Rules For The Latvian Et Seq Of The Lbn 207-15 "geotechnical Design"

Original Language Title: Noteikumi par Latvijas būvnormatīvu LBN 207-15 "Ģeotehniskā projektēšana"

Subscribe to a Global-Regulation Premium Membership Today!

Key Benefits:

Subscribe Now

Read the untranslated law here: https://www.vestnesis.lv/op/2015/108.4


Cabinet of Ministers Regulations No. 265 Riga 2 June 2015 (pr. No 27 § 4) the rules on the Latvian et seq of the LBN 207-15 "geotechnical design" Issued in accordance with article 5 of the law on construction of the first part of paragraph 3 of rule 1 et seq of Latvia confirmed the LBN 207-15 "geotechnical design" (hereinafter referred to as the Latvian et seq of the LBN 207-15). 2. The Ministry of economy in cooperation with the national control of construction Bureau and the relevant standards technical Committee recommended national standards institution in connection with these terms, reliance and designing standard applicable list. 3. National standards institution after consulting with the Ministry of economy published a website www.lvs.lv to the list of national standards and the national standards, applicable to annex the Latvian et seq of the LBN 207-15. 4. Fundamentals and the base of the project in accordance with Eirokodeks standards and their national attachments to the building permit issue date published a list of applicable standards in Eirokodeks national standardisation institutions website. 5. If you are made to this provision to the date of entry into force of the modification of existing buildings designed or updated, the constructive elements of the local basic checks on the relevant structures are considered to be a design that matches the design of the et seq was in effect from 1988 until the date of entry into force of the provisions, if the implementation at the following conditions: 5.1 after the conversion or renovation is not increased the load on the constructive element; 5.2. is not changed in constructive calculation scheme; 5.3. during the technical survey found no virsnormatīv in the post or other structure without safety features. 6. Projects that the accepted or submitted for evaluation to the būvvald this provision into force and which technical solutions correspond to the period of the existing regulatory requirements are not to be processed, according to the Latvian et seq of the LBN 207-15. Projects that are developed based on the planning and architectural tasks, issued until 2014 October 1, may not be processed according to the requirements of this regulation. 7. the rules shall enter into force on 8 June 2015. The Prime Minister is the Rapidity of economic Newsletters, Minister Dana Reizniec-oak approved by Cabinet of Ministers of 2 June 2015 Regulation No. 265 et seq of Latvia LBN 207-15 "geotechnical design" et seq 1 lays down the requirements to be observed when designing the foundations and the base of the buildings and engineering structures. 2. Geotechnical design of the applied Eirokodeks EN EN 1990 "basic design", 1. Eirokodeks design standard family EN EN 1991 "Euro code 1. Effects on structures "and 7. Eirokodeks design standard family EN EN 1997" Euro code 7. Geotechnical design "standards and relevant national attachments website is published by the national standardization bodies. 3. the framework and the impact of assignment shall be established pursuant to the base and the base interaction. The system "construction – base" or "core-base" base and construction design element for the determination of spriegumstāvokļ and deformation check calculation, which takes into account all critical factors, including the static schema works of performance characteristics, the base bottom structure and physico-mechanical properties and possible changes in the construction and shipbuilding operations. Calculations take into account the design of the spatial construction work, materials and soil physical and geometrical nonlinearity, anisotropy, and use probability theory methods, considering the base material and design of statistical heterogeneity, as well as the effects of the loads and the nature of the event. 4. the basic and core projects include measures that provide of adjacent structures in normal operational conditions in those premises during construction and operation. Designing new facilities near the existing structure, it is necessary to determine the basis of the existing structures, foundations and the base of possible additional deformation of the structures and those other influences. 5. Engineering studies are required to include information that allows you to calculate, select and design a pile foundation base creation, their incorporation into the depth, size and method of carrying out the works. Engineering studies are required to include other additional information, if it is specified in the technical task. 6. Pile foundations-foundations and atbalstsien projects provide the basis for next structures – the core of clearance of geotechnical parameters and measures that provide safe of adjacent structures operating conditions in those premises during construction and operation. 7. Designing complex and particularly significant buildings pile foundations and ground or any structure foundations and the base of pile in complex geotechnical conditions or if it is intended for the design, construction measures in experimental basis – core deformation. 8. the Foundation and ground deformation in Latvia designed grounds must be verified in accordance with this 1 et seq requirements set out in the annex. 9. Pile foundations and base the calculation of resistance of the soil below the pile at the bottom of the end and side surfaces allowed to adopt, in accordance with this annex 2 et seq. Economy Minister Dana Reizniec-oak annex 1 et seq of the Latvia LBN 207-15 "geotechnical design" (approved by Cabinet of Ministers of 2 June 2015 by Regulation No. 265) ground deformation calculation of i. General questions

1. subject to the basic structure and surface structure and opening the gap integrity verified by calculation (also from the shipbuilding and base interaction extra effort), ground deformation calculation aims to define and limit the Foundation and construction of surface structure of absolute and relative displacement of the limits which the regulations specified in service: 1.1. guarantees of constructing normal operational conditions; 1.2. prevents unacceptable compaction construction, land or nosvēršano; 1.3. prevents unacceptable levels of design and construction of the state change. 2. In this annex, except in particular cases, eating the following units: linear-m (cm); Force (load) – CN; voltage, pressure, deformation modules-kPa; density-kN/m3. 3. Designing new facilities near the existing structure, you need to determine the base of existing premises additional distortion that cause those structures and other influences. 4. Ground deformations are the following: 4.1 compaction – deformation, the cause of which is the base of the bottom sealing the bottom of the external loads and unladen and not related to the foot of the bottom structure changes; 4.2. immersion – the cause of the deformation is the base structure of bottom sealing and drastic changes in the external loads, soil unladen and other additional factors, including the ice melting frozen ground; 4.3. compaction-rise and deformation, the cause of which is the base of the soil volume change in humidity and (or) chemical exposure affects (briešan or shrinkage) or the bottom of the water and the port sasalst to melt ice (bottom Island kūkumošan and atkušan); 4.4. iesēdum-deformation is the cause of the Earth's surface deformation caused by mining, geotechnical conditions the base changes, lowering groundwater levels, hot and sufozij, as well as other processes that contribute to the iesēdum; 4.5 horizontal displacement-deformation due to a horizontal force effect on the base (also balstbīd and supports the wall) or substantially vertical displacement of ground surface array unladen or other natural conditions. 5. Ground deformations depending on their cause are the following: 5.1 the external loads of distortion effects, including compaction, subsidence, horizontal displacement; 5.2. with external loads not related base surface of vertical and horizontal displacement, the bottom landing or subsidence unladen affect and take off. 6. Foot of the deformation of the base is taken into account and the total construction work. Ground deformation can be calculated without regard to the base and building a common work in the cases set out in et seq. 7. Base and shipbuilding overall deformation is characterized by: 7.1. basic individual absolute base compaction s; 7.2. shipbuilding base average compaction sm; 7.3. two separate ground compaction relative unevenness Δs/L; 7.4; 7.5 based heeling. relative post buckling or u/L; 7.6. construction curved circuit bend (bend RADIUS) ρ; 7.7. twisting the housing relative θ; 7.8. buildings and structures based on the horizontal displacement of the ground deformation 8, choked calculated taking into account the following conditions: s ≤ su that (1) the s-base and the total deflection calculated in accordance with this annex; Su-extreme levels and base the total deformation, determined in accordance with this annex, 14, 15 and 16. 9. If the design of the spriegumstāvokl construction and deformation necessary to assess and predict a prolonged ground sealing (Consolidation) the time needed for sowing in process development base calculation structures during construction and operation. May not take into account the ground compaction during construction (including compaction soil mound affects to basic construction and compaction of aizdarināšan for saduršuvj to the design), if this does not impair the operation of the construction characteristics. 10. Calculating the ground deformation, the base characteristics taken into account possible changes. 11. Ground deformation calculation schema and base construction for the determination of the total deformation States: 11.1. as linear deformable pustelp with limited compressible layer thickness Hc, in accordance with paragraph 22 of this annex; 11.2. how linear deformable layer, if the linear pustelp in the deformable layer thickness of the compressible Hc is in h1 thick soil cover with deformation module E1 ≥ 100 MPa. H1 ≥ Hc [1 – (E2/E1) 1/3] (2) E2-bottom layer deformation module, which is just below the bottom layer with the deformation module E1. In this case, the linear deformable layer thickness (H) setting up mazsaspiežam in the layer surface; 11.3. how linear deformable layer, if the base width (diameter) b ≥ 10 m and bottom deformation of the base module is E ≥ 10 MPA. In this case, the linear deformable layer thickness (H) shall be determined in accordance with paragraph 24 of the present annex. 12. Linear deformable layer calculation scheme can use Basic, a width ≥ 10 m (b) if the layer is compressed in the bottom layer with the deformation module of the E 17% or loamy IP > and 0.42-clay soil State with 17% or clay IP >; H-compressible layer thickness in accordance with paragraph 24 of the annex; n-the number of individual layers with different n values and compressible Eoed layer or layers of the deformable Hc H. table 5 Basic form and the bending moment on the factor of action if ζ ' = 2 h ke/η = l/b b 1 2 3 4 5 0.5 1.5 ∞ rectangular base with bending moment in the direction of the longer side 1 2 3 5 0.28 0.41 0.46 0.48 0.50 0.50 0.50 0.50 1.2 0.29 0.44 0.51 0.54 0.57 0.57 0.57 0.57 1.5 0.31 0.48 0.57 0.62 0.66 0.68 0.68 0.68 0.32 0.52 0.64 0.72 0.78 0.81 0.82 0.82 0.33 0.55 0.73 0.83 0.95 1.01 1.04 1.17 0.34 0.60 0.80 0.94 1.12 1.24 1.31 1.42 10 rectangular base with 0.35 0.63 0.85 1.04 1.31 1.45 1.56 2.00 bending moment in the direction of the shorter edge of 0.15 0.22 0.25 0.27 0.28 0.28 0.28 0.28 0.28 0.41 0.46 0.48 0.50 0.50 0.50 0.50 1.2 0.24 0.35 0.39 0.41 0.42 0.43 0.43 0.43 1.5 0.19 0.28 0.32 0.34 0.35 0.36 0.36 0.36 2 1 3 5 10 0.06 0.09 0.10 0.11 0.12 0.12 0.12 0.12 0.10 0.15 0.17 0.18 0.19 0.20 0.20 0.20 Round base-0.03 0.05 0.05 0.06 0.06 0.06 0.06 0.07 0.43 0.63 0.71 0.74 0.75 0.75 0.75 0.75

Note the. The coefficient linearly deformable pustelp ke calculation model determines if ζ ' = ∞. Base permissible deformation values determined using methodology this annex table 6 No. p. k. Type of base structure permissible deformation relative compaction (Ds/L) u banked iu mean sm and maximum smax (in parentheses) the compaction (cm) 1. Single deck and full-frame high-rise building and production civilbūv: 1.1. reinforced concrete skeleton of 0.0020 – (8) 1.2. steel frame – (12) 2 0.0040. Buildings and premises of uneven construction compaction does not result in additional effort-0.0060 (15) 3. High-rise bezkarkas buildings with load-bearing walls: 3.1. lielpaneļ-10 3.2 0.0016 0.0050 lielblok or reinforced brick 0.0020 0.0050 10 3.3. reinforced brick, reinforced concrete bar of well 0.0024 0.0050 15 4. Reinforced concrete elevator: 4.1. monolithic silo construction on one basic-0.0030 40 4.2. construction of prefabricated silos to one basic-0.0030 30 4.3. a separate labour Corps-0.0040 25 5. Chimneys height H (m): 5.1. (H) ≤ 100-0.0050 40 5.2. 100 < H0.01) with a yield indicator IL > 0.6 must comply with the condition (a) ≤ 2d, where d-diameter piles or edges. 30. If the piles into the depth of peat or sludge in layers which is thicker than 30 cm and the project area placement more than 2.0 m in thickness, or the equivalent of permanent (long-term) loading, vertical or inclined pile foundation of suspended vertical lateral plane distance (a) from the outboard vertical pile side surface is determined using the formula: a = hm · TG (φm/4) (21) hm – the distance from the bottom of the pile ends up below the turf or the layer of sludge that is thicker than 30 cm, bottom; φm – bottom inner friction angle in calculation of weighted average value of depth of hm. 31. in calculating the notional core compaction pile shall be included in its unladen weight, režģog and bottom weight conditional basis. 32. This methodology does not extend to the piles, based in rocky soil. Economy Minister Dana Reizniec-oak
 

2. the annex to the Latvian et seq LBN 207-15 "geotechnical design" (approved by Cabinet of Ministers of 2 June 2015 by Regulation No. 265) in soil-based Disperse pile soil resistance in accordance with soil test results 1. This methodology-specific determination of soil resistance in soil-based disperse piles according to soil test results apply to the following types: piles driven piles-1.1 (regular form gatavpāļ), built in accordance with EN EN 12699; 1.2. without removing the bottom incorporated in place piles, built in accordance with EN EN 12699; 1.3. with the bottom of the drilled pile embedded in the removal, built in accordance with EN EN 1536, including with apvalkcaurul drilled piles and the CFA piles. 2. This methodology is not directly applicable to other types of piles, because other types of bearing capacity of pile with this methodology, taking into account the results of the inspection, the piles in Latvia is not approved. On the application of this methodology to other types of piles have a responsible Designer. 3. The designer may use a different calculation methodology inherent soil resistance determination disperse soil, taking responsibility for their correct usage. 4. the recommended time is characteristic of pile bearing capacity determination of dispersion in the soil in accordance with EN EN 1997-2 D 7 D example based on soil tests by static sounding. Determining the bearing capacity of piles under static sounding results based on LVS EN ISO 22,476-part 1 the specified static sounding results. The rest of the probing use allowed if there is sufficient correlation of the results of this relationship with LVS EN ISO 22,476-1 results in part. 5. Piles based on the rocky ground, soil bearing capacity calculation carried out in accordance with other practice approved calculation methodology, such as "pile Design and Construction practice (m. Tomlinson, Taylor & Francis, 2008)" or other. The designer is responsible for the correct use of this methodology. 6. Sandy bottom States the following specific granulometry: 6.1.-size of gritty > 2 mm particle mass exceeding 25%; 6.2. Coarse-particle size 0.5 mm > mass exceeds 50%; 6.3. the average gross-0.25 mm size particles > mass exceeds 50%; 6.4. the fine 0.1 mm size-> particle mass is 75% or more; 6.5. dusty-0.1 mm size particles > in mass is less than 75%. 7. This annex specific soil resistance values can be used in the calculation of the bearing capacity of piles in accordance with LVS EN 1997-1-1 7.6.2.3. (8) and (6) subparagraph 7.6.3.3. 8. The bottom of the pile characteristic resistance of low end qb; k and side surfaces of the inherent resistance of the qs; i; k i-the bottom layer is determined using the following formula: k = qb qb; γcb γc (1) qs; i; k = qs; i will that γc γc (2) qb-bottom resistance under pile bottom end, determined in accordance with paragraph 9 of this annex; QS; i-side surface resistance-at the bottom layer i, determined in accordance with table 4 of this annex; γcb-the working conditions factor base bottom low pile in the lower state final, determined in accordance with table 5 of this annex; γc – working conditions factor the bottom side of the pile surface State, determined in accordance with table 5 of this annex; coefficient γc-working conditions, adopting the piles that slogot: push the γc = 1.0; stretch the picket on the ground less than 4.0 m, go into the γc = 0.6; stretch when the ground will go into picket 4.0 0.8 m and more, γc =. 9. resistance of pile bottom below the lower end of the qb down the driven piles of 9.1: and without removing the bottom of the site go into piles according to table 1 of this annex; 9.2. with the bottom of the drilled pile go into withdrawal in loamy soil in accordance with table 2 of this annex; 9.3. the bottom of the drilled pile go into withdrawal, which incorporated in rupjdrup soil with sand in the sand fill, or not less than 2.0 m depth, but not less than the diameter of the piles or extension, using the formula: qb = 0.75 α4 (α1 + α2 α3 γ ' n d h v γ ') where α1, α2 (3), a dimensionless coefficients α3 and α4-dependent on the bottom of the internal friction angle φ and calculated values shall be adopted in accordance with table 3 of this annex; γ ' z-bottom in the effective value of the specific weight (including water lifting force) under the lower end of piles; γ ' g-through the layers of soil averaged effective specific weight value (including the lifting force of the water) above the lower end of piles; d-diameter of the piles or extension diameter piles with enlarged bottom end; h-piles or pile extension end incorporation depth from the surface of the natural terrain or gliding. 10. If the project is of norakšan territory or potential bottom of body of water, rinse all the bottom layer in the amount of resistance, which is below the glide marks, or to the bottom of the water body. 11. If the piles based on loose sand or loamy (ID < 0.33) in the soil (IP > 0.01) by the yield ratio 0.6, IL > performance determined in accordance with the static sounding data or pile static loading tests. 12. Using the pile bearing capacity in specific sizes, determined in accordance with the methodology set out in this annex, the standard LVS EN 1997-1-1 in Annex A partial factor values, γs; t γb γs and adjusted by multiplying with the additional factor of the model, which shall not be less than 1.25.13. defining soil resistance under pile tip and pile on the bottom of the side surface resistance, use the soil strength characteristics determined by probability reliability that is not less than 0.95 (95%). table 1 bottom resistance low driven and without soil removal sites go into the pile (made in accordance with LVS EN 12699) end

The lower end of the pile into the depth of the soil resistance, w qb, KPA medium dense Sands (0.33 < ID < 0.67) (> 2 mm size gritty particles exceeding 25%) gross (0,5 mm size particles > a mass of more than 50%), medium (0.25 mm size particles > a mass of more than 50%) of fine (0,1 mm size particles > mass is 75% or more dusty (0,1 mm size particles > in mass is less than 75%), loamy soil (IP > 0.01) by the yield indicator IL 0.0 0.1 0.2 0.3 0.4 0.5 0.6 3 7500 66004000 3000 31002000 2000 1200 1100 600 4 8300 68005100 3800 32002500 2100 1600 1250 700 5 8800 70006200 4000 34002800 2200 2000 1300 800 7 9700 73006900 4300 37003300 2400 2200 1400 850 10 10500 77007300 5000 40003500 2600 2400 1500 900 15 11700 82007500 5600 44004000 2900 1650 1000 20 12600 8500 6200 48004500 3200 1800 1100 25 13400 9000 6800 5200 3500 1950 1200 30 14200 9500 7400 5600 3800 2100 1300 35 15000 10000 8000 6000 4100 2250 1400 notes. 1. Above the stripes of the ground resistance value specified in the sand, loamy Earth stripes – spoils. 2. the lower end of Piles considering depth: 2.1 the number of natural terrain markup when hovering, by area, or up to 3 m; norok 2.2. of the conditional tags according to 3 m below or above the lip of the level, if removed, areas, or by hovering between 3 m and 10 m norok; 2.3. from the bottom of the waters wash in pal calculation marks body of water; 2.4. from the bottom mark Marsh the Marsh. 3. If the lower end of piles considering depth and soil creep rate IL differs from the table below, the bottom of the pile of low resistance in the lower end down interpolēj. qb 4. If the pile foundations construction without holes and leader of the ieskalošan dense sand (ID > 0.67), where densities with probing, sand resistance increased by 100%. qb If soil densities, using different test methods, dense sand resistance increased by 60%, the qb but up to a maximum of 20000 kPa. 5. Listed in table below the bottom pile resistance of the final permissible use if the qb in Nepal are not specifically noskalojam or norokam in the ground, not less than 3.0 m. 6. Sīkdispers spoils the plasticity of 0.01 ≤ IP number ≤ 0.04 (sandy loam) and porosity coefficient e < beneath piles of 0.8 resistance end qb accepts as a medium dense dusty sand. table 2 below the soil Loamy resistance drilled piles (made in accordance with lvs EN 1536), in the lower end, incorporated into the bottom of the Pile in the lower end of withdrawal land depth, loamy soil (m IP > 0.01) by the yield indicator IL resistance qb, KPA 3 850 750 650 500 400 300 250 5 1000 850 750 650 500 400 350 7 1150 1000 850 750 600 500 450 10 1350 0.0 0.1 0.2 0.3 0.4 0.5 0.6 – – – – 40 4500 4000 3500 3000 2500 1200 1050 950 800 700 600 12 1550 1400 1250 1100 950 800 700 15 1800 1650 1500 1300 1100 1000 800 18 2100 1900 1700 1500 1300 1150 950 20 2300 2100 1900 1650 1450 1250 1050 30 3300 3000 2600 2300 2000 table 3 coefficients α1, α2 dimensionless, α3 and α4 factor bottom internal friction angle φ degrees, α1 α2 18.6 24.8 32.8 45.5 64.0 87.6 9.5 12.6 17.3 24.4 34.6 48.6 71.3 108 163 23 25 27 29 31 33 35 37 39 127 185 260 α3, if the h/d is: 4.0 0.78 0.79 0.80 0.82 0.84 0.85 0.85 0.85 0.87 5.0 0.75 0.76 0.77 0.79 0.81 0.82 0.83 0.84 0.85 7.5 0.68 0.70 0.71 0.74 0.76 0.78 0.80 0.82 0.84 10.0 0.62 0.65 0.67 0.70 0.73 0.75 0.77 0.79 0.81 12.5 0.58 0.61 0.63 0.67 0.70 0.73 0.75 0.78 0.80 15.0 0.55 0.58 0.61 0.65 0.68 0.71 0.73 0.76 0.79 17.5 0.51 0.55 0.58 0.62 0.66 0.69 0.72 0.75 0.78 20.0 0.49 0.53 0.57 0.61 0.65 0.68 0.72 0.75 0.78 22.5 0.46 0.51 0.55 0.60 0.64 0.67 0.71 0.74 0.77 25.0 0.44 0.49 0.54 0.59 0.63 0.67 0.70 0.74 0.77 α4 and more, if d is m : 0.8 and less 0.34 0.31 0.29 0.27 0.26 0.25 0.24 0.23 0.22 4.0 0.25 0.24 0.23 0.22 0.21 0.20 0.19 0.18 0.17 note. h/d d φ, and α1, α2 of intermediate coefficients α3 and α4 values, determined by the interpolēj. table 4 bottom resistance for pile lateral surface of the bottom layer, m average depth soil resistance qs; i, CP average dense sand (0.33 < ID < 0.67) coarse and medium (0.25 mm size particles > a mass of more than 50%) of fine (0.1 mm size particles > mass is 75% or more) dusty (0,1 mm size particles > in mass is less than 75%) – – – – – – loamy soil (IP > 0.01) by the yield indicator IL 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1 35 23 15 12 8 4 4 3 2 2 42 30 21 17 12 7 5 4 4 3 48 35 25 20 14 8 7 6 5 4 53 38 27 22 16 9 8 7 5 5 56 40 29 24 17 10 8 7 6 6 58 42 31 25 18 10 8 7 6 8 62 44 33 26 19 10 8 7 6 10 65 46 34 27 19 10 8 7 6 15 72 51 38 28 20 11 8 7 6 20 79 56 41 30 20 12 8 7 6 25 86 61 44 32 20 12 8 7 6 30 93 66 47 34 21 12 9 8 7 35 100 70 50 36 22 13 9 8 7


The notes. 1. Pile soil layer depth: the average number of natural terrain 1.1 marks, if, hovering, or add sites to 3 m, 1.2 norok. conditional markup according to 3 m below or above the lip of the level, if removed, areas, or by hovering between 3 m and 10 m norok; 1.3. from the bottom of the waters wash in pal calculation marks body of water; 1.4. the marks of the swamp bottom bog. 2. If the pile of soil layer depth and bottom average yield rate of the IP is different from the specified table, soil resistance to lateral qs; i interpolēj down. 3. Sīkdispers with the spoils of the plasticity number 0.01 < 0.04 (sandy loam) IP < and porosity coefficient e < 0.8 resistance to lateral qs; i adopt as the average compact dusty sand. 4. the pile side resistance of surface soil, rock bottom i qs; divided uniform layers not thicker than 2.5 m sand (ID Blīvaj > 0.67) pile side resistance of surface soil qs; i increased by 30%. 6. Sīkdispers spoils the plasticity number 0.01 < IP < 0.17 (sandy loam and clay loam) and porosity factor (e) 0.6 regardless of yield < indicator IL pile side resistance calculation in surface soils of qs; i increased by 15%. 5. the table in the bottom of the working conditions factor no p. k. Pile building technologies and soil types in the bottom of the working conditions factor in the lower end of the lateral surface of the γc γcb 1. Piling by mechanical hammering of 1.0 1.0 2. Pile bottom end striking or printing leader drilling not less than 1 m below the hole in the lower grades, if the hole diameter: 2.1. equal to the square of the size of the pile side 1.0 0.5 2.2. about 0.05 m less than the square edges of the pile size 1.0 0.6 2.3. about 0.15 m less than the square edges of the pile size or round pile diameter 1.0 1.0 3. Vibroiegremdēšan and vibroiespiešan pile in the bottom States: 3.1. sand 1.0 1.0 3.2. loamy soil (IP > 0.01) with flow rates of IL = 0.5 0.7 0.9 3.3. loamy soil (IP > 0.01) with a yield rate of ≤ 0 1.0 1.0 IL 4. Place piles into the ground without removing the 1.0 0.7 5. Drilled piles into the bottom removal Note: 1.0 0.6 Factors γcb and γcb of soil loamy (IP > 0.01) the flowability rate 0.5 > IL > 0 point 3 of that table shall be determined by interpolēj. Economy Minister Dana Reizniec-oak