The Republic of Latvia Cabinet of Ministers Regulations No. 140 in Riga in 1999 (13 April. No 21, § 1) rules on the Latvian et seq of the LBN 206-99 "wood design standards" Issued in accordance with article 2 of the law on construction of the fourth part 1. these provisions confirm the Latvian et seq of the LBN added 206-99 "wood design standards".
2. By 1 July 1999 of the territory of the Republic of Latvia is not suitable for the former USSR the building rules and regulations II-25-80 Snips "wooden structures. The design rules ', which by December 18, 1980, decision No 198, approved by the former Soviet Union State Construction Committee.
3. Construction of a validly accepted until 30 June 1999 and that technical solutions are compliant with the applicable period under the requirements of the law, a construction documentation processing according to the Latvian et seq LBN 206-99 "wood design standards" is optional.
4. To the Latvian et seq LBN 004 "design guidelines" for the approval of the assignment and the size of the effect and safety of a combination of factors and loads must be applied according to SNiP 2.01.07 loads and effects "-85".
5. the LBN 204 et seq of Latvia "steel construction" of the design rules for the approval of metal inserted parts calculation must be carried out in accordance with SNiP II-23-81 * "steel structures. Design standards ".
6. Latvian et seq of LBN 002 To "siltumtehnik" for approval of construction moisture indicators indoors and outdoors should be applied in accordance with SNiP II-3-79 "siltumtehnik" construction.
7. the rules shall enter into force on 1 July 1999.
 
V. Krištopans, Prime Minister of environmental protection and regional development Minister v. Dove approved by Cabinet 199 9 April 13, Regulation No 140 of 206 et seq of Latvia LBN-99 "wood design standards" i. General questions 1 et seq, this refers to the wooden structures and a newly built buildings and compensated structures, as well as air power line built wooden structures. This does not apply to the waterworks et seq structures and bridge wooden structures.
2. Wooden structures must conform to the technical regulations concerning design protection from moisture, corrosion and biological damage (if the intended design to operate in aggressive environments), as well as fire regulations and this et seq to ensure the tree's construction and structure survivability intended it for a lifetime.
3. Wooden structures calculated by the method, and they choked meets the performance, strength, endurance and persistence (the first choked group) and deformation (second choked group), subject to the conditions of operation of the load and duration.
4. Wooden structures designed for the manufacturing, service and transportation conditions, as well as from individual elements in the Assembly and maintenance of the blocks.
5. Wooden structures may be used, provided that a permanent or long lasting, periodically changing the ambient air temperature does not exceed 50 ° C, if the structure is made from glued wood, and 35 ° C, if the structure made of glued wood.
6. Tree structure working drawings specify the tree species, wood class (indicates standard that matches the wood, and its compliance with class 3. sizes given in table) and additional requirements according to annex 1 of this et seq. If the structure made of glued wood, working drawings must also indicate the technical requirements for the glue.
II. Materials 7. Wooden structures used primarily for the manufacture of wood of conifers (pine, spruce). With solid hardwood timber used for plugging, pallets and other important details.
Note the.
Power air line built wooden structures used pine and larch wood. Spruce and dižegl you can use wood supports power lines with a voltage of 35 kV and below, except for the land of Poles go into the elements and nozzles, as well as the cross (traverse).
8. Wooden construction elements of the load-bearing timber quality must conform to this annex 1, et seq, and the following: 8.1 the wood resistance must not be less than the value of the regulations resistance R k according to annex 2 of the et seq;
8.2. depending on the operating conditions: air humidity and temperature-humidity for wood construction elements must not exceed the limit values in table 1. In determining the design operating conditions, humidity not heated premises or outside the premises taken in accordance with the LBN 002 et seq "siltumtehnik construction".
table 1 Structure of wood the maximum operational structure operating humidity class conditions in structures, a description of the circumstances (in percent) for wood veneer glued wood Heated rooms with temperatures up to 35 ° C and a relative air humidity of 60% 9 20: A1 A2 above 60 to 75% above 75 to 95 12 20 A3% 15 20 Not heated premises with relative humidity up to 75%: B1 B2 above 75% 12 25 15 25 outside If the relative air humidity: 75% C1 to C2 above 75% 15 25 12 25 buildings and premises design: D1 which is in contact with soil or in the ground, 25 D2 which is constantly wet, not limited to D3 in the water — is not limited notes.
1. Operating conditions of the class A1 permission to use tree construction from glued wood, if the relative humidity of not less than 45%.
2. Operating conditions the C1 class allowed to use wooden structures from a glued wood with humidity of up to 40%, if the wood is protected against drying out the troupe and the wood does not increase the node padevīgum or caused it to collapse.
9. Plug inserts and other parts of the wood should be only with straight fibre, wood free of knots and other defects fault, and wood moisture should not exceed 12%. Details made of wood species that are not resistant to the performers (such as birch, beech, Maple), the antiseptiz (the entire cross-section) completely.
10. the calculation of the structural elements of the logs, take into account the twist along the length of all tree species is 0.8 cm to 1 m, except in the larch that twist is 1 cm to 1 m 11. unladen mass of wooden structures is determined by taking the standard mass per storage volume of timber and būvsaplākšņ in accordance with annex 3.
12. type of synthetic glues for gluing wood and būvsaplākšņ chosen at table 2.
table 2 Salīmējam materials and operating conditions of the class (according to table 1) glue type 1. Tree with the tree and the tree with būvsaplāksn-resorcinol and fenolrezorcīn in all operating conditions, with the exception of classes D1, D2 and D3 Glue 2. Tree with the tree and the tree with būvsaplāksn-alkilrezorcīn and phenol glue in all operating conditions, with the exception of classes A1, D1, D2 and D3 3. Tree with the tree and the tree with būvsaplāksn-karbamīdmelamīn glue operation in classes A2 and B1 4. Tree with the tree and the tree with the būvsaplāksn — urea glue of class A2 operation note.
Allowed to use other waterproof glues, if supported by a wooden construction and structure survivability intended lifetime.
13. Glued structures using būvsaplākšņ, which are glued with waterproof phenolic glue, as well as the bakelizēto of the būvsaplākšņ, if they comply with this 1 et seq requirements set out in the annex. Allowed to use other waterproof glues, if they provide būvsaplākšņ survivability intended lifetime.
14. Wooden construction elements of steel material shall be taken in accordance with the steel of the LBN 204 et seq "design rules" and 203-97 LBN "concrete and reinforced concrete construction design standards".
15. the structure, which operates a steel in aggressive environment, Member connections using aluminum alloy, fiberglass, plastic, laminated timber as well as items made of hardwood, which is solid wood.
III. Material characteristics calculated values 16. Pine (except the pine at Weymouth), spruce, European and Japanese larch wood resistance calculation of the values given in table 3.
table 3 calculation of resistance value and the legend Spriegumstāvokl (MPA) grades of wood element characteristics of class 1 class 2 class 3 1 juicer and juicer fibre surface and longitudinal bending: rectangular cross-section 1.1 elements with a height of up to 50 cm (excluding tables 1.2. and R c .0 .0, d; d 1.3) (Rloc) Rm, d 14 13 8.5 1.2. rectangular cross section elements with a width of 11-13 cm Rc .0 .0, Rloc, d and d; 11-50 cm height Rm, d 15 14 10 1.3. rectangular cross section elements with a width that is greater than R, .0 .0 c; d; d; for the Rloc 13 cm and a height of 13-50 cm Rm, d 16 15 11 1.4. elements of logs without the R c .0 .0, d;, d attenuation calculations Rloc cross-section of Rm, d-16 10 2. fibre longitudinal tension : 2.1 one-piece elements, d 10 7 .0-Rt 2.2. glued elements R t, d-12 9 3 .0. Juicer and juicer cross the surface fibres around the area of the element c 90, d R 1.8 1.8 1.8 4. juicer across the surface fibres (to part): 4.1 construction balstmezglo, the final element of the iesējumo and sadursavienojumo, 90, d 3 3 3 Rloc 4.2 bolts washers, if low force direction with fibers composed of 60-to 90-angle R loc 90, 4 4 4 5 d-fibre longitudinal Consumer.: 5.1 liekto one piece in the Rv, d 1.8 1.6 1.6

5.2. liekto in the līmēto elements, d R v 5.3 final iesējumo 1.6 1.5 1.5 R v, 2.4 2.1 2.1 d 5.4. līmēto compounds (local) R v, 2.1 2.1 2.1 d 6. Divide crosses fibres: 6.1. seamless element connections, d 0.8 0.6 1 6.2 90 Rv. glued elements joins R v, 90, d 0.7 0.7 0.6 7. Tension across fibres līmēto elements Rt 90, 0.35 0.3 0.25 d notes.
1. calculate the value of the timber resistance of the surface of the fiber transverse press (if not loaded element length is greater than the length of part of the load and on the thickness of the element), with the exception of the table in paragraph 4, the specific case is determined using the following formula: d = .90 .90 Rloc, Rc, d [1 + 9/(lloc + 1.2)] where (1) Rc, 90, d-wood (a) calculate the resistance value is pressed and pressed over the element surface area fiber transverse direction by paragraph 3 of this table;
lloc: surface compressive area length fibre longitudinal direction (cm).
2. calculate the value of resistance of the wood surface the angle (a) pressing of the longitudinal fibres shall be determined using the following formula: a, d = Rloc Rloc, .0, d/[1 + (Rloc .0, d/90, d-1 Rloc) sin3 (a)]. (2) calculation of resistance 3 wood divide the angle value of (a) the longitudinal fibres shall be determined using the following formula: Rv, Rv, d a, d =/[1 + (Rv, Rv, 90, d/d-1) (a) sin3]. (3) the 4. Construction site structures made of wood is calculated the value of the tensile resistance, established in accordance with point 2.1 of this table shall be reduced by 30%.
5. Roof deck and lathing of class 3 of lumber for the calculation of bending resistance value in having 13 MPA.
6. In the table and the text on the wood et seq of the fibres in the longitudinal direction shall be deemed that oriented parallel to the wood fibres, and transverse fiber (transverse fascia): the direction that facing perpendicular to the wood fibres.
7. In the table and the text of the calculated resistance et seq of the given curved elements, which is oriented parallel to the centreline of the fibre direction.
8. the wood in the table below a certain grade lumber for the GOST 8486-86 and logs — according to GOST 9463-88. you can also use the lumber quality determined by other standards, — then calculates the resistance values of wood qualities defined so as to ensure the use of calculated design and structure of the tree survivability intended lifetime.
17. the calculation of the resistance value for other tree species shall be determined by multiplying the number described in table 3 sizes with the transition coefficients gc1, given in table 4.
 
table 4 coefficient calculation of resistance values gc1 stretch, push, push, push the local divide the surface surface press the fiber tree species of elongated fiber-fiber warp-longitudinal direction and the bend in the direction of the Rt, .0 .0 d, Rc, Rc, d d, 90 d 90, Rv, Rloc Rloc .0, d, d, d 1 2 3 4 1 Rm. Conifers: larch 1.1 (taking European and Japanese larch) 1.2 1.2 1 1.2. Siberian Cedar 0.9 0.9 0.9 Eastern white pine 1.3 0.65 0.65 0.65-0.8 0.8 dižegl 1.4. 2.0.8 with solid Hardwood timber: oak 1.3 1.3 2 2.1 2.2 os, ash and Rowan 2 1.3 1.6 2.3. Acacia 1.5 2.2 1.8 2.4. Birch and beech 1.1 1.6 1.3 2.5. elm and Carroll 1 1 3 1.6 with soft wood Hardwood. (alder, Linden, Aspen, and willow) 0.8 0.8 Note 1.
If the transmission line of the air tree supports use of larch antiseptizēt (with humidity of 25% or greater) table 4 coefficient g in the c1 multiplied by 0.85.18. Third table contains the values of the calculated resistance multiplied by the following design conditions of operation factors: 18.1. coefficient of gc2 (table 5), which through the design of the operating conditions of the class (by air humidity and temperature);
5. the table class operating conditions factor (g) conditions of class c2 factor g c2 (according to table 1) A1, A2, B1, C1, C2, D1 1 0.85 A3, B2, D2, D3 0.9 0.75 18.2. coefficient of 0.8 1.0 or gc3, which is where the design of the subject of 35 ° C or 50 ° C high temperature; the temperature of the intermediate value of the coefficient interpolēj;
18.3. coefficient of 0.8 gc4 constructions in = voltage of permanent and lasting action variable loads exceeding 80% of the total voltage, set the size of all the loads;
18.4. the coefficient of gc5 (table 6) on which construction works temporary loads (wind, fitting or icing load) power lines, wire nostiepum or bursting loads;
table 6 factor gc5 all wood load resistance, surface except for the pressing surface of fiber transverse press transverse fibres 1. Wind and assembly loads (except table 2 and paragraph 3) 1.2 1.4 2. Powertrain air line fitting, icing, wind loads of icing or load wire nostiepum a temperature lower than the annual average temperature 1.4 1.6 3.5 's Air Power line cord and rope bursting a load coefficient of 1.9 2.2 18.5 gc6 (table 7) calculate the resistance values make the fibres and pressing longitudinally curved, eccentric forced, pressured and forced curved for glued constructions and elements with a rectangular cross section, if the height is greater than 50 cm; table 7 50 60 70 80 100 120 and cross-sectional and height (cm) less more factor 0.96 0.93 0.90 0.85 0.8 18.6 gc6 1. coefficient of gc7 (8. t abul) calculates the resistance values, divide and press bending the fibres in the longitudinal , curved, eccentric forced, pressured and forced curved structures and elements, depending on the thickness of the layer of salīmējam;
table 8 layer thickness (mm) and smaller 26 33 42 19 factor 1.1 1.05 1 gc7 11.6. coefficient of 0.95 gc8 (table 9) calculates the resistance values, press and stretch bending of curved veneer structures and elements;
table 9-Sprieg the calculation factor g c8, if the ratio r/t is a State designation 150 200 250 500 and more resistance to the press and make a Rc .0, d, d 0.8 0.9 1 1 Stretch Rm, Rt, d 0.6 0.7 0.8 .0 1 note.
the radius of curvature ri —;
t-thickness due to the radial direction.
12.8. the factor = 0.8 gc9 drawn elements with the attenuation cross section calculation and curved elements with notch logs for calculate the cross section;
11.7. the coefficient of gc10 = 0.9 elements deep (under pressure) treated with fire retardants.
19. Būvsaplākšņ calculates the resistance values are given in table 10. Būvsaplākšņ calculates the resistance values are multiplied by the design operating conditions factor g, gc3 gc4 gc5, c2, under gc10 the et seq, of 18.1 18.2 18.3, 18.4,., and 11.7. section.
Table 10 calculates the resistance value (MPA) in the bend of the divide pressing for a stretch of the cirp sheets sheets perpen-sheets perpen-plywood type plane a plane a plane dikulār sheet dikulār sheet plane plane Rp, t, d, c .0 .0 Rp, Rp, m, d, d, d, v, Rp, v, 90 .0 Rp, d With phenolic Glue 1 l īmēt a splashproof Birch būvsaplāksn: 1.1. of the seven rounds of the finierskaid, 8 mm thick and thicker 1.1.1. the external layer: fibre longitudinal 0.8 6 14 12 16 1.1.2. external layer of fiber transverse 9 8.5 6.5 0.8 6 1.1.3.45-angle to the outer layer of longitudinal fibres of 4.5 7:0.8 9 1.2. of the five rounds of finierskaid, 5-7 mm thick: 1.2.1 external layer of longitudinal fibres 14 13 18 5 0.8 1.2.2. outer layer of fiber transverse 0.8 6 6 7 3 1.2.3.45-angle to the outer layer of longitudinal fibres of 9 2 4 6-0.8. With phenolic glue glued moisture in būvsaplāksn by larches, from seven rounds of finierskaid, 8 mm thick and thicker: 2.1 external layer of longitudinal fibres 0.6 5 9 17 18 2.2. external layer of fiber transverse 7.5 0.5 5 13 11 2.3.45-angle to the outer layer of longitudinal fibres 3 5 — the Bakelizēt 3 būvsaplāksn 0.7 7.5, 7 mm thick and thicker: 3.1 external layer of longitudinal fibres 1.8 11 32 28 33 3.2. external layer of fiber transverse 1.8-2 4 23 25 12 3.3 45 angle to the outer layer of fibre the longitudinal 16.5 21 — 1.8 16 note.
Calculate the resistance values for surface and push the push perpendicular to the film plane with phenolic glue glued Birch is a būvsaplāksn R p, 90, d = loc 4 MPa, bakelizēt būvsaplāksn, for Rp, c 90, d = Rp, loc 90, d = 8 MPa.
20. the calculation of the value of the resistance and elasticity module-specific sizes in steel and its compounds having LBN ", in accordance with the steel structure design 204 norms" but the bowstring steel — under the LBN 203-97 "concrete and reinforced concrete construction design standards". Calculate the resistance value string ties, weakened steel with thread, multiplied by the factor g c = 0.8, but from another tier of būvtēraud taken in accordance with the LBN 204 "steel construction design standards" as normal precision screws. Calculate the resistance value of the strip of double, multiplied by the coefficient g (c) = 0.85.21. Tree structure for group calculations: 21.1 choked wood fibre flexibility module E = 10000 MPA in longitudinal and transverse direction of the fibres E 90 = 400 MPA;
21.2. the timber slide module, change the angle between the axes of the longitudinal fibres and perpendicular to the direction of fibres of wood, 0.90 G = 500 MPA;

21.3. the wood of the Poisson ratio, which represents the size of the change, if the fibres perpendicular to the applied longitudinal wood fibre normālspriegum is n = Poisson coefficient 0.5 90.0. describing the size of the wood fibre changes in longitudinal direction if applied perpendicularly to the fibres, normālspriegum is n = 0.02; 90.0
21.4. module of elasticity E būvsaplākšņ p, shear module G p, Poisson ratio WIP sheet plane choked the second group corresponds to the calculation table 11;
 
table 11 shear Elasticity of plywood Poisson type module module factor Ep (MPA) Gp (MPA) np 1. glued With phenolic glue splashproof Birch pieckārt of būvsaplāksn septiņkārt and: 1.1. external layer of longitudinal fibres 9000 750 0.085 1.2. external layer of fiber transverse 6000 750 0.065 1.3 45-external round angle to the direction of the fibres 0.6 2.2500 3000 With phenolic glue glued moisture in septiņkārt būvsaplāksn of the larches 2.1. external layer: fibre longitudinal 7000 8000 0.07 2.2. external layer of fiber transverse 5500 800 0.06 2.3.45-angle to the outer layer of the fibre direction of the būvsaplāksn 2000 2200 0.6 Bakelizēt 3:3.1 external layer of longitudinal fibres 12000 1000 0.085 3.2. external layer of fiber transverse 8500 1000 0.065 3.3 45-external round angle to the direction of the fibres 3500 4000 0.7 note.
WIP-Poisson ratio, which represents the size of the būvsaplākšņ changes sheet plane perpendicular to the flexibility module E p determine direction.
21.5. the module of elasticity of wood and būvsaplākšņ construction (except for power lines supports) the stability calculations and calculations by the distorted schemes are: wood (E) def = .0 300Rc, d, where d is equivalent to 3 Rca, .0. table; būvsaplāksn E p = 250Rp, (c), def, o, d, where c, o, d, Rp, meet table 10. Shear modules, change the angle between the longitudinal and transverse direction of fibres are: wood (G) 0.90, def = 0, 05Edef, būvsaplāksn G p, def a = Gp/Ep, Ep, def which Ep and Gp meet table 11;
21.6. the flexibility of wood and būvsaplākšņ and shear modules multiplied by coefficients g operating conditions, gc3 gc4 and c2 (18), where the design lifetime is affected by increased temperature, as well as constant and variable at continuous load.
IV. Tree structure element calculation after the bearing capacity of choked (first choked group) 4.1 Price the risk of drawn and centrist elements calculation forced 22. Centrist elements drawn is calculated according to the following conditions: strength Nd/Ane the Rt, gc, (d) .0 lbs i that (4) — calculates the force Nsa longitudinal fibres;
Ane — part of the cross-sectional area of the net;
RT .0, d-calculation of the tensile resistance of wood fibre in longitudinal direction;
GC, i for the relevant operating conditions factor (17 and 18), where the index i = 1, 2, ..., 10. Calculating the cross-sectional area of the element (A) net, NET assumes that all that decay in spaced 200 mm stage, incorporated into one section.
23. The Centre-forced to one-piece items checked: 23.1. conditions: by the strength of the Rc, Nda/Ane £ o, gc, i; d (5) after the condition of 23.2. persistence: Nd/(j Ad) £ Rc, o, d, i, where gc (6) j-garenliec (buckling) factor, which is determined in accordance with paragraph 24;
RC, o, d-calculation of the resistance of wood fibre for longitudinal pressing;
Ad-cross-sectional area calculation of element;
23.3. the calculation of the cross-sectional area of the element is: 23.3.1. cross section of the element equal to gross area, if not the attenuation or if they do not affect the edges of the element and the area does not exceed 25% of the gross cross-section area (fig. 1 a);
23.3.2. equal to the cross-sectional area of the element net four-thirds (A d = 4/3 Ane) if attenuation are without prejudice to the edges of the element, but the area will exceed 25% of the gross cross-section area;
23.3.3. equal to the cross-sectional area of the element NET if attenuation is symmetrical and affect the element edges (fig. 1 b).
1. the drawing to elements with symmetric cross section a — weaken the attenuation is without prejudice to the edges of the element; (b) attenuation affects the element — the edges 24. Garenliec factor (j) provides: If the element lokanum is 24.1. l £ 70, j = 1: kj1 (l/100) 2; (7) 24.2. If the element lokanum > 70, j = l/kj2 l2. (8) notes.
1. Wood kj1 kj2 = 0.8 and = 3000 k to the Plywood 2. j1 = 1 and a = 2500 kj2.25. One-piece element lokanum (lokāmīb) calculation: l = l ef/i where (9) l ef-calculation length;
(I) — the radius of inertia against the gross cross sectional area of the element of the main axes (x or y).
26. the calculation of length l ef shall be determined in accordance with this subchapter 4.4. et seq.
27. the Composite elements (Figure 2), which turn bound submissive and based all over the cross-section, strength and stability calculations performed using the formula (5) and (6), where A net and the Ad is defined as all round summary. Compound elements of lokanum l determined round of binding padevīgum: l = ÷ (myly) 2 + l12, which (10) — the compound element lokanum ly to y axis, calculated after the complex calculation of length l ef, disregarding the binding of padevīgum;
L1: individual compound element round lokanum against the same symmetry axis that is parallel to the y axis (Figure 2);
my-element compound lokanum reduction ratio, which is calculated using the following formula: 1 + kjbhnsp/my = ÷ (l ef2nj) (11) (b) and (h) — a complex cross-sectional area of the element's width and height in centimeters.
l ef-complex calculation length in metres;
NSP-shearing planes (seam) complex in which happens (is possible) the next round of mutual offset;
NJ-link (PIN, nail) the number one weld to one meter of the element (if the number is different in the various seams, assumes the average number all the seams);
kJ-links padevīgum ratio, which is calculated using the formula given in table 12.
2. Drawing composite cross section elements (a), (b), all rounds are evenly loaded; (c), (d), a part of the table is not supported in 12. Link type factor a juicer to centrist kj curved nails in 1/1 (10) 1/(5 d 2) 2. Cylindrical steel pins: pin diameter 2.1 is less than or equal to 1/7 of the incompatible card thickness 1/(5 d 2)/1 (2.5 d2) 2.2. pin diameter greater than 1/7 of the thickness of 1.5 compatible/(td) 3/(td) 3. Cylindrical pins of oak 1/d2/d2 1.5 flat 4-pin oak-1.4/(tfd bfd) glue 5 0 0 notes.
1. Nail and pin diameter d, the element thickness t, round flat pin width b and thickness of the tfd where the fd in centimeters.
2. the Coefficient value of kj connections, which are associated with a cylindrical steel pins, determined by a thinner layer thickness of compatible t determining factor 3 kj, nail diameter must not exceed 1/10 of the thinner-compatible layer thickness.
4. the coefficient of cylindrical pin oak kj, diameter must not exceed 1/4 of the layer thickness of the thinner compatible.
27.1. the complex elements of the binding sequence (links) placed evenly throughout the length of the element;
27.2. the right to operate in locīklveidīg allowed to average length quarters to place half the links than malējo steps. In this case, the formula (11) n j corresponds to the number of links in the element length side into quarters;
16.3. If cramped end of the nail length calculation is less than 4, then the ones nearest d starpkārt shift shall not be taken into account in the calculation of a plane;
27.4. lokanum composite elements, determined by using the formula (10), takes no more than about single round total lokanum l, calculated using the following formula: l = l ef/÷ SIbr, j/Abr, which (12), (i) the different bra SLD round cross-sectional gross area moment of inertia, which is definitely against the round axes parallel to the y axis (Figure 2);
ABR — area of the gross cross-section elements;
l ef-calculation length;
17.1. If the constructed element is different, then the individual sectional round lokanum l 1 (10) formula is: l1 = l 1/÷ SIbr, j/Abr; (13) the calculation of the length of the round 27.6 l 1 determined in accordance with Figure 2.
27.7. lokanum composite elements against the axis that goes through the whole round, the cross-sectional area of the Centre (the x axis), when all rounds are loaded evenly (2 a and 2 b), defined as the one-piece elements;
17.3. If the composite element class is busy observe this uneven, 28 et seq., the conditions referred to in paragraph 1.
28. the Complex elements that turn associated submissive and part of them is not supported at the ends (2 c and 2D), calculation using the formula (5) and (6), subject to the following conditions: 28.1. elements of the cross-sectional area of A net and the Ad is calculated only at the supported round cross-sectional area;
28.2. element lokanum to the y axis (z īmējum) is determined using the formula (10) and to calculate the moment of inertia of the cross-sectional area, through all rounds;
28.3. element lokanum from the x axis (Figure 2) is determined by using the formula (9), where the moment of inertia of the cross-sectional area is all the support, and the parties do not support the amount of inertia.
29. The Centre forced element which changes by the cross-sectional height, the calculation shall be made in accordance with the conditions for sustainability: Nd/(j Amax KST, N) gc, i, which Rca lbs (14) — the element cross-section Amax gross area with maximum dimensions;
KST, N-factor by which the element through the variability of the cross-sectional area, as determined by this 4 et seq. table 1 of the annex (elements with constant cross-sectional area a k st, N = 1);

j-garenliec factor determined in accordance with this paragraph 24, lokanum et seq, which shall correspond to the cross sectional area of the element with the maximum size.
4.2. calculation of the curved element 30. Wooden element bending resistance at normālspriegum, where the persistence of elements of plane operation is ensured (34 and 35), calculated as follows: Md/Wd Rm, d gc, lb, which i (15) Md-bending moment calculation value;
RM, d — calculation of bending resistance of wood;
WD: the cross-sectional area of the element resistance torque calculation. One-piece elements W d = WNET; complex elements that turn bound submissive and the respective loading may offset them, the resistance of the torque value is calculated as the net cross-sectional area resistance moment W net multiplied by the factor kw padevīgum links; the factor kw value elements that are composed of the same, given in table 13. The calculation of the net, all the decay of the W deployed calculation bending moment area 200 mm long stage deemed incorporated in one section.
 
13. the Round table number factor values of complex curved element in the calculation of the Coefficients, if the span is (m) 2 3 2 4 6 9 kw 0.7 0.85 0.9 0.9 0.6 0.8 0.85 0.9 and more 10 0.4 0.7 0.8 0.85 2 3 0.07 0.2 0.3 0.4 0.45 0.65 0.75 0.8 KST 0.25 0.5 0.6 0.7 10 notes.
1. the number and sort of spans of intermediate coefficients determined by the interpolēj.
2. Factor usage defined in the SCI of paragraph 58 et seq.
31. the curved element resistance of calculation: divide Qd Sbr/(Ibr bd) £ Rv, d, i, where gc (16) — the ratio calculates the value Qd;
SBR — part of the part of the gross cross-section area, located on one side of the shearing plane static moments against the neutral axis;
IBR-element cross-sectional gross area moment of inertia against the neutral axis;
BD — calculates the width of the cross shearing plane;
RV, d-wood divide the calculated resistance curved element.
 
32. Liekto composite elements of links (pins, nails), which are evenly spaced along the seams of the period starpkārt with constant lateral epīr of the mark, must meet the following condition: nj? 1.5 (MB-MA) Sbr/(Tj Ibr) (17), nj — the number of links;
TJ, one of the links in one load shearing plane;
Ma, MB — the bending moment in the beginning of the period under consideration of the elements (A) and (B) the end of the šķēlumo.
Note the.
If the composite curved elements are links to weld different bearing capacity, but uniform in nature (such as pins and nails), then the value of the load amount.
33. One piece element of resistance in the calculated bending sideways: d/Mx, Wx, net + My, d y, net £/W Rm, (d), (i) that the gc (18) and My Mx, (d), d-size calculation of bending moment around the cross section key (x and y) axes;
WX and Wy, net, net, net cross-section resistance element moments against the major axes (x and y).
34. the rectangular cross section of the curved element of sustainability the bending plane check: Md (jM Wbr) £ Rm, d gc, which i (19), Md — the maximum bending moment in the phase l 1;
Wbr: maximum cross section the resistance of the gross area of the moment phase l 1;
JM: the factor, which is determined in accordance with paragraph 35.
35. the rectangular cross section curved elements, which are fixed to the izkļaušano in the locīklveid of the bending moment of the action planes and a support section may not turn around its longitudinal axis of the element, the coefficient j M is determined using the following formula: = b2/140 CF jM (l 1 h) (20) l 1 — the distance between the slits of the base element (if the item is forced to strengthen the area between pillars, izkļaušano – distance between shore points);
b-width of the cross-sectional area of the element;
h-element, the maximum height of the cross-sectional area of phase l 1;
KF — a factor that depends on the shape of the bending moment at the stage of epīr l 1 and which shall be adopted in accordance with this annex 2 4 et seq.;
21.8. coefficient of curved elements with jM linear variable cross sectional height and width constant, calculated, i zmantoj a formula (20), multiplied by a factor of additional KST, M, which is determined in accordance with this annex 2 4 et seq.;
35.2. If a curved cross section of the element is not a fixed part of the forced against the izkļaušano of the bending moment of the action planes, calculate the length l 1 formula (20) is equal to the ends of the fixed element spans. In this case, the determining factor of k st, M, bending moment epīr of shape and variable cross-section area having all spans;
35.3. If a curved element cross-section is forced to strengthen izkļaušano of bending moment m of operating planes with steady step, then calculate the length l 1 = l/(m + 1). In this case, the determining factor of k st, M, bending moment epīr of shape and variable cross-section area having calculated length l 1. If the m? 4, KST, the coefficient M = 1;
35.4. If a curved element against the izkļaušano of the bending moment of the action planes are secured only by a cross drawn, then calculate the length l 1 is equal to the element's span. In this case, setting the koeficien you KST, M, bending moment epīr of shape and variable cross-section area having the entire span.
36. The factor jM, determined using a formula (20), curved elements, which finances the activities of bending moment plane provides a cross drawn parts additional reinforcements, which were placed in phase l 1, multiplied by the coefficient k1, M more: k1, M = 1 + [0.142 l 1/h + 1 + h/l 1.4 1.76 a1-1] [m2/(m2 + 1)] where (21) a1-circular element center stage l1 angle in radians (the straight elements (a) 1 = 0);
m-element cross drawn parts extra 50 seats in the l 1 stage (if m? 4, size m2/(m2 + 1) assumes equal to 1).
37. Constant double T shaped and curved elements of the kārbveid cross section bearings the moment plane of operation check if l 1? 7bf, using the following formula: Md/(jWbr) £ Rc, d, i, .0 gc which (22) — part of the cross-sectional forced bf shelf width;
j — forced shelf moment factor garenliec perpendicular to the plane of action, which is determined in accordance with this paragraph 24 m et seq; Rc .0, d-calculation of the resistance of wood fibre for longitudinal pressing;
Wbr element cross-section, the gross area of the resistance moment; If there is a wall, then būvsaplākšņ W br determined as reduced resistance torque bending plane;
GC, i — according to the 17 and 18 et seq.
4.3. Asspēk and bending moment at the exposed elements of the calculation of 38. Eccentric drawn, and drawn a curved element resistance States: Nd/Ad + Md Rt, gc i/d .0 (Rm, d gc, Wd i) Rt d gc, .0 lbs i, which (23) Wd-e lement cross-sectional area calculation of the resistance moment that defined for this paragraph 30 et seq;
Ad: the calculation of the net cross-sectional area.
39. Eccentric forced, as well as to a curved element resistance is calculated using the following formula: Nd/Ad + Mdef/Wd £ Rc, d, i, .0 gc (24) Mdef — which bending moment of the longitudinal and transverse loads of exposure, defined for the deformed state.
The notes.
1. Locīklveidīg-based elements of the symmetrical sinusoidal, parabolic, or those close to poligonāl bending moment epīr as well as konsolveid elements is determined using the M def: Mdef = Md/x, where (25) Md-bending moment calculation without longitudinal slits and deflections caused additional momentum.
2. Factor x, which give the longitudinal forces and deflections caused by the extra torque and that changes from 0 to 1, calculated using the following formula: x = 1-Nd/(j Rc, d Abr .0) (26) (j): the garenliec factor, calculated by using the formula (8), in accordance with paragraph 24 of the et seq.
3. If forced into a curved, locīklveidīg-based element bending moment of epīr has a triangular or a rectangular shape, a factor of x, defined by using the formula (26), multiplied by the coefficient k of additional f .1 .1 .1 = af + cf: x (1 – af 1) (27), a .1 factor that the af is the bending moment epīr of 1.22 with triangular shape (from the concentrated force) and the bending moment epīr 0.81 with rectangular (constant torque).
4. Locīklveidīg not operate symmetrically slogoto elements bending moment M def value is calculated using the following formula: Mdef = Ms/xs + M0/x 0, (28) which Ms; M0: symmetric and asymmetric load components caused the bending moment in the calculation section;
xs; x-factor, calculated by using the formula (26), garenliec of symmetrical and asymmetrical shape matching lokanum.
5. Forced curved elements, which cramped in one or both ends, the calculation shall take into account the padevīgum of iespīlējum, the wood surface deflection hit. It can increase the stability calculation of the ratio m0 value ot (43.1.3.43.1.2., and 43.1.4.).
6. Forced curved elements with variable cross-section height formula (26) garenliec factor (j) shall be multiplied by the factor k st, N, as determined by this 4 et seq. table 1 of the annex, and A Bra place having A max 7. If the bending and compressive-normālspriegum ratio is less than 0.1 and then forced into a curved element in addition to the checks, persistence using the formula (6), not subject to bending moment.
40. the forced elements of stability of curved moment of action in a plane be checked as follows: Nd/(jy Rc .0, d Abr) + [/Mdef (jM Rm, d Wbr)] n £ 1 (29) Abr-element cross-sectional gross area with maximum dimensions of phase l 1;
Wbr — determined in accordance with this paragraph 34 et seq;

n, the exponent, a constant cross section to a curved elements; n = 1, if their sustainability actions plane moments provide a cross drawn parts additional reinforcements, deployed in phase l 1; n = 2, if their sustainability actions plane the torque is not secured with a cross drawn parts additional shoring placed in phase l 1;
JY-garenliec factor stage l 1 set perpendicular to the plane of action moments (y axis) and is calculated using the formula (8);
JM-factor, calculated by using the formula (20).
The notes.
1. the value of the coefficient and jM jy can be greater than one.
2. If jy > 1 and jM 1, then there is no need to examine > element bending moment resistance operating the plane.
3. If more than one is just one of the factors (j or y jM), then the element's resistance activities of the moment the plane checked, using the formula (29), inserting the calculated values of y and j jM.
24.9. when forced into the curved elements without cross forced parts of the shore against the izkļaušano of the bending moment of the action planes stage l 1 additional reinforcements is also part of the cross-sectional drawn, the coefficient j M multiplied by the additional factor k1, M, calculated using the formula (21), but the coefficient j multiplied by the additional factor y k1, N, calculated using the formula: k1, N = 1 + [0.75 + 0.06 (l 1/h) 2 + 0.6 a1 (1 l/h) – 1] [m2/(m2 + 1)] where (30) a1; l 1; m-36 et seq. of this paragraph;
40.2. If forced to curved elements with variable cross section cross section height is forced against the shore of part izkļaušano from the moment the plane of action (with step l 1), but not the additional cross-shore part of phase l 1, calculation of the elements the distorted State, using a formula (29), the coefficients j y and jM is multiplied by an additional factor of KST, KST, N and M, calculated by this annex No 4 et seq tables 1 and 2. Similarly, if the cross section calculation of part number shore forced m < 4.
If the m? 4, KST, KST, N = M = 1.41. Complex forced to liekto elements, where most make-wave calculation exceeds seven layer thickness, check its stability: Abr + Mdef/Wbr/Nsa £ j1 Rc, d, i, .0 gc (31) which element of the sequence garenliec j1 — factor defined computes the length l 1 (paragraph 27);
ABR; Wbr element cross-section: gross area and the resistance moment.
Compound curved element persistence forced the perpendicular to the plane of action the moment the test using the formula (6), not subject to bending moment.
42. The compound forced to liekto elements of links (pins, nails), which are evenly spaced along the seams, starpkārt stage with constant marks of epīr lateral and compressive forces applied throughout the cross-sectional area, with: nj? Mdef Sbr/1.5 (Tj Ibr) (32) nj-the number of links;
Mdef, bending moment, determined in accordance with this paragraph 39 et seq;
SBR — part part of the gross cross sectional area of the static moment against the neutral axis, which is located on one side of the shear plane;
TJ: one link to one starpkārt of the load offset plane (weld);
IBR-element cross-sectional gross area moment of inertia against the neutral axis.
4.4. calculation of the length of the wooden structure and limit lokanum 43. straight, ends with the asspēk-laden tree calculation length l ef is determined by multiplying it by the factor of geometric length l mo: l ef = m0 l; (33) 43.1. factor value is m0: m0 = 1 if 43.1.1. element ends fixed in locīklveid, as well as if there is a starpstiprinājum element locīklveidīg;
43.1.2. m0 = 0.8, if one end of the element locīklveid enshrined, and the other is cramped;
43.1.3. m0 = 2.2, if one end of the element while the other is cramped (load end) is free;
43.1.4. m0 = 0.65 if both ends of the element is cramped;
26.8. If load deployed evenly around the length of the coefficient of the element m 0 value is: m0 = 0.73 43.2.1. If the element ends fixed locīklveid;
43.2.2. m0 = 1.2, if one end of the element is cramped, but the other is free;
43.3. elements that intersect and intersection locations mutually fastened by checking the resistance on the calculation of plane design, the length shall be taken away from the center of the balstmezgl to the intersection of elements;
43.4. checking the cross placed perpendicular to the persistence of elements of construction plane length calculation is: If two intersecting 43.4.1. forced elements — all the length of the element;
43.4.2. If crosses forced element with the unloaded — forced element length l1 and coefficient m 0 product. The factor m 0 calculation: m0 = 1/1l12A2/÷ 1 + l (l 2l22A1) (34) A1; l 1; L1-the forced the cross-sectional area of the element, the whole length and lokanum;
A2; l 2; L2-unloaded respectively in cross-sectional area, length and lokanum.
M0 ratio shall not be less than 0.5;
43.4.3. If the intersect element with the same forced by the size of the force, drawn elements — forced element length from the Centre to the node element intersection;
43.5. where elements intersect, is the cross-sectional area of the compound, then the calculation using the formula (34), take lokanum the values determined by the formula (10).
44. The arch vaults and calculates the length l ef, calculating the distorted rim resistance: 44.1. divlocīkl arches and arches, if loads are symmetrical, l ef = 0.35 S;
44.2. trīslocīkl arches and arches, if loads are symmetrical, l ef = 0.58 S;
27.5. divlocīkl and trīslocīkl arches and arches, where the load is asimetr by: l ef = p S/(2, p2-a2) (35) S — arches or vaults arc length between balstlocīkl;
a-pusark Centre of the angle in radians;
27.6. the smaillok trīslocīkl the arches, which Ridge tipping angle is greater than 10, all the way to the loads l ef = 0.5 S;
27.7. trīslocīkl arches, where the load is asymmetrical, l ef = 0.58 S;
27.7. the calculation of the length of the divlocīkl and the trīslocīkl arch and Vault, the calculation of the buckling stability plane is l ef = 0.58 S. 45. Calculate the length of the trīslocīkl of the frame elements of strength calculation of plane frame is the length along the axis of the pusrāmj line. Calculate the length of the frame elements trīslocīkl stability calculation of plane frames: 45.1. elements of straight frame, if the angle between the striker and the axes of the ledges State node is greater than 130-, pusrāmj length along the axis line;
45.2. the frames from straight elements, if the angle between the striker and the axes of the ledges State node is less than 130-status and striker, calculates the length is the largest distance between the side faces of the 50 sites;
45.3. the frames from the curved elements calculated length is the length along the axis of the pusrāmj line.
46. A wooden construction elements and the individual round of the lokanum (lokāmīb) may not exceed the limits given in table 14.
14. table structure element names limit, l Lokanum u 1. Forced bar, balstatgāžņ and stats over the support group;
columns 120 2. other truss and beam elements forced 150 3. the link elements Forced (stud) 200 4. Truss bar drawn in a vertical plane 150 5. other elements drawn bus devices and other režģot structures 2 00 6. supports 6.1. master power lines (poles, note, support atgāžņ) 150 6.2. other items 175 6.3. links 200 notes.
1. Forced variable cross-section elements limit lokanum l u is multiplied by N, which the CSR ÷ factor ks, N is appropriate for this 4 et seq. table 1 of the annex.
2. calculation of the elements Forced the length of bus, calculating the stability design of plane, is the distance between node centers, but the calculation of the stability of the perpendicular to the plane of the structure — the distance between shore sites against izkļaušano of the bus the plane.
4.5. Of different materials to the composite cross section calculation of elements of būvsaplākšņ and 47 for lumber glued elements calculated on the reduced cross-section. Cross-sectional characteristics of the element is reduced to the material whose resistance is checked.
48. Glued to plate (Figure 3), in the lower būvsaplākšņ plating condition on the tensile resistance: Md/Rp t .0 lbs Wef, gc, gc, i d p (36), where Md — bending moment calculation value;
RP, .0, d-būvsaplākšņ the calculation of the resistance in the sheet plane, stretch;
GC, p-operating condition factor, which can decrease the resistance of būvsaplākšņ film sadurviet. g c, p = if būvsaplāksn 0.8 connected linings or slanted face. g c, p = 1, if the structure of the būvsaplākšņ sheets don't collide;
Wefi — slabs of the cross-sectional area of the resistance moment that reduced the būvsaplākšņ plating on the drawn, determined by the following formula: = yw the Ief/Wef, t, where (37), t — the distance from the new design reduced cross-sectional area to the Centre of the plates in the cladding to the external edge drawn;
IEF — plates section reduced area moment of inertia, which is determined using the following formula: Ief = If + Iw (Ew/Ef) (38)-If slabs būvsaplākšņ plating of the cross-sectional area of the moment of inertia;
IW — wooden boards of the cross-sectional area of the garenrib moment of inertia;
EW/Ef-wood and būvsaplākšņ modules for flexibility.
Note the.
Determining the cross-sectional area of the boards of the inertia and resistance of reducēto moments būvsaplākšņ plating calculates the width (b) ef is: bef = 0, 9b, where l? 6a, and bef = 0.15 l/a, if b l b-6a, where < plates section width;
l — slab spans;
a — the distance between the plates of the garenrib axis.
3. Drawing glued plywood of wooden ribbed slab cross-section

(1: garenrib; 2: siding) 49. Glued panels of the upper būvsaplākšņ plating resistance checks as follows: Md/(jp Wef) £ c .0, Rp, (d), (i) that the gc (39) jp = 1250/(bf/hf) 2 If the bf/hf? 50;
JP = 1-(bf/hf) 2/5000, if bf/hf 50 bf — which the < distance between boards garenrib;
HF-būvsaplākšņ plating thickness of boards.
50. Glued slabs tested būvsaplākšņ plating and wood glued seam in garenrib resistance divide: Qd Sef/(Ief bef) £ Rv, d, I, where gc (40) Qd-calculated lateral;
SEF-plate cross-sectional area and reduced parts located on one side of the shearing plane static moments against the neutral axis;
Sef = Sf + Sw (Ew/Ef);
BEF-width cross section calculation, which is the sum of all garenrib width: bef = ābw.
51. Līmēto liekto a double T type and cross-sectional kārbveid elements with the būvsaplākšņ wall (4) check the following: 51.1. drawn shelf strength: Md/Wef £ Rt, gc, (d) (i) .0 where (41) Md: external force bending moment in the intersection with the largest element voltage rack;
Wefi: a cross sectional area of the resistance moment that reduced to wood (shelving);
RT .0, d-calculation of the tensile resistance of wood fibre in longitudinal direction;
4. Drawing paste double T type and cross-sectional kārbveid būvsaplākšņ the wall element by geometric characteristics 51.2. forced shelf sustainability in a plane perpendicular to the plane of the moment action: Md/Wef £ j Rc, i, d, .0 gc (42) (j) — which forced shelf garenliec factor perpendicular to the plane of action moment;
RC .0, d-calculation of the resistance of wood fibre for longitudinal pressing.
52. Liekto a līmēto double t-bar and kārbveid in the būvsaplākšņ section of the wall, check: 52.1. the cirp neutral axis level: Qd Sef/(Ief Sbw) £ 90, d v Rp, gc, which i (43) Qd-value calculation of lateral;
SEF — part of the cross-sectional area of the element that is located on the same side of the shearing plane static moment that reduced to būvsaplāksn;
The cross-sectional area of the IEF, moment of inertia, which reduced to būvsaplāksn;
SBW-būvsaplākšņ wall thickness total;
RP, v, 90, d-būvsaplākšņ calculates the resistance the cirp perpendicular to the sheet plane;
52.2. the divide between the weld surface glued and shelf: Qd Sef/(Ief Shf) £ Rp, v, d, i, .0 gc where (44) — the seam between the Shf glued sides and shelves total width;
RP, v, d-.0 būvsaplākšņ calculates the resistance divide the sheet plane;
52.3. the strength of the stretch in the dangerous section of the drawn shelf inner edge plane: sw/2 + ÷ (SWE/2) 2 + £ Rp, t, tw2 a, d, i, where gc (45) sw-tensile stresses on the internal wall of the shelf edge plane;
TW — shear stress in the wall shelf edge inside the plane;
RP, t, būvsaplākšņ a, d — calculates the angle in a tensile resistance, which is determined by Annex 5 figure 1;
a — the angle, which is determined using the formula a = 2t 2a w/tg sw;
52.4. sustainability — in accordance with the following conditions: If hw/bw > 52.4.1.50 and būvsaplākšņ of the external walls of finierskaid fiber direction is parallel to the centreline of the element: sw/[km (100bw/hw) 2] + tw/[kt/(100bw/hef) 2] 1 lb (46) which hef = hw, if the distance between the ribs of a kind? HW, and hef = a if a < hw hw/bw 52.4.2. if; > 80 and būvsaplākšņ the external walls of the finierskaid fiber direction is perpendicular to the centreline of the element: tw/[kt/(100bw/hef) 2] 1 lb (47) km and which kt is defined according to annex 5 of the et seq 2 and 3 drawing.
4.6 L iekt glued elements calculation 53. Curved glued elements (Figure 5), where a bending moment M reduces the curvature, the radial tensile stress of s r i, which runs across the wood fibres: 5. Drawing Curved veneer parts of geometric characteristics of radial and tangential normālspriegum of the epīr 53.1. If r/h > 7, then the radial tensile stress is determined: (s0 + si) hi/(2r) £ 90, d R t gc (48) i, where s0-tensile stress in the direction of fibres of wood element drawn zone outboard of the fibre;
SI — the tensile stress in the direction of the fibres in wood fibres, which determines the voltage radial direction;
Hi — the distance between the side of the fiber and fiber, which are defined in voltage;
r — bend RADIUS Central sectional level;
RI: radius of curvature of the curve which passes through the Centre of the normālspriegum epīr area, bounded by the value of the s 0 and si;
RT 90, d-glued wood elements in the calculation of the resistance the transverse tensile fibers (table 3-7;)
53.2. If r/h £ 7, then the radial tensile stress shall be as follows: [Md/(Aef z0)] [r0/rin-1-ln (r0/rin)] £ Rt 90, (d), (i) that the gc (49) r0-curved veneer parts of the cross section of the radius of curvature of the neutral axis level r 0 = r-z0;
Rin: curved veneer parts of inner edge radius of curvature;
Rin: h = r/2;
Z0, the distance from the central axis of the element to the neutral axis, which is determined using the formula z 0 = I/(r), but the rectangular cross section of the z 0 = h2/(r 12);
AEF: a cross sectional area of the element;
53.3. normālspriegum s q, tangential direction i sized them curved element — checks for the following: Md (r0-ri)/(Aef z0 ri) £ 90, d gc, i Rt that (50) — the radius of curvature ri of the fibre, which determines the voltage.
54. Curved veneer in plānsieniņ structures (Figure 6) the test is not evenly split radial normālspriegum operation in the weld between the glued wall and the shelves: tsp = sr, f (b, Sbw)/(hf nsp) £ Rmean, p, v, d, i, .0 gc (51) SR., f = [Md/(Aef z0)] [hf/r0 (rin rf)-ln (rf/rin)]; (52) Rmean, p, v, Rp, v, d = .0 .0, d/(1 + (b) hf/e) (53) (b), the cross-sectional area of the element width;
SBW-būvsaplākšņ wall thickness total;
HF: shelf height;
NSP-shearing planes (glued the sutures) between the shelves and the walls of the būvsaplākšņ (6 in Figure n sp = 4);
AEF-reduced cross-sectional area of the element;
e-divide-force eccentricity (6);
b-factor that can divide the uneven distribution of the voltage of the glued weld (b = 0.15);
RP, v, d-.0 būvsaplākšņ calculates the resistance between the sheets slide plane of finierskaid.
6. Drawing of ETS plānsieniņ glued to the Li element geometric characteristics of plānsieniņ 55. Curved veneer structures of normālspriegum būvsaplākšņ of radial wall test: [Md/(Around z0, ef)] [r0/rin-1-ln (r0/rin)] + sr, f (b, Sbw)/Sbw == Rp, t (c), (a), (d) that the gc (54) Rp, t (c), (a), (d), būvsaplākšņ calculates the resistance to stretch or push (depending on the sign of the bending moment) angle to the direction of the fibres of the external finierskaid of rounds;
Around, ef-against the walls of the būvsaplākšņ reduced item section of the ms field.
Kok construction calculation based on deformation of choked (second choked group) 56. Wooden structures and their elements of the deformation determined taking into consideration shear deformation of the wood and the connection padevīgum. Submissive bound connection size, if the deflection entirely used its bearing capacity, would be at the table, 15 but if it is used in part load, proportionally to the size piepūļ.
15. table connection type Connection deformation (mm) 1 final and binding supports all types of tape 2 1.5 connection, except steel rods, pasted and steel and wooden elements connections 2 3. All types of connections with steel sheets 1 4. Piekļāvum cross fibres 3 5. Piekļāvum cross fibres elements of glued wood joints with 2 6. Paste steel rods that are shoved (torn) or caurspiest into wood fibre direction and works as a PIN Connection with paste 7 0.5 steel rods being shoved (torn) or caurspiest in the wood fiber and acts as a longitudinal pins Glued connections 0.25 8.0 57. Wooden structures and elements of the post must not exceed the limits specified in table 16.
table 16 requirements Izlieč Design load izlieč elements for determining the limit value 1. Beams, trusses, striker, koptur, plates and deck: roof and between 1.1-aesthetic and standing and floor covering, lasting psychological operations landing, balcony and Loggia of the variable elements that span (m) l 1 l/120 lbs l £ 150 l 3 l/6 l/200 l lb £ 24 (12) l/l £ 250 (24) 36 l/300 1.2. roof and constructive elements of the post load that intermediate floors may not be reduced if decreases the space beneath them is the space between the bulkheads between the load-bearing element of the lower edge of the structure and the elements below it and below the septum; the space existing bulkhead is usually 40 mm 1.3. roof and l/150 of them constructive, which operates some covers, and bulkhead or if there are other elements of the above elements, which can occur in cracks in the construction (e.g. partitions) 1.4 divisions that are physiological and 0.7 l/350 from the subject goods, short-term technological loads full of material, equipment or load from one movement to another loader moving loads at the Division Board 2. 0.7 mm 1 CN, physiological large staircase and concentrated load release area, which spans the Middle curves restrict adjacent elements 3. Tops and constructive l/200 loads, reducing the wall hanging panels bearing spacing above the window and door elements and Windows in the aisles or doors, which are under the following notes.

1. the table in paragraph 1.1 values given in parentheses refer to the rooms, with a height up to 6 m span l 2 consoles instead take double the length of the console.
3. From 1 kN concentrated load span the Middle Division boards, staircase and placed the square post, which does not restrict the adjacent elements may not exceed 0.7 mm. 4. If the structure structural elements are not mentioned in other būvnormatīvo, and transfers from the deflections of long and short-term permanent loads must not exceed 1/150 of span or 1/75 of the console.
5. the table referred to buildings and premises design elements of the tree bends, must not exceed the LBN 004 "design principles" the maximum deflections.
58. Curved elements are identified by their arched cross-sectional gross area moment of inertia. Complex elements that turn associated submissive, moment of inertia multiplied by a factor of k St., through the offset in the associated connection and the submissive is given in table 13. Locīklveid-based, as well as the curved elements konsolveid with constant or variable cross sectional area maximum bends shall be determined using the following formula: = ufin [une/kdef .1] [1 + 2 kdef (h/l) 2] (55): une arched elements with constant cross section height (h) and (l), ievērtēj not span a shear deformation;
kdef .1 — k oeficient that give the element cross-section height variability impacts and which elements with constant cross-section is k def 1 = 1;
kdef 2-factor through the lateral shear deformation caused.
Note the.
Element used in the calculation of the coefficient k def 1 and 2 values this kdef et seq 4. table 3 of the annex.
59. the post of elements from būvsaplākšņ and lumber glued, the cross-section ef numbness EI multiplied by the coefficient 0.7. This coefficient is not used izlieč fix? for elements with glued the double t-bar or kārbveid and būvsaplākšņ wall, calculated in accordance with that of the 51 and 52 et seq. Setting the arched, planking boards width calculation in paragraph 48.
60. To a curved, locīklveid-based slogot elements symmetrically, as well as elements of konsolveid post is determined using the following formula: N = ufin/ufin, x, where (56) ufin — determined in accordance with the formula (55);
x — determined in accordance with the formula (26).
Vi. structure of the tree element connection calculation 6.1 General provisions 61. Tree structure element connection (link), calculate the bearing capacity of the T must be greater than the force (effort), which works to connect (link).
62. the calculation of bearing capacity of joints surface and divide the pressing is determined using the following formula: 62.1. surface pressed: d = d Tloc, Aloc, a, d, Rloc, gc i; (57) 38.6. d = divide: Tv, Av, d Rmean, d g, gc, which i (58), d-Aloc surface compressive area calculation;
AE, d, divide the area calculation;
Rloc, a, d-calculation of the resistance of the wood surface the angle (a) pressing against the longitudinal fibres, as determined by using the formula (2);
Rmean, v, d-wood medium resistance calculation divide the longitudinal fibers divide the area determined in accordance with this paragraph 63 et seq.
Figure 7 Notch elements — not a symmetrical connections; (b) — symmetrical; c, d-connection schemes divide 63. average calculation of the wood resistance divide divide the fibres area of the longitudinal direction is determined using the following formula: d = Rmean, v, Rv, d/(1 + b l g/e) (59) Rv, d-k oksn the calculation of resistance of the longitudinal fibers divide;
l v: divide the area calculation, which must not be more than 10 times the depth of the notch;
e-divide the power of the shoulder that is: 0.5 h elements with a symmetrical notch connections without spaces between the elements (fig. 7A) and 0.25 h symmetrically slogot elements with symmetric notch (fig. 7B);
b-factor, which is 0.25 connections that operate on the calculation schema (Figure 7 c), and 0.125: connections, which operate on the calculation schema (Figure 7 d) and which is secured to the divide of nötigung plane.
Note the.
The ratio l/v must be at least 3.6.2 Glued connections 64. Structure calculation of līmēto connections is considered rigid connections.
65. Līmēto connections used: 65.1. individual round with a zobveid butt extension (fig. 8A).
65.2. one-piece cross-sectional (packages), sticking a row between in width and height, the width of the edge of the saduršuv package in the next rounds offsets relative to one another, no less than on the layer thickness t (fig. 8B);
65.3. connecting packages with an zobveid in the butt (Figure 8 c) any section height, the size of the internal angle between elements, which are connected at an angle to one another, may not be less than-104.
 
 
8. Drawing Glued connections (a), the extension of the zobveid lumber collide; b-elements (packages) cross section of the building; c-zobveid make elements (packet) for connecting the Butt with pitched 66. flap may only be used for connecting the top finierskaid būvsaplākšņ rounds the longitudinal fibres. Bevel the butt flap length must not be less than the thickness of the element 10 compatible.
67. Salīmējam, the thickness of the elements is not recommended more than 33 mm. Right elements to create a longitudinal incisions, the thickness of the individual layers can be up to 42 mm. 68. From būvsaplākšņ and līmēto elements of the lumber plywood boards salīmējam width must be greater than 100 mm, and piekļāvumo elements of the 30-to 45-degree — not big on 150 mm. 6.3 Qt final stitching in binding to 69. end edges and elements form the logs as vienzob connections (Figure 9). Connecting to vienzob the final binding elements, which are not subject to bending, surface compressive working plane placed upright in the forced element to be added to the axis. If the plug-in element is also forced to leave the plane surface compressive ultimate iesējumo deploys asspēk of the lateral and vertical kopspēk. Elements that are connected to the end, 5.1.1.the additional binding with steel screws.
 
 
9. Drawing Vienzob the final binding 70. Final stitching to divide the calculated in accordance with this paragraph 62 et seq, taking wood resistance calculation divide according to table 3 in paragraph 5.
71. Divide the length of the field to the final iesējumo must not be less than 1.5 h, where h-noskaldām element in the full height of the cross-sectional area. Notch depth of režģot design starpmezglo must be at most h/4 h/and not more than 3 other cases, moreover, notch depth must be not less than 2 cm šķautņo and not less than 3 cm apaļkoko.
72. the final stitching Vienzob calculation surface element made of surface pressing contact area (Figure 9). Wood surface compressive angle a having equal angles between the compressive force direction and the longitudinal fibres compressed in the element. Calculate the resistance of the wood surface, push the angle to the longitudinal fibres the end iesējumo is determined using the formula (2), regardless of surface compressive area.
6.4. The cylindrical pin Cylindrical pin connections to 73. calculation of bearing capacity of pine and spruce wood element connections (Figure 10) a single offset plane (weld) is determined in accordance with table, 17 if the effort placed spikes, is facing element longitudinal fibres or if the effort that puts the nail, is directed at any angle to the longitudinal fibres. Setting the cylindrical pin bearing capacity calculation, if necessary, follow the 74 and 75 et seq of this paragraph.
 
 
10. a drawing pin connections for a cylindrical shape-symmetrically; (b) in the unsymmetrical table 17 – connection voltage spikes around the invoice bearing capacity, T j (d) State of the scheme on the part of starpkārt one offset plane — seam (the relative location of the cirp) (CN) nails, bolts, oak, aluminium steel plugging and fiberglass pins.) 1 2 3 4 1 a symmetrically surface Extractor connection in the middle in 0.5 0.3 t 2 d t2 d (fig. 10 a) b) surface Extractor malējo elements 1 t1 0.5 0.8 t d d a non-symmetrical) 2 surface Extractor connection on all of the same thickness (b 10. Drawing) as well as thicker items, items with one starpkārt of connections offset plane t 2 d d 0.35 0.2 t2 b) surface in thicker Middle press in connection with two starpkārt shift planes, if t1 t2 t2 0.25 0.5 lbs d d c) surface 0.14 t2 Juicer in malējo elements thinner if t1 t2 t1 d 0.5 0.8 0.35 lbs t1 (d) (d)) surface of the press in malējo elements thinner connecting-with one of the starpkārt conclusions the offset plane as well as malējo elements, if t2 t2 t1 t1 > 0.35 > kj kj t1 d d 3. Symmetrical and a nail have the 2.5 d) 2 + 0.01 S8 — not more symmetrically as 4 d 2 connections b) steel pin d 2 + 0.02 S8, 1.8-make in not more than 2.5 d 2 c) aluminum defeat-1.6 d 2 + 0.02 S8, volume was put at not more than 2.2 d 2 d) fiberglass 1.45 d2 + 0.02 S8 put the peg, not more than 1.8 d 2 e) wood in the laminated 2 + 0.02 S8, d 0.8 plastic peg put in not more than 2-d f) oak peg put-0.45 d2 + S8, not more than 0.02 0.65 d 2 notes.
table 1 adopted in the legend: t 1: marginal elements of the connection, as well as the thickness of the thinnest part thickness joins one of the shifts in the starpkārt plane; t 2: the average thickness of the elements, as well as the same thickness or thicker element thickness joins with one of starpkārt shear plane; d-pins and nails in diameter; the size of t1, t2, and (d) size of the heading in centimeters.

2. Tap the bearing capacity calculation of symmetrical connections with not two starpkārt shift planes, if the thickness of the element is different, according to table 17, subject to the following conditions: 2.1 spikes bearing capacity calculation of the wood surface compressive stress in elements of malējo when their thickness is t 2 t1 0.5 < < t2, determines the interpolēj between the values that are calculated in accordance to 17. tables 2a and 2b; 2.2. if marginal elements of thickness t 1 > t2 spikes bearing capacity calculation of the wood surface compressive stresses in the element-determined according to paragraph 2 (a), replace the t 2 t1;
2.3. calculation of the bearing capacity of the tape make the appropriate 17. table 3, t 1 value must be not greater than 0.6 coefficient t 2 3 kj values when determining bearing capacity calculation of the wood surface, push the connections with one starpkārt plane shift, as well as the non-symmetrical connection elements, if t malējo 2? T1? 0.35 t2, taken according to table 18.
4. tap the bearing capacity calculation of element starpkārt shear plane (weld) the smallest of all the values obtained using the formula in table 17 and in accordance with this paragraph 73 et seq.
5. If the plug placement have been met in accordance with the conditions of this 77 and 81 et seq., plug connection does not divide the calculation.
6. take the d, the diameter to be fully used their capacities make.
7. a number of the pins nj symmetrical connections shall be determined as follows: nj = Nd/(Tj, d the nsp) (60) Nd-force calculation;
TJ, d-pins bearing capacity calculation of smallest element in one starpkārt shift plane;
NSP-pin shearing planes (seam) is calculated.
 
18. table pin type Factor characteristics, connections to kj one starpkārt plane shift, if t 1/t2 is 0.35 0.5 0.6 0.7 0.8 0.9 1 1. Nails and a steel, aluminium or glass-plast spikes 0.8 0.58 0.48 0.43 0.39 0.37 0.35 2. Oak pin Cylindrical pin 0.5 0.5 0.44 0.38 0.32 0.26 0.2 74. calculate the bearing capacity of connections if the effort placed spikes, is directed at an angle to the longitudinal fibres of the elements, determined in accordance with this paragraph, 73 et seq multiplies the resulting values: 74.1. coefficient of that (table) to calculate the bearing capacity of the surface of the wood, push the Earth spikes; with the size that the calculation of the spikes ÷ load-bearing capacity of bending;
74.2. angle a having the same with most of the angles between the incompatible elements, which transfer the shear force.
 
19. the table factor that the angle (a) steel, aluminum and fiberglass pin oak (in degrees) of diameter (mm) pins 12 16 20 24 30 90 0.75 0.7 0.65 0.6 0.8 0.7 0.6 0.55 0.5 0.7 0.95 0.9 0.9 0.9 1 60 notes.
1. the size of the coefficient of the intermediate value of the angle is obtained interpolēj.
2. the plug connections with one of the offset plane starpkārt thicker element if the thrust directed angle to the longitudinal fibres, a factor that is multiplied by an additional factor of 0.9, if t2/t1, and with 0.75 1.5, the < if t2/t1? 1.5.75. calculation of the bearing capacity of T j d construction element connections when they made from other tree species, or in other operating conditions (high temperature, the effect only works in a standing and prolonged the payloads), determined in accordance with this the 73 and 74 et seq, multiplying the calculation of bearing capacity of pin: 75.1. the relevant factors set out in this 17 et seq and 18, if the calculation load spikes after the incompatible elements of wood surface compressive;
75.2. the square root of the ratio specified in this 17 et seq and 18, if the calculation of the bearing capacity of bending the pins.
76. the plug connections to the steel linings or inserts (Figure 11), which bolted with bolts or kokskrūv, may be used only if the necessary connection and tap into the density. Kokskrūv must be recessed wood diameter not less than 5 in depth. The plug connections to the steel linings or inserts shall be calculated in accordance with this et seq., 73 74 and 75, and the calculation of the pins bend (table 17), having the greatest bearing capacity calculation of the spindle. Steel plates and spacers in the weakened section of the calculation in tensile and pressing on the surface of the Earth pins.
77. The cylindrical pin connection performance, if it is made from one material, but different diameter pins, defined as the sum of all the pins bearing capacity, except the connection that extends performance multiplied with the factor of 0.9.78. Distance to the wood fibre in between the longitudinal axis of a cylindrical pin 1 (12) from the tip to the cylindrical pin axes (a) 3, as well as the distance to the wood fiber transverse axis between the cylindrical pin (a) 2 from the edge of the cylindrical axis is a 4-pin : 78.1. steel plugging a 1 = a3? 7 d, a2? 3.5 (d), a4? 3 (d); aluminum and fiberglass 78.2. plugging a 1 = a3? 6 d, a2? 3.5 (d), a4? 3 d; oak plugging a 78.3.1 = a3? 5 d, a2? 3D, a4? 2.5 d.
If the incompatible elements of package thickness (b) 10 d, then between the < steel, aluminum and fiberglass plugging away is a 1 = a3? 6 d, a2? 3D, a4? 2.5 d, Oak pins (a) 1 = a3? 4 d, a2 = a4? 2.5 d.
 
 
11. drawing elements and steel lining connection with cylindrical pins (a) — with bolts; b-kokskrūv rooms 79. Extends joins cylindrical spikes deployed two or four rows. The design of the cylindrical logs spikes allowed alternately in two rows, where the distance between the spindle axis in the longitudinal direction of fibres of wood is 1 and 2a distance element transverse a timber fibres 2 = 2.5 d. 12. Drawing of Cylindrical pin placement (a) — straight lines; — Alternately 80. b calculate the length of the nails driven into iespīlējum (13), shall not be taken into account in the nails pointed end 1.5 d, as well as the total length of the nails 2 mm on each report consistent element in the seam. If nails iespīlējum calculated length is less than 4 d, then nail the final action with respect to the adjacent seams shall not be taken into account. If the nail caursi the incompatible elements of the package, then nail the length of marginal iespīlējum shall be reduced by 1.5 d element (figure 13B). Nails must have a diameter of not more than 1/4 of the caursitam element thickness.
13. Drawing nails iespīlējum determination of the length of a nail caursi not a package; b-nail caursi the batch 81. Distance between the axis of the elements compatible nails fiber direction is: (a) the long-1 = 15 (d), if the element thickness t caursitam? 10 (d), or (d) if a1 = 25 caursitam thickness t = element 4 d. thickness t intermediate elements of distance (a) 1 the minimum size is determined by the interpolēj. Elements that are not a nail puncture, irrespective of the thickness of the distance between the axes of the wood fibre nails a longitudinal view of a 1? 15 d. distance from nails to the end of the axis elements wood fibre in all cases having a longitudinal 3? 15. d the distance between the axes element wood pegs fiber transverse if nails spaced straight lines, having a 2? 4 d nails spaced; if the alternately slanted lines at an angle or a £ 45, (Figure 14), the distance may be reduced to 2 a 3 d. Distance from the nail to the side lines of the element take a4 garenmal? 4 d.
 
Note the.
The distance between nails Aspen, alder and poplar wood fibre longitudinal increase of 50% compared with the above.
 
82. as the host of the Kokskrūv push the cylindrical spikes allowed element connections with steel or bakelizēt būvsaplākšņ in the linings (connections with one of the offset plane starpkārt). The distance between the axles take kokskrūvj as a steel cylindrical pin in accordance with this paragraph 78 et seq.
Figure 14 nail placement oblique lines 83. Kokskrūvj bearing capacity, if it is part of the bezvītn of the wood go into at least 2 d depth down like a cylindrical steel pins.
6.5. Nail and kokskrūvj resistance to control 84. Nail tear resistance is permitted only less important ievērtē elements (such as ceilings, decks), as well as the design of nails at the same time accommodating cirp and resisting protection. Izurbto of the above into holes and wood fibre longitudinally driven nails, as well as the dynamic effects in cases of resistance to tear the nail.
85. Across the wood fibres to the nails driven into longitudinal tear resistance calculation (CN) is determined using the following formula: Tn = 0.1 n, d Rpull, d p dn l 1, ef, where (61) Rpull, n, d-nails resistance calculation for nails and wood protection contact surface area unit: air-dry wood, R, n, d = 0.3 a pull, MPA, wet wood that is dry during operation, R, n, d = 0.1 to pull the MPA;
DN — nails in diameter (cm);
l 1, ef-according to this point of 80 et seq fixed nails in the length of the iespīlējum tree (cm).
The notes.
1. Increased humidity or temperature, if the work only temporary or permanent and changing the dominant long-term load, air-dry wood nails ripped calculated performance multiplied with this paragraph 18 et seq, as well as 5 and 6 operating conditions given in the table of coefficients.
2. If the nail diameter is greater than 5 mm, the calculation for d n = 5 mm. 86. length of part of the cramped Nail must be not less than double the thickness of the wood element retainer and no less than 10 n. d. S 87 avienojamo elements across the wood fiber for ieskrūvēt of kokskrūv calculation of longitudinal resistance protection (CN) is determined using the following formula: d = 0.1, Ts, Rpull s, d p ds l 1 where (62)

Rpull, s, d-kokskrūv the calculation of the resistance of kokskrūv to control nut wood parts and contact surface area unit: air-dry wood, R, s, d = 1 pull the MPS, other operating conditions, the calculated resistance for protection multiplied by the appropriate factor operating conditions in accordance with 5 and 6 this et seq.;
DS-kokskrūv part of the thread outer diameter (cm);
l 1-kokskrūv's thread part, resisting tear (cm).
The distance between the axes of kokskrūvj must not be less than (a) 1 = a3 = a4 = 10 ds and a2 = 5 ds (12).
6.6. The flat Plug connections 88. Flat pins, made of oak and other tree species with solid wood edges is allowed to link to the composite cross section bars, if they are constructive and they take the lift or bend bend and push. Flat pin and socket size, as well as the location (Figure 15) savienojamo elements: 88.1. pin the flat length of wood fibers: longitudinal 4, 5t £ l £ fd 5t;
88.2. through the flat pin width equal to the width of the elements compatible is not more than 150 mm; blind flat pin, if incompatible element (b) 150 mm fd b > = b/2 + 0.3 l fd;
88.3. compatible element height (h), if the depth of the notch (h) £ 30 mm v, having not less than 140 mm; 88.4. the distance between the flat pins (a)? 9t, but if l fd 4.5 t, recommended a > = 10 t;
88.5. the depth of the cuts in each of the connectable elements shall not exceed 1/5 of the section height (h), and it is v = l + 1 mm fd; 88.6. wood fibres in the direction of the flat pins must be perpendicular to the compatible elements of the plane of contact;
88.7. If flat pins made from the wood of the tree species that are not resistant to the troupe, spikes throughout the volume antiseptiz;
88.8. with flat pins allow to link up to three elements of the construction section height, but is not allowed to extend the elements using the flat pins.
Figure 15 connection with flat pins (a) — with the same pins; (b) with pins for the blind 89. One flat pins bearing capacity calculation (CN) pine and fir tree elements is determined using the following formula: d = 0.625 Tfd, t, where (63) bfd bfd — flat-pin width (cm), which through the pins is equal to the width of the element (b) compatible, but not through the pins — 0.5 b;
t-flat pin thickness (in centimeters).
Using elements from ci you tree species of wood, as well as increased humidity and temperature or, if the work only temporary or permanent and changing the dominant long-term load, calculated flat pins bearing capacity multiplied by the appropriate factor in accordance with this et seq (a) 17 and 18 and 4, 5 and 6 of the table.
6.7. connection with the paste, steel plugging 90. Pasted steel pins made from 12 to 25 mm diameter sinews of the periodic profile steel. Pasted steel pins allowed to use A1, A2, B1, if operating conditions ambient temperature not higher than 35 ° c.
Note the.
You may not use your pasted steel pins open connections, which in the event of fire, exposed to direct fire.
91. the cleaned and degreased steel pins with epoxy resin paste glues the above izurbto in holes or grooves in the izfrēzēt. The diameter of the bore hole or Groove size should be about 5 mm greater than the nominal diameter of the pins you want to paste.
92. Pasted steel pins can be used: 57.2. construction of connecting elements, as well as a separate layer of linking elements;
92.2. wood to increase surface resistance to push the glued elements balsto and tensile resistance (wood fibers in transverse direction) up to the curved elements līmēto;
92.3. how slanted the connecting links complex beams, and balsto compounds in the extends column of cramped feet.
93. Pasted steel pins bearing capacity calculation (CN) and caurspiešan control, regardless of the inclination angle of the pins against the direction of the fibres of the wood, pine and spruce wood elements determine: Tg, d = 0.1 Rv, d (d + 0.5) p l g (64) d that the kv-pasting steel pin nominal diameter (cm);
l g-peg paste content length (cm), which is determined by calculation, but not less than 10 and not more than 30 d d; Rv, d-calculation of the wood resistance divide, determined in accordance with table 3 of 5 d point (MPA);
kV — a factor through the uneven distribution of the shear stress, which is determined using the formula k = 1.2 v – 0.02 g/l d. 94. Pasted steel pins bearing capacity in one offset plane (CN), pine or spruce tree savienojamo elements, if the depth of l g paste? 6 d and effortlessly focus wood fibre longitudinal direction (fig. 16A), determined using the following formula: d = 2 g, Tg, d2 + 0.02 l g2, (65) but not more than 3.2 d 2 pins from AI class string steel;
TG, v, d = 2.5 d2 + 0.02 lg2, (66) but not greater than 3, the 7 d 2 pins of aiii class string steel.
Bearing capacity of T g, g, d maximum values correspond to l l? 8 d. in formulas (65) (66) and nominal diameter pins (d) and paste the depth of l g cm. Connecting elements angle one versus the other, pasted steel pins bearing capacity multiplied by the appropriate factor according to this a 74 and 75 et seq. The distance between the pasted steel pins for wood fibre longitudinal axis must be not less than 8 bore diameters, but laterally, in accordance with this paragraph 78 et seq of the relevant conditions to the bore diameter.
95. Drawn curved element connections related to inclined paste steel pins, calculated using the following formula: (Nt/Ta) 2 + Q/Tg, m, d 1 lb (67) where Nt = U cost — one tap calculation effort U component (CN) pasted in creates an angle tap tensile stress;
Q = U sin — one tap the same effort U component (CN) inclined in the pins of the pasted the bending stress;
Ta = Rs: one-Axis pin bearing capacity calculation of tensile (kN);
Axle-steel pins the cross-sectional area (cm 2);
RS-contoured string steel tensile resistance calculations (AI-Rs = 280 MPA, Rs = AII-365 MP);
16. in Connection with the pasted drawing steel plugging a curved element connections; (b), (c), lengthening the element connections with rigid and pliable bias tape binding paste; (d), (e), (f), forced into the curved elements, which are cramped in balsto footsteps Tg, m, d, is one of the calculation of bending bearing capacity to the one starpkārt shear plane (stitch) (CN) that is determined by: 1) steel pin and put the brittle (metināto) connections (16. (b) and (d) fig. 16): Tg, m, d = 0.55 d2: AI class string steel;
TG, m, d = 0.7 d2-aiii class string steel;
2) steel pins and lining padevīgo joins complex beams (fig. 16 c): Tg, m, d = 0.4 d2: AI class string steel;
TG, m, d = d2 – 0.5 aiii class string steel;
here: d-pasted steel pins nominal diameter (cm).
 
The calculated T g, m, d values are valid if pasted steel pin inclination angle to the longitudinal fibres of wood is 30, a £ 45-lbs, the distance between the PIN axes longitudinal wood fibre is a 1? 10 d and the depth of l g paste? 20 d-element binding, but put the g in beams l? 15. the distance between the d oblique for plugging a pasted 2? 6 (d) and a4? 3 d, placing the pins in two rows; (a) 2 = a4? 3 d, placing the pins alternately.
96. the steel plates to which welded sloped pasted spikes, calculated as drawn curved elements, using the following formula: [Na/(Ane Rs)] 2 + Ma/(k WNET Rs) 1 lb (68) Na-tensile steel put in the effort (CN);
Ma — bending moment (cm CN), which is Ma = 2.4 d2 AI class string and M (a) = 3 steel aiii class d2 steel bowstring;
Ane, WNET-steel linings NET cross sectional area (cm 2) and the resistance moment (cm 3);
k = coefficient of 1.47 — that give the rectangular cross section steel lining plastic stage work;
d-diameter steel pins pasted (cm).
6.8. Toothed steel plate connections in steel 97. Toothed plates (fig. 17) use the truss, frame, frame construction, a building plate and Panel elements. Elements permitted to connect with zobainaj plates only, using mechanized extraction equipment and savienojamo elements in the EUP i assembled and sensing. May only be used with coating galvanized (zinc plated) steel toothed plates. They iepres in the wood with even pressure across the entire length of the teeth.
17. Drawing the steel Toothed plate a — constructive solution; (b) the calculation of the detection area: 98. Load-bearing structural elements connecting with toothed plates over which the placement and size on both sides of the join must be equal. Toothed plate malējo teeth located at least 10 mm away from the side edges and ends. Plate area each of the connectable elements shall be determined by calculation, and it is at least 50 cm 2.99. Toothed plates connection load depends on the type of tooth size, shape, and placement, as well as from the plate thickness.
 
 
18. Drawing Calculation scheme for connection with jagged steel plates 100. Toothed plates bearing capacity calculation of stretch and cirp must be greater than the load-bearing capacity calculation of connection slide. It provides the correct thickness of toothed plates. Toothed steel slab connection calculation scheme given 18. Drawing, which conditionally displayed on one side of the connection. Calculate the bearing capacity of a single slide to the plate down the jagged, using the following formula: d = d Tpmp, Aef, which Rpmp (69)

Rpmp, d-toothed plate strength calculated value slide (MPA), depending on the type and material of tile, wood and wood species, moisture from the angle between the direction of the force and the direction of each fibre of incompatible elements;
AEF-calculate the area of each of the incompatible elements in the report along the lines of attachment 10 mm wide band associate.
Note the.
If the structure of the element used in steel connections toothed plate, the quality and size of the bearing capacity calculation of the values determined in accordance with the CEN ENV 1075, it determines the load-bearing capacity of the shear strength of the anchoring one of the connected elements or steel plate cross-sectional area for each net strength of butt's side. In this case, the connection of the load calculations carried out in accordance with standard EN-EN 1991-1-1:1994 VII. Main wooden structure design requirements 7.1 General provisions 101. Wooden construction projects comply with the wooden structure shop floor technical facilities, vehicles, and transport technical facilities, measures to ensure that all of the individual design and construction stability and constructive rigidity.
102. the tree structure for the purposes of calculating the voltage and distortion of longitudinal fibres of wood arising wood temperature changes, shrinkage and briešan influences.
103. Free sijveid tree-based structures that span is greater than 30 m, one of the pillars must be moving.
104. the effects of friction force calculation of the design of the tree through: 104.1. If constructive balance of the system can only support with friction (if the tree item is permanently pressed and not dynamic load). In this case, the coefficient of friction (tree, wood), the final surface of the side surface is 0.3, side surfaces (in certain ji)-0.2;
104.2. If the friction increases the effort in the design and it joins, then the coefficient of friction is 0.6.105. Extends and liekto wooden lumber elements is not allowed in the attenuation that go out to the edges of the elements, except for a notch on the armrests.
106. Of the logs made of elements of sustainability in the intersection calculation, positioned on the calculation of the length of the Middle, but the strength of the major intersection of bending moment.
107. the tree structure and spatial kind sustainability provides a horizontal and vertical links. Cross-links put top of load-bearing construction zone level or above the load-bearing structures. About link bars used truss structural design or the top bar.
108. Drawn element connections in one section, compliant cover with lining and connecting with cylindrical pins or other links. Drawn a connection must ensure centrist tensile piepūļ transfer from element to element.
109. You may not use the nodes and connections that link with different padevīgum, as well as nodes that share a wooden item connected directly, but some — with starpelement and interconnection.
110. structural elements of the Tree nodes, connections and centered on supports interoperability through the gross (or net) cross section, except in the case of eccentric coupling elements reduces the bending moment calculation of the size of the slits.
111. Wooden construction elements nodes and connections, as well as complex elements related to submissive place, between nodes to be collapsed, with the bolts. Cylindrical pin connection on each side must have at least three astringent for bolts. The diameter of the bolts shall be determined by calculation, but it may not be less than 12 mm. diameter of the Paplākšņ or edge length must not be less than 3.5 d j and must be not less than 0.25 d j. 7.2. Shelter, roof and wall construction of 112. Dragonflies koptur, coverings, lathing, boards and panels, as well as other curved structures calculated strength and arched. Maximum izlieč value must not exceed the limit values in table 16.
113. the decks and lathing calculated the following loads: 113.1. arrangement permanent and variable snow load (strength and deflections calculation);
permanent and temporary 113.2. variable concentrated load 1 kN, multiplied by a safety factor of load g f = 1.2 (only strength calculation). Continuous decks, as well as expanded deck, if the distance between the boards or slats no more than 150 mm, the load of the concentrated force captures two boards or slats, but, if the distance is more than 150 mm, the load takes one Board or slats. Dubultklāj (bearing and aizsargklāj boards are facing angle) concentrated load as evenly distributed by take 0.5 m wide-bearing deck bar.
114. Glued to plate the upper lining for extra checks make the resulting concentrated load 1 kN, multiplied by a safety factor of the load f = 1.2 g, assuming the upper cladding in the cramped in garenrib sizing būvsaplāksn.
115. The roof boards support the width determined by calculation, but it cannot be less than 5.5 cm. Roof slabs shall be on the load-bearing structures with a connection that can pick up both breaking and the shear effort. If precipitation is not specifically directed, the roof boards require not less than 50 cm wide overhang.
116. All kinds of slabs should ensure the internal volume of the natural ventilation with outside air by installing openings plate šķērsrib. If the roof covering consists of wavy sheets, ventilation along the slope sheet it provides.
117. The wall panels shall be arranged between the ventilation duct insulation and external cladding. The wall panels are placed on the base or the cap beams so that the external air they can have free access to the lower part of the wall and released into the eaves. The distance from the Earth to the wall panel lower edge must not be less than 50 cm. 118. Curved one-piece tree items (attenuation) a notch above the base (Figure 19) is acceptable, if the condition is met the g/F of 0.4 MPa (bh), then hv < £ 0.25 h, which is the calculated load Fv balstreakcij, (b) and (h) — part of the gross cross-section width and height, h v-notch depth. Support top-notch support area to the length of a 1 must not be greater than the height h of the element, but the angled part 2 — a length of not less than twice the depth of the notch (h) v.
19. A notch above a drawing based on a joint kopturo 119. Konsolsij up with slanted face.
120. the design of load-bearing wooden elements of concentrated load applied this element to the top surfaces.
7.3. Beams 121. divisions of buildings and premises an array instead of a single beam, it is recommended to use composite beams, glued or submissive linked rounds.
122. Put rafters with submissive linked rounds before insertion of links starpkārt the welds form a constructive momentum, arching beams forming layer. Constructive elevation size (without taking into account the further iztaisnošano of beam) must be one-and-a-half times greater than the regulatory load complex beams arched.
123. the edges of the beam a composite number that correlated with the flat pins, no more than three. To prevent operation of the generation gap shrinkage (or briešan), in relation to each edge longitudinal vertical grooves which depth is 1/6 of the height of the edges.
124. Locīklveid based on the glued beams form a constructive momentum that is 1/200 of the span. Līmēto in liekto and forced to liekto elements are allowed to be produced from a cross-section of two lumber grading: marginal zones 15/100 of section height uses higher grade lumber, which also determines the calculation of the resistance.
125. Glued beams with flat būvsaplākšņ Wall shelves made of planks, which are placed on the edges. Kārbveid a beam of shelves made from plaknisk also allowed placed foremost. If the height of the shelf exceeds 100 mm, the length of the wall shelf hand made iezāģējum fibre direction. Beam walls used būvsaplāksn of moisture, which thickness is not less than 8 mm. 7.4 bus 126. Wooden truss (a dashed or solid top band) performs the calculation after the mutilated bus schemes, a ievērtēj node padevīgum. Bus with continuous upper bar internal force (effort) elements and moved — cultural may be determined, assuming the nodes is the ischium.
12 7. Bus with the constructive project uplift, not less than 1/200 of the span, which glued constructions, arching form the upper and lower bar.
128. the truss elements in the Centre of the grid nodes. If the truss elements are not aligned nodes, take into account the elements driven bending moments. Bus bar connections must be placed at the izkļaušano in the bunker or near junctions.
7.5. the arches and vaults and arches arches 129. strength calculation according to this the 39 et seq., and 53, and persistence of the buckling plane — in accordance with the formula (6) in the light of this the 39 et seq., and 44.
130. Trīslocīkl arches to the sustainability of the activities of the moment plane calculated in accordance with paragraph 40 of this et seq.
131. in calculating the strength of the elements after the arches deformed arches and persistence of the moment diagram operating plane sizes N (d) and take the maximum in the intersection of Mdef bending moment (the respective load combination), but the coefficients x or x's and xo is determined using the formula (26), inserting the arch Ridge split the value of the compressive force N o; the Arch of stability bend plane is calculated using the formula (6) by inserting the same arches Ridge split the value of the compressive force N o. 7.6. Frames

132. Trīslocīkl frame element calculation of strength of frame plane done as forced into the curved elements, taking into account that the 53 et seq, and paragraph 45 of calculation laid down in length.
133. the persistence of the moment frame Trīslocīkl transactions if they have fixed the plane through the external circuit, using this in the paragraph 40 et seq of the given formula.
7.7. Power air line supports 134. air power line tree based elements allowed to use logs, lumber and glued wood.
135. Support elements (given, warheads, traverse), the diameter of the logs must not be less than 18 cm, if power lines 110 kV voltage and more, and not less than 16 cm when the voltage is 35 kV and lower. If the power line voltage is 35 kV and above, the wooden support note (nozzles, pile) diameter must not be less than 18 cm. Based on the diameter of the logs tievgal ancillary must be not less than 14 cm. diameter bolts 136. air power lines on a wooden support elements must not be less than 16 mm and not more than 27 mm. 7.8. Constructive requirements the durability of wooden construction 137. Constructive measures and aizsargapstrād must ensure the conservation of wooden construction, transportation storage and Assembly, as well as the survivability of operational conditions.
138. The constructive measures provide: 138.1. construction wood samirkšan protection from precipitation, groundwater, thaw days waters (except for power lines supports), the production of waste water and other samirkšan;
138.2. construction wood protection against caursalšan, capillary moistening and condensate;
systematic design of 138.3. wood drying on an appropriate temperature and humidity mode (natural and artificial space ventilation, creating parts of buildings and the design of ventilation channels and aerators).
139. Wooden structures need to be as open, well ventilated, in all their parts available for viewing, the preventive repair, restoration of wood aizsargapstrād.
140. Heated buildings bearing structures located so that they do not cross the boundaries of design.
141. wooden structures is not allowed part of the outfield wall of a closed iemūrēšan.
142. Glued wooden load-bearing structures, which operated outdoors, ārgais, must have the full cross-section without wells. This design of the horizontal and sloping top edge must be protected with antiseptizēt boards, or jumiņ from galvanized tin, aluminum, fiberglass, or other material which is resistant against atmospheric precipitation.
143. the supporting bearing wooden structures on stone foundations, walls, metal or reinforced concrete columns, as well as to other constructive elements, which the conductivity is greater (direct contacts), you need to provide for waterproofing starpkārt. Wooden pallets (pallets), on which rests the bearing design, made of antiseptizēt wood (prefer deciduous species with hard wood).
144. Metal Slug structural connections, which use condensation may occur separated from wood with a waterproofing layer.
145. The roof covering with load-bearing and wooden structures defining the project, providing external drainage.
146. in Heated buildings and premises containment structures during operation must not accumulate moisture. Wall panels and slabs of the Division provides ventilation channels that are associated with the outer air, but cases that provide thermal calculations, creates steam insulating layer. Slabs and panels where siding and body connected with nails or kokskrūv, film and reel materials, which are used for steam isolation, between the frame and the cladding put inside a body, in a continuous round. The design of the exterior wall siding glued to the frame, for steam isolation use color or spreadable material. Seams between panels and plates and seals is filled with insulation and sealing materials.
 
Environmental protection and regional development Minister v. pigeon annex 1 et seq of the Latvia LBN 206-99 "wood design standards" (approved by Cabinet of Ministers of 13 April 1999, regulations No 140) the requirements for the design of wood wood wood wood 1 structures must comply with the requirements of the standards applicable in the coniferous and hardwood lumber and logs, as well as additional quality must meet the following requirements: 1.1 the 50th the width of the wood must not be greater than 5 mm into the wood quantity of rings must be not less than 20% of the total amount;
1.2. core wood may not be in first and second grade lumber will produce a curved element-paste zone (15/100 of section height), as well as the first, second and third class message boards, of a thickness of 60 mm and less and running make or stretch, and is placed on the edges.
2. the wood sample is temporary resistance test results must not be less than this in the annex 2 et seq given values.
3. wood Plywood structures must comply with the standards in force in the requirements for the safety of the būvsaplākšņ.
 
Environmental protection and regional development Minister v. pigeon annex 2 to 206 et seq of Latvia LBN-99 "wood design standards" (approved by Cabinet of Ministers of 13 April 1999, regulations No 140) in pine and spruce timber and secondary regulations temporary resistance values given in the table on 12% moisture reduced pine and spruce wood resistance characteristics of main spriegumstāvokļo according to the class of timber. R k and k, respectively, Rperf lumber and correct structure of the reference resistance of wood by a guarantee and the trn Rtrn 0.95. R, perf-temporary resistance average lumber and accordingly the correct structures in timber sample.

The notes.
1. The tree of elements and the design of the sample size must match the lumber thickness after assortment.
2. temporarily slogot resistance of samples to be determined by one piece of lumber (templates) and zobveid glued butt connected lumber. Test of strength of the methodology must comply with the applicable standards.
3. Edges (squared) and logs to determine acceptable visual quality by standardized evaluation criteria and in accordance with this annex 1, et seq.
4. Lumber Stockyards resistance if they extended with a zobveid butt and put their face load must be no less, as indicated in the table in paragraph 1.2.
 
Environmental protection and regional development Minister v. pigeon 3. Annex Latvia LBN 206 et seq to 99 "wood design standards" (approved by Cabinet of Ministers of 13 April 1999, regulations No 140) of the standard mass per storage volume of wood and būvsaplākšņ wood standard (kg/m3) this tree species 1 et seq., in the table the following classes according to the working conditions in the construction of A1, A2, B1, B2, and the other 1. Conifers: larch 650 800 1.1 1.2. pine , FIR, cedar and dižegl-500 600 2. Leaf with hard wood (oak, birch, beech, os, ash, Rowan, Acacia, the elm and Vaughn) 700 800 3. Leaf with a soft wood (Aspen, willow, alder and lime) 500 600 notes.
1. Freshly carved in the conifers and deciduous with soft wood standard mass per storage volume is 850 kg/m 3, with a freshly carved in wood of solid hardwood-1000 kg/m3.
2. Glued wood standard mass per storage volume is equal to the standard mass per storage volume is not glued wood.
3. Būvsaplākšņ the standard mass per storage volume is equal to finierskaid wood bakelizēt būvsaplākšņ of the standard mass per storage volume in the standard mass per storage volume is 1000 kg/m 3.
 
Environmental protection and regional development Minister v. pigeon annex 4 Isr curling et seq of LBN 206-99 "wood design standards" (approved by Cabinet of Ministers of 13 April 1999, regulations No 140) factors forced, curved and forced curved wooden elements for the calculation of the coefficient 1 ks, N values forced and forced curved wooden construction elements with constant cross-sectional area's width and height variables are given in table 1.
2. Coefficient kf and KST, M-value element for the calculation of operational sustainability in a plane are given in table 2.
3. the coefficient of 2 values, 1 and kdef kdef beam deflection calculation of the ievērtēj cross section and shear deformation of variability, are given in table 3.
table 1 table 2 table 3 Note.
g-shelf and wall space for a double T beams (wall height is the distance between the Centre of the rack).
Environmental protection and regional development Minister v. pigeon annex 5 Latvia LBN 206 et seq to 99 "wood design standards" (approved by Cabinet of Ministers of 13 April 1999, regulations No 140) chart būvsaplākšņ wall cladding and composite cross section calculation of elements On phenolic resin base glued Birch wood būvsaplākšņ tensile resistance calculation value chart, if a force acts at an angle (a) in relation to the wood fibre direction of the external finierskaid of rounds , given a figure 1. Būvsaplākšņ wall beams in the calculation of stability factor (k) m and kt is determined in accordance with the diagrams given in Fig. 2 and 3.

Figure 1 Birch wood būvsaplākšņ tensile resistance calculation chart a — with seven rounds of finierskaid; (b) — with five rounds of finierskaid figure 2

Factor set Setup chart km if the wood fibre outer layers of oriented finierskaid span length 1: the būvsaplāksn bakelizēt (7 mm and thicker). 2-Birch wood būvsaplāksn (8 mm and thicker). Sign g = a/h w (a — distance between beams the numbness ribs; (h) w-wall height between shelves internal surfaces) 3. Drawing coefficient kt detection chart A1-7 mm and thicker for the bakelizēt external finierskaid būvsaplāksn if the fibre direction of the layers parallel to the lower edge of the Panel; B1-7 mm and thicker for the bakelizēt būvsaplāksn if external rounds finierskaid fiber direction is perpendicular to the edge of the smallest Panel; A2 and B2, 8 mm and a thickness of wood, Birch būvsaplāksn if external rounds finierskaid fiber direction is perpendicular to the edge of the smaller Panel towards the environment to tie, and regional development Minister v. pigeon annex 6 to 206 et seq of Latvia LBN-99 "wood design standards" (approved by the Minister kabineta1999 April 13, Regulation No 140) the main legend symbols 1 A — E — flexibility playground module F-Force effects I-moment of inertia M — N bending moment: asspēk Q-R-S lateral resistance — static moment T-link W-resistance load the moment a — b — distance width d-diameter e-eccentricity h-height i — RADIUS k — the inertia coefficient (usually the index) l — m — the length of the radius r of the mass — s — space t: thickness x, y, z: coordinates a-b angle — the angle g-factor of the operating conditions of the standard l-lokanum r-s-t-normālspriegum shear stress 2. Indices around a vertex: br — c — gross compressive cr — d — calculation of critical deformation of dis-def then split ef — effective ext: external f: shelf (for example FDA-flat, beams) pin fin final h-cramped in the poison — indirectly — inst inf low — instantaneous in-j-link internal k — l — the lower regulatory — loc local m-max — maximum mean curved — average min — minimum mod-modified net-net lease — nominal variable effect p q — plywood pull-pull out the req-required s-symmetrical Sir — service sp-offset plane st — numbness in stb-stabilising sup-top t-tension-4 spin Tora — — u — v short final — shear wall w-x , y, z: coordinates a — the angle between the force and the direction of the fibres 0; 90 — the angle between the direction of the fibres of the wood and the direction of the effects of environmental protection and regional development Minister v. pigeon