water output, the one-way valves, safety valves, water meters and other accessories), ievēoj the following requirements: 107.1. all branches of spiedvad are the bolts; 107.2. spiedvad fracture in the vertical plane of the points where possible the accumulation of air tube air release valve shall be provided; the empty spiedvad spiedvad 107.3. the lowest level of the project and the water output garenslīpum output direction is greater than 0.1%; 107.4. when spiedvad the turning angle of the horizontal or vertical plane, as well as the ends of the pipeline exceeds 10 °, constructed the concrete supports; 107.5. If the calculated pressure hydraulic impact case beyond the set of allowable piping, the valves of the blowback; 107.6. watering devices for fire hydrant height appropriate to the requirements of the device that you want to add, but if not used extended the telescopic sections hydraulically hydrants – not less than 0.5 m above the Earth. 108. The design of watering system, provides the necessary security zone along the lines. Watering equipment, water jet, ievērtēj the possible deviation from the wind drops should not be closer than 10 metres fall from 20 kV power line-driven horizontal projection on the ground and not less than 20 m from the high-voltage power line. 109. Designing a drip irrigation system, 24 hours water supply calculation in W (m3/d), be determined using the following formula: W = × × F × P 0.864 QMA, QMA – with (24): the 24-hour average of irrigation hidromodul (l/s × ha) according to this 10 et seq. table 1 of the annex;
F-irrigation system area (ha);