ML20010F624
| ML20010F624 | |
| Person / Time | |
|---|---|
| Site: | Dresden, Byron, Braidwood, Quad Cities, Zion, LaSalle  |
| Issue date: | 07/20/1981 |
| From: | COMMONWEALTH EDISON CO. |
| To: | |
| Shared Package | |
| ML20010E229 | List: |
| References | |
| IEB-79-02, IEB-79-2, NUDOCS 8109100462 | |
| Download: ML20010F624 (60) | |
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SUMMARY
REPORT I
STATIC, DYNAMIC AND RELAXATION TESTING OF EXPANSION ANCHORS IN RESPONSE TO i
1 NRC I.E. BULLETIN 79-02 l
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JULY 20,1981 l O 4
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8109100462 810826 PDR ADOCK 05000010
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.g REPORT ON STATIC, DYNAMIC AND RELAXATION TESTING OF EXPANSION ANCl10RS i
IN RESPONSE TO NRC IE BULLETIN 79-02 j
i TABLE OF CONTENTS i
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1.0 Introduction i
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1.1 Background
i 1.2 Purpose of Test Program 2.0 Test Program and Results i
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2.1 Phase A - Static Tension Tests on Single Anchors i
i 2.2 Phase B - Cyclic Tests on Anchored Plate Assemblies 2.3 Phase C - Static Tension Tests on Anchored 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 0
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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 Supp, ort Base Plate Designs Using Con-crete Expansion Anchor Bolts".
Subsequently, Revision 1 of the bulletin was issued on June 21, 1979, Supplement 1 to Revision 1 was issued on August 20, 1979 and Revision 2 to the bulletin was issued on November 8,1979.
k 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 tae 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 as compared with manuf acturer's type anchors respe.
aly) recommended values for ultimate anchor capacities; a descrip-tion of design requirements for expansion anchors subjected to cyclic loads; and verification by documentation that such design requirements have been met.
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i 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 an-hors 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 program is shown in Table 1.1.
2.0 Test Program and Results
- lll, The 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 Plate 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 tests on single anchors in-stalled in concrete or other embedment materials was to un-derstand the behavior of expansion anchc ;s with respec t to their ultimate load capacities and their load displacement characteristics.
t LP The important parameters which were investigated are:
i) the type and size of anchor; ii) the embedment material; iii) the embedment depth; and iv) the prestressing of the anchor.
Table 1.1 lists all the static tests performed.
2.1.2 Test Apparatus
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The testing apparatus is shown in Figure 2.1.
The testing was ys performed in accordance with ASIM E-488.
The load was applied with a motorized hydraulic pump and was
( j, 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 mcnufacturer's instructions.
The test data, which consisted of the applied load and anchor displacement, was elec tron-ically recorded. A load-displacement curve was plotted con-currently with the tests. The embedment depth, installation torque, testing torque, if any, the embedment material, the compre ssive strength when the test was conducted, and the O"
mode of failure were recorded for each test.
Any out-of-i plumbness in the anchor installation was also recorded.
2.1.4 Tes: results i
The ultimate tensile capacity for expansion anchors is shown i
in Figure 2.2 through 2.7.
Each figure represents the re-sults of testing a particular bolt size.
Beneath each strength b'ar, the number of tests, the embedment depth, the i
embedment material, and the anchor manufacturer are listed.
I A discussion of anchor behavior based on the various anchor i
i parameters follows:
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2.1.4.1.
Wedge Type Anchors O
The load-displacement betavior of wedge type expansion anchors is shown in Figures 2-8 through 2-13.
The effects of various parameters are discussed' belew:
2.1.4.1.1 Embedinent Depth Figure 2-8 shows the effect of embedment depth on anchor i
behavior. It is seen that the anchor capacity is higher for the longer embedment depth of eight times the dia-meter of the anchor bolt stud (8D) than for the smaller embedment depth of 4.5 times the anchor diameter (4.5D).
It was also noted during the tests that the anchors with the smaller embedment depth tend to fail in the concrete i
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 expected behavior of anchors at varying embedment depths.
2.1.4.1.2 Installation torque Two load displacement plots are drawn in Figure 2.9 for wedge type anchors having the same embedment depth and embedded in the same material but having different in-stallation torques.
It is noted that the mean maximum qb 1 - -
load is the same for both tesc series and therefore the O
ultimate anchor capacity is unaffected by the magnitude V
of the installation torque.
The magnitude of the installation torque is seen to
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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.
1 As the installation torque is increased, the load at which first significant additional displacement occurs I
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should also increase.
This fact can be verified by l
comparing Figures 2.9 and 2.10.
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
l wedge type anchors.
These anchor types were installed O
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l using torque control. Control of the bolt tension af ter g
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 finge r-t igh t.
In cases where a testing torque greater than zero was applied to the anchor ic: mediately 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 anchor appears to be p
kY 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 carve and the fashion in which the anchor tension increases as the applied load increases.
By examining Figurt. '.12, several effects can be attributed to anchor preload, g
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 te that shown for
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the 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 departure from linearity is, therefore, assoc-iated with additional displacements af ter the anchor h
load exceeds the anchor pretension.
2.1.4.1.4 Concre te Strength The behavior of the expansion anchors embedded in var-1 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 cancrete is greater.
Other c.haracteristics of the load displacement curve do l
not appear to be affected by a change in the concrete
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compressive strength. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
2.1.4.1.5 Effect of Embedment Material
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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 sho.in in Figure 2.18 does not appear to be affected.
Of ten the limiting factor in develop ing the tensile capacity of an anchor embedded in masonry is the cracking of the mortar joints or concrete masonry units (CMU) rkreugh G--
the embedment hole.
Type N mortar 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 generic 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 displacement.
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Tie self-drilling anchors were also frequently observed
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- to pull out rather than to form a conical 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-mate strength values of tension tests on sleeve type anchors are included in Figures 2.3 through
'5.
Figure 2.15 shows a typical load-displacement plot for sleeve type anchors.
The behavior of sleeve type anchors is essentially similar to that of wedge type p
anchors; thus, the discussion on variation of embedment
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- depth, installation
2.1.4.3.
Self-Drilling and Drop-In An: hors Self-drilling and drop-in type anchors are shown in Figure 2.14.
The behavior of these anchor types is generally less ductile and more brittle in nature than 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 ll the embedding material for the self-drilling and drop-in anchors is accomplished by wedging the shell against the embedding material.
The load carrying bolt is a separate element which is threaded into the shell. The bolt is not associated with the part of the anchor sys-tem that is wedged against the side walls 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 respectively.
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.
Figures 2.16 and 2.17 show that the maximum loads for o
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- the self-drilling and drop-in anchor are achieved at an anchor displacement of'less than 0.5 times the bolt dia-l meter. Also, shortly af ter the maximum load is reached, the anchorage sy s tem fails, usually by rupturing the l
l concrete in tension on a conical surface.
l 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 contro11 ' he maxi-mum load carrying capacity.
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2.2 Phase-B - Cyclic Tests on Anchored Plate Assemblies O
2.7.1 Introduc tion O
The objr.ctive of these tests was to investigate the behavior of expansion anchor plate assemblies while subjected to simu-lated seismic events and pipe transient loadings. The tests were performed using 1/2" diameter wedge, sleeve, self-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 Apparatns The plate assemblies consisted of one 1 1/2" x 12" x 12" steel plate (A-36) with four 1/2" diameter expansion anchors ft-each plate. The anchors were at the corners of the plate i
(spaced 9" apart) and were installed in accordance with manu-facturers recocznended procedures. Sleeve type and wedge type anchors were embedded at lengths of 2 1/4" and 4" (corre-sponding 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 concre te slab or block wall surface.
The concrete test slabs measured approximately 4 ft.
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" 05 cover.
The concrete l
specimens had a specified minimum 28 day compressive strength of 3500 psi.
The concrete block walls were approximately 4 ft. by 6 f t., consisting of solid concrete blocks weighing 3
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about 120 lbs/ft with a measured mean compressive strength
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of 2525 psi. A Type N mortar with a specified minimum 28-day g
compressivc strength of 700 psi was used. The success of the tests using Type N mortar, negated the nec e ss it, to test anchors embedded in Type M mortar.
An electronically controlled servo-hydraulic 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 assembly is shown in Figure 2.19.
I 2.2.3 Procedure Embedded depth, installation torque, p-eload, applied load, number of cycles, f requency and number of tests to be per-formed are shown in Table 2.1.
Test Type 1 (no preload) was performed for euch 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 4D embedded anchor tests passed the above dis-placement criteria.
Also tests in Type M mortar were to be performed only if a test in Type N mortar for a given test
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series evidenced an anchor displacement of equal to or
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greater than 1/2". At least two tests were conducted,for ea.:h t'ype tested.
The seismic load cycles represented five OBE seismic events followed by one SSE event.
The fatigue load cycles repre-sented the effec t of pipe transient loadings experienced by the anchors during the life of the plant.
For assemblies embedded in concrett, the applied assembly loads for seismic testa were 25% of the manufacturer's recomended ultimate capacities for the OBE events and 50% of the manufacturer's cacomended ultimati capacities for the SSE event.
For pipe transient te st assemblies embedded in concrete, the applied assembly loads varied from 12.5% to 25% of the manufacturer's recomended ultimate capacities, depending on the number of cycles.
For seismic tests conducted in solid concrete block and mortar joints, the applied assen ly loads were consistent with individual anchor design loads for OBE and SSJ events (since no manu fac turer 's data is available).
One cycle is defined as the application of a tensile and then a comprec-sive force, beth equal to the applied assembly load.
This load reversal allows for th effect of impact of the plate on the anchors.
For tests performed in concrete block, all four anchors of the plate assembly were embedded in the block itself. Where tests were conducted on anchers embedded in mortar, all four p
anchors of the plate assembly were embedded in the mortar V
joints.
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2.2.4 Results (1
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 1
anchors embedded in concrete subjected to simulated seismic load s, 100 anchors were tested (25 plate assemblies).
All exhibited anchor displacements of less than or equal to 1/2 i
I of an anchor diameter (1/2") af ter five OBE events, and 96 anchors exhibited displacements of less than 1/2 of an anchor 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 te sted (11 plate O
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 i
plate assenblies) showed anchor displacements of less than 1/2 of an anchor diameter.
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The only test requiring preload was L-2, which showed neglig-ible movement with the higher test preload (2150 lbs.).
In one D-1 test, two anahors exhibited 0.5 inch displacements af ter the simulated SSE load was applied, as can be seen in Table 2.2.
However, because of losd attenuation during the
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test (due to equipment capacities) two additional D-1 tests l
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were performed and these exhibited little or no anchor dis-placement. A D-2 test was therefore, not required. All other anchors had a nominal preload of 500 lbs. (except test E-2, i
which was not reqd ret but which was performed af ter the pipe i
transient tests (L-21 had been performed). No tests in Type M j
mortar were required as all anchors tested in Type N mortar ~
i experienced movements of less than 0.5 inches.
It should be noted that no anchors experienced a concrete or 4
j mortar cone failure.
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2.3 Phase C - Static Tension Tests on Anchored Plate Assemblies O
.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 anc hor forces.
Variation'of the prying action effect with the load, if any, was also studied.
2.3.2 Test Apparatus The anchor plate assembly consisted of a h"x12"x12" plate attached to concrete with four 1/2-inch anchors. Three 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 differentici transformers (LVDT's) which measured the vertical displacements of each anchor head, two corners of the plate and one internal point along a diagonal.
C.1
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Strain gages which mea sured 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 te sts were conduc ted on plate assemblies with Hilti-p wedge type anchors and another three tests were conducted on x;
plate assemblies with Phillips self-drilling type anchors.
The Hilti-wedge anchors were installed with 70 f t-lbs of in-sta11ation torque each. Af ter the installation torque reach-ed 70 ft-lbs, the anchor nuts wete 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 ca p ac it y, unloaded, the anch6r nut loosened, finger tightened, given a 1/3 turn, and reloaded.
This provided data corresponding to test torques of 45 ft-lbs and 0 f t-lbs.
For plate assemblies with ITT-Phillips self-drilling anchors, the installation, loading, and unloading sequence was similar ij to the sequence for wedge type anchors, except that the s
tightening of the anchor nu ts before starting the loading sequence varied from finger tightening to an additional 3/4 turn of the nu t.
2.3.4 Results a
The test results for the three plate assemblies with Hilti wedge type anchors and the two plate assemblies 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 ter show any prying action.
Figure 2.22 shows a plot of the applied load on the anchor plate assembly vs.
this total anchor force for each of the six tests.
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It is noted that:
The anchor force is higher in the early load stages due a.
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 re a se in the anchor force due to the prying action is only about 15-20 percent.
This increase is
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much lower than that in an assembly with regular steel
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bolts, where the prying action effect is calculated to 6e eso e tio cercent-rae rea etio= in the ervies O
ac tion eff ec t in the plates with expansion anchors is f
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due to the e ffec tive lower stiffness of expansion anchors installed in concrete.
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2.4 Phase D - Anchor Preload Relaxation Tests 2.4.1-Introduction When a concrete expansion anchor is installed, a preload will be induced on the anchor as a result of torquing the bolt or nut.
It is known that a portion of the preload in the anchor dissipates over a period of time af ter installation.
The purpose of these single anchor relaxation torque tests was to investigate the loss of anchor preload over time (relaxationi The tests were performed on single anchors of varying types, and diameters, installed at various embedded depths and with v.:riou s torques in concrete and mortar (Types N & M).
The specific testing requirements aie outlined in Table 2.4.
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't. 4. 2 Test Apparatus Single anchors were installed in unreinforced concrete (no reinforcement within a ninimum 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' recommended installation pro-cedure s.
Installation torques are shown in Table 2.4.
The i
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
ret r-the== c er dett te it-erist t Pe itie-w-
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recorded as a measure of remaining pre. load in the anchor. One anchor for each set of tests performed was tested with a load pJ 1
cell under the not 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 p
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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 j
mortar than for thosc enLedded in concrete.
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2.5 conclusions 2.5.1 Phase A - Static Tension Tests on Single Anchors The static tension tests on single anchors have provided a clear understmding of the anchor behavior under '.oading and the effect 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 sedge, sleeve and shell type anchors tested in concrete
[].
V and block walls exhibited insignificant anchor displacement when subjected to seismic or pipe transient loadings.
It can, there fore, be concluded that anchors embedded in con-crete can withstand cyclic loads up to 25% of manufacturer's ultimate capacity with a simulated OBE condition and 50% of manufacturer's ultimate capacity with a simulated SSE con-dition.
It has been shown that anchors embedded in concrete block and mortar can withstand cyclic loads. The tests were conducted at load levels of 25% of the measured mean ultimate static capacity or greater.
It should be noted that anchor preload is not required for the anchors to with s tand cyclic ' loading.
The preload in the !
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anchors tested was generally not greater than 500 lbs. (0
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,re1oad)
- ich is e,uiva1ent to tightening the
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approximately 1/8 of a turn after " hand" tight.
I 2.5.3 Phase C - Static Tension Tents on Anchored Plate Assemblies i
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i The results of tests on a flexible base plate with four expan-j sion anchors show that the, prying action is of the order of f
15-20 percent of the applied load.
This increase is much i
lower than the expected increase in an assembly with regular J
l steel bolts where the prying action force is calculated to be 1
110 percent. The reduc' tion in the prying action force is due s
to the effective lower stiffness of expansion anchors in-I stalled in concrete.
2.5.4 Phase D - Anchor Preload Relaxation Tests i
i From the typical curves showing load or torque versus time J
(Figures 2.23 and 2.24), it can be seen that the anchor pre-
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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 l
phenomenon should not be of great concern when viewed in 1.
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light of the cyclic rest results which showed that preload is i
not required to withstand cyclic loading.
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1 TI3LES AND CHARTS i
FOR CHAPTERS 1 & 2 G
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IABLE 7.1 DYNAMIC TNCONLRETt TOTAL TEST EMBEDDED NUMBER IDENTIFICATION ANCHOR DEPTH OF INSTALLATION lEST (4)
APPLIE0 ASSEMBLY LOAD OF LOAD TYPE OF OIAMETER ANCHOR TORQWE PHILOAD ON 4 BOLT ASSEMBLY NUMBER OF FREQUE NCY TESTS TEST (2)
TEST TYPE ANCHOR (IN)
(IN)
(FT-L85)
(LBS)
(LBS)
CVLCES (Hz)
CON 00C TED TYPE SERIES 0
+ 5210 (a) ** - Pu/4 200 (a) 2 la 1/2 2-1/4 60 0
110540(b)**-Pu/2 40 (b) 10 4
lb A
WELSE (HILTI) 0
+ 10240 (a) - Pu/4 200 (a) 4 1
1/2 4
10 120480(b)-Pu/2 40 (b) 10 B
0
+ 5270 (a) - Po/4 200 (a)
WEDGE 1/2 2-1/4 60 ib)S40(b)-Pu/2 40 (b) 10
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0 (WEJ-IT),.
SEISMIC O
+ 10240 (4) - Pu/4 200 (a) 3 1
SLEEVE HN-5860*
4 10 1525 11024] tM - Pu/4 40 (b) 10 1
2 E
DRILLING 1/2 2-1/32 0
'~+ 5500 (a) - Pu/4 200 (a)
SELF i ~+ 17000 (b) - Pu/2 40 (b) 10 4
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+ '3780 (a) - Pu/4 200 (a)
DROP-IN 1/2 1-31/32 0
111560(b)-Pu/2 40 (b) 10 3
3 1.
Pu, ultimate pull-out capacity, is based 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.
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 number of cycles.
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IAbtl /.I (Cont'd)
OYNARTE IESIS IN CONLHiil TOTi4 TEST EMBEDDED N'JMBLR IDENTIFICATION ANCHOR DEATH OF INSTALLATION TEST (4)
APPLIED ASSEMBLY LOAD Of LOAD TYPE OF DIAMETER ANCHOR TORQUE PRELOAD ON 4 BOLT ASSEMBLY NtiMBER OF F REquE NCY TESTS TEST (2)
(IN)
(FT-LBS)
(LBS)
(LBS)
CVLLE S (Iti)
CONDUC TE D TYPE SERIES 0
+ 2635 (a) - Pu/8 28500 (a) 4 2
1 I
2-1/4 60 7 5270 (b) - Pu/4 WEDGL 1/2 3000 (b)
(HILTI) 4 70 0
+ 5120 (a) - Pu/8 28500 (a) 4 2
1 J
}10240(b)-Pu/4 3000 (b)
P]PE TRANS-0
+ 2635 (a) - Pu/8 28500 (a) 4 2
1 K
lENTS WE DGE 1/2 2-1/4 60 I 5270 (b) - Pu/4 3000 (b)
(WEJ-IT) 4 70 0
+ 5120 (a) - Pu/8 28500 (a) 4 2
1 SLEEVE HN-5860*
2150 110240(b)-Pu/4 3000 (b)
I 2
L
+ 42$0 (a) - Pu/8 28500 (a)
SELF-1/2 2-1/3 0
}8500(b)-Pu/4 3000 (b) 4 2
N DRILLING 1.
Pu, ultimate pullout capacity, is based on mar if 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.
- Ref ers to Red Head Manuf acturer Catalog number.
0306R*
l u
h g
TABLE /.1 (Cont'd)
SCOPE TESTED DYNAMIC TESTS IN BLOCK & M0HTAR TOTAL TEST EMBEDDED APPLIED ASSEMBLY LOAD NUMBER IDENTIF ICATION ANCHOR DEPTH OF INSTALLATION TEST (4)
ON 4 BOLT ASSEMBLY OF LOAD TYPE OF DIAMETER ANCHOR TURy0E PRELOAD (LBS)
LMBEDME NT NUMBER OF FREQUENCY TESTS TEST (1)
TEST TYPE ANCHOR
(!N)
(IN)
(FT-LBS)
(LBS)
BLOCK MORTAR MATERIAL CYLCES (Hz)
CONDUCTED TYPE SfRIES On 4 Bolt Assembly
+ 1580 (a)
+ 1580 (a)
CMU 200 (a) 2 B1 WEDGE 1/2 2-1/4 50 0
13160(b)
T 3160 (b) 40 (b) 10 1
NI A
(HILT!)
N-Mortar On 2 Bolt Assembly 200 (a)
+ 790 (a)
N-Mortar 40 (b) 10 1
N1 A
WEDGE 1/2 2-1/4 50 0
(HILTI)
T 1580 (b)
SEISMIC On 2 Bolt Assembly 200 (a)
SLEEVE HN-5860*
4 50 0
+ 790 (a)
N-Mortar 40 (b) 10 1
NI E
+ 1530 (b)
On 4 Bolt Assembly
+ 1580 (a)
+ 1580 (a) 200 (a)
SLEEVE HN-5860*
4 50 0
13160 (b)
-T 3160 (b)
CMU 40 (b) 10 2
B1 N-Mortar l
N1 E
1.
The alphanumeric code identifies the test type. The letter indicates the embedment maerial E-Concrete Masonry Units, N_-Mortar.
2.
- Refers to Red Head Manuf acturer Catalog number.
0306R*
p.
f
)
\\
\\
C/
V J
I Al;l I /./
L Y( l ll IlSIS l~UR SLl'Mit. IUAulNI.
Sil'1 MAR f Of Il51 RLSUL 15 MAAIMilM ANtituR SL IP IN INI,llLS MAXIMUM ANCitoR SLIP IN INCHES AFitR Test LMBLDDtD Al ILR 5 Ul;L LOAD 51141L AlloN5 5 Obl LOAD $1MUL AilONS FOLLOWLD BY IDENTIFICAil0N ANCHOR DEPlH OF ILSI I 55L LOAO SIMULATION TEST TEST DIAMETER TYPE OF ANCl10R PRE L OAD
[ MCiDML NI PL AK LOAD ON ANLilOR 25% of P[ AK LOAD UN ANCHUR 50% OF MANUFAC-SERIES IYPE (IN)
ANCHOR (IN)
(LHS)
MAllR I AL MANHfACTURIH SIATIC ULilMAIL TURLH 51 AllC UtilMATE UNLE$5 NUILD REMARS A
la 1/2" HILT!
2 1/4" O
Conc rete 0.0" 0.12" KWL A
lb 1/2" HILil 2-1/4" O
Conc ret e 0.03" 0.J/"
WEDGE B
I 1/2" HILT!
4" O
Conc rete 0.13" 0.39" WE DGE D
1 1/2" WEJ-II 2-1/4" O
Conc ret e 0.05" 0.15" One assembly WE DGE exceeded.50 criteria E
i 1/2" PHILLIPS 4"
O Conc ret e 0.01" U.25*
SLEEVE E
2 1/2" PHILLIPS 4"
1525 Conc re te U"
0" SLEEVE F
1/2" PHILLIPS 2.0?"
O Conc re te 0.03" 0.11" SELF-DRILLING M
1/2" HILTI 1.91 O
t.onc re t e 0.01" 0.01" DROP-IN A
Bl 1/2" HILil 2-1/4" O
Conc rete u.11" 0.21" WE DGE B lo( k A
N1 1/2" HILTI 2-1/4" O
N-Mortar 0.04" 0.04" WLDGE L
81 1/2" PHILLIPS 4"
O Com. re t e O
O SLEEVE Block F
N1 1/2" PHILLIPS 4"
O N-Mortar 0.01" 0.0/"
SLEEVE Joint
- Preload considered "0" if preload condition is 500 pounds or less.
0300R*
~~
,e-
)
\\% s)
%_/
\\v]
IABLL 2.3 CYCLIC TESTS FOR PIPL TRANSIENIS LOADING
SUMMARY
Of TEST RESULTS MAXIMUM ANCHUR SL IP IN INCHES MAXIMUM ANCHOR SLIP IN INCHES AFTER TEST EMBEDDED AFTER S OBE LOAD SIMULATIONS 5 OBE LOAD S!?91LAT10NS FULLOWED BY IDENTIF ICATION ANCHOR DLP1H Of TEST I SSE LOAD SIMULATION TEST TEST DIAMETER TYPE Of ANCHOR PRELOAD EM8tDMENT PEAK LUAD ON ANCHOR 25% OF PEAK LOAD ON ANCHOR 50% Of MANUfAC-SERIES TYPE (IN)
ANCHOR (IN)
(LBS)
MATERIAL MANUFACTURER STATIC ULTIMATE TURER STATIC ULTIMATE LNLESS NOTED RE MARKS I
I 1/2" HILTI 2-1/4" O
Cort rete 0.02" 0.03" GE J
l 1/2" HILil 4"
O Cort rete 0.06" 0.13" WE DGE K
1 1/2" WEJ-li 2-1/4" O
Concre te 0.03" 0.03" WE DGE L
1 1/2" PHILLIPS 4"
O Concrete 0"
0" One assembly SLEEVE exceeded.50 criteria L
2 1/2" PHILLIPS 4"
2150 Corc rete P.02" 0.02" SLEEVE M
1/2" SELf-2.03 0
Concrete 0.01" 0.03*
DRILLING l
l 1
0306R*
i
4 Ov TABLE 2.4 SINGLE ANCHOR RELAXATION OF TORQUE TESTS Embedded Installa.
Embedment Material Total j
Anchor Depth of tion Conctete Type of Diameter Anchor Torque (strength)
Masonry Joint Test Anchor (inches)
(inches)
(ft. lbs.)
(psil (Type of Mortar)
Required 5
50 M
Wedge N
5 (Hilti) 1/2 4
70 3500 5
=_
M 5
50 Sleeve (Phillips)
- HN-5860 4
70 3500 5
5 N
Self-g 5
Drilling 1/2 2-1/32 S
3500 s
M i
5 135 N
i 5
Wedge
~]
(Hilti) 3/4 6
250 3500 I.
5 Refers to Red Head Catalog number.
i Install snugtight plus 1/4 turn.
1 I
I a
i i
W O
r O
-)
(O h
()
O O
T)
O O
)
O I
(
(
! m Tension Rod t /
I Ilydraulic Pump n
n f Load Cell I
i f Ilydraulic Ram I
_]
y Reaction Dean g
1 i
i I
[
7 edestal P
e-s 101i
~C Anchor Test n
Tensioning (TestSpecimen Anchor Fixture Y
5 L'
5 I.
Fig. 2.1 Tension Pullout Loading Frame
l O
O o
i
(
l 1
1 j
Bolt Diameter: 1/g" (
t 2500.
o 1
4.
o Range of ' test Results 7
]
2000 -
Mean capacity o
o.
v s
l t"
1500 n
i o.
l 0
i u
a l
1000.
d m
j o
i E..
e 500.
1' i_.
E i
i 1
j 0
i Number of testa 6
5 6
6 3
3 i
Eithedment b3/ g" ~l 1"
bl / '2H 3
3 Location / Mortar C
BA/N J/N C
C C
Comp. Strength, pst 3600 535 535
' 3 r.0 0 3500 4200 Manufacturer Illiti ITT-l'h illi ps Self-drilling Type Wedge
- Compressive strength of concrete it.asonry unita: 2525 psi l
I l
Fig. 2.2 Comparison of /4 in. exp.inriion anchors
)-
J\\
,ljj
?
j I
l e
s t
l O(
(
us e
R g
/
t y
3 s
t e
i T
c 0
r a
2 e
f p
6 t
o a
v 3I, 2
e C
' s g
m e
p n
'd p
g n.
~
0 l f i
/
i n
a 5 7 C0 il t
D a
e I
2 fe t
R H
I 4 f i
t iSr li d l
C. 0 o
0 B
T}
3 '
5 1
3 sr 5
M5 i
o h
a.
{/ 7 a
c Fr p
rJ 2 na 5
5 p
gt 5 2
i n
e.
/ 7 e 5 l
o A 2 v 2 l
i "3 B e
i s
0 c :
h n
0 i s P
a 8
0 S
t C
p 1
i 8e T
x n
T e
u 0 I 0
y G
2 lC3 n
t 1
I no 0
5 n
/
1 86 a
3 1
3
/ 7 n
O(
M"3 i
J 2 " r f
e o
0 t
hC,0 e
n 6
r 5
o 3
c s
n i
o r
N 5 c
a 6
p
/
6 3,J 8
i e o
f 2
mo t g C
N 0 id h
/9 l e t
6 J
5 iW g
l 2
n 3
e
/gN r
2 5 /
's t
6 1*
6, s
B 8
e g
v i
l F
0 =,
~
3 I
- 0 a
1 6
s b
er p
sn i
o s
C r p 0
0 0
0 0
0 0
0 s 0
0 0
0 0
0 0
t a,
t h 0
0 0
0 0
0 0
s 7
6 5
4 3
2 1
e rt r T
o g e f
n r t
f t/ e u o nnr t n4 a j b' $ 2 a "s g 1** E Y'de eot c r m i S.
a edt f
eap ue b
. np mb c n u moo lay H ELC F T
(
O 1
t
-_=..
1 O
O O
l t
I
(
)
i i
l Bolt Diameter: I/2" &
14000.
Range of Test Resul,te i
12000 Hean capacity o
J 10000 y
e o
i n
O.
1 0
8000 o
h 6000.
i n.
I a
.T1 S
y 4000 g
\\
l 2000.
[.
1 i
0 n
i Number of Tests 4
0 4
5 0
0 o
14 to o
2 /4" '
l=
4"d 1
I Embedment
=
J J
J/N C
C
/fl i
Location / Mortar C
C C
C B*/fl
/tl Comp s treng*_h, psi 3000 3500 5000 6000 510 2550 660 4000 6000 2830 Manuf ac ture r liliti Type Weilge i
- Compreasive strengtit of concrete nusonry units: 2525 psi l
yi ;,,>,4 Comparinon of I/f In.. q uus t on sun Ives ri 8
)
O O
O
(
l I
i l
l 14000-Bolt Dianneter: I/2" +
?
s o
g Range of Test Result's 12000-o8 Hean Capacity l
o l
t 10000 -
es i
'd 8000 -
.o
-e Y
n.
6000.
n n
-i 1
a, e
f*
1000.
~
't 4>
f 2000 -
0 se i,
se G
a, 8e 6
0 6
6 Number of Tests 1
~2 /g'H 2 1/2"
!=
4" Embedment Location / Mortar C
C C
C C
B*/H B*/N
/tt
/N J
J
/N l
Comp.a treng th, psi s100 8.400 5700 5700 3600 2390 350 2670 730 390 Manufacturer Wej-it
=
ITT-Phillips Type Wedge a
sleeve n
- Compressive ntrength of concrete nisonry units: 2525 psi i
1 Fig. 2.4 (cont'd)
Comparinon of /2 lu. expanolon anchors l.
i O
O O
l I
(
l i
I 14000.
Bolt Diameter: I/ *' f 2
4 9
y Range of Test Results 1
a 12000.
O j
S Hean Capacity t
10000 -
n n.
O j
g 8000 -
.a
-j c.
6000 -
e l
l O
E E3 4000 -
i 1
l 2000.
0 Number of Testa
'e 16
'e 3
G i
1 Enhedmont l=
21/
/3b 32 Location / Mortar C
C J/M J/tt C
C Cotep. st rength, psi 3G00 8600 2630 515 3600 5000 t
l Manuf ac ture r
~ ITT-Phillips hiltid Type
--Se l f-d rill-i TZD Drop-in
=
ing
- Compressive strength of concrete masonry units: 2525 psi Fig. 2.4 (con t' d)
Comparison of /2 in..cypannion anchors 3
O O
O
(
(
(
i i
1 16000 -
,I I
Bolt Diameter: Sfg 9 u
i Range of Test Results..
^
8 h Mean capacity j
12000.
v I
D h
1
+
g 10000 -
4 c.c U
i on 8000 _
s M*j m
l c
6000 I
.S m
E U.,
i v
l 4000 _
i J
2000..
1 1
l 0
i Number of Tests e,
G 12 4
4 4
5 5
4 3
3 3
h215/ 3p h2/M 5"
l l
5" 3
Embedmont
/n C
B*/M B*/N J/M C
C BA/H J/N C
C J/M Lot.ation/ Mortar C
J
]
Comp. strength psi 3600 2760 3600 3015 1520 2565 3600 5700 2600 725 3600 4600 2000 ITT-Phillips IllLt1
!!anuf acturer
=
=
=
Sleeve Self 3
Type Wedge
-=
i drilling
- Compressive strength of concrete unasonry units: 2525 pnt i
i 4
I' l ii. ' '
- r. Cong.nrloon of I'/n in. eagnuinton nonbnen i
i o,
q g
i 4
41150 l
d 30000 -
Bolt Dianneter: 3/s, " (
2, i
c I
g 25000 Range of Test Results A
ca.
{
h Mean Capacity u
ar4 4
o E. 20000 -
ao
$o H
{
g 15000 _
a.
f i
w m
[ 10000 I
UE 4
q p
h.
~
5000 -
f O
Nur.ber of Tests 2
3 6
6 13 5
7 3
3 3
3 Leb edment 3/"
h6" '*l
/s,' '5 /g" l=
3 /s,"
=!
I 1
I 8
5 U
i IS ation/ Mortar C
B*/M B*/N
/M J/N C
C J/N J/M C
C C
J/ft comp. ottength psi 3700 3015 570 2565 r.n o 3700 6000 1735 2700 3600 M00 5700 2630 M.tn u fac tu re r Ililti
~
- ITT-Phil1 7 Type
=
Wedge
- - Se l f-
=--
drilling
- Cotupresnive strength of concrete manonry unitu: 2525 pai 3
l' i s t. 2.6 Cou.po r isson of
/s, in. i.wp.in i f ois nui ln ::
O O
O
(
(
(
Bolt Dianeter: I /g" (
I 30000
?
o Range of Test Results l
8, 25000 V
q p
l i
heen Capacity x
a 2
u r
l X
20000 l.
j u
{
s i
O O2-15000 1
A i
d f
O m
l l
10000 l
5000 t
I 1
0 i
I i
Number of Tests
.6 0
6 3
e.
7 Embedment
'4 /2 5 Sfg
[,
g n
go
^
C C
'~'"
Location / Mortar 3600 5000 5000 3600 8900 5700 3600 Comp. otrength. psi M.inu f ac ture r Illiti Hilti r
Type Wedge Vedge t
i Piii. 2.7 Con.parinon of 1 in, and 1 /g in, expansion anchors I
i
O O
O
(
(
12000--
Anchor Type: W.dge i
Bolt Size: 1
/2 in.
i Enacdment Material: 5500 psi concrete 10000--
4' 1
\\
n i
U)
Embedment O
Depth 8D z
D 8000--
O es
/
N 1
/
N l
/
\\
/
\\
O I
6000-
/
\\
t
^verage curve from 2 test.
O
/
\\
j Embedment Depth g
4.5D o-7 g
Or 4000-
/
\\
l f
\\
Average curve from 4 tests O
I Z
\\
s
<t g
\\
I i
i 2000- 1
\\
4
\\
I l
\\
g
\\
g
\\
l ssb-O i
O O.2 0.4 0.6 0.8 i.O l.2 1.4
- 1. 6 1.8 2.0
'NCHOR S LI P (INCHES )
A F i g,, 2. 14 1.ond olip behavior for wedy,o auctiorn cu.bi ilileil 4.5D and 3D i
O O
O i
(
(
I i
12 0 0 0 --
l i
l Anchor Typet Wedge Bolt Size: I/2 in' 10000-Ernbedtrent Depth: 4'in. (8D) '
)
g Enhedmont Haterial 4500 pui: concrete o
l z
3 8000-l
,r
- ~~%m\\
w Average curve from 4 tests v
7 Moderate Installation 5
7 O
Torque (70 ft-lbs)
\\
i 4
6000-j 1
O
~
/
Average curve from 5 tests
/
\\
/
\\
"o
/
\\
x 4000--
\\
o
/
\\
Z
}
4 7.ow Installation Torque (35 ft-lbn)
\\
y/
\\
2000- /' "
\\s N \\ \\ s N 0
0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 I.6
- 1. 8 2.0 1
ANCHOR S LI P (INCHES )
Fig. 2.9 Load slip behavior of wedge anchorn innta11cd with low and ruoderate installation torque
i O.
O O
(
12 0 0 0 --
Anchor Type: Wedge Bolt Size: 1/hin.
Embedmont Depth: 4 in. (8D)
'.10000--
embeament wateriali 5500 pat concrete u) oz D
8000--
o a.
High Installation Torque I
O 4
6000--
(175 f t-lbs) s xo c
4000-o Zq f
2000-0' 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. 2.10 Load slip behavior of wedge anchor innta11ed with high installation torque
O O
O
(
I 12000--
Anchor Typer Wedge Bolt Size: I/2 in.
' 10 0 0 0 ~~
Endedment nepth: 4 in. (80)
^
M Preloaded ) /
~N Embedment Material 5500 pais
\\
i o
concrete f
x Z
/
Average curve f rom 3 testa D
8000-N
/
s[
a
/
\\
f g
Average curve from 4 tests
/
\\
I o
/
<t 6000--
s
~
\\
o N
N
\\
i a-
/
s o
- n 4000-
/
N
\\
o
/-
z
/
N
<t
\\
%s 1
N 2000-
'l
.- l O
O O.2 0.4 0.6 0.8 1.0 1.2 1.4
- 1. 6 I.8 2.0
.2 ANCHOR SLIP (INCHES )
Fig. 2.11 Load Slip behavior of anchors tented utth preload
O O
o( 00--
(
8u
(
7000-Anchor Type: Wedge Bolt Size: 1/2 in.
Embedment Depth: 4 in. (8D) 6000- -
m Enhedment Haterial: 5500 pai concreto a
Z
' ~ ~
o 5000--
a Average curve from 3 tests Preloaded v
~ ~ '
o 4000--
/,-
4
/",,#,
o Zero Preload
_1
/
3000-
/, #
M O
/
Average curve from 4 tests EE m m i
l 0
C9 s
l z
2000- r't s s
_ Approximate Bolt Preload Tension 4
dZ 1
l 1000L O,
0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2 ANCHOR S LI P
( I N CHES )
Fig. 2.12 Initial portion of load slip behavior for anchors with different bolt prelonds
O O
O t
{
(
12600--
Anchor Type: Wedge Bolt Size: I/2 in.
En.bedment Depth: 4 in. (8D) lQQQQ-Enhedmont Materialt concrete fc = 5800 psi g
,f 4
o Z
D 8000-o e
sn v
/,.
N Average curve from 4 tests o
/
N i
<t 6000--
/
f.
- 41 0 P81 o
/
\\
J
/
\\
/.
m
/
\\
o
/
\\
c AOOO--
/
\\
/
o g
z 7
<t f
\\
/
\\g
~ ~ ' ' "
2000-,/
g
\\
N
\\
0
}
^
0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6
- 1. 8 2.0 ANCHOR SLIP (INCHES )
Fin. 2.13 Effect of concrete compreceive ntrength
4,
(
Hilci: Wedge Wej-it: Wedge P.
Y C=
2
=
.t 5
r
=
6 6
3 A
A l
a a
i e
'J 4
t J
l
" (F"1 U
i
- t r
MDh
-.{D%
I t
t
}t Hilti:TZD i
ITT-Phillips:Siceve ITT-Phillips:
Self-Drilling (Drop-In)
I D
5 t
5 I
D T-i il f
D A
A A
N 0
h i
i I
E r
n'I I
f J
[
o a
y y
L _J V
r
,B I
B MB W
{
D = Bolt dia=eter B = Drill bit dianater A = Surface of embedding caterial Ze3 = Embed ent depth l
I I
i Fig. 2,14 Details of Generic Expansion Anchors l
O O
o
(
(
(
i 12000--
[^
i10000--
~
u) oz D
8000--
o Average curve f am a
3 tests Anchor Type: Sleeve v
Bolt Size: 1/ 2 in.
O Embedment Deptla 4 in. (8D) 6000-O Embedment Mdterial: 3500 pat: concrete i
4
.J l
a:a 4000--
o z
4 i
2000-I O.
i O
O.2 0.4 0.6 0.6 1.0
- 1. 2 1.4 1.6 1.8 2,0 ANCHOR SLIP (INCHES )
Fig. 2.15 Load 011p characteristics of niceve, type anchors
i__ ____ __ -__ __ _
o, o
P i
12000--
4 h
i 1
10000 i
i u) g Z
Anchor Type Self-drilling 8000 "-
Bolt Size: I/2 in.
O n.
Embeament nepth: 2 1
/32 in. (=4D)
I Embedment Material: 3500 pai concrete o
4 6000--
o
_.1 Average curve from 3 tests cn Ox 4000-
[
o z
I y
2000-I I
~
l I
O b
O O.2 0.4 0.6 0.8 1.0 1.2 1.4
- 1. 6
- 1. 8 2,0 ANCHOR SLIP (INCHES )
Fig. 2.16 Load displacement characteristics of self-drilling anchor 6
O O
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O ~N Commonwe:lth Edison
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[
- 7 Address Reply to: Post Office Box 767
) One First National Plaza, Chicago, Illinois
(\\
/ Chicago, minois 60690 g[% lh August 26, 1981 j
Mr. James G.
Keppler, Director 7
Directorate of Inspection and
.g; a14SEP OS I981m 8 Enforcement - Region III assuree U.S. Nuclear Regulatory Commission U
799 Roosevelt Road 1
Glen Ellyn, IL 60137
/
g
Subject:
Dresden Station Units 1, 2 and 3 Quad Cities Station Units 1 and 2 Zion Station Units 1 and 2 LaSalle County Station Units 1 and 2 Byron Station Units 1 and 2 Braidwood Station Units 1 and 2 Supplemental Response to I.E.
Bulletin 79-02 NRC Docket Nos, 50-10/237/249, 50-254/265, 50-295/304, 50-373/374, 50-454/455, and 50-456/457 Reference (aj:
Cordell Reed letter to J.
G.
Keppler dated July 5, 1979.
Dear Mr. Keppler:
The Commonwealth Edison Company committed, in Reference (a), to perform static, dynamic and relaxation testing of expansion anchors to verify that the static and dynamic characteristics and capacities of the concrete expansion anchors used in our Nuclear Stations conform to the requirements of I.E. Bulletin 79-02.
Enclosed for your use are three (3) copies of our Summary Report entitled Static, Dynamic and Relaxation Testing of Expansion Anchors in Response to NRC I.E.
Bulletin 79-02" dated July 20, 1981.
However, the actual raw data is not enclosed.
Due to its voluminous nature, the data is being kept in our files and will be made available for your review, if requested.
The purpose of the test program was to supplement the previous responses which had referred to these tests.
The specific items addressed by these tests are ultimate static capacities of various types of expansion anchors, load-displacement relationships 9
1cy y H07030S23 e gd
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O J. G. Keppler August 26, 1981 for these anchors, behavior of expansion 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.
These Lests which were divided into 4 phases (A thru D),
have provided a clear understanding of anchor behavior under a wide range of static and dynamic loadings and the effect of various parameters on that behavior.
Phase A which involved static tension tests of single anchors provided an understanding of individual anchor behavior.
It was noted during this series of tests that the level of preloading of the anchor at the time of testing does not affect the ultimate capacity of the anchor.
In Phase B type tests, wedge, sleeve, and shell type 1
anchored plate assemblies were cyclically loaded to simulate seismic or pipe transient type loadings.
These tests were performed in i
reinforced concrete and concrete block walls.
These tests showed that anchors embedded in concrete block and mortar can withstand cyclic load levels of at least 25% of the anchor ultimate static capacity.
Tests in reinforced concrete showed that anchors could withstand cyclic loads up to 50% of the anchor ultimate static capacity.
Once again, it was determined that preload was not a determining factor as far as capacity of the anchor was concerned.
Phase C tests were static tests on anchored base plate assemblies for purposes of determining the effects of prying action on flexible plates.
The results of these tests show that prying action is in the order of 15-20% of the applied load.
This increase is lower than originally anticipated due to the lower stiffness modulus of expansion anchors installed in concrete.
Phase D tests were run to determine the amount of relaxation of load that occurs in an anchor after it has been preloaded.
After the cyclic tests were completed, which showed that preload is not required to withstand cyclic loading, it was subsequently determined the relaxation phenomenon is not of great concern.
A major finding as a result of these tests is that loss of preloading in an anchor does not affect the static ultimate load capacity of the anchor, nor is preload required in an anchor to withstand cyclic loadings.
In our judgement this finding should eliminate the need for any pretension surveillance requirements.
/
J. G. Keppler August 26, 1981 We believe that this submittal completes our commitments made in the Reference (a) letter.
Should you have any further questions regarding this matter, please contact this office..
Very truly yours, y
E. Douglas Swartz Nuclear Licensing Administrator Enclosure EDS/lm cc:
Director, Office of Inspection and Enforcement Region III Inspector - All Stations 2456N l
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