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ETAG-001-Annex-B 07-11-13 | Concrete | Strength Of Materials
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Suraj Manual Concrete
EOTA Avenue des Arts 40 Kunstlaan 1040 Brussels
RANGE OF CURRENT EXPERIENCE General Notation List Tension load 2.2.1 2.2.2 2.2.3 2.2.4 Steel failure Concrete cone failure Pull-out failure Splitting failure Steel failure Concrete edge failure Concrete pryout failure Steel failure Other failure modes
Shear load 2.3.1 2.3.2 2.3.3
Combined tension and shear load 2.4.1 2.4.2
ETAG 001 Annex B 2
INTRODUCTION This annex sets out the tests which will be required for the determination of the admissible service conditions. The number of tests depends on the following: which Option is chosen by the manufacturer the current experience available on the load bearing behaviour of anchors and whether or not application of the experience is appropriate.
RANGE OF CURRENT EXPERIENCE General In general the following equations for failure loads are valid for single anchors. They are based on current test experience and are used in deriving mean failure loads and 5 %-fractiles in appropriate cases. Where insufficient experience exists to allow a theoretical approach, a note to this effect is included. The current experience is valid for expansion- and undercut anchors as defined in Part 1, Figure 2.2. a b c. Equations for bonded anchors are listed in Part 5. The following equations for calculation of the concrete failure loads are based on the compression strength of concrete test members, fc,test, measured on cubes with a side length of 200 mm. If the compression strength is measured on cubes with a different side length or on cylinders, they may be converted using the conversion Equations (2.1) of Annex A.
If the mean failure loads
FRk = FRu ,m (1 1,645 v)
N Ru ,m = As f u ,test
1 ,5 N Ru ,m = 13,5 hef,5 f c0test ,
1 ,5 N Ru ,m = 9,5 hef,5 f c0test ,
ETAG 001 Annex B 3
The distance between anchors required for transferring a load according to Equation (2.3) or Equation (2.4) in cracked or non-cracked concrete C20/25 to C50/60 may be taken as
scr , N = 3 hef
ccr , N = 1,5 hef
ccr ,sp = 2,0 hef ccr ,sp = 3,0 hef scr ,sp = 2 ccr ,sp
In cracked concrete it is assumed that splitting of the concrete will not govern, if the crack width is limited by the reinforcement to wk 0,3 mm. 2.3 2.3.1 Shear Load Steel Failure The average failure load is given by Equation (2.9a) and is valid for cracked and non-cracked concrete C20/25 to C50/60.
VRu ,m = 0,6 As f u ,test
VRk = 0,5 As f u ,test
0 ,5 ,5 1 V Ru ,m = 0,90 d nom (l f / d nom ) 0,2 f c0test c1 ,5 ,
0 ,5 ,5 1 VRu ,m = 0,63 d nom (l f / d nom ) 0,2 f c0test c1 ,5 ,
ETAG 001 Annex B 4
Equations (2.10) and (2.11) are valid for concrete member depth
h 1, 5 c1.
scr ,V = 3 c1
ccr ,V = 1,5 c1
VRu ,m = k N Ru ,m
k = 1, 0 for hef < 60mm k = 2 , 0 for hef 60mm N Ru ,m see Equation (2.3)
V Ru ,m = k N Ru ,m
k = 1, 0 for hef < 60mm k = 2 , 0 for hef 60mm N Ru ,m see Equation (2.4)
The spacing and edge distances given in 2.2.2 apply. If smaller spacings and edge distances are 0 chosen in the test, the influencing factors Ac, N / Ac, N and s, N on N Ru ,m shall be considered according to the design method A in Annex C, 5.2.2.3(b) and (c).
N S = tension component of the applied load VS = shear component of the applied load N Ru ,m according to Equation (2.2)
ETAG 001 Annex B 5
VRu ,m according to Equation (2.9)
2.4.2 Other Failure Modes The average failure load is given by Equation (2.17) which is valid for cracked and non-cracked concrete C20/25 to C50/60.
/ N Ru ,m ) + (VS / VRu ,m )
/ N Ru ,m ) + (VS / VRu ,m ) 1,2
Complete Test Programme The following tables show the test programme required for determining admissible service conditions, for Options 1 to 12, where there are no existing relevant data and therefore does not allow any reduction in testing. The Option chosen is a matter for the applicant to decide. In particular, the tables apply where: new anchors are claimed to have significantly improved behaviour compared with those to which current experience applies. In particular, if in the case of concrete failure, higher failure loads than given by the relevant equations are looked for, then the corresponding values for the edge distance ccr and spacing scr shall be assessed as well. anchors fail in a mode for which only limited experience exists (eg. pull-out failure).In this case the values for ccr and scr may be reduced compared to the values given in 2.2 and 2.3 for Option 3 to 6 and 9 to 12.
Reduced Test Programme At the applicant's request and if agreed by the approval body, a reduced test programme for anchors based on the assumption that its performance is consistent with current experience may be carried out, providing:
ETAG 001 Annex B 6
(a) A minimum test programme is used to confirm whether or not the anchor's behaviour, judged according to all the parameters referred to in 2 falls within the range of current experience. Confirmation of the assumption will require an adequate statistical evaluation of the test-data for a confidence level (two sided) of P = 90%. (b) For comparison of the mean values the t-test should be used. However, the coefficient of variation of one test series should not directly be compared with the coefficient of variation for current experience given in 2. This is due to the fact that the equations for calculating the average failure loads were deduced by using the results of a large number of test series in different concrete members. Therefore the given coefficients of variation include the influence of different concrete mixes and different curing conditions. The coefficient of variation of one test series performed in one concrete member can be significantly smaller than the values given in 2. In this case a normal F-test does not work and it has to be shown by engineering judgement that the coefficient of variation of the test series is inside current experience. (c) That if the load bearing capacity of the anchors is higher than calculated by the equations and if the coefficient of variation does not exceed current experience the manufacturer then does not ask for improved values but accepts current experience. The reduction of the number of tests is listed in notes 1 to 5 and 7 to 10 of the following Option tables 1 to 12. The Tables at the end of the document show the reduced test programme required for determining admissible service conditions, for Options 1 to 12, if the design model of Annex C is used. 3.3 Detailed Information on Options The number of required tests for the different options is given in the following Option tables. Options 1 to 6 cover anchors for cracked and non-cracked concrete, Options 7 to 12 anchors for non-cracked concrete only. Consequently the test programme for Options 1 to 6 include additional tests in cracked concrete. Option 12 gives the smallest, Option 1 the largest test programme. Therefore detailed information is given first for Options 12 to 7 and then for Options 6 to 1. The Tables at the end of the document show the reduced test programme for Options 1 to 12, if the design model of Annex C is used. Option 12 Goal: Determination of one characteristic load valid for all load directions as well as all concrete strength classes in non-cracked concrete. This characteristic load is valid for a spacing s scr and an edge distance c ccr .
Applicant's choice: scr, ccr Assessment: The characteristic load is the smallest value assessed from the results of the test according to rows 1 to 4. For anchor groups the characteristic resistance of the group has to be divided by the number of anchors of the group. The evaluation shall be done according to Part 1, Chapter 6. The spacing and edge distance shall be chosen such that the requirements given in Part 1, 6.1.2.2.3 for tension loading and the requirements given in Part 1, 6.1.2.2.4 for shear loading are met. The partial safety factor 2 shall be assessed according to Part 1, 6.1.2.2.2. Applications with spacing Design: Option 11 Goal: Determination of one characteristic load valid for all load directions for concrete strength classes C20/25 to C50/60 in non-cracked concrete.
ETAG 001 Annex B 7
ETAG 001 Annex B 8
Option 10 Goal: Determination of one characteristic load valid for all load directions as well as all concrete strength classes in non-cracked concrete. The characteristic load is valid for a spacing s scr and an edge distance c ccr . Determination of smin and cmin for a reduced characteristic load. required distance between anchors for transmission of the characteristic load FRk under tension, shear or combined tension and shear loading. smin= minimum distance between anchors to avoid failure mode "splitting; reduction of FRk according to design method B in Annex C. ccr = required edge distance for transmission of the characteristic load FRk under tension, shear or combined tension and shear loading. cmin= minimum edge distance to avoid failure mode "splitting", reduction of FRk according to design method B in Annex C. Applicant's choice: scr and ccr , smin and cmin Assessment: Calculation of the characteristic load from the results of the test according to row 1 taking into account Part 1,6.1.2.2.1. For the tension test according to row 2 and 3 the characteristic spacing scr and edge distance ccr is evaluated according to Part 1, 6.1.2.2.3. The edge distance c1 in the shear tests of row 4 shall be chosen such that the characteristic failure load for one anchor is at least as high as the above mentioned value evaluated from the tests of row 1. The results of test according to row 5 shall fulfil the conditions given in Part 1, 6.1.2.2.5. The partial safety factor 2 shall be assessed according to Part 1, 6.1.2.2.2. It should be noted that the characteristic edge distance ccr = 0.5 scr may be larger for shear loading than for tension loading, if the characteristic load is calculated from the tension tests. Therefore, if for a characteristic edge distance ccr and characteristic spacing scr the values valid for tension loading are chosen, then the characteristic load may be reduced compared to the value possible for tension loading. Anchors tested by this Option shall be designed according to the design method B in Annex C. scr =
Applicants choise: scr,N and ccr,N for tension load, scr,V and ccr,V for shear load, smin and cmin
ETAG 001 Annex B 9
Calculation of the characteristic resistance for all load directions from the results of the test according to row 1 according to Part 1,6.1.2.2.1. The spacing scr,N and edge distance ccr,N are evaluated according to Part 1, 6.1.2.2.3. The characteristic resistance for shear loading near an edge c1 and the spacing scr,V and edge distance ccr,V are assessed according to Part 1, 6.1.2.2.4. The results of test according to row 5 shall fulfil the conditions given in Part 1, 6.1.2.2.5. Also the interaction equations shall be assessed. The partial safety factor 2 shall be assessed according to Part 1, 6.1.2.2.2. Anchors tested by this option shall be designed according to design method A of Annex C.
Options 6 to 1 The Options given for anchors for use in non-cracked concrete only are also available for anchors for use in cracked and non-cracked concrete. In the latter, additional tests are required with single anchors under tension, shear and combined tension and shear loadings to deduce the corresponding characteristic failure load in cracked concrete. Tests in cracked concrete under combined tension and shear loads shall be carried out with angles of 30 and 60 in order to confirm the interaction diagram. Spacing and edge distances evaluated for non-cracked concrete are also valid for cracked concrete.
ETAG 001 Annex B 10
The number of tests may be reduced to 50 %, if concrete cone failure loads agree with current experience of single anchors without spacing and edge effects and the edge distance is chosen as given in Equation (2.6). Note 4 If concrete cone failure loads of single anchors without spacing and edge effects agree with current experience and the chosen characteristic spacing corresponds to the value given in Equation (2.5), then only tests with size "s" are required. Note 5 Tests may be omitted, if it can be confirmed that the failure loads are equal or higher than under other loading directions. Note 6 The value of c1 shall be chosen so, that failure is caused by concrete failure. Note 7 The tests may be omitted, if the tests with single anchors at the edge with shear loading towards the edge show that the failure load of the anchor can be predicted by Equation (2.10), if appropriate, taking into account additional influencing factors (eg. thickness of concrete member according to design method A in Annex C, 5.2.3.3). The values for spacing scr,V and ccr,V shall be taken from Equations (2.12) and (2.13).
Note 8 The tests may be omitted, if in the tests in concrete members C20/25 failure is caused by rupture of the steel. Note 9 The tests may be omitted, if the test results with single anchors in non-cracked concrete are predictable according to Equation (2.10), if appropriate, taking into account the influence of concrete member thickness according to design method A in Annex C, 5.2.3.3. A reduction factor 0,7 can be assumed to be on the safe side for taking into account concrete cracking. Note 10 If current experience is accepted (see 2.3.3) than only tests with one anchor size are needed. The embedment depth of this anchor size should be close to but larger than 60 mm. If different types of anchors of one size are available the stiffest anchor with the highest steel capacity shall be chosen. The spacing shall be equal to s = scr,N. However if steel failure occurs than the spacing may be reduced to the largest value which ensures concrete pryout failure. In this case, the 0 influence of the spacing on the failure load may be calculated with the factor Ac, N / Ac, N according to the design method A in Annex C. Note 11 The member thickness shall equal to the minimum value which will be given in the ETA. Note 12
ETAG 001 Annex B 11
The member thickness may be larger than the minimum value which will be given in the ETA.
Note 13 This test series with at least 5 tests per sizes is required only if the anchor has a significantly reduced section along the length of the bolt or the sleeve of a sleeve type anchor should be considered or for internal threaded parts. Note 14 5 tests per sizes are sufficient if a model for all anchor sizes for splitting failure is used
ETAG 001 Annex B 12
Failure load of single anchors without spacing and edge effects direction of loading condition of concrete member concrete compressive strength class Notes non-cracked C 20/25 s i m i l 2,12 6 6 6 6 6 C 50/60 2, 8,12 10 10 10 10 10 tension cracked C 20/25 2,12 10 10 10 10 10 C 50/60 2, 8,12 10 10 10 10 10 non-cracked C 20/25 2,12 10 10 10 10 10 C 50/60 2, 8,12 10 10 10 10 10 shear cracked C 20/25 2,12 10 10 10 10 10 C 50/60 2, 8,12 10 10 10 10 10 45 non-cracked C 20/25 2,12 10 10 10 10 10 combined tension and shear 30 60 cracked cracked C 20/25 2,12 5 5 5 5 5 C 50/60 2, 8,12 5 5 5 5 5 C 20/25 2,12 5 5 5 5 5 C 50/60 2, 8,12 5 5 5 5 5
Spacing, tests with quadruple fastenings without edge effects, s1 = s2 = scr,N Notes 4, 12 10,12 s 5 5 2 Size of i 5 5 anchor m 5 5 i 5 5 l Edge distance, tests with single anchors without spacing effects, tension test with c1 = c2 = ccr,N, shear test with c1, c2 ccr,V Notes 3 Size of anchor s i m i l 3,11 8 8 8 8 8 2, 6,12 8 8 8 8 8 2,6,8,12 8 8 8 8 8 2,6,9,12 8 8 8 8 8
Spacing and edge distance, test with double fastenings parallel to the edge, c1, c2 = ccr,V, s = 2 ccr,V Notes 6, 7,12 s 8 4 Size of i 8 anchor m 8 i 8 l 8 Minimum spacing and edge distance, tests with double fastenings parallel to the edge, s = smin, c1 = cmin in C 20/25 Notes 11 (in general, load application by torque) s 10 5 Size of i 10 size of anchor: s = smallest; i = intermediate; m = medium; i = intermediate; l = largest anchor m 10 i 10 l 10
Failure load of single anchors without spacing and edge effects direction of loading condition of concrete member concrete compressive strength class Notes 1 Size of anchor s i m i l non-cracked C 20/25 2,12 6 6 6 6 6 C 50/60 tension cracked C 20/25 2,12 10 10 10 10 10 C 50/60 non-cracked C 20/25 2,12 10 10 10 10 10 C 50/60 shear cracked C 20/25 2,12 10 10 10 10 10 C 50/60 45 non-cracked C 20/25 2,12 10 10 10 10 10 combined tension and shear 30 60 cracked cracked C 20/25 2,12 5 5 5 5 5 C 50/60 C 20/25 2,12 5 5 5 5 5 C 50/60
Edge distance, tests with single anchors without spacing effects, tension test with c1 = c2 = ccr,N, shear test with c1, c2 ccr,V Notes 3 Size of anchor s i m i l 3,11 8 8 8 8 8 2, 6,12 8 8 8 8 8 2,6,9,12 8 8 8 8 8
Spacing and edge distance, tests with double fastenings parallel to the edge, c1, c2 = ccr,V, s = 2 ccr,V Notes 6, 7,12 s 8 4 Size of i 8 anchor m 8 i 8 l 8 Minimum spacing and edge distance, tests with double fastenings parallel to the edge, s = smin, c1 = cmin in C 20/25 Notes 11 (in general, load application by torque) s 10 5 Size of i 10 size of anchor: s = smallest; i = intermediate; m = medium; i = intermediate; l = largest anchor m 10 i 10 l 10
Failure load of single anchors without spacing and edge effects direction of loading condition of concrete member concrete compressive strength class Notes 1 Size of anchor s i m i l non-cracked C 20/25 2,12 6 6 6 6 6 C 50/60 2, 8,12 10 10 10 10 10 tension cracked C 20/25 2,12 10 10 10 10 10 C 50/60 2, 8,12 10 10 10 10 10 non-cracked C 20/25 C 50/60 shear cracked C 20/25 5,12 10 10 10 10 10 C 50/60 5, 8,12 10 10 10 10 10 45 non-cracked C 20/25 5,12 10 10 10 10 10 combined tension and shear 30 60 cracked cracked C 20/25 5,12 5 5 5 5 5 C 50/60 5, 8,12 5 5 5 5 5 C 20/25 5,12 5 5 5 5 5 C 50/60 5, 8,12 5 5 5 5 5
Spacing, tests with quadruple fastenings without edge effects, s1 = s2 = scr Notes 4,12 s 5 2 Size of i 5 anchor m 5 i 5 l Edge distance, tests with single anchors without spacing effects, tension test with c1 = c2 = ccr Notes 3 Size of anchor s i m i l 3,11 8 8 8 8 8
Spacing and edge distance, test with double fastenings parallel to the edge, c1 = c2 = ccr, s = scr Notes 2,11 2,5,8,11 s 8 8 4 Size of i 8 8 anchor m 8 8 i 8 8 l 8 8 Minimum spacing and edge distance, tests with double fastenings parallel to the edge, s = smin, c1 = cmin in C 20/25 Notes 11 (in general, load application by torque) s 10 5 Size of i 10 size of anchor: s = smallest; i = intermediate; m = medium; i = intermediate; l = largest anchor m 10 i 10 l 10
Failure load of single anchors without spacing and edge effects direction of loading condition of concrete member concrete compressive strength class Notes 1 Size of anchor s i m i l non-cracked C 20/25 2,12 6 6 6 6 6 C 50/60 tension cracked C 20/25 2,12 10 10 10 10 10 C 50/60 non-cracked C 20/25 C 50/60 shear cracked C 20/25 5,12 10 10 10 10 10 C 50/60 45 non-cracked C 20/25 5,12 10 10 10 10 10 combined tension and shear 30 60 cracked cracked C 20/25 5,12 5 5 5 5 5 C 50/60 C 20/25 5,12 5 5 5 5 5 C 50/60
Edge distance, tests with single anchors without spacing effects, tension test with c1 = c2 = ccr Notes 3 Size of anchor s i m i l 3,11 8 8 8 8 8
Spacing and edge distance, tests with double fastenings parallel to the edge, c1 = c2 = ccr, s = scr Notes 2,11 s 8 4 Size of i 8 anchor m 8 i 8 l 8 Minimum spacing and edge distance, tests with double fastenings parallel to the edge, s = smin, c1 = cmin in C 20/25 Notes 11 (in general, load application by torque) s 10 5 Size of i 10 size of anchor: s = smallest; i = intermediate; m = medium; i = intermediate; l = largest anchor m 10 i 10 l 10
Spacing and edge distance, test with double fastenings parallel to the edge, c1 = c2 = ccr, s = scr Notes 2,11 2,5,8,11 s 8 8 4 Size of i 8 8 anchor m 8 8 i 8 8 l 8 8 Minimum spacing and edge distance, tests with double fastenings parallel to the edge, s = scr, c1 = ccr in C 20/25 Notes 1,11 (in general, load application by torque) s 10 5 Size of i 10 size of anchor: s = smallest; i = intermediate; m = medium; i = intermediate; l = largest anchor m 10 i 10 l 10
Spacing and edge distance, tests with double fastenings parallel to the edge, c1 = c2=ccr, s = scr Notes 2,11 s 8 4 Size of i 8 anchor m 8 i 8 l 8 Minimum spacing and edge distance, tests with double fastenings parallel to the edge, s = scr, c1 = ccr in C 20/25 Notes 1,11 (in general, load application by torque) s 10 5 Size of i 10 size of anchor: s = smallest; i = intermediate; m = medium; i = intermediate; l = largest anchor m 10 i 10 l 10
Failure load of single anchors without spacing and edge effects direction of loading condition of concrete member concrete compressive strength class Notes 1 Size of anchor s i m i l non-cracked C 20/25 2,12 6 6 6 6 6 C 50/60 2, 8,12 10 10 10 10 10 tension cracked C 20/25 C 50/60 non-cracked C 20/25 2,12 10 10 10 10 10 C 50/60 2, 8,12 10 10 10 10 10 shear cracked C 20/25 C 50/60 45 non-cracked C 20/25 2,12 10 10 10 10 10 combined tension and shear 30 60 cracked cracked C 20/25 C 50/60 C 20/25 C 50/60
Edge distance, tests with single anchors without spacing effects, tension test with c1 = c2 = ccr,N, shear test with c1, c2 ccr,V Notes 3 Size of anchor s i m i l 3,11 8 8 8 8 8 2, 6,12 8 8 8 8 8 2,6,8,12 8 8 8 8 8
Failure load of single anchors without spacing and edge effects direction of loading condition of concrete member concrete compressive strength class Notes 1 Size of anchor s i m i l non-cracked C 20/25 2,12 6 6 6 6 6 C 50/60 tension cracked C 20/25 C 50/60 non-cracked C 20/25 2,12 10 10 10 10 10 C 50/60 shear cracked C 20/25 C 50/60 45 non-cracked C 20/25 2,12 10 10 10 10 10 combined tension and shear 30 60 cracked cracked C 20/25 C 50/60 C 20/25 C 50/60
Edge distance, tests with single anchors without spacing effects, tension test with c1 = c2 = ccr,N, shear test with c1, c2 ccr,V Notes 3 Size of anchor s i m i l 3,11 8 8 8 8 8 2, 6,12 8 8 8 8 8
Spacing and edge distance, tests with double fastenings parallel to the edge, c1, c2 = ccr,V, s = 2 ccr;V Notes 6, 7,12 s 8 4 Size of i 8 anchor m 8 i 8 l 8 Minimum spacing and edge distance, tests with double fastenings parallel to the edge, s = smin, c1 = cmin in C 20/25 Notes 11 (in general, load application by torque) s 10 5 Size of i 10 size of anchor: s = smallest; i = intermediate; m = medium; i = intermediate; l = largest anchor m 10 i 10 l 10
Failure load of single anchors without spacing and edge effects direction of loading condition of concrete member concrete compressive strength class Notes 1 Size of anchor s i m i l non-cracked C 20/25 2,12 6 6 6 6 6 C 50/60 2, 8,12 10 10 10 10 10 tension cracked C 20/25 C 50/60 non-cracked C 20/25 C 50/60 shear cracked C 20/25 C 50/60 45 non-cracked C 20/25 5,12 10 10 10 10 10 combined tension and shear 30 60 cracked cracked C 20/25 C 50/60 C 20/25 C 50/60
Failure load of single anchors without spacing and edge effects direction of loading condition of concrete member concrete compressive strength class Notes 1 Size of anchor s i m i l non-cracked C 20/25 2,12 6 6 6 6 6 C 50/60 tension cracked C 20/25 C 50/60 non-cracked C 20/25 C 50/60 shear cracked C 20/25 C 50/60 45 non-cracked C 20/25 5,12 10 10 10 10 10 combined tension and shear 30 60 cracked cracked C 20/25 C 50/60 C 20/25 C 50/60
Spacing and edge distance, tests with double fastenings parallel to the edge, c1 = c2 =ccr, s = scr Notes 2,11 s 8 4 Size of i 8 anchor m 8 i 8 l 8 Minimum spacing and edge distance, tests with double fastenings parallel to the edge, s = smin, c1 = cmin in C 20/25 Notes 11 (in general, load application by torque) s 10 5 Size of i 10 size of anchor: s = smallest; i = intermediate; m = medium; i = intermediate; l = largest anchor m 10 i 10 l 10
Spacing and edge distance, test with double fastenings parallel to the edge, c1 = c2 = ccr, s = scr Notes 2,11 s 8 4 Size of i 8 anchor m 8 i 8 l 8 Minimum spacing and edge distance, tests with double fastenings parallel to the edge, s = scr, c1 = ccr in C 20/25 (in general, load application by torque) Notes 1,11 s 10 5 Size of i 10 size of anchor: s = smallest; i = intermediate; m = medium; i = intermediate; l = largest anchor m 10 i 10 l 10
Edge distance, tests with single anchors without spacing effects, tension test with c1 = c2 = ccr,N, shear test with c1, c2 ccr,V Notes 3 Size of anchor s i m i l 11 4 4 4 4 4
Minimum spacing and edge distance, tests with double fastenings parallel to the edge, s = smin, c1 = cmin in C 20/25 Notes 11, 14 (in general, load application by torque) s 5 5 Size of i 5 size of anchor: s = smallest; i = intermediate; m = medium; i = intermediate; l = largest anchor m 5 i 5 l 5
Edge distance, tests with single anchors without spacing effects, tension test with c1 = c2 = ccr,N, shear test with c1, c2 ccr,V Notes 11 s 4 3 Size of i 4 anchor m 4 i 4 l 4 Minimum spacing and edge distance, tests with double fastenings parallel to the edge, s = smin, c1 = cmin in C 20/25 Notes 11, 14 (in general, load application by torque) s 5 5 Size of i 5 size of anchor: s = smallest; i = intermediate; m = medium; i = intermediate; l = largest anchor m 5 i 5 l 5
C 39 - C 39M - 16b
1-s2.0-S0950061811007586-main
Formulae Sheet 1-Virtual Work,Pricipal Strains
Statically Indeterminate Beams 2
carlstad julia 1230835 experiment 5