ML20031F324
| ML20031F324 | |
| Person / Time | |
|---|---|
| Site: | Marble Hill |
| Issue date: | 07/20/1981 |
| From: | PSI ENERGY, INC. A/K/A PUBLIC SERVICE CO. OF INDIANA |
| To: | |
| Shared Package | |
| ML20031F321 | List: |
| References | |
| IEB-79-02, IEB-79-2, NUDOCS 8110190535 | |
| Download: ML20031F324 (59) | |
Text
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SUMMARY
REPORT STATIC, DiNAMIC AND RELAXATION TESTING OF EXPANSION ANCHORS IN RESPONSE TO NRC I.E. BULLETIN 79-02 JULY 20,1981 O
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l 8110190535 811009
<PDR ADOCK 05000546
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REPORT ON STATIC, DYNAMIC AND RELAXATION TESTING OF EXPANSION ANC110RS
_I___RESPONSE TO NRC IE BULLETIN 79-02 N
TABLE OF CONTENTS i
1.0 Introduction i
1.1 Background
1.2 Purpose of Test Program 1
2.0 Test Program and Results 2.1. Phase A - Static Tension Tests on Single Anchors 2.2 Phase B - Cyclic Tests on Anchored Plate Assemblies 2.3 Phase C - Static Tension Tests on Anchared Plate Assemblies 2.4 Phase D - Anchor Preload Relaxation Tests 2.5 Conclusions 2.6 Tables and Figures for Chapters 1.0 and 2.0
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e STATIC, DYNAMIC AND RELAXATION TESTING OF EXPANSION ANCHORS IN RESPONSE TO NRC IE BULLETIN 79-02 1.0 Introduction
1.1 Background
On March 8,1979, the U. S. Nuclear Regulatory Commission's, Office of Inspection and Enforcement issued I.
E.
Bulletin 79-02 entitled, " Pipe SuPRort Base Plate Designs Using Con-crete Expansion Anchor Bolts".
Subsequently, Revision 1 of the bulletin was issued on June 21, 1979, Supplement I to Revision 1 was issued on August 20, 1979 and Revision 2 to the bulletin was issued on November 8,1979.
- llk, The bulletin required a response from holders of operating licenses and holders of construction permits for power re-actor facilities. The response was to include consideration of the effect of base plate flexibility on calculated expan-sion anchor loads; verification that all expansion anchors have a factor of safety of four or five (for wedge and shell compared with manufacturer's type anchors respectively) as recommended values for ultimate anchor capacities; a descrip-tion of design requiremente for expansion anchors subjected to cyclic loads; and verification by documentation that such design requirements have been met.
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1.2 Purpose of Test Program The purpose of the test program was to supplement the prev-ious responses which had referred to these tests. The spec-ific items addressed by these tests are the ultimate static capacities of various types of expansion anchors, load-displacement relationships for these anchors, behavior of ex-pansion anchors subjected to simulated seismic events and other cyclic loads, base plate flexibility and its effect on anchor loads, and the phenomenon of relaxation (loss of anchor preload) with time. An overview of the test prc3 ram is shown in Table 1.1.
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2.0 Test Program and Results
- llk, T'he tests can be divided into four series.
Phase A - Static Tension Tests on Single Anchors Phase B - Cyclic Tests on Anchored Plate Assemblies Phase C - Static Tension Tests on Anchor Piste Assemblies Phase D - Anchor Preload Relaxation Tests 2.1 Phase A, Static Tension Tests on Expansion Anchors 2.1.1 The purpose of static tension te st s on single anchors in-stalled in concrete or other embedment materials was to un-derstand the behavior of expansion anchors with respect to their ultimate load capacities and their load displacement charac te ris t ic s.
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The important parameters which were investiy,ated are:
i) the type and size of anchor; ii) the embedment material; iii) the embedment depth; and iv) the prestressing of the..chor.
Table 1.1 lists all the static tests performed.
l 2.1.2 Test Apparatus The testing apparatus is shown in Figure 2.1.
The testing was perrormed in accordance with ASTM E-488.
1 1
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The load was applied with a motorized hydraulic pump and was ll),
measured with a load cell mounted coaxially with the tension loading rod.
The anchor displacement was measured with two linear variable differential transformers (LVDT's).
2.1.3 Procedure The expansion anchors were installed according to the anchor manufacturer's instructions.
The test data, which consisted of the applied load and anchor displacement, was electron-ically recorded. A load-displacement curve was plotted con-currently with the tests. The embedment depth, installation torque, testing torqu e, if any, the embedment material, the compressive strength when the test was conducted, and the I,l mode of failure were recorded for each test.
Any out-of-plumbness in the anchor installativn was also recorded.
2.1.4 Test re sults The ultimate tensile capacity for expansion anchors is shown in Figure 2.2 through 2.7.
Each figure represents the re-suits of testing a particular bolt size.
Beneath each strength bar, the number of tests, the embedment depth, the emb edmen t material, and the anchor manufacturer are list.d A discussion of anchor behavior based on the various anchor parameters follows:
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2.1.4.1.
Wedge Type Anchors O
The load-displacement behavior of wedge type expansion anchors is shown in Figures 2-8 through 2-13.
The effects of various parameters are discussed below:
4 2.1.4.1.1 Embedient Depth Figure 2-8 shows the effect of embedment depth on anchor behavior. It is seen that the anchte capacity is higher for the longer embedment depth of eight times the dia-meter of the anchor bolt stud (8D) than for the smaller a
embedment depth of 4.5 times the anchor diameter (4.5D).
It was also noted during the tests that the anchors with (L
the smaller embedment depth tend to fail in the concrete cone pull-out test, whereas the anchors with the larger embedment depth fail in the pull-out of the anchor stud.
This effect of embedment depth is in accordance with the expec ted behavior of anchors at varying embedcent depths.
2.1.4.1.2 Installation torque Two load displacement plots are drawn in Figure 2.9 for j
wedge ' pe anchors having the same embedment depth and embedded in the same material but having dif ferent in-sta11ation torques. ' It is noted that the mean maximum
lord is the same for both test series and therefore the A
ultimate anchor capacity is unaffected by the magnitude O
of the installation torque.
The magnitude of the installation torque is seen to affect the initial portion of the load-displacement At small displacement magnitudes, the curve for curve.
the higher installation torque appears to have a much higher proportional limit. The displacement at the max-imum load also is observed to decrease slightly as the installation torque is doubled.
As the installation torque is increased, the load at which first significant additional displacement occurs should also increase.
This fact can be verified by comparing Figures 2.9 and 2.10.
l 2.1.4.1.3 Testing Torque Part of the total tension force existing in an anchor bolt during its service life i,s due to the tension in-troduced during installation. However, it is known that the initial anchor tension relaxes with time.
The testing program investigated the influence of anchor.
tension existing prior to the tension pullout test for l
wedge type anchors.
These anchor types were installed
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using torque control. Control of the bolt tension after
- llk, installation was by application of a " testing torque".
Of the test series conducted, a majority have been test-ed with a testing torque of zero.
A zero test torque means the nut on the anchor is finger-tigh t.
In cases whe re a testing torque greater than zero was applied to the anchor immediately before the tension pullout test, the torque magnitude was typically 50 to 60 percent of the installation torque.
Anchor load versus displacement curves, where the test-ing torque was varied, are shown in Figure 2.11.
It is noted that no significant differences in gross behavior exist. The mean maximum load of the ancL,r appears to be g
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insignificant 1y affected by a variation of the preload in the anchor.
To understand the effect of testing torque, the initial portions of the load displacement curves of Figure 2.11 are plotted on a magnified scale in Figure 2.12.
It indicates that the anchor preload does affect the load displacement curve and the fashion in which the anchor tension increases as the applied load increases.
By examining Figure 2.12, several effects can be attributed to anchor preload.
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The most obvious effect is the manner in which the anchor initially carries an externally applied load.
Anchors that were preloaded did not show displacement until the applied load exceeded the apparent anchor initial tension. Once the initial tension was exceeded, the behavior appears to be identical to that shown for
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t.he zero initial preload case.
Both load displacement curves drawn in Figure 2.12 could be represented by a bilinear approximation.
The first major departure from linearity appears at about 2000 lbs, the load corresponding to the anchor pretension.
The first departete f rom linearity is, therefore, assoc-iated with additional displacements after the anchor h
load exceeds the anchor pretension.
2.1.4.1.4 Concrete Strength The behavior of the expansion anchors embedded in var-ious strengths of concrete was investigated in this pro-gram. The load displacement behaviors of wedge anchors embedded in two different concrete strengths are shown in Figure 2-13.
The measured pullout capacity of the anchor in the higher strength concre te is greater.
Other characteristics of the load displacement curvo do not appear to be affected la a change in the concreta compressive strength.
5 2.1.4.1.5 Effect of Embedment Material j
(y t
)
Behavior of sleeve anchors embedded in concrete and in masonry is shown in Figure 2.18.
It is apparent that the performance of the test anchor in concrete is super-ior to the same anchor embedded in masonry.
The com-pressive strength of the Type M mortar and the compres-sive strength of the Concrete Masonry Units (CMU) are approximately the same. Although the M mortar is a much denser material than the CMU, the behavior shown in Figure 2.18 does not appear to be affected.
Often the limiting f actor in develop ing the tensile capacity of an anchor embedded in masonry is the cracking of the mortar joints or concrete masonry units (CMU) through 9-the embedment hole.
Type N cortar has a lower compressive strength than Type M mortar (about 1/3 of Type M).
The anchor capacity is affected by the lower strength mortar material, however, it appears that the initial portion of the load dis-placement cu rve and the ductility are not greatly in-fluenced.
For the other gencric anchor types, the tensile capacity and displacement behavior in masonry may not be as shown in Figure 2.18 when compared to conc re te.
- However, wedge type anchors typically show the ductility depicted
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in Figure 2.18 and also fail by excessive oisplacement.
ll The self-drilling anchors were also frequently observed "to pull out rather than to form a cunical rupture cone dictated by the tensile capacity of the embedding mater-ial.
2.1.4.2 Sleeve Type Anchors A sleeve type anchor is shown in Figure 2.14.
The ulti-ma te strength values of tension tests on sleeve type anchors are included in Figures 2.3 through 2.5.
for Figure 2.15 shows a typical load-displacement. plot sleeve tg e anchors.
The behavior of sleeve type anchors is essentially similar to that of wedge type
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anchors; tl.os, the discussion on variaticn of embedment v
- depth, installation
2.1.4.3.
Self-Drilling and Drop-In Anchors Self-drilling and drop-in type anchors are shown in Figurs 2.14.
The behavior of these anchor types is generally less ductile and more brittle in nature than l
the wedge or sleeve anchor. Brittle behavior is defined as a failure that occurs abruptly with little warning or at small, less visible, displacements. Load transfer to the embedding material for the self-drilling and drop-in
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anchors is accomplished by wedging the shell against the g
embedding material.
The load carrying bolt is a separate element which is threaded into th.: snell. The bolt is not associated with the part of the anchor sys-tem that is wedged against the side walla of the hole.
The load displacement characteristics of the self-drilling and the "TZD" drop-in anchors are shown in Figures. 2.16 and 2,17 resp ctively.
These anchors are usually embedded to a depth equal to the anchor shell length.
The anchor shell is approximately four times the diameter of the bolt that threads into the shell.
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Figures 2.16 and 2.17 show that the maximum loads for t
U" the self-drilling and drop-in anchor are achieved at an anchor displacement of'less than 0.5 times the bolt dia-meter. Also, shortly af ter the ir.aximum load is reached, j
the anchorage sys tem fails, usually by rupturing the concrete in tension on a conical surface.
Shown in Figure 2.17 are test results for drop-in anchors where the anchor shell was observed to fracture in tension. Thus, shell fractures centro 11ed the maxi-mum load carrying capacity.
2.2 Phase -B - Cyclic Tests on Anchored Plate Assemblies 2.7.1 Introduction
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The objective of these tests was to investigate the behavior of expansion anchor plate assemblies while subjected to simu-laced seismic events and pipe transient loadings.
The tests were performed using 1/2" diameter wedge, sleeve, s e '. f-drilling and drop-in type anchors embedded in reinforced con-crete, concrete block and mortar joints.
Table 2.1 summar-izes the extent of the tests performed.
2.2.2 Test Apparatus The plate assemblies consisted of one 1 1/2" x 12" x 12" steel plate (A-36) with four 1/2" diameter expansion anchors for each plate. The anchors were at the corners of the plate t')
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(spaced 9" apart) and were installed in accordance with manu-facturers recommended procedures. Sleeve type and wedge type anchors were embedded at lengths of 2 1/4" and 4" (corre-spending to 4 1/2 and 8 anchor diameters) and shell type anchors were installed so that the top of the shell was flush with the concrete slab or block wall surface.
The concrete test slats measured approximately 4 f t.
by 11 ft. by 12" or 18" thick.
They were reinforced with #6 bars (grade 60) spaced at 12" on center with 1 1/2" of cover.
The concrete i
specimens had a specified minimum 28 day ompressive strength of 3500 psi.
The concrete block walls were approximately 4 ft. by 6 f t., consisting of solid concrete blocks weighing 3
r-about 120 lbs/f t with a measured mean compressive strength (g/
f I
of 2525 psi. A Type N mortar with a specified minimum 28-day g
compressive strength of 700 psi was used. The success of the tests using Type N mortar, negated the necessity to test anchors embedded in Type M mortar.
An electronically controlled servo-l.ydraulic ram was used to apply load to the anchored plate assembly. The ram and cen-troid of the anchor group were coaxial during each test. Each anchor was instrumented wi'th a load cell beneath the anchor nut and a spring loaded linear variable differential trans-former (LVDT). The LVDT measured anchor movement out of the embedded medium.
A sketch of the test assembif is shown in Figure 2.19.
VA 2.2.3 Procedu re Embedded depth, installation torque, preload, applied load, number of cycles, frequency and number of tests to be per-formed are shown in Table 2.1.
Test Type 1 (no preload) was performed for each series.
Test Type 2 (preload) was per-formed only if the anchor displacement was equal to or great-er than 1/2" (1 diameter displacement) when a test Type I was completed.
Similiarly, tests in mortar and concrete block using 8D embedded depth anchors were not conducted if the preceding 4 D embedded anchor te sts passed the above dis-placement criteria.
Also tests in Type M mortar were to be performed only if a test in Type N mortcr for a given test fm series evidenced an anchor displacement of equal to or O
greater than 1/2". At least two tests were conducted,for each
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type tested.
u, The seismic load cycles represented five OBE seismic events followed by one SSE event.
The fatigue load cycles repre-sented the effect of pipe transient loadings experianced by the anchors during the life of the plant.
For assemblies embedded in zor: rete, the applied assembly lords for seismic tests were 25% of the manufacturer's recournended ultimate ccpacities for the OBE events and 50% of the manufacturer's recoczne,.oed ultimate capacities for the SSE event.
For pipe transi nt te st assemblies embedded in concrete, the applied e
assembly loads varied from 12.5% to 25% of the manufacturer's recocinended ultimate capacities, depending on the number of cycles.
For seismic tests conducted in solid concrete block and mortar joints, the applied assembly loads were consistent with individual anchor design loads for OBE and SSE events (since no manu fac turer 's data is available).
One cycle is defined as the application of a tensile and then a compres-sive force, both equal to the applied assembly load.
This load reversal allows for the effect of impact of the plate on the anchors.
For tests per formed in concrete block, all four anchors of l
the plate assembly were embedded in the block itself. Where tests were conducted on anchors embedded in mortar, all four f)
anchors of the plate assembly were embedded in the mortar joints.
I 2,2.4 Results
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The results of the tests are shown in Table 2.2 and 2.3.
The maximum anchor displacement is the maximum movement that occurred for all anchors tested in that particular test ser-ies and test type. As can be seen, the anchor displacements are, for the most part, very small if not negligible.
For anchors embedded in concrete subjected to simulated seismic l oad s, 100 anchors were tested (25 plate assemblies).
All exhibited anchcr displacements of less than or equal to 1/2 of an anchor diameter (1/2") after five OBE events, and 96 anchers exhibited displacements of less than 1/2 of an anc' diameter after the SSE loads had been applied (96% of anchors tested).
For anchors embedded in concrete and subjected to pipe transient loads, 44 bolts were tested (11 plate r'%
assemblies). Forty anchors exhibited anchor displacements of less than 1/2 of an anchor diameter (91% of total anchors tested).
For anchors tested on concrete block walls (block and mortar) subjec ted to seismic loads, all 28 anchors (8
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plate assemblies) showed anchor displacements of less than f
1/2 of an anchor diameter.
The only test requiring preload was L-2, which showed neglig-ible movement with the higher test preload (2150 lbs.).
In one D-1 te st, two anchors exhibited 0.5 inch displacements afe.er the simulated SSE load was applied, as can be seen in Table 2.2.
However, because of load attenuation during the
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test (due to equipment capacities) two additicnal D-1 tests v.
were perforvi and these exhibited little or no anchor dis-P acement. A D-2 test was therefore, not required. All other h
l anchors had a nominal preload of 500 lbs. (except test E-2, which was not required but which was performed after the pipe transient tests (L-2) had been performed). No tests in Type M i
mortar were required as all anchers tested in Type N mortar i
experienced movements of less than 0.5 inches.
t It should be noted that no anchors experienced a concrete or mortar cone failure.
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2.3 Phase C - Static Tension Tests on Anchored Plate Assemblies
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.2.3.1 Introduction The purpose of the static load-deformation test on a flexible plate anchor assembly was to determine if prying action is a significant factor in the calculation of the anchor forces.
Variation of the prying action effect with the load, if any, was also studied.
2.3.2 Test Apparatus The anchor plata assembly consisted of a h"x12"x12" plate attached to concrete with four 1/2-inch anchors. Tt.ree tests were done with wedge type anchors and three with self-drilling anchors. A tension load was applied to the assembly in the middle of the plate. A typical anchor plate assembly with instrumentation is shown on Figures 2.20 and 2.21.
The following three types of sensors were used in the tests:
1.
Load cells which measured the load in the anchors.
2.
Linear variable differential transformers (LVDT's) which measured the vertical displacements of each anchor head, two corners of the plate and one internal point p
along a diagonal.
v - _ _ - _ _ - _ _ - _ _ - - _ - _ _ _ _ _ _ _ _ _ _ _ _ - -
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Strain gages which measured the strain in the base plate.
2.3.3 Procedure The expansion anchored plate assembif was installed according to the instructions of the anchor manufacturers.
A tension load was applied in the middle of the plate.
The applied load, the anchor forces, the anchor displacements, the plate displacements and the plate strains were recorded electron-ically at various stages of the applied load.
Three tests were conduc ted on plate assemblies with Hilti-wedge type anchors and another three tests were conducted on plate assemblies with Phillips self-drilling type anchors.
The Hilti-wedge anchors were installed with 70 f t-lbs of in-stallation torque each. Af ter the installation torque reach-ed 70 ft-lbs, the anchor nuts were loosened, then finger tightened, then tightened further to a torque of 45 f t-lbs.
The assembly was then loaded to about a quarter of its ulti-mate capac ity, unloaded, the anch6r nut loosened, finger tightened, given a 1/8 turn, and relc,aded.
This provided data corresponding to test torques of 45 f t-lbs and 0 f t-lbs.
For plate assemblies with ITT-Phillips self-drilling anchors, the installation, loading, and unloading sequence was similar 3
to the sequence for wedge type anchors, except that the tigh tening of the anchor nu ts before starting the loading h
sequence varied from finger tightening to an additional 3/4 turn of the nut.
2.3.4 Results a
The te st results for the three plate assemblies with Hilti wedge type anchors and the two plate asse@ lies with Phillips self-drilling anchors show that there is a prying action load of about 15%-20% of the applied load. One plate assembly with Phillips self-drilling anchors (Test No.1) does not show any prying action.
Figure 2.22 shows a plot of the applied load on the anchor plate assembly vs.
the total anchor force for each of the six tests.
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It is noted that:
a.
The anchor force is higher in the early load stages due to the combination of anchor pretension and prying ac tion ;
b.
The effect of prying action reduces as the applied load is increased; and c.
The inc rea se in the anchor force due to the prying action is only abcut 15-20 percent.
This inercase is
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much lower than that in 'an assembly with regular steel J
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bolts, where the prying action effect is calculated to fh be about 110 percent.
The reduction in the prying l
action e ff ec t in the plates with expansion anchors is due to the e ffective lower stiffness of expansion I
anchors installed in concrete.
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2.4 Phase D - Anchor Preined Relaxation Tests f]
2.4.1-Introduction When a concrete expansion anchor is installed, a preload will be induced on the anchor as a result of torquing che bolt or nut.
It is known that a portion of the preload in the anchor period of time af ter installation.
The dissipates over a purpose of these single anchor relaxation torque tests was to investigate the loss of anchor preload over time (re laxation).
The tests were performed on single anchors of varying types, and diameters, installed at various embedded depths and with various torques in concrete and mortar (Types N & M).
The specific testing requirements are outlined in Table 2.4.
2.4.2 Test Apparatus Sit gle anchors were installed in unreinforced concrete (no reinforcement within a minimum depth of ten anchor diameters) and in Types N and M mortar.
2.4.3 Procedure Single anchers were installed in concrete and mortar in accordance with manufacturers' reconciended installation pro-cedure s.
Installation torques are shown in Table 2.4.
The nut or bolt of the anchors was loosened 1/8 of a turn and then retorqued to its original position.
The torque required to O
return the nut or bolt to its original position was then v L r,
recorded as a measure of remaining preload in the anchor. One anchor for each set of tests performed was tested with a load cell under the nut or bolt head to establish a torque-tension relationship.
The anchors were retorqued at intervals of 12 hours1.388889e-4 days <br />0.00333 hours <br />1.984127e-5 weeks <br />4.566e-6 months <br />, 24 hours2.777778e-4 days <br />0.00667 hours <br />3.968254e-5 weeks <br />9.132e-6 months <br />, 7 days, 14 days and 28 days after initial instal-lation. The anchor load and the average anchor torque versus time were plotted for each set of tests.
(Figures 2.23 and 2.24 show typical load and torque plots.)
2.4.4 Results The results are represented by Figures 2.23 and 2.24.
The loss of preload at the end of 28 days was as little as 13% for I
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a 3/4" diameter anchor embedded in mortar and as much as 54%
for a 1/2" diameter anchor embedded in concrete. Overall, it appears that less relaxation occurred for anchors embedded in mortar than for those embedded in concrete.
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2.5 Conclusions O
2.5.1 Phase A - Static Tension Tests on Single Anchors The static tension tests on single anchors have provided a clear understanding of the anchor behavior under loading and
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the e ff ect of various parameters on that behavior.
It.is noted that the prestressing of the anchor at the time of testing does not affect the ultimate load carrying capacity of the anchor.
2.5.2 Phase B - Cyclic Test on Anchored Plate Assemblies The wedge, sleeve and shell *.ype anchors tested in concrete and block walls exhibito.d insignificant anchor displacement when subjected to seismic ' r pipe transient loadings.
It o
can, there fore, be concluded that anchors embedded in con-crete can withstand cyclic loads up to 25% of manufacturer's ultiraate capacity with a simulated OBE condition and 50% of i
l manuf acturer's ultimate capacity with a simulated SSE con-l dition.
It has been shown that anchors embedded in concrete l
block and mortar can withstand cyclic loads. The tests were l
conducted at load levels of 25% of the measured mean ultimate static capacity or greater.
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It should be noted that anchor preload is not required for the anchors to with s tand cyclic loading.
The preload in the i.
anchors tested was generally not grea te r than 500 lb s. (0 O
b prelcad) which is equivalent to tightening the nut or bolt-approximately 1/8 of : turn af ter " hand" tight.
2.5.3 Phase C - Static Tension Tests on Anchored Plate Assemblies The results of tests on a flexible base plate with four expan-sion anchors show inat the, prying action is of the order of 15-20 percent of the applied load.
This increase is much lower than the expected increase in an assembly with regular steel bolts where the prf ng action force is calculated to be i
110 percent. The reduct:.on in the prying action force is due
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to the effective lower stiffness of expansion anchors in-stalled in concrete.
p LA 2.5.4 Phase D - Anchor Preload Itelaxation Tests From the typical curves showing load or torque versus time (Figures 2.23 and 2.24), it can be seen that the anchor pre-load losses are most pronounced in the first 24 to 48 hours5.555556e-4 days <br />0.0133 hours <br />7.936508e-5 weeks <br />1.8264e-5 months <br />.
However, it should be noted at this point that the relaxation phenomenon should not be of great concern when viewed in light of the cyclic test results which showed that preload is not required to withstand cyclic loading.
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TABLES AND CHARTS FOR CHAPTERS 1 & 2 Oe O
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O O
o' OVERVIEW OF TESTING PROGRAM Anchor Anchor Bolt Size Embedment Embedment Testing Generic Manufacturer (Diameterininches)
Depth Material Phase Type ui.
e n
h 1/4 3/8 1/2 5/8 3/4 1
1 1/4 4D 80
,5 C
7 b
8E b
c
- =
u u
r Wedge x
x x
x x
x x
x x
x x
x x
x
- Static Sleeve x
x x
x x
x x
x x
.l Self-Drilling x
x x
x x
x x
x
]
Drop-In x
x x
x MCdge x
x x
x x
x x
x
, Cyclic Sleeve x
x x
x x
x j Loadings Self-0 rilling x
x x
x Drop-in x
x x
x l
"d" 9
Static l
St. eve 3
pj[xlble Scif-Drilling x
x x
x i
Drop-In lledge x
x x
x x
x Sleeve x
x x
x x
L
' Relaxation Scif-Drilling x
x x
x x
Drop-In i
Tablo 1.1 l
e i
j-f)
[
Y w
TAHLF /.!
OYNA'41C Ti5TTTr. CONCRETt 4
TOTAL TEST EMBEDDED ht#4BER IDENTIFICATION ANCHOR DEPTH OF INSTAILATION TLST (4)
APPLIED A55CMSLY LOAD OF LOAD TYPE OF OIAMETER Af. Cit 0R TORQ'JE PREL0nD ON 4 COLI ASSEMBLT NUMBER OF FREQUE NCY TESTS TEST (2)
TEST TYPE A*.CHOR (IN)
(IN)
(FI-LBS)
(LBS)
(LBS)
CYLLES (lit)
+ 5270 (a) ** - Pu/4 200 (a) 2 la 1/2 2-1/4 60 0
7 10540 (b) ** - Pu/2 40 (b) 10 4
lb A
wE OF.
(Hli '
O
+ 10240 (a) - Pu/4 200 (a) 4 1
1/2 4
70 120480(b)-Pu/2 40 (b) 10 B
0
+ 5J70 (a) - Pu/4
- 00 (a) 4 1
WEOGE 1/2 2-1/4 60
- 10540 (b) - Pu/2 40 (b) 10 0
+
(WEJ-1T)
SEISMIC 10240 (a) - Pu/4 200 (a) 3 1
0
+
SLE EVE HN-5860*
4 70 1525 110240(b)-Pu/4 40 (b) 10 1
2 E
SELF
+ 8500 (a) - Pu/4 200 (a)
UR!LLING 1/2 2-1/32 0
_T 17000 (b) - Pu/2 40 (b) 10 4
F
+ 5/d0 (a) - Pu/4 200 (a)
DROP-IN 1/2 1-31/32 0
111560(b)-Pu/2 40 (b) 10 3
H 1.
Pu, ultimate pull-out capacity, is cased on manuf acturer's data in 3500 psi concrete.
2.
Test type is denoted by (1), lower test preload of the test series and (2), higher test preload of the test series.
3.
- Refers to Red Head Manuf acturer Catalog number, 4
Preload of 500 lbs. is considered a "0" preload condition since it approximates a hand-tight condition plus 1/8 turn..
5.
- Refers to the corresponding applied assembly load with the corresponding aumber of cycles.
d
e
'N
(,/
\\ ]
LJ
~
TABLE 2.1 (Cont'd)
UYNAMIC IL515 IN CU KHETL TOTAL TEST EMBEDDED NUMBER IDENTIFICATION ANCHOR DEPTH OF INSTALLATION TEST (4)
APPLIED ASSEMBLY LDAD OF LOAD TYPE OF DI A'E TER ANCHOR TORQUE PRELOAD ON 4 BULT ASSEMBLY f; UMBER CF FROjUENCY TESTS TEST (2)
TEST TYPE ANCHOR
(!N)
(IN)
(F1-lUS)
(LBS)
(LBS)
CYLLES (lit)
CONDUCTED TYPE SERIES 0
+ 2635 (a) - Pu/8 28500 (a) 4 2
1 2-1/4 60 152/0 (b) - Pu/4 3'JOO (b)
I WEDGE 1/2 (HILTI) 4 yo o
, 5i20 (a) - Pu/8 23500 (a) 4 2
I PIPE
-+ 10240 (b) - Pu/4 J000 (b)
J TRANS-0
+ 26h (a) - Pu/3 28500 (a) 4 2
1 IENTS WEDGE 1/2 2-1/4 60
~+ 52/0 (b) - Pu/4 3000 (b)
K (LEJ-IT) 4 70
_ _ t)
+ 5120 (a) - Pu/8 28500 (a) 4 2
1 SLEEVE HN-5860*
2150
+ 10240 (b) - Pu/4 3000 (b)
I 2
L
+ 4250 (a) - Pu/8 28500 (a)
SELF-1/2 2-1/3 0
i8500(b)-Pu/4 3000 (b) 4 2
M DRILT 'M 1.
Pu, ultimate pullout capacity, is based on manuf acturer's data in 3500 psi concrete.
2.
Test type is denoted by (a), lower test preload of the test series and (b), higher test preload of the test series.
3.
- Refers to Red Head Manufacturer Catalog number.
9 0306R
- e
e *
,m
/~'
G' L.J
's
)
TABLE /.! (Cont'd)
SCUFE ItSIED DYNAMIC TC515 IN Utot 4 & MORTAR TOTAL TEST f
EMBEDDE D APPLIED ASSEMBLY LOAD NUMdER IDENTIFICATION ANCHOR DEPTH UF INSTALLATION TEST (4)
ON 4 Bumi ASSEMBL Y OF LOAD TYPE OF DIA*'ETER ANCHOR TURQUE PRELOAD (LBS)
LMBEDME NT NUMBER OF FREQUENCY TESTS TEST (1)
TEST TYPE ANCHOR (IN)
(IN)
(FT-LUS)
(LUS)
BLOCK MOHTAR f *AI ER I AL CYLCES (Hz)
CONDUC!ED TYPE SERIES Un 4 Bolt Assembly
+ 1580 (a)
+ 15U0 (a)
CMU 200 (a)
?
81 WEDGE 1/2 2-1/4 50 0
13100(b)
{J160(b) 40 (b) 10 1
Ni A
(HILTI) li-Mort ar On 2 Bolt Asstrably 200 (a)
WEDGE 1/2 2-1/4 50 0
+ 790 (a)
N-Mortar 40 (b) 10 1
N1 A
(HILTI) i1500(b)
SEISMIC M 2 Bolt Assembly 200 (a)
+ 790 (a)
N-Mortar 40 (b)
IG 1
N1 E
SLEEVE HN-5860*
4 50 0
11580(b)
On 4 Bolt Assembly
+ 1580 (a)
+ 1580 (a) 200 (a)
SLEEVE HN-5860*
4 50 0
13160(b) 13160(b)
.1-Mortar i
NI E
Otu 40 (b) 10 2
81
~
1.
The alphanumeric code identifies the test type. The letter indicates the embedment maerial, B-Corcrete Masonry Units. N_-Mortar.
2.
- Refers to Red Head tknufacturer Catalog number.
030uR
- m
('~~)
(
,p L/
L
]
TA!!LE 2.2 CYCLIC ILSTS FOR SLISMIC LtMUING StRIMARY OF TEST HLSHLIS I
pax! MUM ANor.M SL IP IN INtitES MAXIMUM ANCHOR SLIP IN INCHES AFTER TEST EMPE DDED AFILR 5 00'. LOAD 51MUt AllGNS S OBE LOAD SIMULATIONS FOLLUWED BY IDENTIFICAT!0t; A*.CHOR DEPTH cf TEST I SSL LOA 0 SIMULAT!UN TEST l.iSI O!Av4TER TYPE OF ANCHOR PRELOAD EMBEDMLNT PE AK LOAD ON ANCHOR 25% UF PEAK LOAD ON ANCl#F1 50 UT MANUFAC-SERIES I TYPE
(!N)
ANCHOR (IN)
(Lt!S)
MATLRIAL MANUI ACTURt R SI ATIC ULTIMATE TURLR STATIC ULTIMIE UNtESS t.UTED REMARKS A
la 1/2" PILT!
2-1/4" O
Conc ret e 0.0" 0.12" hME A
lb 1/2" HILTI 2-1/4" O
Conc re te 0.or 0.32" WEDCE 8
1
'/2" HILTI 4"
O Concre t e 0.13" 0.39" 14DGE D
1 1/2" WEJ-IT 2-1/4" O
Concrete 0.0$"
U.15" One assembly e3ceeded.50 WtDGE criteria E
1 1/2" PHILLIPS 4"
0 Concrete 0.01" 0.25" SLELVE E
2 1/2" PHILLIPS 4"
1525 Concrete 0"
O' SLCLVE F
1/2" PHILL!/S 2.03" O
Concrete 0.03" 0.11" SE L F-DRILLING H
1/2" HILTI 1.97 0
Lonc re t e 0.01" 0.01" DROP-IN A
B1 1/2" HILT!
2-1/4" O
Conc re te 0.11*
0.21" WLDGE Block A
N1 1/2" HILil 2-1/4" O
N. Mortar 0.04" 0.04" WLOGE E
B1 1/2" PHILLIPS 4"
O Conc rete 0
0 SLLivE Uteck F
N1 1/2" PHittlPS 4*
O N-Mortar 0.07" 0.01" SLtLVL Joint
- Preload considered "0" if preinad condition is 500 pounits or le a.
v 0 3'Ifsi '
e'
.f y f~)
_f U
U V
TABLE 2.3 CYCLIC TESTS FOR PIPE TRANSIENTS LOADING
SUMMARY
OF TEST RLSL1TS MAXIh]M ANOlUR SLIP IN INCHES MAXIMUM ANCHOR SLIP !N INCHES AFTER TEST EMCEDDED AFTER 5 OBE LOAD SIMULATIONS 5 OBE LOAD $1MULATIONS FOLLOWED CY ICENTIFICATION ANCHOR DEPTH OF TEST 1 55E LOAD S!MULATION ILSr ILST DIAv1TER TYPE OF ANCHOR PREt0AD EMBEDMENT PEAK LOAD ON ANCHOR 25% OF FEAK LOAD ON ANCDOR 50% OF MANUFAC.
'ERIES TYPE
(*N)
ANCHOR
{!N)
(LBS)
MATERIAL FONUFACTURER STATIC UL11tMTE TURER STATIC ULTIMATE U*.t.ESS NOTED REMARKS J
I 1
1/2" HILTI 2-1/4" O
Cor< re te 0.02" 0.03" WEDGE J
1 1/2" HILTI 4"
O Concre te 0.06" 0.13" WE DGE K
1 1/2" WEJ-IT 2-1/4" O
Concrete 0.03" 0.03*
l WEICE L
1 1/2" PHILLIPS 4"
O Concrete 0"
0" One asser:oly i
l SLEEVE exceeded.50 I
criteria L
2 1/2" PHILLIPS 4"
2150 Concrete 0.02" 0.02" SLEEVE M
1/2" SELF-2.03 0
Concrete 0.01" 0.03" DRILLING l.
e 030M *
.s Ov TABLE 2.4 SINGLE ANCHOR RELAXATION OF TORQUE TESTS Embedded Installa-Embedment Material Total Anchor Depth of tion Concrete Type of Diameter Anchor Torque,
(strength)
Masonry Joint Test Anchor (inches)
(inches)
(ft. Ibs.i (psi)
(Type of Mortar)
Required S
50 M
Wedge (Hilti) 1/2 4
70 3500 5
M 3
50 Sleeve (Phillips)
- HN-5860 4
70 3500 5
5 N
Self-g 5
Drilling 1/2 2-1/32 3500 5
I M
i 5
135 N
i 5
Wedge I
(Hilti) 3/4 6
250 3500 5
A Refers to Red Head Catalog number.
i Install snugtight plus 1/4 turn.
I I
i O
l l
h O
O t)
O O
O
~;
O I
(
(
Tension Rod I
Hydraulic Pump p
n f load Cell i
i y llydraulic Ram i,.
7 f Reaction Beam
+z i
_{
7 edcatal P
e-.
lo Anchor Tensioning Test (TestSpecimen Anchor Fixture 5
J v
l l
Fig. 2.1 Tension Pullout Loading Frame l
l l
o 9
9 I
(
I I
b, I
Bolt Diameter: I/g" 4 2500.
1 o
1 Range of Test Results 7
]
2000.
Hean Capacity I
N I
t" 1500 i
.o i
D.
l O
a o
4 I
1000.
g
~
s
.[
M i
e 500.
td 1
i
)
0 Number of testa 6
5 6
6 3
3 Enhedment b3/ g"
- l 1"
bl / '2 3
3 Location / Mortar C
B*/N J/N C
C C
Comp. Strength, pst 3600 535 535
'3600 3500 4200 Ill.lti
=l ITT-Phillips Manufacturer l
Type Wedge Self-drilling i
- Compressive strength of concrete masonry unita: 2525 psi I
Fig. 2.2 Comparison of /4 in. exp.innion anchors i
O O
O
(
(
i i
l
(
7000.
Bolt Dipseter 3/g " (
\\
3 6000.
Range of Test Results 8
E.
Hean, Capacity i
5000.
j'1 t
g.
a 4000,.
k a';j 3000 n.
a O
1 y
2000 g
~
1000 0
Humber of Tests 13 6
6 6
5 3
12 10 4
4 3
5 3
l 1 fg Q
p3.y p
3i 7
py ?/3 5 u 1
Embedmont
=
J B*/N
/N J/N C
J/tt C
C B*/t! J/t!
C.
C Location /tfortar Con.p. Strength psi 3600 464 2590 465 3600 2745 3600 4000 2755 2755 3500 4200 2620
- CfT-Phillipf*"
- Fh}((Ip?
Manufacturer Illiti
=
Type Wedge siceve_
se l r _,.
drilling
- Contprecolve strength of concrete manonty units: 2525 pai 3
Fig. 2.3 Comparison of /n in. expansion anchors
O O
O
(
(
(
l i
4
~
i Bolt Diameter: I/2" &
4 14000 T naase at Teat nea=1,ta i
1 m
j 12000 -
Mean Capacity o
j E.
v 10000 -
]
y m
I N
4 n.
1 0
8000.
u
=
I M
4
'ij 6000.
n.
c O
y 4000 g
s y
2000.
2 i
1 l
0 Number of Tests te 0
'e 5
0 0
0 18, 10 0
2 / 8e" ~
l=
4"d 1
i Embedmont
=
J 'N J
J
/
C C
/M I
Lc: ation/ Mortar C
C C
C B*/N
/tt Comp. s trength, psi 3000 3500 5000 6000 510 2550 660 te000 6000 2830 l
Manufacturer liitti
[
j i
l Type k'e d ge
- Compressive estrength of concrete nusonry units: 2525 pai I
k iy, p,4 Compnrinon uf I/- In.. y..intiliin a us liisate 8
2
(
l 14000-Bolt Diametart I/2" $
?
i I
g Range of Test Results 12000 o8 Hean capacity D
t 10000 -
R l
3 0
8000 -
~
6000.
n n
0
- a e
H 4000.
'f 7
f 4>
2000.
O Number of Tests 4
s.
a.
6 n.
4 6
0 6
6 1
~2 /4'H 2 1/2"
!=
4" Enbeament
=
Location / Mortar C
C C
C C
B*/H B*/N fg
/N J
J J
/N Comp. strength, psi 4100 4400 5700 5700 3600 2390 350 2670 730 390 Mantifacturer Wej-it ITT-Phillips Type Wedge 4
Sleeve w
- Compressive strength of concrete nisonry units: 2525 psi 1
Fig. 2.4 (cont'd)
Comparison of /2 in. expansion anchors
O O
O i
I a
1.4000.
Bolt Diameter: I/2." f 0
Range of Test Results N
12000 i
S.
Hean' Capacity ay 10000 -
n O'
l u
y 8000 -
3 "O
I
)
6000.
,?
A 4000 -
f 2000.
0 Number of Testa se IG s.
3 5
6 Enhedment I
21/
/3b 32 Location /Morta;J C
C J/M J/t1 C
C Comp. strength, psi 3G00 s600 2630 515 3600 5000 e
Manufacturer
~ ITT-Phi 1.11ps hTiltid Type
--Se l f-d rill-TZD Drop-in
=
ing
- Compressive strength of concrete masonry units: 2525 psi 1
Fig. 2.4
( con t' d)
Comparinon of /2 in. v=ypannion anchors
k
~
o-o o(
I
(
I I
16000 Bolt Diameter: 5f,a 9 14000.
i Range of Test Resulte e
j
.g 3
h Mean Capacity 12000.
E 1
x u
ar4 o
10000.
rJ o.
j 4-4 1
1 5
8000 -
S
- s m
c 6000 I
h i
5 T,
}
H 1
j 4000
~
)
t l
i 1
+
l 2000.
I 1
l 0
{
Number of Tests 4
G 12 4.
se 4
'e 5
5 8e 3
3 3
Embedmont h2 /.,34
!=
5"
l l
5" l
h215/ p
=
3 Lot.ation/ Mortar C
J/H C
B*/M B*/N J/H C
C BA/M J/N C
C J/M Coinp. strength pst 3600 2760 3600 3015 1520 2565 3600 5700 2600 725 3600 8600 2000
=
liitti ITT-Phillips Manufacturcr
=
=
Sleeve -* '
Self Wedge l
Type
-=
drilling
- Compressive otrongth of concrete nosonry units: 2525 pai i
l'i q.
'5. r. Cong nrinon of **/n in e aponnion nnelinio
(]
41150 d
30000 -
Bolt Diameter 3/s, " (
7 u
! 25000 Range of Test Resulta n.
Hean Capacity D
2 E. 20000 -
is y 15000.
ne a
f i
.-9 u
i g
10000
~
5000 -
.p
{
o I
Number of Tests 2
8e 3
6 c
13 5
7 3
3 3
Enh edrnent F
3 IB
'6"*'l 5 /i,' '5 /i," h 3 /4 1
1 I
Location / Mortar C
B */li B*/N
/M J/t1 C
C 3/tl J/t!
C C
C J/tt Co p. strength psi 3700 3015 570 2565 cno 3700 6000 1735 2700 360;) i900 5700 2630 s
Hanufacturcr Itilti
- ITT-Phil1 7 Type
=
Wedge
-*- Se l f-
~
drilling
- Cotupreauf ve st rength of concrete manonry unita: 2325 psi 1., fn. e xp.neiion nurini, a 1'i <1 2.6 Cou.pnrinon af
/
O O
O i
i i
l Bolt Diasieter:
ll/g"(j i
Bolt Dianeter 1" $
30000 4
1 g
o l
g Range of Test Results 8,
25000 ng heen Capacity x
u M
I N
j g-20000 o
f
,S i
1 a
1 2-15000 1
ao 1
w 1
m 4
a
]
t3 10000 I
5000 l
{
l
<I j
0 O
3 I
Number of Tests Embedment
'4 /2 5 5/o I.=
n 8"
8"
=
Location / Mortar
^
C
~
C 4
3600 5000 5000 3600
% 00 5700 3600 Comp, strength psi Hanufacturer
=
- Illiti Hilti i
Type Wedge Wedge 1
3 i
i
]
Fi I.
2.7 Comparinon of 1 in and 1 /i, in, expannion anchors I
1.
i
O O
O
(
(
I I
12000--
Anchor Type: Wedge 4
.l Bolt Size: I
/2 in.
)
Embedment Material: 5500 psi concrete j
10000--
i
^
u)
Embedment O
Depth 8D Z
3 8000--
es O
y
.g i
R
/
N v
/
\\
/
\\
O
/
6000-
/
\\
O f
- \\
Average curve from 2 test.
]
\\
/
j Embedment Depth \\g 4.5D (r
7 g
O 4000- [
\\
g Average curve from 4 teste l
O 1
\\
z
\\
q i
\\
I i
\\
2000-!I
\\
l i
\\
\\
~
I
- f
\\s N
k.
O x.
O O.2 0.4 0.6 0.8 1.0
- 1. 2 1.4 1.6
- 1. 8 2.0
~
SLIP (INCHES )
ANCHOR Fig. 2.8 I.ond slip beliavior for wi:dno auctiorn t n.bi dited 4.5D and 8D l
l O
O O
(
(
I i
12 O O O --
4 l
l Anchor Type: Wedge
}
10000 n it size: t/2 in.
]
Embedment Depth: 4'in. (8D) '
Enhedment Material: 4500 poi: concrete
<0
.o z
D 8000-o j
~ N -
a, 1
v f
\\
Average curve from 4 teste Moderatc Installation 7
o Torque (70 ft-ibs) s 4
6000-f
\\
o J
/
Average curve from 5 teste
/
g
/
\\
xo
/
\\
x 4000--
\\
o
/
\\
t l
Low Installation Torque 2
\\
/
(35 ft-lbs)
\\
/
\\
2000- C' N
N i
I;
..L[
~
s N
i s
C-
.h l
O O.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6
- 1. 8 2.0 i
ANCHOR SLIP (INCHES )
i Fig. 2.9 Load slip behavior of wedge anchorn installed with low and moderate in.,allation torque
O O
O 12000--
Anchor Type: Wedge
~~
Bolt Size: I/2 in.
Embedment Depth: 4 in. (8D)
'10000--
Embedment naceriat: 3300 p.t conct.c.
u) o I
z D
8000--
o O.
i High Installation Torque O
<t 6000-
' (175 f t-lba) c)
3 m
O
~
c 4000--
o Z
<I 2000-
~
~
3 l
0l 0
0.2 0.4 0.6 0.8 1.0
- 1. P.
l.4 1.6
- 1. 8 2,0 ANCHOR SLIP (INCHES )
Fig. 2.10 Load slip behavior of wedge anchor installed with high installation torque
(
(
(
12000 T Zero Preload Anchor Typer Wedge 10000--
Bolt Size: 1/2 in.
Enhedment nepth: 4 in. (80)
~
/
~~ N Embedment }!aterial: 5500 pais M
PreloadedD
\\
o concrete
/
\\
Z
/
N Average curve from 3 tests D
8000--
/
s[
N a
/
\\
v f
g Average curve from 4 tests i
/
\\
o
/
<t 6000--
\\
s 1.
o
\\
i
.J N
\\
\\
m
/
N o
/
.1-4000--
/
N
\\
o
/
z
/
\\
I
<t N
%s
)
s%v.
i 2000-1
-a 0
0 0.2 0.4 0.6 0.8 1.0 1,2 1.4 1.6 1.8 2,0 i
ANCHOR SLIP (INCHES )
Fig. 2.11 Load Slip behavior of anchors tented uith preload
o o
O 8(u 0 0-(
(
7000-Anchor Type: Wedge Bolt Size: I/2 in, t
Embedment Depth: 4 in. (8D) g Enhedment Material: 5500 pai concreta o
Z
~_ -
o 5000--
j g
Average curve from 3 teste Preloaded
(
y
~~.
o 4000--
/-
s*,,',
o Zero Preload F
s 3000-
/
1 M
O s/
Average curve from 4 tests
= m
~C D E.
O n e s
z 2OOO-r'f NN
_ approximate soit vreio,a rension
,I yy
<[
u-*
w v.
~
1 i
i 1000- 6 1
1 O
O O.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 1
i l
ANCHOR S LI P (INCHES) l Fig. 2.12 Initini portion of load slip behavior for anchors with dif ferent bolt prelonds l
o o
o' I
(
'(
l 12 6 O O --
'1 Anchor Type Wedge I
Bolt Size I/2 in.
j j
En.bedment Depth: 4 in. (8D)
{
10000 Enhedmont Materials concrete I
\\
fc = 5800 psi
-Average curve from 4 tests f
a z
t D
8000--
O t
a
~~
-~,
/,
N
~ Average curve from 4 teste
/
.N 4
o
/
\\
i'
<r 6000
/
fc. - 41 Psi f
i J
/
k j
/.
o-
/
\\
4 o
/
\\
L 4
c 4000-
/
\\
i
/
0
\\
z f
<l
/
g t
/
\\
2000-,t ' ' ' ' '
g
\\
x
~
x i
~
\\
h\\
O, i
0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 ANCHOR SLIP (INCHES )
Fig. 2.13 Effect of concrete comprocalve strength 1
-.. ~ _
7 l
^
HAlti: Wedge Wej-it: Wedge l'
O
=_+
+
L
=
=
3 5
3 ="
5 S
P
=:r
=s.
5 2C
""~'
A A
-.[
-[
~
l A
r
'uS
.o t
rf w"
I f
1 MDh
{ D%
l t
i
}t Hilti:TZD ITT-Phillips:Siceve ITT-Phillips:
Self-Drilling (Drop-In)
O.
e D
E i
E p
q f
I 1-A A
o n
a E
n 1
I r---,I
~
.o iO f
~
.o, 4
2 d
[
f y
1 L_ _ J
- -f
't B
B
~
MB H D = Bolt diameter B = Drill bit diacater
{
A = Surface of c= bedding caterial Ze3 = Embedeent depth l
O-i i
Fig. 2.14 Details of Cencric Expansion Anchors
O O
O
(
i
.i 12000--
k f
10000--
m l
O i
z I
3 0000--
o 4
Average curve from a
3 tests Anchor Type: Sleeve Bolt Size: I/ 2 ina O
Embedinent N ptlu 4 in. (8D) 6000-.
Embedment niterial: 3500 pais concrete O
.J m
o x
4000-o z
4 2000 --
1 O-O O.2 0.4 0.6 0.8 1.0
- 1. 2 1.4 l.S 1.8 2.0 ANCHOR SLIP (INCHES )
Fig, 2,15 Load clip charnet.cristics of alco c type anchors
e g
(
f i
12000--
10000-
^
E
~~
l O
Z Anchor Type: Self-drilling g
8000~
Bolt Size: I/2 1R+
~-
D.
Embednent ocpth: 2 1j2 in. ("4D) i
/
Embedment Ifaterial: 3500 pai concrete o
t 6000--
t O
1 Average curve from 3 tests a-o
.c 4000-
[
l o
i z
I 4
2000- -
1 l
l I
i O-O O.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6
- 1. 8 2.0 4
j ANCHOR SLIP (INCHES )
Load displacement characteristics of self-drilling anchor Fig. 2.16 i
O O
O t
(
n 12000--
10000--
i Anchor Type: Drop-in i
U)
Bolt Size: I/2 in.
f 7
Embedment Depth: 1 3I/ 2 (=4D)
[
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i Fig. 2.17 Load displacement characteristics of "TZD" drop-in anchor l
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