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1 Technical Inormation - Issued 12/2009

TECHNICAL INFORMATIONKVH, DuObALKEN, TRIObALKEN

KVH


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Technical Inormation - Issued 12/2009 Technical Inormation - Issued 12/2009 3

Contents

1 A high-precision material 3

2 Production and technical characteristics 5

3 Requirements and felds o application 6

4 Product range and preerred cross-sections 8

5 Dimensioning

5.1 Dimensioning principles in accordance with DIN 1052 9

5.2 Example calculations or a timber beam ceiling 12

6 Dimensioning reerence tables 16

6.1 Cross-sectional values and dimensioning values 17

6.2 Ceiling beam cross-sections 18

6.3 Post cross-sections 26

6.4 Rater cross-sections 27

7 Context provided by current standards 30

8 Tenders and principles o standards 32

9 Quality assurance and marking 34

10 Advantages o KVH, Duobalken and Triobalken 36

1 A high-precision material

Building with wood has a long tradition. Over the

thousands o years o mans development, build-

ings constructed o wood have repeatedly proved

their value throughout the centuries, not only

or providing comortable shelter but or their

durability as well.

Better than required by the standards

Technical directives, regulations relating to build-

ing physics, changes in attitudes to the use o

energy and more exacting quality standards or

housing all mean that the requirements to be

met by building materials are high. With the diver-

sication o the timber construction industry over

recent decades into timber rame building and

preabricated timber panel construction, demand

or high-quality construction timber has grown

enormously. Modern timber construction requires

dimensionally stable, kiln-dried structural timber

with precise dimensions. As the production tech-

nology in carpenters shops has changed, with

CNC-controlled trimming lines now commonplace,

so materials with clearly dened specications

have become a precondition or smooth produc-

tion processes. This is also refected in the current

stipulations in the relevant standards.

The requirements set out in the agreement on

KVH structural timber are actually ar more

stringent than those contained in the related

standards, as explained below.

Technological advantages

The development o KVH structural timber

and Duobalken and Triobalken beams means

that customers are now able to count on high-

precision materials which are available ex stock

in numerous dimensions and lengths in the orm

o kiln-dried, dimensionally stable and planed or

exactly sized products.

KVH, Duobalken and Triobalken are protected

brand names. Quality controls during the produc-

tion o KVH structural timber are perormed

according to the strict rules o the berwachungs-

gemeinschat KVH, which also monitors that the

rules are properly ollowed. The quality control

stipulations o the monitoring group are set out

in an agreement made with the Federation o

German Master Carpenters (Bund Deutscher Zim-

mermeister [BDZ]). Duobalken and Triobalken

laminated beams must meet the requirements

or the general technical approval o the German

building authorities as assessed by the Deutsche

Institut r Bautechnik (DIBt).

her:

achungsgemeinschat

nstruktionsvollholz e.V.

e-Stremmel-Str. 6 9

Wuppertal - Germany

49 (0)700 - KVH DUO TRIO

(0)700 - 58 43 866 87

49 (0)0202 978 35 79

kvh.de

vh.de und www.kvh.eu

cal inormation:

Konstruktions GmbH + Co. KG

rtstrae 13

auterbach - Germany

auart-konstruktion.de

al oce:

g. Tobias Wiegand

t:

macher schmitz pr

Knigswinter- Germany

credits

Page

1,

berwachungsgemeinschat

Konstruktionsvollholz e.V.

2 : Residential, oice and ex-

hibition building Landma-

schinen-achbetrieb Ruer,

69198 Schriesheim/

Karla Ruer,

Susanne Jacob-Freitag,

76185 Karlsruhe

4 : Residential building Schnei-

der: Bauer Holzbau GmbH,

74589 Satteldor-Grningen/

Bjrn Rudnik Hausotograie

11,31 Libeskind Villa prototype;

Empangsgebude der

Rheinzink GmbH & Co. KG:

Jose Pieper GmbH, Rheinzink,

45711 Datteln/ proportion

GmbH, 10245 Berlin12: Community center Diedor:

mllerblaustein, BauWerk-

Partner, 89134 Blaustein

15: House Thomas: Heinz-

Holzbauplanung & Zimmerei,

57299 Burbach/Hartwig Heinz

27 top: Rettenmeier Holzindustrie

Hirschberg GmbH & Co. KG ,

07927 Hirschberg

m: Oice building, Company E+K

Verwaltungs GmbH & Ko.KG:

Bauer Holzbau GmbH,

74589 Satteldor-Grningen

32: Residential building, Stimp-

ach: Bauer Holzbau GmbH,

74589 Satteldor-Grningen/

Bjrn Rudnik Hausotograie

12/2009

KVH structural timber

Solid timber or exposed and non-

exposed applications which is visually

graded or machine graded and is kiln-

dried, planed or exactly sized1) and co-

mes with defned dimensional stability.

As a general rule KVH is fnger-jointed.

It is normally supplied in lengths o 13

m, but longer lengths are available on

request.

1) Exactly sized: Planed to size ater

drying, without any guarantee o

smoothly planed out suraces.

Duobalken und Triobalken

Laminated beams in accordance

with DIN 1052 which have the same

properties as KVH and are made o

either two or three individual lengths

o wood with identical cross-sections

which are glued together. The indivi-

dual lengths o wood are also fnger-

jointed like KVH. They are normally

supplied in lengths o 13 m, but longer

lengths are available on request.


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Technical characteristics KVH Duobalk en/Triobalken

Wood species Spruce. On request: Fir, pine, larch, Douglas ir

Grading class compliant with DIN 4074 S 10 (S 13 on request)

Strength classes and characteristics

*Deviation rom DIN 1052:2008-12

C24 / C30 in accordance with DIN 1052:2008-12

E0,mean

= 11.000 N/mm E0,mean

= 11.600 N/mm

Moisture content um 15 % 3 % 15%

Swelling and shrinkage ratio 0.24% per 1% change o wood moisture content

Reaction to fre class in accordance with DINEN 13501-1 and/or DIN 4102

D-s2, d0 or B2 (normal lammability)

Weight in accordance with DIN 1055-1 5 kN/m

Thermal conductivity 0.13 W / (mK)

Water vapor diusion resistance actor 40

2 Production and technical characteristics

In the production o KVH, Duobalken and Trio-

balken, only sotwood o the hig hest quality is

used or primary conversion to rough beams on

state-o-the-art chipper and circular saw lines. The

waste wood rom the process, such as bark, chop-

ped wood and chips, is completely used up in the

generation o energy and in the production o pa-

per or derived timber products. Ater drying in ully

automated, computer-controlled kilns, the timber

is strength graded. Growth non-conormities which

could reduce the strength o the product are cut

out o the beams and the ends are then re-joined

with nger-joints. This is an eective method or

the resource-saving utilization o the wood which

also results in optimized wood characteristics.

Ater the nger-jointing (subject to length this

can be dispensed with on request) the pieces

o timber are cross cut to length and planed or

leveled to an exact size. F or Duobalken and Trio-

balken beams this is ollowed by the gluing to-

gether o the individual laminations and urther

planing. The products are cured and stored in air

conditioned storage buildings to ensure that the

beams are dry and dimensionally stable beore

they are delivered. Every stage o production is

subject to permanent quality controls (internal

and external controls and inspections). The re-

sults o the controls and inspections are recorded

and evaluated in order to ensure that a consis-

tently high quality is guaranteed at all times.

Sustainability

Wood has the advantage over other construction

materials in ecological terms. In addition to its

unique selling point o being the only renewable

structural construction material to be available

in large quantities, the act that it is also associa-

ted with short transportation distances, is easy

to work and is produced with no waste are just

some o the reasons why the production o timber

building components requires less energy input

than building components made o other materials.

Precision preabrication and energy-efcient

construction

The high level o dimensional stability oered by

KVH, Duobalken and Triobalken is an important

prerequisite or ecient mechanical woodworking

in rms specializing in timber construction. With-

out these types o timber products it would not be

possible to use cost-saving CNC machines and

achieve a high degree o preabrication.

Given the high standards that modern buildings

have to meet in terms o energy requirements,

the shells o buildings have to be permanently air-

tight. The building components must be nished

to an exact t and the usual moisture-related

changes in the shape o the wood must not com-

promise the airtightness. High-tech timber prod-

ucts such as KVH, Duobalken and Triobalken

make it possible to achieve airtight timberbuildings which are thereore energy-ecient and

have a high standard o heat insulation.

Healthy homes

The home stands or a eeling o well-being. KVH,

Duobalken and Triobalken not only create a

sense o comort and well-being in the home,

they also give architects considerable reedom o

design. German builders o preabricated houses

and numerous rms specializing in timber con-

struction make extensive use o KVH, Duobalken

and Triobalken in order to construct buildings

which are both spacious and cost-eective.

Table 2.1 - Elastomechanical and building physics characteristics


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Table 3.1 - Requirements to be met by KVH structural timber in accordance with the inspection regulations and the agreement

between the Bund Deutscher Zimmermeister (BDZ) and berwachungsgemeinschat Konstruktionsvollholz e.V.

Table 3.2 - Requirements to be met by Duobalken and Triobalken beams in accordance with the

general technical approval o the German building authorities as assessed by the Deutsche

Institut r Bautechnik (Z-9.1-440 dated 30/01/2009).

Fields o application or KVH structural timber

Service Class (SC) 1 to 2 in accordance with DIN 1052 (see Table 3.3). Use in outside areas (SC 3) must be

checked in each individual case and is only possible i resistant species o wood are used (Larch/Doug-

las r, sapwood-ree), without nger-jointing. Preservative treatment is not required or Use Class GK 0

according to DIN 68800 ("Protection o wood"). For GK 1 to 3 the need or preservative treatment can be

avoided by selecting species o sucient natural durability, Where preservative treatment is required, in

particular or GK3, oil type preservative according to a technical approval should be used.

Fields o application or Duobalken and Triobalken beamsService Class 1 and 2 i n accordance with DIN 1052 (see Table 3.3). Preservative treatment is not required

or Use Class 1 regardless o the species o wood (danger o insect attack). Resistant species o wood

(larch/Douglas r, sapwood-ree) can be used or GK 2 in accordance with DIN 68800. Alternatively an ap-

proved oil type preservative can be applied.

Table 3.3 - Use classes

Grading criterion Requirements to be met by KVH structural timber Remarks

Exposed areas (KVH-Si) Non-exposed areas(KVH-Si)

Grading class compliantwith DIN 4074-1

Min. S10TS;C24 in accordance with DIN 1052

The decisive strength and stiness properties are given in DIN 1052.

Moisture content 1 5% 3 % T he sp ec i ie d m oi st ur e con te nt is a p re co nd it io n or di sp en si ng o r t hemost part with preservative treatment and can also be the precondition oringer joint assembly.

Type o cutting Split-heart;ree-o-heart on request.

Split-heart Split-heart:Given that the pith does not always automatically run through the middleo the log, split-heart is deined as ollows: For a log with an ideal growthorm, the pith would be cut through in two-strand cutting.

Free-o-heart: Heart plank with d 40 mm is removed

Wane Not permitted Meas ured at an angle 10% o the smallercross-section side

Dimensional stability o thecross-section

DIN EN 336 Dimensional stability class 2:w 100 mm: 1 mmw > 100 mm: 1.5 mm

The dimensional stability or the longitudinal dimensions must be agreedbetween the customer and supplier.

Knot condition Loose knots and deadknots not permitted. Occa-sional aulty knots or partso knots up to max. 20 mmin diameter are permitted

DIN 4074-1Grading class S10

Replacement with natural wood dowels is permitted. Maximum o 2 adja-cent to each other permitted or Si.

Knot diameter ratio S 10: A 2/5S 13: A 1/5 not exceeding 70 mm

Knot diameter ratio A is determined in accordance with DIN 4074-1. Theollowing applies or mechanical grading: Knot sizes are not taken into consideration for KVH-NSi A 2/5 applies for KVH -Si

Ingrown bark Not permitted DIN 4074-1

Cracks, radial cracks causedby shrinking(shrinkage shakes)

Width o the crack w mustbe 3% o the respectivecross-section width

DIN 4074-1 For Si the requirements are higher than those applicable to grading classS10 in accordance with DIN 4074-1.

Pitch pockets Width w 5 mm Additional criterion

Discoloration Not permitted DIN 4074-1 For Si the requirements are higher than those applicable to grading classS10 in accordance with DIN 4074-1

Insect attack N ot pe rm it te d D IN 40 74 -1 F or Si th e r eq ui re me nt s a re hi gh er th an th os e a pp li ca bl e t o g ra di ng cl as sS10 in accordance with DIN 4074-1

Twisting - - The permissible extent o twisting is not speciied in urther detail becauseno unacceptable twisting is to be expected i all the other criteria arecomplied with

Longitudinal warping 8 mm/2 m or split-heartcutting 4 mm/2 m or heart-reecutting

8 mm/2 m or split-heart cutting In comparison: In accordance with DIN 4074-1 S10 and S13: 8 mm/2 m

Finishing o the ends Trimmed perpendicular

Surace quality Planed and chamered Leveled and chamered

Finger-jointing DIN EN 385

G ra di ng cr it er ion R eq ui re me nt s t o b e m et by Du ob al ke nand Triobalken beams

Remarks

Exposed areas Non-exposed areas

Technical standard General technical approval o the Germanbuilding authorities No. Z 9.1-440

Modulus o elasticity II tofber

E0,mean

= 11.600 N/mm2 Higher value compared to solid timber C24 inaccordance with DIN 1052.

Grading class compliant withDIN 4074-1

Min. S10TS;C24 in accordance with DIN 1052

The decisive strength and stiness proper-ties are given in DIN 1052.

Moisture content um Max. 15% Precondition or gluing

Dimensional stability o thecross-section

DIN EN 336, Dimensional stability class2 w 100 mm 1 mm w > 100 mm 1.5

mm

The dimensional stability or the longitudinaldimensions must be agreed between thecustomer and supplier.

Twisting 4 mm/2 m In comparison: DIN 4074-1:S 10: 8 mm/2 m

Longitudinal warping 4 mm/2 m In comparison: DIN 4074-1:S 10: 8 mm/2 m

Surace quality Planed and cham-ered

Leveled and cham-ered

The right-hand sides (sides adjacent to theheart) must ace outwards

Finishing o the ends Trimmed perpendicular

Finger-jointing DIN EN 385

Service classes in accor-dance with DIN 1052

Use class in accordance withDIN 68800

Example o normalapplication

Use o KVH, Duobalken/Trio-balken beams

SC 1 Dry areas um

12% (5 to 15%)

GK 0, GK 1 where accessibleto insects

Building components enclo-sed on all sides and heated

KVH, Duobalken, Triobalken

SC 2 Areas susceptibleto high humidity u

m

20% (10 to 20%)

GK 2 where temporary humi-dity is possible

Protected building compon-ents in a carport structure

KVH, Duobalken, Triobalkenbeams made o larch/Douglas

ir heartwood

SC 3 Outside areas um

> 20% (12 to 24%)GK 3 or outside areas expo-

sed to the weatherUnprotected building com-

ponents, balcony structures1)

KVH made o larch/Douglasir heartwood without inger-

jointing*

3 Requirements and felds o application

* An additional requirement or preserva-

tive treatment or GK 3 must be decided in

each individual case

Spruce

Larch

Douglas r

PineFir


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Dimensioning in accordance with DIN 1052:2008-12

- Design o timber structures - General rules and

rules or buildings

DIN 1052, which was rst issued in 1988 and was

comprised o parts 1 to 3 along with Amend-

ment A1 rom 1996, was replaced in 2004 by a

completely revised version o the standard with

a new saety concept. The new one-part standard

was added to the German Model List o Acknowl-

edged Technical Rules or Works (Musterliste der

Technischen Baubestimmungen) and was also

later added to the technical rules or works in-

corporated in the building regulations o the Ger-

man ederal states. Once the application o DIN

1052:2004-08 became mandatory, the European

dimensioning standard ENV 1995-1-1 (Euro Code

5) was withdrawn at national level.

Since then an updated version o the standard

has been introduced - DIN 1052:2008-12. This ver-

sion includes amendments and additions which

were ound to be necessary ater the introductory

phase o DIN 1052:2004-08. It has been incorpo-

rated in the building regulations and refects the

state-o-the-art in technology.

4 Product range and preerred cross-sections

Verication: Ed

Rd

Dimensioning value or strain: Ed

= G G

k+ g

Q Q

k

Dimensioning value or stress resistance:R

d

=

kmod Rk

M

1Dimensioning values indicated by

index d (design)

2 Characteristic values indicated by index k

KVH, Duobalken and Triobalken beams made

o the wood species spruce are available or im-

mediate delivery rom stock in a wide range o

preerred cross-sections. The wood species pine

and r and the more moisture-resistant species

larch and Douglas r are available on request.

Cost savings with preerred cross-sections

Preerred cross-sections in the construction di-

mensions typically used in timber construction

enable major cost savings to be made. For rms

specializing in timber construction the stocks o

timber held by timber wholesalers save them the

need to maintain extensive stocks themselves,

giving them planning reedom without tying

down operating capital. Industrial production sys-

tems enable manuacturers to produce at low cost.

Timber also supplied cut to special dimensions

as listed

The organization o production is so fexible that

it is also possible to supply lengths cut to special

building-specic dimensions "as listed". This

means that dried and dimensionally stable timber

can also be supplied where job order planning is

the preerred option.

Dimensions

The maximum available cross-sectional dimen-

sions o KVH structural timber are limited by

the kiln-drying and minimum split-heart cut-

ting requirements. With maximum dimensions

o approx. 14/26 cm, KVH structural timber is

capable o meeting most normal requirements,

e.g. or ceiling beam cross-sections. For larger

cross-sections or high requirements in terms o

appearance, Duobalken and Triobalken beams

are available, the cross-sectional dimensions o

which are subject to the limits set by the approval

by the German building authorities:

Duobalken w/h 16/28 cm (2 x 8/28 cm)

Triobalken w/h 24/28 cm (3 x 8/28 cm)

w/h 10/36 cm (3 x 10/12 cm)

5 Dimensioning

5.1 Dimensioning principles in accordance with DIN 1052

The new saety concept

Following the principles o European standards,

the latest version o DIN 1052 is no longer based

on a dimensioning method revolving around a

global saety actor within "permissible stresses".

For timber construction, as is the case with most

other construction materials, a semi-probabilistic

saety concept with partial saety actors is used

instead. The new standard also continues the

policy o dierentiating between the verica-

tions or load-bearing saety and serviceability

(defection, vibration). What has to be checked in

relation to the verication o load-bearing capac-

ity is that the dimensioning values1 or the strain

(Ed) do not in any dimensioning situation exceed

the dimensioning values or stress resistance

(building component resistance Rd). The dimen-

sioning values are determined by multiplying

the characteristic2 action rom permanent and

variable loads (Gk

or Qk) by the partial saety ac-

tors G

orQ. Similarly, the characteristic building

component resistance Rk

is reduced by a material

partial saety actorM.

Height (mm) 100 120 140 160 180 200 220 240Width (mm)

60 n n n n n n n n

80 n n n n n n n n

100 n n n n n n n n

120 n n n n n n

140 n n n n n n

160 n n n n

180 n n n n

200 n n n

240 n

Table 4.1 - Preerred KVH cross-sections or spruce/fr NSi

Height (mm) 100 120 140 160 180 200 220 240

Width (mm)

60 n n n n n n n n

80 n n n n n n n n

100 n n n n n n n n

120 n n n n n n n

140 n n n n n n

Table 4.2 - Preerred cross-sections or

Duobalken/Triobalken or spruce/fr

n = NSi

= Si

- No cross-sections with a width o

more than 140 are listed because o

the technical drying process.

- The table is by no means complete,

as it is only meant to be an aid or

estimating the number o dierent

cross-sections.

- Preerred cross-sections or other

types o wood on request.

- Preerred cross-sections in visible

quality (Si) on request.

Preerred cross-sections or other types o wood on request.


6/19


In relation to the verications o l oad-bearing

capacity, actor kmod

takes account o the particu-

lar material properties o the wood in depend-

ency on predominant climatic conditions and the

load duration. The climatic conditions are dened

within the ramework o the service classes; see

the table on page 7. The modication actors kmod

are set out in DIN 1052, Table F.1. Checks on service-

ability must take into account the deormation

actors kde

contained in Table F.2 in DIN 1052,

which take account o the variations in creep

behavior in wood and derived timber products.

Characteristic strength and rigidity properties

Given that the dimensioning concept in the cur-

rent DIN 1052 is not based on global saety actors,

uture calculations will no longer be based on

permissible stresses. The grading classes or sawn

structural timber in accordance with DIN 4074-1

are allocated to strength classes in DIN 1052, the

numerical value o which, i.e. 5% quantiles deter-

mined by tests, gives the characteristic bending

strength; see the table. The characteristic strength

and stiness properties or wood and derived tim-

ber products are contained in Annex F to DIN 1052.

Other changes contained in DIN 1052:2008-12

compared to DIN 1052:1988 - 04/1996-10

In addition to a undamentally changed dimen-

sioning concept, a whole range o new ndings

rom research and development has also been

incorporated in the updated version o DIN 1052.

For example, the available options or providing

verications or timber connections have been

considerably extended. The positive eect o a

higher density can be taken into account in rela-

tion to the load-bearing capacity o asteners and

the spacing o asteners. Moreover, the standard

also contains a practical dimensioning method or

wall panels, ceiling sections and wall diaphragm.

1) Specication o permissible bending

stress in accordance with the now obsolete

DIN 1052:1988/1996, where the permissible

B

= 10 N/mm.

2) Specication o characteristic fexu-

ral strength in accordance with DIN

1052:2008-12, where m,k

= 24 N/mm2, which,

in contrast to the permissible B, does not

contain a global saety actor.

Wood species (sotwood) Grading class in accordance with

DIN 4074-1

Strength class in accordance

with DIN 1052

Spruce, r, pine, larch, douglas r

S 7 TS

S 10 TS1)

S 13 TS

C 16 TS

C 24 TS2)

C 30 TS

Table 5.1 - Correspondence between grading classes and the strength classes defned in DIN 1052:2008-12

Duobalken TriobalkenKVH


7/19


Table 5.2 - Load combinations or verifcations o load-bearing capacity

No. Combination Combination rule Dimensioning value Load duration class kmod

LK 1 g 1.35 gk

qd

= 2.36 kN/m Long 0.60

LK 2 g + p 1.35 gk

+ 1.5 qk

qd

= 6 .5 6 k N/ m Me di um 0 .8 0

LK 2 is clearly decisive in this case, and this is used or urther consideration.

3. Characteristic strength and rigidity properties C 24

Characteristic bending stress m,k

= 24.0 N/mm

Characteristic shearing stress v,k

= 2.0 N/mm

Modulus o elasticity E0,mean

= 11.000 N/mm

Dimensioning values or stress resistance

Modication actor or solid timber kmod

= 0.80

Partial saety actor or wood M

= 1.3

Dimensioning value or fexural strength m,d

= 0.8 24.0/ 1.3 m,d

= 14.8 N/mm

Dimensioning value or shear strength v,d

= 0.8 2.0 / 1.3 v,d

= 1.23 N/mm

4. Stresses - Internal orces and moments and reactions at support

Internal orces and moments per beam (e = 62.5 cm)

Reerence moment or LK 2:

Md

= qd l/ 8 = 6.56 4.50 / 8 0.625 M

d= 10.38 kNm

Reerence lateral orce or LK 2:

Vd

= qd

l / 2 = 6.56 4.50 / 2 0.625 Vd

= 9.23 kN

Characteristic reactions at support or the decisive LK 2:

End support A and B: Ag,k

= Bg,k

= 1.75 4.50 / 2 Ag,k

= 3.94 kN/m

Aq,k

= Bq,k

= 2.80 4.50 / 2 Aq,k

= 6.30 kN/m

DIN 1052, Table F.5

DIN 1052, Table F.1

(SC 1, load duration class: medium)

Rd

=

kmod Rk

M

l = 4.50 m

esults rom the ollowing dimen-

oning reerence tables are shown in

xes with a green background

gth class C24 corresponds to grading

S 10 in accordance with DIN 4074-1;

he table on page 8

load or habitable rooms and oce

space in accordance with DIN1055-3,

addition or partition walls o 0,8 kN/m

qk,N

gk

l

5.2 Example calculations or a timber beam ceiling

1. System, building component dimensions

Timber beam ceiling in the orm o a

simply supported beam

Spacing between beams: e = 62.5 cm

Material: KVHstructural timber, C 24

2. Characteristic action

Permanent (dead loads) gk= 1.75 kN/mVariable (live load including lightweight partition walls) q

k,N= 2.80 kN/m

Results rom dimensioning reerence table 6.2.2 Ceiling beams, e = 62.5 cm, C24

For: l = 4.50 m

gk

= 1.75 kN/m

Result A (without vibration

verication)

Result B (with simplied vibration

verication)

qk,N

= 2.80 kN/m KVH C24: 8/24 cm KVH C24: 12/24 cm

Alternative::

Duobalken,Triobalken C24: 14/22 cm

Two dimensioning situations have to be

examined: permanent and variable action

Load duration class in accordance with DIN

1052, Table 4


8/19


5. Preliminary estimate

Required section modulus:

Wy,req

= Md

/ m,d

= 10.38 10/ 14.8 Wy,req

= 701 cm

Results rom dimensioning reerence table 6.1 (Cross-sec-

tional values):

For Md

= 10.38 kNm Required w/h = 8/24 cm

6. Verifcations or the limit o load-bearing capacity state

Dimensioning value or bending stress:

m,y,d

= Md

/ Wy

= 10.38 / 768 10

m,y,d

= 13.5 N/mm

Verication:m,y,d

=13.5

= 0.91 < 1

m,d 14.8

Dimensioning value or shearing stress:

d

= 1.5 Vd

/ A = 1.5 9.23 / 192

d

= 0.72 N/mm

Verication:

d

=0.72

= 0.59 < 1

v,d 1.23

7. Verifcations or the limit o serviceability state

According to DIN 1052, Section 9.2, the ollowing three cases have to be examined each one is only shown

or variable action:

a) Limitation o defection as a result o variable loads (initial defection without creep infuences):

wQ,inst

= wQ,1,inst

+0,2

wQ,2,inst

l/300

b) Limitation o nal defection with creep infuences as a result o all loads without consideration o

initial defection:

wn wG,inst= wG,inst(1 + kde) + wQ,1,inst(1 + 2,1 kde) wG,inst l/200

c) Limitation o defection in the quasi-permanent dimensioning situation or guaranteeing general us-

ability and appearance:

wn

w0

= wG,inst

(1 + kde

) + wQ,1,inst

2,1

(1 + kde

) w0

l/200

Calculation o defection

E0,mean

Iy

= 1.100 9.216 = 10.14 10 6kNcm

wQ,inst

=5

gk l

4

=5

(1.75 0.625) 10 -2 450

4

= 0.58 cm

384 E0,mean

I 384 10.14 106

wG,n

= wG,inst

(1 + kde

) = 0.58 (1 + 0.6) = 0.928 cm

wQ,inst

=

5 gk,N l

4

=5

(2.80 0.625) 10 -2 450

4

= 0.92 cm

384 E0,mean

I 384 10.14 106

Proo o defection

Case a) wQ,inst

= 0.92 cm = l/489 < l/300

Case b) wn

wG,inst

= 0.58 (1 + 0.6) + 0.92 (1 + 0.3 0.6) 0.58

= 1.43 cm = l/313 < l/200

Case c) wn

w0

= 0.58 (1 + 0.6) + 0.92 0.3 (1 + 0.6) - 0

= 1.37 cm = l/329 < l/200

Simplied vibration verication

(Limitation o defection as a result o quasi-permanent action to w = 6 mm in accordance with DIN 1052,

Section 9.3):

w = wG,inst

+2

wQ,inst

= 0.58 + 0.3 0.92 = 0.86 cm

w = 8.6 mm > 6 mm (verication requirement not met)

Option 1:Increase the moment of inertia / the beam width by 8.6/6 100 = 43%.

Comparison with the results rom dimensioning reerence table 6.2.2

For dimensioning criterion B: Required w/h = 12/24 cm

Option 2:

It is recommended that exact vibration verications be calculated, which should provide more cost-eec-

tive results. Suitable verication methods can be ound, or example, in "Erluterungen zu DIN 1052:2004-

08" [1] ("Commentary on DIN 1052:2004-08").

-sectional values or

= 8/24 cm

92 cm 2

768 cm

216 cm

lso [1]

cordance with DIN 1055-

or live loads alling under Category A

Habitable rooms, oce foorspace)

2,1

= 0.3

rmation actor kde

or permanent

n in accordance with DIN 1052, Table

r solid timber: kde

= 0.6

ction stiness or cross-section

= 8/24 cm

The natural requency in the case o de-

fection criterion w 6 mm exceeds 8 Hz;

this means that serviceability has been

veried as a result.

Reerences:

[1] Blas, H.J.; Ehlbeck, J.; Kreuzinger, H.;

Steck, G.: Erluterungen zu DIN 1052:2004-

08, Publisher: Deutsche Gesellschat r

Holzorschung, Munich, 2nd edition 2004.


9/19


The dimensioning reerence tables are intended

to provide an aid or day-to-day work. With the

help o the tables it is possible to make quick

preliminary estimates or the common situations

associated with residential and administrative

buildings however, they cannot provide a substi-

tute or building-specic statical verication. The

tables apply to applications covered by Service

Classes 1 and 2 (NKL 1 and 2) in accordance with

DIN 1052, with a medium load duration.

6.1 Cross-sectional values and design values o mechanical resistanceTable 6.1 - Cross-sectional values and design values o mechanical resistance or preerred cross-sections in strength class C24 (grad-

ing class S10)1) or SC 1 and 2 with medium load durations

Solid timber cross-

section

w/d [cm]

Cross-sectional area

A [cm]

Section modulus

Wy

[cm3]

Moment o inertia

Iy

[cm4]

Design bending

moment2)

MR,d

[kNm]

Design shear orce

VR,d

[kN]

6/10 60 100 500 1.48 6.65

6/12 72 144 864 2.13 7.98

6/14 84 196 1372 2.89 9.30

6/16 96 256 2048 3.78 10.636/18 108 324 2916 4.79 11.96

6/20 120 400 4000 5.91 13.29

6/24 144 576 6912 8.51 15.95

8/12 96 192 1152 2.84 10.63

8/14 112 61 1829 3.86 12.41

8/16 128 341 2731 5.04 14.18

8/18 144 432 3888 6.38 15.95

8/20 160 533 5333 7.88 17.72

8/24 192 768 9216 11.34 21.27

10/10 100 167 833 2.46 11.08

10/16 160 427 3413 6.30 17.72

10/18 180 540 4860 7.98 19.94

10/20 200 667 6667 9.85 22.15

10/24 240 960 11520 14.18 26.58

12/12 144 288 1728 4.25 15.95

12/16 192 512 4096 7.56 21.27

12/20 240 800 8000 11.82 26.58

12/24 288 1152 13824 17.01 31.90

14/14 196 457 3201 6.75 21.71

14/20 280 933 9333 13.78 31.02

14/24 336 1344 16128 19.85 37.22

16/16 256 683 5461 10.08 28.36

16/20 320 1067 10667 15.75 35.45

16/24 384 1536 18432 22.69 42.54

1) Dimensioning values determined or medium load duration in Service Classes 1 and 2: Modication actor: kmod

= 0.8;

partial saety actor or solid timber: M

= 1.32) Flection along the strong axis (y-y)

6 Dimensioning reerence tables

TAB. 6.1

1055-3: 2006-03

on on structures - Part 3:

-weight and imposed load in building

1055-4: 2005-03


d loads

1055-5: 2005-07


w loads and ice loads

1055-100: 2001-03


is o design, saety concept and

ign rules

The ollowing dimensioning reerence tables were

drawn up or KVH, Duobalken and Triobalken in

strength class C24 (grading class S10 in accord-

ance with DIN 4074-1) using DIN 1052 as the basis.

As a general rule it is preerred cross-sections that

are reerred to (bold print). The design loads apply

to typical cases in practice in accordance with DIN

1055, Parts 3 to 5. The decisive load combinations

used or dimensioning purposes are based on DIN

1055-100.

Overview o dimensioning reerence tables

Table 6.1 Cross-sectional values and dimensioning values or stress resistance Page 17

Tables or ceiling beam cross-sections, C24 (S10), or beam spacing e

Table 6.2.1 Simply supported beams, e = 50.0 cm Page 18




Table 6.2.5 Double span beams, e = 50.0 cm Page 22




Table 6.3 Dimensioning values or load-bearing capacity Rc,d or one-piece posts, C24 (S10) Page 26

Tables or rater cross-sections, C24 (S10)

Table 6.4.1 Simply supported beams, sk = 0.85 kN/m Page 28

Table 6.4.2 Simply supported beams, sk = 1.10 kN/m Page 28

Table 6.4.3 Double span beams, sk = 0.85 kN/m Page 29

Table 6.4.4 Double span beams, sk = 1.10 kN/m Page 29


10/19


Ceiling beam cross-sections or simply supported beams

Footnotes to tables 6.2.1 and 6.2.21) Bold: Preerred cross-section KVH, Duobalken or Triobalkenbeams

With gray background: Reduction in the cross-sectional height by 2 cm possible i Duobalken or Triobalkenbeams are used

Underlined: The specied cross-section applies only to the use o Duobalken or Triobalken beams

Italics: Cross-section not available (it is recommended that glued laminated timber GL24 be used)

2) Action:

gk: Characteristic permanent action (dead weight) in accordance with DIN 1055-1: 2002-06

qk,N

: Characteristic variable action (live loads) in accordance with DIN 1055-3: 2006-03

3) Dimensioning criteria (let or right column)

A Design bending moment MR,d

and design shear orce VR,d

Final defection in the characteristic dimensioning situation: wQ,inst

l/300 und wn

wG,inst

l/200

Defection in the quasi-permanent dimensioning situation wn

w0

l/200

B Limitation o defection to w= w

G,inst+

2 w

Q,inst 6 mm rom quasi-permanent action as an additional criterion or the simpli-

ed vibration verication. A more exact vibration verication is recommended or individual cases.

. 6.2.1 TAB. 6.2.2

qk,N

gk

l

Table 6.2.1 - Ceiling beam cross-sections, C24 (S10), simply supported beams, e = 50 cm or SC 1 and 2 with medium load durations

Simply supportedbeam, e = 50.0 cmC24 (S10)

Beam cross-section w/h [cm]1)in dependency on span l and loads g

kund q

k,N

Dead load2) gk 1.75 kN/m 2.50 kN/m

Live load2) qk,N

2.00 kN/m 2.80 kN/m 3.00 kN/m 2.00 kN/m 2.80 kN/m 3.00 kN/m

Dimensioningcriterion3)

A B A B A B A B A B A B

l = 3.00 m6/168/14

6/168/16

6/168/14

6/168/16

6/188/14

6/188/14

6/168/14

6/188/16

6/188/16

6/188/16

6/188/16

6/208/18

l = 3.25 m6/168/14

6/188/16

6/188/16

6/188/16

6/188/16

6/188/18

6/188/16

6/208/18

6/208/16

6/208/18

6/208/18

6/208/18

l = 3.50 m6/188/16

6/208/18

6/208/16

6/208/18

6/208/18

6/208/18

6/208/16

6/228/20

6/208/18

6/228/20

8/228/20

8/228/20

l = 3.75 m6/188/16

6/228/20

6/208/16

6/228/20

6/228/20

6/228/20

6/208/18

6/248/22

6/228/20

6/248/22

6/228/20

6/248/22

l = 4.00 m8/18 8/22 8/20 8/22 8/20 8/22 8/18 8/24 8/20 8/24 8/20 8/24

10/16 10/20 10/18 10/20 10/18 10/22 10/18 10/22 10/18 10/22 10/18 10/22

l = 4.25 m8/18 8/24 8/20 8/24 8/20 8/24 8/20 8/24 10/20 10/24 8/22 10/2410/16 10/22 10/18 10/22 10/18 10/22 10/18 10/24 12/18 12/22 10/20 12/24

l = 4.50 m10/18 10/24 10/20 10/24 10/20 10/24 10/20 10/24 10/20 12/24 8/24 12/24

12/16 12/22 12/18 12/22 12/18 12/22 12/18 12/24 12/18 14/24 10/22 14/24

l = 4.75 m10/18 12/24 10/20 12/24 10/20 12/24 10/22 14/24 10/22 14/24 8/24 12/26

12/18 14/22 12/18 14/24 12/18 14/24 12/20 16/24 12/20 16/24 10/22 14/26

l = 5.00 m10/1812/20

12/2414/24

10/2212/20

12/2614/24

10/2212/20

12/2614/24

10/2212/20

14/2616/24

10/2212/20

14/2616/26

10/2412/22

14/2616/26

l = 5.25 m10/20 14/26 10/22 14/26 10/22 14/26 10/22 14/28 10/24 14/28 10/24 14/28

12/20 16/24 12/20 16/26 12/20 16/28 12/22 16/26 12/22 16/28 12/22 16/26

l = 5.50 m12/2014/20

14/2616/26

12/2214/20

14/2816/26

10/2412/24

14/2816/26

10/2412/22

14/30

16/2812/2214/22

14/30

16/2812/2414/22

14/30

16/28

Footnotes see page 19

Table 6.2.2 - Ceiling beam cross-sections, C24 (S10), simply supported beams, e = 62.5 cm or SC 1 and 2 with medium load durations



kund q

k,N


Live load2) qk,N




l = 3.00 m6/188/16

6/188/16

6/208/18

6/188/16

6/208/18

6/208/18

6/208/18

l = 3.25 m6/208/18

6/208/18

6/208/18

6/208/16

6/228/20

6/228/18

6/228/20

6/228/20

l = 3.50 m6/228/18

6/228/20

6/228/18

6/228/20

6/228/20

6/208/18

6/248/22

6/208/20

6/248/22

6/248/22

l = 3.75 m6/228/20

6/248/22

6/228/20

6/248/22

6/248/22

8/2010/18

8/2410/22

6/248/22

8/2410/22

8/2210/20

8/2410/22

l = 4.00 m8/2210/20

8/2410/22

6/2210/20

8/2410/22

8/2210/20

8/2410/22

6/248/22

8/2410/24

8/2210/20

10/2412/22

8/2410/20

8/2610/24

l = 4.25 m10/2012/18

10/2412/22

8/2210/20

10/2412/22

8/2410/20

10/2412/24

8/2210/20

10/2412/24

8/2410/22

12/2414/24

8/2410/22

12/2414/24

l = 4.50 m10/22 12/24 8/24 12/24 8/24 10/24 8/24 14/24 10/22 1 4/ 24 10 /2 4 1 4/ 2412/20 14/24 10/22 14/24 10/22 12/24 10/22 16/24 12/20 16/24 12/22 16/24

l = 4.75 m8/20 14/24 10/22 14/24 10/24 12/26 8/24 14/26 10/24 14/26 10/24 14/2810/22 16/24 12/20 16/24 12/22 14/24 10/22 16/24 12/22 16/26 12/22 16/26

l = 5.00 m8/2410/22

14/2616/26

10/2412/22

14/2616/26

10/2412/22

12/2614/26

10/2412/22

14/2616/26

12/2414/22

14/2816/28

12/2414/22

14/2816/28

l = 5.25 m12/22 14/28 12/22 14/28 12/24 14/30 10/24 14/30 12/24 14/30 12/24 14/3214/20 16/26 14/22 16/26 14/22 16/28 12/22 16/28 14/22 16/30 14/22 16/30

l = 5.50 m12/2414/22

14/3016/28

12/2414/20

14/3016/28

14/2416/22

14/3016/28

12/2414/22

14/3216/30

14/2416/22

14/3216/30

14/2416/24

14/34

16/32


11/19



. 6.2.3 TAB. 6.2.4




kund q

k,N


Live load2) qk,N




l = 3.00 m6/188/16

6/188/18

6/208/18

6/208/18

6/208/18

6/208/18

6/228/20

6/228/20

l = 3.25 m6/20

8/18

6/22

8/20

6/22

8/20

6/22

8/18

6/22

8/20

6/24

8/20

6/24

8/22

l = 3.50 m6/228/18

8/2010/20

6/248/20

6/248/20

6/248/22

6/248/20

8/2210/22

8/2210/20

8/2410/22

8/2210/20

8/2410/22

l = 3.75 m6/228/20

8/2210/22

8/2210/20

8/2410/22

6/248/22

8/2410/22

8/2210/20

8/2410/22

8/2410/20

8/2410/24

8/2410/22

8/2410/24

l = 4.00 m6/248/22

10/2212/22

8/2410/20

10/2412/22

8/2410/22

10/2412/22

8/2210/20

10/2412/24

8/2410/22

12/2414/22

10/2412/22

10/2612/24

l = 4.25 m8/2010/20

10/2214/22

8/2410/22

12/2414/22

10/2412/22

12/2414/24

8/2410/22

14/2416/22

10/2412/22

12/2614/24

10/2412/22

12/2614/24

l = 4.50 m8/2410/22

14/2416/22

10/2412/22

14/2416/26

10/2412/22

14/2416/24

10/2412/20

14/2616/24

12/2214/22

14/2616/26

12/2414/22

14/2616/26

l = 4.75 m8/24 14/26 10/24 14/26 12/24 14/28 10/24 14/28 12/24 14/28 14/24 14/2810/22 16/24 12/22 16/26 14/22 16/26 12/20 16/26 14/22 16/28 16/22 16/28

l = 5.00 m10/24 14/28 12/24 14/28 14/24 14/28 12/24 14/30 14/24 16/28 14/24 14/30

12/22 16/26 14/24 16/26 16/22 16/28 14/22 16/28 16/22 16/30 16/24 16/30




kund q

k,N


Live load2) qk,N 2.00 kN/m 2.80 kN/m 3.00 kN/m 2.00 kN/m 2.80 kN/m 3.00 kN/m



l = 3.00 m6/20

8/16

6/20

8/18

6/22

8/18

6/22

8/20

6/20

8/18

6/20

8/20

6/22

8/20

6/24

8/20

l = 3.25 m

6/20

8/18

6/22

8/20

6/22

8/20

6/24

8/20

6/22

8/20

6/24

8/22

6/24

8/22

8/22

10/20

l = 3.50 m6/22

8/22

6/24

8/22

6/24

8/22

8/22

10/20

6/24

8/20

8/24

10/22

8/22

10/20

8/24

10/22

l = 3.75 m6/24

8/20

8/24

10/22

8/22

10/20

8/24

10/22

8/24

10/22

8/22

10/20

8/24

10/24

8/24

10/22

8/24

10/24

10/24

12/22

10/24

12/24

l = 4.00 m8/22

10/20

10/24

12/22

8/24

10/22

10/24

12/22

10/24

12/20

10/24

12/24

8/24

10/22

10/24

12/24

10/24

12/22

10/26

12/24

10/24

12/22

12/26

14/24

l = 4.25 m8/24

10/22

12/24

14/22

10/24

12/22

12/24

14/24

10/24

12/22

12/26

14/24

10/22

12/20

14/24

16/24

10/24

12/22

12/28

14/26

12/24

14/22

14/26

16/24

l = 4.50 m8/24

10/22

14/24

16/24

10/24

12/22

14/24

16/24

12/24

14/22

14/26

16/24

10/24

12/22

14/26

16/26

12/24

14/22

14/28

16/26

12/24

14/22

14/28

16/26

l = 4.75 m10/24 14/26 12/24 14/26 12/24 14/28 12/24 14/28 14/24 14/30 14/24 14/3012/22 16/26 14/22 16/26 14/22 16/26 14/22 16/28 16/22 16/28 16/24 16/28

l = 5.00 m10/24

12/22

14/28

16/26

12/24

14/22

14/28

16/28

14/24

16/24

14/30

16/28

12/24

14/22

14/30

16/30

14/24

16/24

14/32

16/30

14/26

16/24

14/32

16/30

Footnotes to tables 6.2.3 and 6.2.41)Bold: Preerred cross-section KVH, Duobalken or Triobalkenbeams

With gray background: Reduction in the cross-sectional height by 2 cm possible i Duobalken or Triobalkenbeams are used

Underlined: The specied cross-section applies only to the use o Duobalken or Triobalken beams


2) Action:


qk,N






l/300 und wn

wG,inst

l/200


w0

l/200


G,inst+

2 w




12/19


Ceiling beam cross-sections or double span beams

Footnotes to tables 6.2.5 and 6.2.61) Bold: Preerred cross-section KVH, Duobalken or Triobalkenbeams


2) Action:


qk,N






l/300 und wn

wG,inst

l/200


w0

l/200


G,inst+

2 w



Double span beame = 50.0 cmC24 (S10)


kund q

k,N

Dead load2) gk

1.75 kN/m 2.50 kN/m

Live load2) qk,N

2.00 kN/m 2.80 kN/m 3.00 kN/m 2.00 kN/m 2.80 kN/m 3,00 kN/m



l = 3.00 m6/168/14

6/168/14

6/188/16

6/168/14

6/188/16

6/188/16

l = 3.25 m

6/16

8/14

6/18

8/16

6/20

8/16

6/18

8/16

6/20

8/16

6/20

8/18

l = 3.50 m6/188/16

6/208/16

6/208/18

6/188/16

6/208/18

6/228/18

l = 3.75 m6/188/16

6/208/18

6/228/20

6/208/18

6/228/20

6/248/20

l = 4.00 m6/208/18

6/228/20

6/248/20

6/228/18

6/248/20

6/248/22

l = 4.25 m6/228/18

6/248/20

6/248/22

6/228/20

6/248/22

8/2210/20

l = 4.50 m6/208/18

6/228/20

6/248/22

8/2210/20

6/248/20

6/248/22

8/2210/20

8/2410/22

l = 4.75 m6/22

8/208/22

10/208/22

10/208/2410/22

8/22

10/208/2410/22

8/2410/22

10/2412/22

l = 5.00 m6/248/22

10/2412/22

8/2410/22

10/2212/20

10/2212/22

8/2410/22

10/2212/20

10/2412/22

10/2412/22

10/2412/24

l = 5.25 m8/2210/20

10/2212/22

8/2410/22

8/2610/24

10/2412/22

10/2412/24

8/2410/22

10/2412/24

10/2412/22

10/2412/24

12/2414/22

12/2414/24

l = 5.50 m8/2410/22

10/2412/22

10/2412/22

12/2214/22

12/2414/24

10/2212/20

12/2414/24

12/2214/22

12/2614/24

14/2216/22

14/2416/24

l = 5.75 m10/2212/20

12/2414/22

10/2412/22

10/2612/24

14/2216/22

14/2416/24

10/2212/22

14/2416/24

14/2216/20

14/2616/24

14/2416/22

14/2616/24

l = 6.00 m10/2212/20

14/2416/22

12/2414/22

12/2614/24

14/2416/22

14/2616/24

12/2214/22

14/2616/24

14/2416/22

14/2616/26

14/2416/22

14/2816/26


qk,N

gk

ll

. 6.2.5 TAB. 6.2.6

Table 6.2.5 - Ceiling beam cross-sections, C24 (S10), double span beams, e = 50.0 cm or SC 1 and 2 with medium load durations Table 6.2.6 - Ceiling beam cross-sections, C24 (S10), double span beams, e = 62.5 cm or SC 1 and 2 with medium load durations

Double span beame = 62.5 cmC24 (S10)


kund q

k,N


Live load2) qk,N 2.00 kN/m 2.80 kN/m 3.00 kN/m 2.00 kN/m 2.80 kN/m 3.00 kN/m



l = 3.00 m6/168/14

6/188/16

6/188/16

6/188/16

6/208/18

6/208/18

l = 3.25 m

6/18

8/16

6/20

8/18

6/20

8/20

6/20

8/18

6/22

8/18

6/22

8/20

l = 3.50 m6/208/18

6/228/18

6/228/20

6/208/18

6/228/20

6/248/22

l = 3.75 m6/208/18

6/228/20

6/248/22

6/228/20

6/248/22

8/2210/20

l = 4.00 m6/228/20

6/248/22

6/248/22

6/248/20

8/2210/20

8/2410/22

l = 4.25 m6/248/20

8/2210/20

8/2210/20

8/2210/20

8/2410/22

10/2412/22

l = 4.50 m6/248/22

8/2410/22

8/2410/22

8/2410/22

10/2212/20

10/2412/22

l = 4.75 m8/2210/20

8/2210/22

8/2410/22

10/2412/22

8/2410/22

8/2410/24

10/2412/22

12/2414/22

l = 5.00 m8/2410/22

10/2412/22

12/2214/20

12/2214/22

10/2412/24

12/2414/22

12/2414/22

12/2414/24

l = 5.25 m10/2212/20

10/2412/22

10/2412/22

12/2414/22

12/2414/22

12/2414/24

10/2412/24

12/2414/24

12/2414/22

14/2416/24

12/2414/22

12/2614/24

l = 5.50 m10/2412/22

12/2414/24

12/2414/22

14/2416/24

12/2414/22

14/2416/24

12/2414/22

14/2416/24

14/2416/22

14/2616/24

14/2416/24

14/2616/26

l = 5.75 m12/2214/20

14/2416/24

12/2414/22

14/2616/24

14/2416/22

14/2616/24

12/2414/22

14/2616/26

14/2416/24

14/2816/26

14/2616/24

14/2816/26

l = 6.00 m14/22

16/2014/26

16/2414/2416/22

14/2616/26

14/2416/22

14/2816/26

14/2416/22

14/2816/26

14/26

16/2414/2816/28

14/2816/26

14/30

16/28


13/19


14/19


6.3 Post cross-sections 6.4 Rater cross-sections

ensioning values determined or

kling along the weak (decisive) axis

medium load duration (residential,

ce buildings) in Service Classes 1

d 2:

dication actor: kmod

= 0.8; Partial

ety actor or solid timber:M= 1.3

plied calculation o design com-

ssion orce Rc,d on the basis o the

owing assumptions:Saety actor on

load side:G

=Q

= 1.5;

mbination actoro

= 1.0

Footnotes to Tables 6.4.x1) Bold: Preerred cross-section KVH or Duobalken, Triobalken beams

Action:


sk: Characteristic value or snow load on the ground in accordance with DIN 1055-5: 2005-07

qW: Wind pressure in accordance with DIN 1055-4: 2005-03

(qW

= 0.9 kN/m corresponds to wind zone 2 up to h = 10 m)

Single-piece post

sk

Fc,d

Table 6.3.1 - Design values o compression orce parallel to the grain Rc,d

or single-piece posts, C24 (S10),

with articulated support on both sides1), or SC 1 and 2 with medium load durations

C24 (S10) Rc,d

[kN] in dependency on buckling length sk

[m]2)

Cross-sections

w/h [cm]2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00

6/10 7.90 5.57 4.13 3.19 2.53 2.06 1.71 1.44

6/12 9.48 6.69 4.96 3.83 3.04 2.47 2.05 1.73

6/14 11.07 7.80 5.79 4.46 3.55 2.88 2.39 2.02

6/16 12.65 8.91 6.61 5.10 4.05 3.30 2.73 2.30

6/18 14.23 10.03 7.44 5.74 4.56 3.71 3.08 2.59

6/20 15.81 11.14 8.27 6.38 5.07 4.12 3.42 2.88

6/24 18.97 13.37 9.92 7.65 6.08 4.95 4.10 3.46

8/12 21.70 15.44 11.52 8.91 7.10 5.78 4.80 4.05

8/14 23.32 18.02 13.44 10.40 8.28 6.75 5.60 4.73

8/16 28.94 20.59 15.36 11.89 9.46 7.71 6.41 5.40

8/18 32.56 23.17 17.28 13.37 10.65 8.68 7.21 6.08

8/20 36.17 25.74 19.20 14.86 11.83 9.64 8.01 6.75

8/24 43.41 30.89 23.04 17.83 14.20 11.57 9.61 8.11

10/10 33.70 24.36 18.32 14.24 11.37 9.29 7.72 6.52

10/16 53.92 38.98 29.31 22.78 18.19 14.86 12.36 10.44

10/18 60.66 43.86 32.97 25.63 20.47 16.71 13.90 11.74

10/20 67.40 48.73 36.63 28.47 22.74 18.57 15.45 13.05

10/24 80.87 58.48 43.96 34.17 27.29 22.29 18.54 15.66

12/12 65.31 48.52 36.93 28.89 23.17 18.97 15.81 13.37

12/16 87.08 64.70 49.24 38.52 30.89 25.29 21.08 17.83

12/20 108.85 80.87 61.55 48.15 38.61 31.62 26.35 22.29

12/24 130.61 97.05 73.86 57.78 46.33 37.94 31.62 26.74

14/14 109.79 85.13 66.05 52.18 42.07 34.57 28.88 24.47

14/20 156.85 121.61 94.35 74.54 60.10 49.38 41.25 34.95

14/24 188.22 145.94 113.22 89.44 72.12 59.26 49.50 41.94

16/16 164.74 134.84 107.65 86.27 70.11 57.88 48.50 41.19

16/20 205.92 168.55 134.56 107.83 87.63 72.35 60.63 51.48

16/24 247.10 202.23 161.47 129.40 105.16 86.82 72.75 61.78

Preliminary remarks: The ollowing dimensioning reerence tables were developed or raters in purlin

roo structures. The values or the load action (wind and snow loads) applied here are based on roo areas

larger than 10 m2. Additional structures on the roo such as, e.g. photovoltaic units or snow guards, and

trimmings, e.g. or skylights, must be taken into consideration separately in the building-specic verication.

. 6.3.1


15/19


16/19

hnical Inormation - Issued 12/2009 Technical Inormation - Issued 12/2009 31

Reerences:

[2] Kuhlenkamp, Hallinger: Kommentar zur

ATV DIN 18334 Zimmer- und Holzbauarbei-

ten; Publisher: Bund Deutscher Zimmer-

meister im Verlag Weka Medien GmbH,

Kissingen, 2005

[3] Radovic, B.: Unempndlichkeit von tech-

nisch getrocknetem Holz gegen Insekten;

in Inormationsdienst HOLZ spezial, No-

vember 2008; Publisher: Holzabsatzonds,

Bonn 2008.

7 Context provided by current standards

KVH structural timber and Duobalken and

Triobalken laminated beams have provided

proven service or many years in meeting the

increasing requirements associated with mod-

ern timber construction. The requirement or

dry and dimensionally stable construction tim-

ber to be used or carpentry and constructional

timber works is now specifed in all o the main

building regulations.

DIN 4074-1: Strength grading o wood - Part 1:

Sawn conierous timber

The grading criteria set out in DIN 4074-1 or clas-

siying the load-bearing capacity o construction

timber are based on timber dimensions related to

an ocial value o moisture content o um

= 20 %,

in other words dry timber. I the timber is not

graded in a dry state (TS labeling), suitable allow-

ance has to be made, e.g. by sawing to oversizes.

Even then, the grading criteria o cracks caused by

shrinking and o curvature still remain unaccoun-

ted or. Given that the only means o checking

with certainty that all the grading criteria are met

is i the wood is dry, the timber has to be careully

re-graded by the person handling the wood im-

mediately prior to installation and rejected where

necessary, because that person is duty-bound only

to install timber which has the "required equilib-rium moisture content", which means dry timber.

I the timber were to be installed in a semi-dry or

moist state, it would have to be examined in what

as a rule would be a dry equilibrium state to see

i any strength-reducing cracks had developed,

which would represent an unacceptable situa-

tion. The time and eort that this requires can be

avoided i KVH and Duobalken and Triobalken

are used, because the timber used in these

products is only ever graded when dry and meets

more stringent quality criteria than those speci-

ed in DIN 4074-1.

Bauregelliste A (Construction Products List A):

Labeling with the "" mark

Ever since 2004, German Bauregelliste A (Con-

struction Products List A) species that grad-

ing standard DIN 4074-1 has to be used as the

reerence standard or the inspection mark. This

means that only solid timber which has been

graded when completely dry and bears an ""

inspection mark containing specic reerence to

DIN 4074-1 is unequivocally a regulated construc-

tion product. KVH structural timber also has an

additional symbol in the "" mark to indicate the

certiying body, because the product is nger-

jointed. Solid timber without nger-joints will in

uture be permitted under European regulations

to bear a CE mark o conormity as an alternative.

Duobalken and Triobalken beams also have to

be labeled with the "" mark, but instead o reer-

ence to DIN 4074-1 these labels have to contain

the approval number and the symbol o the

certiying body.

At present there is no European technical stand-

ard, which means that there is no associated CE

mark o conormity available either.

ATV DIN 18334: VOB/C

Carpentry and constructional timber worksIt is a requirement o the German general techni-

cal specications or building works or carpentry

and timber construction works (DIN 18334) (All-

gemeine Technische Vertragsbedingungen r Bau-

leistungen [ATV] r Zimmer- und Holzbauarbei-

ten) that construction timber made o sawn sot-

wood must always be dry beore it is installed. The

2000 version o this regulation introduced more

stringent requirements or timber house construc-

tion with regard to moisture content (um

18 %),

dimensional stability and type o cutting.

According to the commentary on the standard [2],

internal timber in multi-storey timber buildings

has to have a lower moisture content because o

the settlement characteristics o such buildings.

This requirement is particularly topical now that

the German Model Building Regulations (Muster-

bauordnung [MBO] 2002) have been incorporated

in the building regulations o the individual ede-

ral states and allow the principle o permitting

the erection o timber construction buildings o

up to ve storeys in height.

DIN 1052 Design o timber structures

The dimensioning standard or timber construc-

tion is another standard which requires the instal-

lation o dry timber or Service Classes 1 and 2

(see the table on page 7), on the basis that this is

required to reduce cracks caused by shrinking and

changes in dimensions. Furthermore, it is only

possible to match sotwood products between

the grading classes specied in DIN 4074-1 and

the strength classes specied in DIN 1052 i the

timber has been graded when dry (TS) (see the

table on page 11). It also has to be taken into

consideration that the characteristic strengths

used or the strength classes only partially ac-

count or cracking.

Caution is required when installing timber with-out suitably adjusted moisture content

Where timber with a much higher moisture content

than the required equilibrium moisture content is

installed, DIN 1052 requires that the timber must

be able to dry out aterwards and that the struc-

tural timber components themselves, along with

all adjacent building components, must be resist-

ant to deormation through the shrinkage which

can be associated with drying. The construction

work required here, and the greater risk o build-

ing damage, can be avoided i KVH structural

timber and Duobalken and Triobalken are used.

Example: A wooden ceiling beam with a moisture

content or internal timber o um

= 20% can dry

out to 6% in the climate o a heated residential

building. For a beam o 24 cm in height a 14%

change in moisture content would result in a

mean shrinkage ratio o 8 mm. The concomitant

settlement has to be accommodated without

any damage occurring. It would be better to use

dry timber rom the outset, e.g. Duobalken or

Triobalken beams with a maximum um

= 15%.

In relation to the load-bearing capacity and exact

t o connections, DIN 1052 requires the ollowing

in respect o the installation o timber with exces-

sive moisture content:

The reduction of the characteristic values to 2/3

or the load-bearing capacity or nail connec-

tions exposed to pull out stress Deformation

through shrinkage in relation to butt j oints and

contact connections to be taken into considera-

tion in the verication o serviceability

The retightening of bolted joints

Here again, KVH, Duobalken and Triobalken

oer decisive advantages over normal sawn

structural timber.

Wood preservation

Finally it should also be noted that the use o dry

timber is an important precondition or the clas-

sication o component attachments in Use Class

0 in accordance with DIN 68800-2, in order to be

able to dispense with preservative treatment.

In addition, a eld study [3] demonstrated that

building components made o kiln-dried timber

used or interiors and or protected outside areas

are "resistant to insects".


17/19


8 Tenders and principles o standards

Wood

species

KVH structural timber and Duobalken and Triobalken beams are made o spruce/r as

standard. However, they can also be supplied in pine, larch and Douglas r as well on request.

Where it is intended that the products be used within the terms o Use Class 2 as dened by

DIN 68800-3 (temporary humidication, e.g. in protected outside areas) and no preservative

treatment is to be used, the tender document must speciy sapwood-ree dark-colored heart-

wood o larch or Douglas r.

S13TS/C30 KVH structural timber and Duobalken and Triobalken beams are also available, on request, in

grading class S13 in accordance with DIN 4074-1 or in strength class C24. It is possible or such

higher strengths to be required because o specications derived rom statical calculations.

Wooden constructions involving KVH, Duobalken and Triobalken

The German contract procedures or building works (VOB/A, Section 9) stipulate the ollowing: "The work

required must be described clearly and in sucient detail to ensure that all bidders understand the

description to have the same meaning and to enable them to calculate their prices with certainty and

without extensive preparatory work." You can only be certain o obtaining the correct product i the word-

ing in your tender documents is clear, complete and correct in technical terms. Given the high standard

o quality to be met by KVH, Duobalken and Triobalken, careul quality controls are required during

production. It is thereore in your own interests or you to ensure that the timber you are supplied with

comes rom quality supervised production sources. For an up-to-date list o supervised rms, please see

www.kvh.eu. in the internet.

Principles o standards (the latest versions o each standard o relevance or tenders)

ATV DIN 18334 18334 German VOB contract procedures or building works - Part C: General technical

specications or building works or carpentry and timber construction works

(VOB Vergabe- und Vertragsordnung r Bauleistungen - Teil C: Allgemeine Technische Ver-

tragsbedingungen r Bauleistungen (ATV) - Zimmer- und Holzbauarbeiten)

(current version, 2006-10)

DIN 1052 Design o timber structures - General rules and rules or buildings (Entwur, Berechnung und

Bemessung von Holzbauwerken - Allgemeine Bemessungsregeln und Bemessungsregeln r

den Hochbau) (current version, 2008-12)

DIN 4074-1 Strength grading o wood - Part 1: Sawn conierous timber (Sortierung von Holz nach der

Traghigkeit - Teil 1: Nadelschnittholz) (current version, 2003-06)

DIN 68800-2 Wood preservation - Part 2: Preventive constructional measures in buildings (Holzschutz - Teil 2:

Vorbeugende bauliche Manahmen im Hochbau) (current version, 1996-05)

DIN 68800-3 Wood preservation - Part 3: Preventive protection o wood with wood preservatives (Holz-

schutz - Teil 3: Holzschutz; Vorbeugender chemischer Holzschutz) (current version, 1990-04)

Tender wording or the supply o construction timber made o KVH structural timber

Item ... ... m Supply o KVH Si structural timber, S10/C24

KVH Si (or exposed areas) structural timber compliant with DIN 4074-1 S10TS (strength class C24

in accordance with DIN 1052). Moisture content: um

= 15 3%. Type o cutting: Split-heart.

Surace: Planed and chamered. Dimensional stability class 2 in accordance with EN 336,

rom a quality supervised production source.

Item ... . .. m Supply o KVH NSi structural timber, S10/C24

KVH NSi (or non-exposed areas) structural timber compliant with DIN 4074-1 S10TS (strength

class C24 in accordance with DIN 1052). Moisture content: um

= 15 3%.

Type o cutting: Split-heart. Surace: Leveled and chamered. Dimensional stability class 2 in

accordance with EN 336, rom a quality supervised production source.

Tender wording or the supply o laminated beams

Item ... ... m Supply o Duobalken Si laminated beams, S10/C24

Duobalken Si (or exposed areas) laminated beams, made o two planks which are glued

together, compliant with DIN 4074-1 S10TS (strength class C24 in accordance with DIN 1052).

Moisture content: um

= max. 15 3%. Surace: Planed and chamered. Dimensional stability

class 2 in accordance with EN 336, rom a quality supervised production source, in accordance

with approval number Z-9.1-440.

Item ... . .. m Supply o Triobalken Si laminated beams, S10/C24

Triobalken Si (or exposed areas) laminated beams, made o three planks which are glued

together, compliant with DIN 4074-1 S10TS (strength class C24 in accordance with DIN 1052).

Moisture content: um

= max. 15 3%. Surace: Planed and chamered. Dimensional stability

class 2 in accordance with EN 336, rom a quality supervised production source, in accordance

with approval number Z-9.1-440.

Note: Duobalken and Triobalken beams can also be supplied or non-exposed areas, in which case the

surace is planed and leveled.

Special requirements


18/19


Inspection mark

or KVH structural

timber without nger-

jointing

Inspection mark

or KVH structural tim-

ber with nger-jointing

Inspection mark

or Duobalken beams

9 Quality assurance and marking

Section 20 o the ederal state building regula-

tions in Germany and Section 17 o the German

Model Building Regulations (version 11/2002)

contain the stipulations under which construction

products may be used or the erection, alteration

and maintenance o built structures. They require

that construction products must bear either the

national mark o conormity ("" mark) or the mark

o conormity required under the provisions o the

Construction Products Law or the Construction

Products Directive o the European Community

(CE mark o conormity). Building law is violated i

sawn structural timber products which do not bear

such marks are used or load-bearing structures.

Marking o KVH structural timber

KVH structural timber is currently still markedwith a "" mark, although it should be noted that

a distinction is made in the mark between KVH

with nger-jointing (the general case) and KVH

without nger-jointing. The "" mark provides

verication that the product conorms with the

regulations o the building authorities.

The "" mark has to be included on the product

or the waybill/packaging. Alternatively it can be

applied to the product itsel in the orm o a text

mark. This must speciy the manuacturer, the

object o the approval, the grading class and the

date o production; the "" mark itsel has to be

included on the waybill. Where considered desir-

able or reasons o appearance it is permissible

to dispense with the application o the mark on

the product itsel in the case o KVH-Si structural

timber or exposed areas. In this case the mark

only has to appear on the delivery note.

As rom autumn 2009 the use o KVH structural

timber without nger joints should be permissi-

ble as an alternative in Germany, also in accord-

ance with DIN EN 14081-1 and the associatedstandard DIN V 20000-5. However, it is hardly likely

that non-nger-jointed KVH structural timber

with a CE mark o conormity will be available in

any great quantities, certainly or the next ew

years at least.

The members o the berwachungsgemeinschat

Konstruktionsvollholz e.V. monitor the quality

o their products through quality controls within

their companies (internal monitoring) and ad-

ditional monitoring by i ndependent agencies.

This applies not just to the mandatory character-

istics required under regulations but also to the

additional requirements stipulated within the

agreement on structural timber. Only structural

timber which is monitored in this way and is

manuactured by the companies which are mem-

bers o the berwa-

chungsgemeinschat

Konstruktionsvollholz

e.V. is permitted to bear

the internationally pro-

tected KVH trademark.

Marking o Duobalken and Triobalken beams

Duobalken and Triobalken beams are non-stand-

ardized products. In terms o building regulations

requirements they are regulated by product

approval number Z-9.1-440 issued by the Deutsche

Institut r Bautechnik (DIBt).

Z-9.1-440 - Duobalken and Triobalken beams

(laminated beams made o either two or three

boards, planks or pieces o square-sawn timber

which are glued together)

Continuous production controls by the manuac-

turer (internal monitoring) as well as monitoring

by an external agency are mandatory or these

products. Compliance with requirements is

documented by the German "" mark; there is no

provision or marking with a CE mark o conorm-

ity. In addition to the "" mark, the description o

the object o approval (Duobalken or Triobalken

beams) and the grading class also have to be

specied. Where considered desirable or reasons

o appearance the timber can be marked with a

permanent text code instead o the "" mark, as

long as the "" mark is printed on the waybill.

Special characteristics o Duobalken and

Triobalken beams

The approval or Duobalken and Triobalken

beams allows the application o 5% higher values

or the modulus o elasticity compared to solid

timber. With a value o 11,600 N/mm2 it is pos-

sible to reduce the amount o defection, which is

a major advantage in relation to a criterion which

is oten decisive in timber construction. The mean

values o MOE and shear-modulus are thereore

the same as those or glued l aminated timber

o strength class GL24 (previously BS11). All the

other strength properties are the same as those

or solid timber or KVH structural timber.

KVH


19/19

Advantages o KVH structural timber

Dried structural timber components available in cross-sections of up to 14/26 cm

Dimensionally stable because they are kiln-dried to 15 3% and cut on a split-heart basis (free-of-heart on request)

Two qualities available:

- planed or exposed areas (Si)

- leveled or non-exposed areas (NSi)

Meets higher requirements than those specied in grading standard DIN 4074-1

Suitable for structural timber in timber frame buildings and timber house construction

Minimum tender specication work because of a clear agreement on quality

Resistant to insects thanks to kiln drying; preservative treatment can be dispensed with

Economical preferred cross-sections and lengths of up to 13 m available for immediate delivery from stock;

longer lengths available on request

Advantages o Duobalken and Triobalken beams

Larger cross-sections of up to 24/28 cm or 10/36 cm available Dimensionally stable because they are kiln-dried to a maximum of 15%, cut on a split-heart basis

(ree-o-heart on request) and glued

Fewer glued joints than glued laminated timber (max. 2) and the glued joints are hardly visible

Two qualities available:

- planed or exposed areas (Si)

- leveled or non-exposed areas (NSi)

Greater rigidity than solid timber of the same strength class

Suitable for voluminous or high cross-sections with high requirements in terms of appearance

Resistant to insects thanks to kiln drying; preservative treatment can be dispensed with

Economical preferred cross-sections and lengths of up to 13 m available for immediate delivery from stock;longer lengths available on request

berwachungsgemeinschat KVHKonstruktionsvollholz e.V.

Elriede-Stremmel-Str. 6942369 Wuppertal - GermanyService telephone:Phone ++49 (0)202 - 978 35 80Fax ++49 (0)202 978 35 79E mail ino@kvh de KVH

kvh ti folder en web3 02

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