ML19284A441

In Response to ,Forwards Requested Info Re Piping Sys Support Base Plates

ML19284A441
Person / Time
Site:	Sequoyah
Issue date:	03/02/1979
From:	Gilleland J TENNESSEE VALLEY AUTHORITY
To:	Varga S Office of Nuclear Reactor Regulation
References
NUDOCS 7903060422
Download: ML19284A441 (50)

Text

TENNESSEE VALLEY AUTHORITY y

CH ATTANOOG A. TENNESSEE 37401 500C Chestnut Street Tower Il flAR 21979~

Director of Nuclear Reactor Regulation Attention:

Mr. S. A. Varga, Chief Light Water Reactors Branch No. 4 Division of Project Management U.S. Nuclear Regulatory Commission Washington, DC 20555

Dear Mr. Varga:

In the Matter of the Application of

)

Docket Nos. 50-327 Tennessee Valley Authority

)

50-328 Enclosed is TVA's response to the request for information regarding piping system support base plates transmitted by your letter to N.

B. Hughes dated January 5, 1979.

Very truly yours, (4

A+ ~,.(.(/c

.F_

, C' (Lyt J.

E. Gilleland

' Assistant Manager of Power Enclosure (5)

O D

s\\

An Equal Opportunity Employer

ENCLOSURE RESPONSE TO JANUARY 5, 1979, LETTER FROM S. A. VARCA TO N. B. HUGHES SEQUOYAH NUCLEAR PLANT INFORMATION ON ANCHORAGE ANALYSIS All anchorages at Sequoyah have essentially been designed as rigid connections.

Plate stiffnesses may not be sufficient in many instances to classify as rigid; however, there are conservatisms, in the total design, which justify this simplified approach. Design allowables in the attached TVA " Design Standard for Concrete Anchorages, DS-C6.1," are based on a continuing research testing program which began in December 1973 Rigid connections were used in all the initial testing on which the design standard was based. To date, the testing of flexible connections, which began in November 1977, has not demonstrated any reason to change design allowables.

In considering the effects of combined tension and shear on *igid connections, TVA found it necessary to sum these forces directly in sizing anchors.

If there is significant rotation of the base plate then shear will actually be distributed to the anchors in relation to the stiffness of anchors in shear. Shear stiffness decreases in direct proportion to the tensile load in the anchor.

It is normal practice in TVA to simply distribute shear evenly to all anchors.

This is conservative in that it reduces directly the load allowables for the principal tensile anchors.

In flexible connections, the entire shear force is transferred to the anchorage through the compression zone such that tensile anchors essentially only carry tension. There is little, if any, shear resistance in the tensile anchors due to bending of flexible plates because the bending plate rotates away from the concrete surface at the bearing side of the anchor. Thus any clamping action needed to resist bearing failure and develop shear capacity is not available.

The effect of plate flexibility on anchor stress is dependent on the stress-strain relationship of the anchor steel as well as the deflection stiffness of the plate. This is true both for prying action effects and for location of the center of gravity of the compression reaction as shown on attached calculation sheets (1-2). All anchors in concrete exhibit higher strains at a given load than steel to steel connections of the same length. Examples of the stress-strain characteristics of embedded bolts, wedge-type expansion anchor bolts, and shell-type self-drilling expansion anchors are attached (figure 1-4).

For a given plate configuration, prying action decreases directly with increased anchor strain. As strains approach ultimate, all prying action is eliminated with reasonably proportional plates such that prying action has no influence on ultimate capacity. At lower stress levels, prying action is most dependent on plate thickness and anchor strain for a given size anchor.

It can be approximated using the attached procedure; however, if the plate is proportioned for normal stress allouables corresponding to the same level of stress allowables in the anchors, then prying action will be zero for usual edge distances of approximately 2-bolt diameters.

e e

Stress-strain measurements of bolted systems (figure 5) show that 111 anchors have a memory of their m1ximum loading such that the maximum anchor strain will not be exceeded until a larger load occurs. Bolted systems which are torqued, at installation, will remain stressed under loadings less than the installation torque load even though the actual loading may exceed the residual (sustaining) torque load of the anchors.

Bolted systems are essentially prestressed for anchor loads less than the residual torque load such that the stress in the anchors remains constant during these lesser loads. For these systems, the design service load allowables has little significance other than to establish a compatibility with the attachment to the anchorages in restricting failure to the attachment.

The three principal types of anchor bolts used at Sequoyah are (1) embedded bolts, (2) self-drilling expansion anchors, and (3) wedge-type expansion anchors.,

(1) Embedded bolts are principally composed of A307 or A36 materials.

Higher strength steels have been used on special anchorages.

Embedded bolts may be cast into the concrete or grouted in holes drilled in hardened concrete.

(Tests have demonstrated equal capacities for grouted bolts with proper grouting procedures.)

For service loading conditions they are designed for 55 percent of minimum yield of the material. For extreme loading conditions they are designed for 90 percent of material yield.

The factor of safety for embedded bolts is thus dependent on the material relation-ship between yield strength and tensile strength.

(2) Self-drilling expansion anchors are limited depth anchors which primarily depend on the strength of concrete for their holding power. The attachment bolts are normally A307 bolts; however, the tensile failure mechanism is normally by extraction of the anchor from the concrete. Design of these anchors for Sequoyah is based on a minimum factor of 4.5 for service loading conditions in the 3000 psi concrete.

In accordance with attached TVA General Specification G-32, anchors are tested to failure in job concrete to substantiate design allowables and proof load tested after installation to substantiate installation procedures.

Excluding the unit 2 shield building, where these anchors have been replaced with wedge-bolts, the rate of failure under proof load testing has been less than 1 percent. The minimam factor of safety under extreme loading conditions is 2.8.

(3) Wedge-bolt expansion anchors are composed of steel with a minimum yield strength of 70 ksi.

In addition, they are required to develop a minimum pullout load in project concrete which assures a minimum factor of safety for design service load conditions of 4 and extreme loading conditions of 2.5.

For a given size bolt, TVA establishes a minimum length and embedment depth to assure design values. Lesser lengths are not purchased and specifications require marking of longer bolts for identification after installation.

Installation procedures limit projections such that minimum embedments can be assured by visual inspection after installation. The minimum depth of these bolts has been established to control the ultimate failure mechanisa of these bolts, in normal structural strength concrete, to extraction of the bolt requiring a slip of 1-to 2-bolt diameters prior to failure.

A comparison of rigid and flexible plate analysis at service loniing and at ultimate capacity is given in the attached table.

It is bcsed on pure ber. ding with no reduction of the tensile load allowables in the rigid plate analysis to account for shear as required in DS-C6.1.

It is also based on the minimum anchor strains indicated by tests for each load level.

This is conservative too, since higher strains will increase base rotations of flexible plates moving the center of gravity of the compression zone toward the edge of the plate.

This can be seen in the comparative ana ysis for ultimate capacity.

The self-drilling anchors have a minimum limited strain capacity of approximately 0.2 inch as compared with the 1/2-inch limit used for the embedded bolts and wedge bolts.

(See previous discussion on wedge bolt strain limits.)

From the table, flexible plates (which are proportioned to the same stress levels of the attachments) have no effect on ultimate capacity of embedded bolts and only a very small effect (for large attachments) on wedge-bolt anchors. There is therefore, no reduction in safety factor for these systems at ultimate because of plate flexibility. There is a reduction in the safety factor with self-drilling anchors; however, the higher applied safety factor for these anchors assures a capacity in excess of the minimum ultimate of the tube section attachment. The of thinner, more flexible plates, will reduce ultimate capacities usa where there is a close match, using rigid analysis, between anchor capacity and attachment capacity. This only occurs with embedded bolts which have a close match-up in stress allowables with the attachment.

The added safety factor of the expansion anchors provides sufficient excecs anchorage capacity to exceed minimum attachment capacities with any plate thick enough to preclude prying action.

The exact stress level at service loading is effected by a number of variables and cannot be determined exactly for either rigid or flexible analysis. The 7verstress shown in the table is based on a comparison of tube section moments versus flexible moments and does not account for the reducing effect of shear or direct tensile loading or the effect of residual torque in the anchors. We do not therefore feel that the apparent overstresses in the table (which result from a rigid analysis) are significant.

Attached figures 6 and 7 are plots of plate deflections (midway between tensile anchors) for a cantilevered beam composed of h by 4 by 1/2-inch tube section. Figure 6 is typical of the three bolting systems installed to the minimum tightening requirements of sections 2.3.1.3 and 2 3.2.3 of DS-C6.1.

The figures do not show maximum moment conditions. Tests 78-05 nnd 78-07 were discontinued before failure because the end of the test beam reached the floor. Applied moments, at that time, were 29 9 and 23 1-foot kips, respectively, as compared to theoretical (rigid analysis) anchorage capacities of 29.4 and 25.1-foot kips. Anchorage failure occurred in rest 78-20 at an applied moment of 21-foot kips in comparison with a theoretical capacity of 22-foot kips.

Figure 7 shows the effect of preload torque on plate deflections (anchor strain). As seen by these tests, installation terque has a significant impact on the stiffness characteristics of the anchorage.

It has no effect, however, on ultimate capacities.

In test 78-17, failure occurred in the weld of the attachment to the plate at an applied moment of 37.4-foot kips in comparison to a design anchorage capacity of 36.6-foot kips.

In cummary, we have shown by both theory and test results that a rigid plate analysis is conservative for bolted connections using standard TVA design allowables.

_h_

gq.t;n YM CONCRETE ANCHORAGES CIVIL DESIGN General STANDARD DS-C6.1 1.0 Cencral l

1.1 'Ihis standard governs the design of steel components which transmit forces to concrete. Wherever possible ductility of the anchorage is assured by limiting capacities such that the failure mechanism will be controlled by the properties of the steel rether than concrete. When capacities are limited by the tensile strength of the concrete, a working load safety factor of at least four is used.

1.1.1 Where loads are limited by the properties of the steel, applicable provisions of the AISC Specifications and Commentary are used.

Where loade are limited by propertiu of the concrete, applicable provisions of the ACI Standard Building Code are used. Anchora2es to concrete have some peculiarities which differ from the usual design provisions of either standard.

1.1.2 All concrete anchorages are single-shear connections involving shear transfer through relatively large plates whose dimensions are controlled by bending stresses, whereas the usual steel connection is a double-shear connection involving shear transfer through relatively small plates sized for tensile loading. The ef fect of "long" and "short" connections and " single" or " double" shear on the shear strength of bolts is discussed in the AISC Coc=entary.

Research testing by TVA confirms the AISC Cocmentary recommendations for short, single-shear connections.

1.1.3 Bearing provisions of the ACI Building Code are concerned with bear-ing restrictions on exterior concrete surfaces.

Research testing charly demonstrates those restrictions should not apply to bearing stresses at the embedded heads of anchor bolts.

1.2 Bolts with heads or nuts, or similar studs or bars, embedded in the concrete when the concrete is placed, or grouted into holes drilled in hardened concrete, are termed standard anchors.

Anchors which are expanded laterally against the sides of a hole drilled in hardened concrete are termed expansion anchors. Design load provisions of this standard apply only to expansion anchors listed in tables II and III.

Commercially available, predesigned and prefabricated embedments installed prior to concrete placement and which are especially designed for attachment of bolted connections are termed R1 g,,

concrete inserts. Provisions of this standard apply only to the ji insert types listed in section ?.3.3.

1 WQ n&

1This design standard was prepared by CEB's R&D staff in coordination with

• 0.,$

CDB's R&D staff. The requirements of this standard may be supplemented or altered for a given project by written instructions from the engineer R

in charge.

9 o

U N* C O E Fd.1R"j d

ORIGINAL ISSUE: 9/8/75 og g (

REVISION NO:

1 bo E

- V DATE REVISED:

6/26/16 ElA$lI}

CPT 13-76

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Ph% Ebb 5 CO CRETE ANCHORAGES CIVIL DESIGN General STANDARD DS-C5.1 O

1.2.1 For standard anchors the heads of studs and bolts provide full anchorage in the concrete equal to the tensile capacity of the bolt or stud, provided the limitations for the combined effects of spacing, embedment depths, and cover (or edge distances) are not exceeded. Where plain or deformed bara are used, equivalent anchorage may be accomplished by threading the end of the bar and using a standard nut of equal or higher strength steel. Threading of A615 bars is limited to bars of 40,000 psi yield strength. Plain bars of A449 steel may be threaded irrespective of yield strength.

1.2.2 Anchorages for expansion anchors and concrete inserts are limited by anchor size and the design values herein specified.

1.3 Shear bars shall not be used to transmit shear to any concrete anchorage subject to tensile loading. Shearing forces shall be distributed to bolts, studs, etc., in accordance with their ability to transmit the combined shear and tensile loads as herein described.

1.3.1 In compression members, prestressed anchorages, or anchorages with a substantial minimum compression zone, shearing forces may be transmitted through friction (see section 2.2) or by distribution to bolts,, studs, etc.

(see section 2.3).

1.4 Steel plates are necessary for transfer of loads at the attachmer.t R1 surface to anchor bolts, bars, or studs. They should not be used at the embedded head of anchors for the purposes of reduced bearing stresses g

since their inclusion at this point reduces the tensile capacity of the concrete and does not affect anchorage capacity.

1.5 The basic procedure for design is:

(1) determine the total area of bolts, bars, or studs required for a given configuration of anchors in accordance with section 2.0, (2) determine the embedment require-ments to limit the tensile stresses in the concrete in accordance with section 3.0, (3) check bearing stress on the concrete surface in accordance with section 4.1, and (4) in the case of flexural members, check shear in the concrete.

1.5.1 Design by this standard may be made under either working stress design criteria or ultimate strength design criteria by use of an appropriate

$ f actor or as herein described. Load factors and loading combinations for use in ultimate strength (or factored load) design are specified by the controlling code or project design criteria.

2.0 Determination of Embedded Steel Area 2.1 Using conventional " straight line" theory for distribution of stress and strain, proportion the anchorage for the combined bending and direct loads on the base plate, ignoring shear, limiting maximum tensile stresses to Ofy (or the maximum allowable tensile load per anchor), and ltniting bearing stresses as herein prescribed.

omcmu issur: 9/8/75 Hi VISION NO:

1 OATE arvesto-R/?A/76 CIVIL DESIGN CONCRETE ANCHORACES STAh"JARD DS-C6.1 Cencral 2.1.1 Determine the resultant tensile load (T) in the anchorage and the resultant compressive force (Cy) under the base plate which are required to balance the imposed loads.

2.2 If the total shear load (V) acting in conjunction with the imposed bending and direct loads is equal to or less than 0.5 Cy for the shear plang between steel and concrete or 0.25 Cy for the shear plane between two steel plates, no additional anchorage steel other than that required for tensile loads is required for shear.

2.3 If the total shear load is greater than described above, determine the total area of embedded steel required for combined tension and shear in accordance with sections 2.3.1, 2.3.2, or 2.3.3.

2.3.1 Standard Anchors 2. 3.1.1 The total area of steel required for combined tension and shear.

CV + T A

=

st

$f Y

where:

A

= The total area of steel required.

[The area of steel shall at be the stress area of threaded bolts or bars (see table I of the Appendix) and the full cross-sectional area of welded bars and studs.]

(g T = The total tensile locd in the anchorage as a rv. ult of combined bending and direct load stresses.

V = The total shear load, f = The minimum yield strength of the steel.

f = 33 ksi for A307 bolts.

Y f = 44 kai for welded stud anchors (headed).

9 = 0.90, where V and T represent ultimate or factored loading conditions.

0 = 0.55, where V and T are working loads.

C = 1.10 for embedded plates with the exposed surface of the steel plate coincidental with the concrete surface.

R1 C = 1.25 for plates with recessed greut pads with the contact surface of the plate coincidental with the concrete surface.

h oniciNAt. issuo 9/ 8 / 7 5 ArVISION NOr 1

oAvr arvisro.

6/26/76 ~

CONCRETE ANCl'0 RACES CIVIL LESIGN Ger.e ral STANDARD DS-C6.1 0

C = 1.50 for plates fastened to hardened concrete with bolts preloaded to yield.

C = 1.85 for plates supported on a pad of grout or mortar with the contact surf ace of the plate exterior to the concrete R1 surface.

2.3.1.2 Where shear is directed toward an edge, consult section 3.3 for design requirements.

2.3.1.3 Requirements for Tightening Standard Bolts The following requirements for tightening bolts shall be specified on drawings where applicable.

(a) No standard bolted connections shall be tightened less than l

" snug tight."

For bolts larger than 5/8-inch diameter, " snug tight" is herein described as the tightness attained by a few impacts of an impact wrench or the full effort of a man using R1 an ordinary spud wrench. For smaller bolts " snug tight" is herein described as 1/4-turn-of-the-nut af ter finger tightening or after the surfaces of attachment plate and concrete are in contact.

(b) All standard bolted connections subj ect to vibrating loads shall be preloaded to yield by an additional 2/3-turn-of-the-nut af ter an initial tightening as described in (a).

Where this cannot be accomplished, some positive means of fastening the nut must be devised.

2.3.1.4 Sleeved connections must be completely filled with grout or mortar prior to installation of the attachment.

R1 2.3.2 Expansion Anchors 2.3.2.0 Design of expansion anchors is herein limited to the design values and expansion anchors listed in tables II and III. The anchors divide essentially into two baste types:

(1) expansion shell anchors and (2) wedge bolt ancho rs. The design values are primarily influenced by anchor size and cmbedment depth. The "shell" anchors are further divided into self-drilling and predrilled types.

The anchor type and size must be specified in accordance with R1 s ec tion 2. 3.2. 5.1.

The engineer in charge nay authorize the use of other types of anchors or manufacturers other than those listed in tables II and III, provided the results of tests performed in accordance with AST11 E 488-75 using concrete strengths less than 4000 psi are more than 4 times the service load design values of tables II and III for the same size anchor and minimum embedment depth, o m clN M.155UC - 9/8/75 REVISION NO:

1 naTr arvisro-8/26/76 hhhh)

CONCRETE ANCHORACES CIVIL DESIGN General STANDARD DS-C6.1 2.3.2.1 Expansion shell anchors typically fail the concrete in tension because of the relatively shallow anchor depths, but failure by slip cay occur at approximately the same loading. Load-deflection measurements indicate a progressive splitting of the concrete along the failure cone.

Expansion wedge bolt anchors typically fail by anchor slip. The pullout force is essentially resisted by steel-on-steel friction of the restraining vedge.

The resultant wedge pressure creates tensile stresses in the concrete, and anchor slip is the result of progressive splitting and spallage of the concrete into the open space below the wedge. The restraint of the concrete against splitting is primarily a function of the location of the wedge with respect to the concrete surface.

R1 Tables II and III provide the allowables for tension (T) and shear (Vo) for both factored load and service load design. For anchors spaced farther apart than the minimum spacing given, use the tabular values for To in applying section 2.1.

For anchors spaced closer than the minimums, determine T in accordance with section 3.2.

o 2.3.2.2 For combined loading determine the tensile load (T ) in each i

individual anchor under section 2.1 and distribute shear to each anchor (V ) by:

1 (h)

_ i. " To - Ti Y

Vo To IVig V 2.3.2. 3 Where shear is directed toward an edge consult section 3.3 for design requirements.

2.3.2.4 Requirements for Tightening Expansion Anchor Bolts The following requirements for tightening expansion bolts shall be specified on the drawings.

(a) All bolt connections to "shell" type expansion anchors shall be tightened by 1/4-turn-of-the-nut af ter finger tightening or R1 after the surfaces of the attachment plate and concrete are in contact.

(b) All shell type expansion anchors subject to vibrating loads must be tightened as above and provided with a positive means to prevent loosening by vibration.

(c) All wedge type expansion anchors shall be torqued within the range of values specified in table III unless tests performed g,

on project concrete establish a more desirable range of values for controlling deflections under service load conditions.

o AiclNAL ISSUC: 9/8/75 AEvlSION NO:

I oATE AFVISEO-b[2b/7b

'f;ilAbbk

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CONCRETE ANCHORAGES CIVIL DESIGN Ceneral STANDARD DS-C6.1 2.3.2.5 Requirements for Testing and Designation of Expansion Anchors 2.3.2.5.1 Designation The following letter designations shall be used on drawings and in specifications to identify the required anchor type.

They are given in the order of descending strength requirements. Any anchor type of higher strength requirements may be used in place of a lower strength requirement anchor without consulting the engineer.

WB Wedge Bolt Anchor SSD Expansion Shell Anchor (self-drilling type)

SPD Expansion Shell Anchor (predrilled type)

EA Unspecified type 2.3.2.5.2 Testing (a) In nuclear plant Category I structures all expansion anchors designated SSD and SPD shall require proof load testing in accordance with General Construction Specification No. G-32.

(b)

In nuclear plant Category I structures, expansion anchors designated WB shall be tested in accordance with General Construction Specification No. G-32.

The installation R1 shall be considered satisf actory if lif t-off (turn-of-the-nut) does not occur at the minimum torque specified in table III.

(c) Anchor designation EA shall only be given to " approved" anchors whose design loads do not exceed 2/3 of the minimum allowable values of table II.

Proof testing is not required of anchors designated as EA irrespective of location.

2.3.3 Concrete Inserts 2.3.3.0 Design of concrete insert s herein designated as " standard" apply only to continuous inserta of "Unistrut" series P 3200 channel R1 or its equivalent.

Design of concrete inserts herein designated as " heavy-duty" apply R1 only to continuous inserts of "Unistrut" series channel P 1000 with 3/8-by 4-inch long Nelson studs welded to the channel web and spaced 4 inches on centers.

They do not apply to any other size channel or type of insert.

t 2.3.3.1 Failure is limited by either the steel preperties of the connecting bolts or by the steel properties of the Modified "Unist.ut" except for slip resistance of shearing forces acting along the longitudinal axis of the Unistrut channel.

omciNat. nsue 9/8/75 REVISION NO:

1 nArr nevisto. 8/26/76 79

,U,A l

~

CONCRETE ANCHORACES CIVIL DESIGN I

General STANDARD DS-C6.1 2.3.3.1.1 The design of " standard" inserts is limited to one single 1/2-inch R1 bolt cennection per foot of channel length.

For combined tensile and shear forces use the allowable tensile values (T ) as given below in applying section 2.1 and determine o

the number of 1/2-inch connecting bolts (N ) by:

b b"

o o

2.3.3.1.2 Tensile loading is limited by the strength of the channel " lip" for single or double bolt connections of 1/2-inch bolts preloaded to a minimum torque of 50 foot-pounds.

T = 2 kips / bolt for service loads T, = 3.6 kips / bolt for factored loads 2.3.3.1.3 Tensile loading is limited by the strength of the 12-gauge cetal at the " stud" connection for multiple bolt connections of 3 or more 1/2-inch preloaded bolts at 3-inch + spacing.

T, = 5 kips / foot of channel for service loads T, = 9 kips / foot of channel for factored loads 2.3.3.1.4 Shear loading is limited by the shear strength of the 1/2-inch O

bolt in a transverse direction to the longitudinal axis of the channel.

2 kips / bolt for service loads V

=

OT 3.6 kips / bolt for factored loads V

=

OT 2.3.3.1.5 Shear loading is limited by the slip resistance of the preloaded connecting bolts in the longitudinal direction of the channel.

V

= 1 kip / bolt for service loads OL 1.8 kip / bolt for factored loads V

=

OL 2.3.3.1.6 For shear acting at any angle "0" from the longitudinal axis of the channel:

5 2 kips / bolt for service load V

~

OA cos0 5 3.6 kips / bolt for factored loads V

~

OA c

O RIGIN AL ISSUE t 9/8/75 REVISION Nor 1

000 REVISE D-D/26/7D

.gs

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C0hCEETE ANCHORAGES CIVIL DESIGN General STANDARD DS-C6.1 0

2.3.3.2 Requirements for Tightening Bolts The following requirements for tightening bolts shall be specified R1 on the drawings.

All connecting bolts for concrete inserts shall be tightened by a minimum torque load of 50-foot pounds or until a distinct yielding of the lip is detected by decreased resistance to the applied torque.

3.0 Determination of Embedment Requirements 3.1.0 Standard Anchors Minimum embedment lengths of bolts and bars shall be based on develop-ing 1.25 times the minimum required ultimate tensile strength of the embedded steel by assuming an allowable uniform concrete tensile stress of 3.4 Vfd acting on a projected area bounded by the intersection of 45-degree lines radiating from the heads of the bolts or anchors with the surfaces of the concrete (see figure 4).

When the concrete area beyond the outside perimeter of the bolts is limited, the full tensile capacity of the enchorage may be developed in concentrically located, fully developed reinforcing steel of equal capacity. Under no conditions shall the lap distance between the bolt head and the mechanical anchorage or the return leg of the reinforcing bars be less than the embedment length requirements for the bolts without an edge condition (see figure 6).

R1 The tensile strength of concrete in a slab or wall is limited by the thickness of the concrete and the cut-to-out dimensions of the anchors.

If 45-degree lines extending from the heads of exterior anchors toward the compression face do not intersect within the concrete, then the effective stress area is limited as shown in figure 5.

3.1.0.1 These embedment requirements may also be applied to grouted-in bolts using either sanded Portland cement or epoxy grouts, provided the drilled hole is approximately 2 times the bolt diameter and the sides of the hole have been roughened and cleaned prior to grouting.

3.1.1 For bolts or anchors spaced further apart than 16 anchor diameters, the length (L ) can be determined conservatively by the minimt.m embedment d

following:

(Ld + m) = 14d where:

L = Embedded length (inches) equal to or greater than 8d d

0*

m = Edge distance (inches) equal to or greater than 3d 60

• ORIGIN AL ISSUE: 9/8/7$

ncvaSION NO:

1 oAtr Revisro. S/26/76 "WNil

=

CONCRETE ANCHORAGES CIVIL DESIGN General STANDARD DS-C6.1 O

d = Bolt diameter (inches).

F

= The minimum ultimate tensile strength of the anchors in kai correr.ponding to specification requirements.

3.1.2 For bolts or anchors spaced closer together than 16 bolt diameters, the restraining tensile requirements of the concrete of section 3.1 will control the minimum embedment length. For A36 steel and 3000 psi strength concrete, figures 1 thru 3 of the appendix provide a quick method for determining anchor requirements. Figure 1 is based on the condition that no anchors are located closer to an edge than the depth of the anchor. Figure ? is based on the condition that the principal line of stress anchors is located 3 diameters from a concrete edge. Figure 3 is based on the condition of two perpendicular lines of anchors located 3 diameters from respective edges.

In using figures 1 thru 3 the total number of tension anchors

.r "n"

is Uf ^b y

(a) For higher strength steel, multiply the required embedment L f

d figures 1 thru 3 by (b) For higher strength concrete, multiply the req; ired embedment Ld 3000 of figures 1 thru 3 by 4 f,c (c) The embedment requirement for edge distances "m" less than Ld but greater than 3d can be determined conservatively by interpolation.

3.1.3 When the anchors must be located closer than the minimum "m" distance to an exposed edge, reinforcement must be provided to prevent a blowout cone failure.

For standard anchors the side force at the head of the anchor may be assumed as 1/4 of the anchor capacity. Ductility cannot be assured without reinfo rc ement (see figure 7).

As an alternative the yield strength to be used in design may be restricted to the following:

f = 67 f'

y 3,,1.4 Minimum Spacing of Stud Anchors 3.1.4.1 Stud anchors are normally furnished in standard length of approximately 10.5 stud diameters when used for tensile anchorages.

Since the ultimate tensile strength of the stud anchors is approximately equal to that of A36 steel, figures 1 thru 3 can be used to limit the spacing of either single depth studs, or double depth studs where studs are welded on studs. For a minimum embedment depth of 10.5d or 21d, the corresponding minimum spacing (r) in terms of stud diameters ORIGIN AL ISSUE 9/8/75 REVISION NO:

i 8/267 7 oATF REVISFD: P

i 5.3.i23 C0dRETE ANCHORAGES CIVIL DESIGN General STANDARD DS-C6.1 O

can be read directly f rom the figures for a given number of studs (the number of studs "n" should be determined as prescribed in section 3.1.2).

For concrete strengths other than 3000 psi the minimum spacing can be obtained by multiplying the above spacing by

3000, 4

f'c 3.2 Expansion Anchors The inclination of the concrete tensile failure angle varies with depth of embedment for embedment depths less than 6 inches.

For expansion anchors the assumed angle of failure O for determining the concrete tensile capacity is given below corresponding to depth of embedment. The failure R1 surf ace will be bounded by the concrete surf ace at which the load is applied, and by any intersecting lateral surfaces or failure surfaces of adjacent anchors. Tensile stresses in the concrete shall be assumed uniform over this projected area and shall be limited to 2.4 % for factored loads and 1.5 Kfor service loads. When expansion anchors are spaced closer than the specified minimums of tables II or III, the total limiting tensile anchorage load must be calculated using the above criteria.

R1 0 = 28 + 3.4 Ld i

3.3 Effect of Edge Distance on Shear Strength l

3.3.1 The full strength of bolts, bars, or studs in shear can be utilized when the nearest edge distance "m" is greater than 1.25 times the h

required embedment "L " f r full tensile development of standard d

anchors or greater than 10 diameters for expansion anchors, m 3 1.25 Ld 3.3.2 Where shear is directed toward an edge located less than above, sufficient reinforcement must be provided to develop the entire shearing force and located to intersect the plane of potential failure (see figure 8).

Limit the maximum allowable shear in the anchors such that:

(a) For an anchor spacing (r) less than edge distance "m" V

= 4.8 rm /f' for factored loads V

= 3.0 rm/f' for service loads (b) For an anchor spacing greater than "m" V

= 4.8 m gf' for factored loads max C

V

= 3.0 m /f' for service loads omcinat issue: 9/8/75 novision no-1 oArt nevisro. 8/26/76 CONCRETE ANCHORAGES CIVIL DESIG'i Cencral STANDARD DS-C6.1 D

4.0 Sizing of Base Plates 4.1 Allowable Bearing Stress 4.1.1 Concrete bearing stress limitations are imposed by the ACI Building Code to assure the integrity of both the supporting concrete and the concrete member transmitting load. When the member applying load is not a concrete member, then the only concern for concrete strength is the integrity of the supporting concrete.

4.1.2 When the supporting concrete is wider than the leaded area on all sides, the concrete confines the bearing area and reduces the splitting tendencies of the supporth concrete.

For building columns the provisions of the ACI 318 Buildin2 Jode Sections 10.14 and 11.10 apply.

For all other anchorages base plates need only be sized for the shear provisions of Section 11.10 and as outlined below.

4.1.3 When the supporting concrete is a flexural member, then failure is either restricted to a tensile concrete failure accing on a 45-degree line radiating from the loaded area for two-way bending or a diagonal tension failure when one-way bending controls. Bearing is thus R1 limited by the shear provision of Section 11.10 of the Building Code.

4.1.3.1 When bearing stress in flexural slabs or walls exceeds the above, then the shear reinforcement must be provided as outlined in Section 11.11 of the Building Code.

O 4.1.4 There are no bearing restrictions at the heads of standard anchors provided the minimum embedment requirements of section 3.0 are complied with.

4.1.4.1 No bearing restrictions should be applied to the sides of fully anchored bars or bolts subject to shearing forces acting through a steel plate affixed to the bar, bolt, or stud in question.

4.1.4.2 Where anchor plates are used on the back surface of concrete, their only function is to reduce the very high surface bearing stress which would otherwise occur under the head of the bolt. The effective distribution of stress through the anchor plate is approximately twice the thickness of the plate beyond the head of the bolt. Anchor plates may be proportioned by assuming a maximum allowable uniform stress distribution over this area of 6 ff.

4.2 Special consideration should be given to the effect of large shearing forces and edge distance on the proportioning of base plates.

4.2.1 When a base plate is located near the edge of a rigid support, shear-ing forces will reduce the compressive force required to produce f ailure and the allowable bearing stress should be reduced. The following should be used to determine allowabic bearing for a shear-ing force "V" acting toward a concrete edge:

onsciNat issuc 9/8/75 nevislON NO

}

oArr nevesED-D[2D[/D !

.p. -n,.

$5.in0 CONCRETE ANCIIORAGES CIVIL DESIGN Ceneral STANDARD DS-C6.1 II3 A

f' = 0.6 f' 1

0.85V v+e 2h w e sb b

c \\

P W

2L b

(

ff >_ 0. l f ' 5 1. 2 f '

where A,y = ne area of reinforcing steel under the base plate.

b = The base plate dimension parallel to the edge of concrete, w = The base plate dimension perpendicular to the edge of concrete.

e = The distance from the edge of concrete to the edge of the bearing plate.

p = The total applied compressive load.

2b+w+e When the width of concrete support "W is less than

, change es 2

y 2bh+e es the width modifier in the above equation t 2

b*

w is less than e, modify the above equation by (2eh)w 2eh When 2

18 4.3 Where service load or working stress design is used, the allowable bearing stresses of section 4.0 should be reduced by 50 percent.

4.4 For sleeved bolts the bearing stress on the area projecting past the sleeve shall be limited to a maximum of 6f'.

The minimum thickness of the overhanging plate or washer at the base of the sleeve shall be equal to the maximum overhang.

onic.W AL ISSUE: 9/8/75 nrvision no I

norr nevisro-8/26/76 T p;mW~

^

~

CONCRETE ANCl!0 RAGES CIVIL DESIGN General STANDARD DS-C6.]

)

NOTATIONS g = The tensile stress area of a single bolt or anchor.

El A = Reduced stress area for limited depth.

g A

= The total steel area required for anchorage.

A

= Tne area of reinforcing steel under the base plate.

g b = The width of base plate parallel to a concrete edge, b, = The width of slab or wall supporting a bearing plate.

C = The shear coefficient applied to standard anchors which accounts for effect cutting edges, threads, and strength factors.

C = The minimum compressive foice expected to occur under the base F

plat 2 of an anchorage, d = The nominal diameter of an anchor bolt, bar, or stud.

d, = The depth or thickness of a slab or wall supporting a bearing plate.

e = The perpendicular distance from the edge of a base plate to the edge of supporting concrete.

ff=Theallowabicaveragecompressivestress (bearing pressure) under a base plate, fl = The specified compressive strength of concrete.

f = The specified minimum yield strength of steel.

F

= The minimum specified tensile strength of steel.

h = The thickness of concrete slab or wall.

R1 L

e min um e e engt requir fu y en p e ensHe

=

d strength of an anchorage, m = The edge distance from the center of an anchor to the edge of concrete.

N = The average dimension of the base plate divided by the depth of slab or the thickness of wall.

N = The total number of bolts in an anchorage.

b P = The maximum applied compression load on a base plate.

O' onicmnt. issur-9 /8/ 7 5 nrviston Nor 1

OATF AFVisr n 8/26/76

'QJ C0fT.RETL ANCllORAGES CIVIL DESIGN Ceneral STANDARD DS-C6.1 NOTATIONS (Continued) r = The spacing of multiple anchors.

T = The total tensile force in an anchorage as a result of combined bending and direct load stresses.

T = ne tensile force in an individual anchor.

T = The maximum tensile force allowed in an individual anchor.

V = n e total shear in an anchorage.

v'V = The maximum shear ue of an individual anchor without edge b

o effecte.

V = The shearing force acting on an individual anchor.

VOA = The shearing force acting on any angic "0" from the longitudinal axis of an insert.

VOL = The shearing force acting along the longitudinal axis of an insert.

V

= The shearing force acting perpendicular to the longitudinal axis OT of an insert.

W = The base plate dimension perpendicular to the edge of concrete.

W

= The width of concrete support.

9 = The capacity reduction factor, normally taken as 0.9 for factored lR1 load design and 0.55 for service load design. Also used to designate the angle of applied load.

ORIGINAL ISSUE 9/8/75 nrVislON NO:

1 nArr nevisro: 6/26/76 g;;

CONCRETE ANCHORACES CIVIL DESIGN General - Appendix STANDARD DS-C6.1 O

TABLE I STRESS AREAS OF THREADED BOLTS (UNC Thread Series)

Bolt Net Area Bolt Net Area Diameter (ASN)

Diameter (ASN)

Inches Sq. Inches Inches Sq. Inches 1/4 0.032 1-1/2 1,41 5/16 0.052 1-3/4 1.90 3/8 0.078 2

2.50 1/2 0.142 2-1/4 3.25 5/8 0.226 2-1/2 4.00 3/4 0.334 2-3/4 4.93 7/8 0.462 3

5.97 0

1 0.606 3-1/4 7.10 1-1/8 0.763 3-1/2 8.33 1-1/4 0.969 3-3/4 9.66 1-3/8 1.16 4

11.1 O

ORIGINAL ISSUE: 9/8/75 REVtstON NO:

1 O A TE R EV15FO-8/26/76 TABLE II h

a o h.

EXPANSION SHELL ANCHOR DATA a

i Minimun Factored Service Nominal 3g Bolt Size Depth Load Design Load Design Minimum Spacing gn in, in.

kips kips in.

g C>

Y S

d o

o o

o

• 5 1/4 1-3/32 0.70 0.50 0.45 0.30 2.5 5/16 1-3/16 1.05 0.80 0.65 0.50 3.5 ACCEPTABLF SSD ANCH0PS 3/8 1-17/32 1.50 1.25 0.95 0.80 4.0 Phillips Self-Drill Rawl Self-Drill 1/2 2-1/32 2.30 2.20 1.45 1.40 5.0 ACCEPTABLE SPD ANCHORS 5/8 2-15/32 3.10 3.55 1.95 2.25 5.5

g Phillips Non-Drill 8

3/4 3-1/4 4.40 5.25 2.75 3.30 6.5 Rawl Steel Drop-in Hilti Hol Hugger 7/8 3-11/16 5.30 7.20 3.30 4.50

7.0 NOTES

(a) Allowable loads shown above apply only to anchors which are to be proof tested in accordance with Standard Construction Specification No. G-32.

Use two-thirds of the above values in design of anchors which are not to be proof tested.

o g o

(b) Allowable loads apply only for anchors in concrete havit.g a compressive strength 5

of 3000 psi or more.

mn h"E E 5 5

(c) Allowable loads are for predrilled (SPD) anchors. For self-drilled (SSD) anchors p

2 r

5 4 o $

the above values for T may be increased by 20 percent.

@e o

m o

c e"

fb a 7

t D'

~

e O

O O

O O

TABLE III WEDGE BOLT DESIGN DATA 98 aM Bolt Min.

Min.

Max.

Factored Service Min.

Installation U$

Size Length Depth Attachment Load Design Load Design Spacing Torque "N

Thi-kness

'{g in.

in.

in.

in.

kips kips in.

ft.-lbs d

D L

L d

o o

o o

lhb 1/4 3

1-3/4 1

0.95 0.80 0.60 0.50 3.0 5

10 3/8 3-1/2 2-1/4 7/8 1.45 1.90 0.90 1.20 4.0 15 30 1/2 5-1/2 3-1/4 1-1/2 3.35

3. :0 2.10 2.00 5.0 40 60 5/8 6

4-1/4 7/8 4.40 4.80 2.75 3.00 7.0 70 100 3/4 8-1/2 6

1-3/4 6.60 6.65 4.20 4.15 8.5 120 180 Y

l 9

7 1

10.00 10.70 6.30 6.70 9.5 240 360 1-1/4 12 9

l-3/4 13.10 15.60 8.20 9.75 10.5 400 500 NOTES:

(1) Depth measured to the bottom of the anchor.

(2) Longer bolts which are required for thicker attachments must be color coded for identity.

(3) Maximum projection of the bolt above the attachment after installation should not exceed two bolt diaceters, a

n o

3 g (4) Allowable loads are based on concrete having a minimum compressive strength of 3000 psi.

2 E b

,n hE 7 @ p APPROVED ANCHORS gp 4 5 ia e g

-- {a Hilti Kwik Bolt Cy Phillips Wedge Anchor 8y R

Rawl Stud Bolt hZ R.

Wej-It Q

U N

CONCRETE ANCl!Ol'\\CES CIVIL DESIGN v

General - Appendix STANDARD DS-C6.1 O

EMBEDMENT REOUIREMENTS FOR 38 \\\\

STANDARD ANCHORS 36 \\g n = No. of Tensil Anchors 34

(

d= Diam, of Anchors

\\

(\\

R= Spacing of Anchors 32 L = Min. Embed Depth d

30 o

A = 36 Steel g

f'c = 3OOO psi 7

}*

\\

WK 24

• S

\\

\\ \\\\\\

22 o

W 20 18

• 6 5,e N N

\\\\%'\\

g

\\

A 14

!,2 AN5NA XCSNM

~

a2

~

N1 8

~

6 4

2 0

4 5

6 7

8 9

10 11 12 13 14 15 R/d SPACING OF IIEADED ANCIIORS EDGE DISTANCE = 1.2 Ld Figure 1 onicmat issuc: 9/8/75 H0 VISION NO-I oAre nrvisto.

8/26/76

Ld I

CONCRETE ANCll0 RACES CIVIL DESIGN General - Appendix STANDARD DS-C6.1 O

h EMBEDMENT REQUIREMENTS

\\

48 FOR

\\ \\\\

STANDARD ANCHORS 46 (

\\T n = No. of Tensile Anchors

\\

\\

\\

d = Diam. of Anchors

%* \\'

R= Spacing of Anchors L = Min. Embec Depth 42 d

\\ \\ [*a 'be A=36 Steel 40 (c = 3OOO psi

\\

\\

• 49 l

5 ""

N IN\\

\\ K\\K 9,;

Ne\\ \\\\\\\\

s s ""N

\\ \\\\\\\\

N lNX\\\\

N X \\\\\\\\

x 0

i NN

\\\\\\\\

! ** N NN

\\\\%

mN K

N NNNNA sN, YNA\\%\\

N JsNQ:%

'e q

Ngsx' 14 w

i n=1 j

10 4

5 6

7 8

9 10 ll 12 13 14 15 R/d SPACING OF HEADED ANCHORS EDGE DISTANCE = 3d Figure 2 ORIGINAL ISSUE: 9/8/75 REVISION NO:

1 DATF REV' SED: 8/26/76

~

~We

~

CON" CRETE ANCIIORACES CIVIL DESIGN General - Appendix STANDARD DS-C6.1

\\

EMBEDMENT REQUIREMENTS FOR 70

\\

STANDARD ANCHORS

\\

\\

C6 n= No. of Tensile Anchorn

\\

d= Diom.of Anchors

\\

\\

R= Spocing of Anchors 62 K \\

o.

L = Min. Embed Depth d

58

\\

\\*+ y A=36 Steel T

f'c= 3000 psi N 54 A

50

• F

\\

F 46 D

l\\

i N NM 42.

38 N

\\

34 (

(

m

\\

30 s

\\

26

\\I

\\

b 22 A

A

• N MNN 18 n=2

\\\\

\\

N\\

N Dg k ?

^

,4 10 4

5 6

7 8

9 10 11 12 13 14 15 16 RM SPACING OF llEADED ANC110LS EDGE DISTANCE = 3d TWO PERPENDICULAR EDCES Figure 3 ORIGINAL ISSUE:9/8/75 novesion no.

I DATE REVisrD-8/26/76

.. gi\\

CONCRETE ANCHORAGES CIVIL DESIGN General - Appendix STANDARD DS-C6.1 0

PROJECTED STRESS AREA AT A

O O

O A

L4

<s A

^

^

^

! g 5:4 n

a r

3 L4 3

j-m<3d $ '

e

^

80 X

g$

s

~

4 45' A

N li 8

.3'

\\

9 a

i'. !?

s CJ C3 ra m < lod -

u

/

Failure Cone 1

60 e

k Failure Cone r'

l r'

SECTION SECTION SECTION N

Foilure Cono Failure Cone Ab Fut As:

b ut

\\

Q g

A F

\\

3 f

4 fy s

h

^

d s *68 O

O 4'

nominal s

a o

- p g

Cover w

j

' s t

1. G g i m

/

z gp 5

!;e 3

8 PLAN o'

PLAN PLAN og Figure 6 Figure 7 Figure 8 AZ 85 s

R (Ref. Sect. 3.1.0)

(Ref. Sect. 3.1.3)

(Ref. Sect. 3.3.2)

~

D U

e

~

4

(

!Fe-TENNESSEE VALLEY AUTHORITY I

DIVISION OF ENGINEERING DESIGN ALL PROJECTS GEIERAL CO NST RU CTION S PECIFIC Allo N NO. G-32 FOR BOLT ANCHORS SET IN HARDEIED CONCREE

\\

UNCONTROLLED COPY REVISION O R1 R2 R3 R4 R5 September 1972 Oct 1973 3-28-75 9-23-75 4-21-76 7-21-77 Date Original Signed by Initialed SPONSORED R. E. Bullock REB D

SUBMITTED C.H$G1 OHR

[

h (Sp nso Br nch Chief)

F. P. Lacy FPL k

CONCURRED SPEC. SECTION P. L. Duncan PLD.

jg h,//f

[

APPROVED g

/

T/,,,-/ z <M,yy'g

,7/J/>f

//yr) -

(Dir.of Construction)

H. H. Mull HHM 77

'W

[/dEg D. o E g. Dsgn.)

J. R. Pterish RHD i

rvA 10574A (DED-8 74)

__g i

GENERAL CONSTRUCTION SPECIFICATION FOR REVISION LOG BOLT ANCHORS SET IN HARDENED CONCRETE G-32 Title :

Revision Date no.

DESCRIPTION OF REVISION a,,,oyee 1

Revised DED organization names and revised sections 1.2, 6.1, 10-73 and 6.2 to clarify project office drawings and reporting requirements.

2 Revised sections 1.5, 2.1, 2.3, 3.2, 3. 3, 4.0, and 5. 2 for 3-75 details. Revised section 6.1 to send reports to appropriate Design Project Manager. Added section 3.5.

Made new cover sheet.

Added revision log.

3 Revised section 3.2 to eliminate the use of epoxy grout in fire 9-75 hazard areas. Revised section 6.1 to require transmittal of anchor test reports to DED for only those anchor lots in which an anchor fails when tested. Revised section 6.2 accordingly.

Added Attachment A.

4 Revised sections 1.2, 1.5, 4.2, and 6.2 to reduce requirements 4-21-76 7-of testing expansion anchors and reporting; section 4.3 to

(

clarify concrete strength for expansion anchors.

5 General revision to add wedge bolt anchors, nondrilling expansion 7-21-77 shell anchors, qualification tests on all types of expansion anchors, and to modify other sections accordingly. Only the significant changes for this revision are noted by revision indications on the pages; previous revision indications are deleted. Removed Attachment A.

i TVA 10534 (DED-9 73)

GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE G-3?

TABLE OF CONTENTS Page No.

Revision Log.

i 1.0 GENERAL.

1-1 1.1 Scope 1-1 1.2 Drawings 1-1 1.3 The Engineer.

1-1 1.4 Reference Specifications.

1-1 1.5 Definitions 1-2 2.0 MATERIALS.

2-1 2.1 Expansion Shell Anchors 2-1 2.2 Wedge Bolt Anchors 2-1 5

2.3 Drill Bits 2-1 2.4 Bolts 2-2 2.5 Portland Cement Grout 2-2 2.6 Dry-Pack Mortar 2-2 l5 2.7 Epoxy Grout 2-3 2.8 Qualification of Expansion Anchors...........

2-3 l5 3.0 INSTALLATION 3-1 3.1 General 3-1 3.2 Expansion Shell Anchors 3-1 5

3.3 Wedge Bolt Anchors 3-1 3.4 Grouted Anchors 3-3 3.5 Location.

3-4 3.6 Reinforcing Steel 3-5 3-6 l5 3.7 Equivalent Anchors...................

4.0 TESTS.

4-1 4.1 Selection 4-1 4.2 Expansion Shell Anchors 4-1 5

4.3 Wedge Bolt Anchors 4-2 5.0 REPLACEMENT..

5-1 5.1 General 5-1 5.2 Removing Anchors 5-1 11

GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE G-99 TABLE OF CONTENTS (Continued) g e No.

6.0 RECORDS AND REPORTS.

6-1 6.1 General 6-1 6.2 Report Conteuw 6-1 Appendix A " QUALIFICATION TESTS FOR EXPANSION SHELL ANCHORS".

A-1 5

Appendix B " QUALIFICATION TESTS FOR WEDGE BOLT ANCHORS" B-1 iii

GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE G-32 1.0 GENERAL 1.1 Scope This specification prescribes materials and methods for setting threaded anchoring devices for equipment and fixtures into concrete which has previously hardened. The work includes qualification of anchors, anchor installation procedures, and 5

testing of anchors installed in nuclear plant category I structures.

1.2 Drawings Anchors shall be provided according to drawings prepared by or 5

approved by the Division of Engineering Design (EN DES).

Changes shall be made only with the approval of the Engineer.

The Division of Construction (CONST) project office shall prepare drawings, or mark half-size prints of drawings prepared by or approved by EN DES, to show the location of and test information on each lot of anchors which require testing.

Drawings will not be required where another system which uniquely and completely defines a lot is adopted and recorded with test information.

1.3 The Engineer The Engineer as used in this specification shall mean the authorized representatives of the Manager of Engineering Design and Construction. For design considerations, these shall be the Division of Engineering Design acting through the appropriate Design Project Manager or Engineering and Design Branch Chief.

For construction, in general, these shall be jointly the appropriate Design Project Manager or Engineering and Design Branch Chief and the project Construction Engineer or their designated representatives; any deviation from this specification must be 5

agreed to jointly by them.

1.4 Reference Specifications The latest revisions of the following specifications shall apply where referred to in this specification.

1-1

ih dIk GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET TN HARDENED CONCRETE G-12 1.0 GENERAL (Continued) 1 1.4 Reference Specifications (Continued) l American Society for Testing and Materials A 36 - Strnda ' Specification for Structural Steel A 307 - Low-Carbon Steel Externally and Internally Threaded Standard Fasteners C 109 - Standard Method of Test for Compressive Strength of Hydraulic 5

Cement Mortars (Using 2-in. or 50-mm cube specimens)

C 144 - Standard Specification for Aggregate for Masonry Mortar E 488 - Standard Test (lethods for Strength of Anchors in Concrete 5

and Masonry Elements Tennessee Valley Authority General Construction Specification No. G-2 for Plain and Reinforced Concrete (hereinafter termed G-2)

Civil Design Standard DS-C6.1, Concrete Anchorages (hereinafter termed Design Standard) 1.5 Definitions Wherever the words defined below appear in this specification, they shall have the meanings here given.

Attachment. A piece of equipment or fixture to be fastened to hardened concrete.

Anchor. A threaded device for fastening attachments to hardened concrete (distinguished herein as expansion anchors and grouted anchors).

Expansion Anchor. An anchor which expands laterally in a drilled hole to resist pullout.

Expansion Shell Anchor. An expansion anchor which consists of an internally threaded, externally slit tubular shell with a single cone expander that causes the shell to expand laterally against the sides of a drilled hole.

Self-drilling Expansion Shell Anchor. An expansion shell anchor which uses the shell for drilling the hole (designated herein and on the drawings as SSD).

1-2

L GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET TN HARDENED CONCRETE G-32 1.0 GENERAL (Continued) 1.5 Definitions (Continued)

Nondrilling Expansion Shell Anchor. An expansion shell anchor which is placed in a predrilled hole (designated herein and on the drawings as SPD).

Wedge Bolt Anchor. An expansion anchor which consists of an externally threaded bolt with a split ring or separate wedge pairs that expand laterally against the sides of a 5

predrilled hole when the bolt is torqued, and which will expand further if the bolt is partially extracted from the hole by a tensile load (designated herein and on the drawings as WB).

Grouted Anchor. An anchor which consists of a headed bolt or a threaded rod with an end nut, placed in a drilled hole, the remainder of which is filled with grout or dry pack mortar.

Category I.

Nuclear plant equipment and structures so classified in the plant Safety Analysis Report.

(Category 1 is class I in nuclear plants under construction at the time of original issue of this specification.)

Lot.

A number of anchors in a nuclear plant category I structure which are considered as a group for testing purposes. A lot shall consist of the anchors installed by a specific crew either in a specific location in the plant or over a period of time.

If the lot is defined on the basis of anchor location, the lot shall consist of:

(a) the anchors for a single piece of equipment having three or more anchors, (b) the anchors on a floor, wall, 5

or ceiling which has conveniently indicated boundaries, or (c) a long line of anchors on a floor, wall, or ceiling for a continuous structure such as a cable trey.

If a lot is defined on the basis of anchors installed over a time period, the maximum time period shall be 2 weeks, each crew shall apply a unique identification mark on the concrete adjacent to the anchor or to a piece of equipment with more than one anchor, and a record of all anchor installations shall be kept. Regardless of the basis for defining the lot, anchors of a different type or brand shall be considered in separate lots and sufficient records shall be kept to ensure that all anchors are assigned to a lot.

Slip. During testing, an expansion shell anchor shall be considered to have exhibited slip if the gage on the loading device indicates a dropoff or lack of advancement of load while the anchor is being strained.

1-3

GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE G-32 1.0 GENERAL (Continued)

)

1.5 Definitions (Continued)

Approved, Permitted, Required.

Wherever such words are used in this specification, they shall be held to refer to the orders or instructions of the Engineer unless another meaning is plainly intended.

5 Called For.

Wherever these words are used in this specification, they shall mean called for by drawings, memorandums, or separate specifications issued by the Division of Engineering Design.

1-4

GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE G-32 2.0 MATERIALS 2.1 Expansion Shell Anchors Unless otherwise called for, expansion shell anchors shall be used only for bolts 7/8-inch or smaller in diameter and shall conform to the requirements of section 2.8.

2.2 Wedge Bolt Anchors Unless otherwise called for, vedge bolt anchors shall have the following diameters and minimum lengths:

Diameter (in.)

1/4 3/8 1/2 5/8 3/4 1

1-1/4 Minimum Length (in.)

Regular 3

3-1/2 5-1/2 6

8-1/2 9

12 Long 5

7 8-1/2 10 12 Long vedge bolt anchors shall be color-coded or stamped in accordance with section 3.3.

(Minimum bolt lengths and color-coding or stamping of long anchors is required to permit in-process inspection of anchor embeament by measurement of bolt

(

proj ection. )

5 The bolt material for wedge bolt anchors shall have a minimum yield strength of 70,000 psi.

Wedge bolt anchors shall conform to the requirements of sectior.

2.8.

2.3 Drill Bits The manufacturer of nondrilling expansion shell anchors and wedge bolt anchors shall specify the maximum diameter drill bit (to the nearest 0.001 inch) that is to be used for the installation of each size anchor.

Before its initial use, the diameter of each drill bit shall be checked to assure that it does not exceed the maximum.

For qualification tests, drill bits shall have a diameter within 0.002 inches of the maximum.

The diameter of the bit shall be checked before drilling the hole for installation of each test anchor.

2-1

i GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE G-32 2.0 MATERIALS (Continued)

(

2.4 Bolts Unless otherwise called for, all bolts except wedge bolt anchors shall conform to ASTM A 307, Grade A, or shall be made of rods which conform to ASTM A 36, with nuts which conform to ASTM A 307, Grade A.

Rods shall have UNC threads on both ends with a nut on the embedded end which is tack welded in place.

2.5 Portland Cement Grout Portland cement grout shall be a job proportioned mixture of f

portland cement, fine aggregate, and water, with or without admixtures; or a commercial premixed portland. cement-based grout and water.

All material for job proportioned grout shall conform to the requirements of G-2, except as modified below.

Cement shall be type I, II, or III. Fine aggregate shall conform to ASTM C 144 except that no more than 10 percent shall pass the No. 100 sieve, or to G-2 except that all material which will not pass the No.

16 sieve shall be discarded.

Job-proportioned grouts shall have a maximum ratio of water to cement of 0.5.

The fine aggregate shall be added in as great

)

a quantity as will still provide adequate flowability. Admixtures, if used, shall reduce bleeding and cause a slight expansion of 5

the grout before hardening. Admixtures shall be added in the quantity recommended by the manufacturer.

Premixed grout shall be Five Star grout, U.S. Grout Corporation, New Greenwich, Connecticut; Embeco 713 grout, Master Builders, Cleveland, Ohio; or equal. Premixed grout shall not contain oxidizing catalysts. Premixed grout shall have water added in the quantity recommended by the manufacturer for a flowable or pourable consistency.

2.6 Dry-Pack Mortar Dry-pack mortar shall be a job proportioned mixture of portland cement, fine aggregate, and water.

All materials for dry-pack mortar shall conform to G-2 except as modified below. Cement shall be type 1, II, or III. Fine aggregate shall conform to ASTM C 144 except that no more than 10 percent shall pass the No. 100 sieve, or to G-2 except that all material that will not pass the No. 16 sieve shall be discarded.

(

2-2

d GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE G-32 2.0 MATERIALS (Continued) 2.6 Dry-Pack Mortar (Continued)

Dry pack mortar shall have a ratio of fine aggregate to cement of 2.5 to 3.0 by weight. The mortar shall contain only sufficient water to result in a mixture that will stick t-~ ether on being molded into a ball by a slight pressure of the _ ands without exuding water, but leaving the hands damp.

2.7 Epoxy Grout Epoxy grout shall consist of an epoxy binder and ovendried fine aggregate. The epoxy shall be a two-component modified system formulated and recommended by the manufacturer for grouting of anchor bolts. The epoxy shall be suitable for bonding to wet surfaces unless holes are to be dried before grout placement.

Fine aggregate shall be added to the epoxy in sufficient quantity to result in adequate flowability. Fine aggregate shall be graded standard sand for ASTM C 109 cement tests, sandblast-sand, or other fine aggregate recommended by the epoxy manufacturer.

2.8 Qualification of Expansion Anchors 5

2.3.1 General Qualification tests in accordance with the methods of Appendix A or B shall be performed prior to the initial use of each size and brand of expansion anchor. For each major project, qualification tests shall be performed on anchors installed in project placed concrete.

Anchors for use on smaller projects may be qualified on the basis of tests performed at a major project or at Singleton Materials Engineering Laboratory.

Before qualification tests are made, the results of static tension tests performed by an independent testing laboratory shall be obtained from the manufacturer.

The tests shall be in accordance with ASTM E 488 and shall indicate that the requirements of section 2.8.2 will be met.

The anchor capacities listed in manufacturers catalogs may be used only if it can be determined that proper embedments, concrete strength, and test methods were used.

Information on the mechanical properties and applicable specification designations of the anchor materials shall also be obtained from the manufacturer.

2-3 TVA

GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE G-32 I

2.0 MATERIALS (Continued) 2.8.2 Requirements A specific brand and size of expansion anchor to be qualified for use shall have an average ultimate tensile capacity as determined by Appendix A or B equal to or exceeding the following:

Minimum Ultimate Tensile Capacities (Kips)

Anchor Type Size 1/4" 5/16" 3/8" 1/2" 5/8" 3/4" 7/8" 1"

l-1/4" SPD 2.0 2.9 4.3 6.5 8.8 12.4 14.9 SSD 2.4 3.5 5.1 7.8 10.5 14.9 17.8 WB 2.4 3.6 8.4 11.0 16.8 25.2 32.8 If the average ultimate tensile capacity for a size and brand of anchor fails to meet the requirement, but the average of the two larger ultimate tensile capacities does meet the requirement, a retest using new anchors may be performed.

An anchor shall be disqualified if it fails to meet the ultimate 5

tensile capacity requirement, if it is difficult to install, if installation results in damage to the concrete or anchor, or for any other reason which significantly affects production or inservice performance.

2.8.3 Reports A complete report of all expansion anchor qualification tests shall be made. The report shall include the individual test reports detailed in Appendices A and B.

One copy of the report shall be sent to the design representative of section 1.3 and four copies to the construction representative as soon as the report is completed.

2-4

GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE G-32 3.0 INSTALLATION 3.1 General Unless otherwise called for, anchors shall be installed only in concrete with a compressive strength of at least 3000 psi and shall not be installed in concrete block or masonry mortar.

Expansion anchors shall be installed through topping or cladding only if expansion shell anchors are not subjected to shear loading and are completely embedded in structural concrete and if, for wedge bolt anchors, the topping or cladding thickness is considered to be a portion of the total attachment thickness.

When grouted anchors are installed through topping or cladding, the required embedment shall be from the face of structural concrete. The holes drilled for all types of anchors shall be carefully cleaned of all dust and debris before installation of the anchor. The anchor type installed shall be that des.ignated on the drawings or the equivalent permitted by section 3.7.

The anchor designation EA on the drawings indicates that reduced allowable loads were used and that any SSD, SPD, or WB anchor

~ f the indicated size which conforms to sections 2.1 or 2.2 may o

be installed.

3.2 Expansion She.1 Anchors k

Expansion shell anchors shall be installed according to 5

manufacturer's instructicas. The holes for nondrilling expansion shell anchors shall be drilled with drill bits conforming to section 2.3.

In no case shall the top of the instal hd anctor protrude from the concrete surface, nor shall it be recessed more than 1/8 inch.

The ASTM A 307 bolt installed in an expansion shel. anchor shall be of such length that it will extend at least one nominal bolt diamter into the anchor after tightening. The bolt shall be tightened not less than 1/8 turn or more than 1/4 turn after the nut, washer, attachment, and concrete have come into intimate contact.

3.3 Wedge Bolt Anchors Wedge bolt anchors shall be installed in holes with a minimun-depth equal to the bolt length minus the thickness of the attachment. The maximum hole depth shall not exceed 2/3 of the thickness of the concrete member in which the anchor is being installed.

The drill bits shall conform to section 2.3.

3-1 TVA 10535 EN DES-5-77

GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE G-32 3.0 INSTALLATION (Continued) 3.3 Wedge Bolt Anchors (Continued)

Unless otherwise called for, wedge bolt anchors shall not be installed through attachments with thicknesses at the point of anchorage greater than the following:

Diameter (in.)

1/4 3/8 1/2

,5/8 3/4 1

1-1/4 Thickness (in.)

Regular 1

7/8 1-1/2 7/8 1-3/4 1

1-3/4 Long 2-3/8 3

3-3/8 3-1/4 4

(Note: The maximum attachment thickness does not increase uniformly with anchor diameter due to non-uniform changes i, embedment and anchor length).

Long wedge bolt anchors may be used for any anchorage where a regular anchor would be acceptable provided the maximum hole depth is not exceeded. Where the attachment thickness is greater than the maximum allowed for regular wedge bolts, long wedge bolt anchors shall be installed after being identified for inspection either by painting the exposed end a bright color or by stamping the bolt length or a code for the bolt length into the exposed end of the bolt.

[

Before insertion in the hole, and with the washer in place, the 5

nut shall be screwed onto the bolt until the end of the bolt is approximately 3/4 of the way through the nut.

The assembled wedge bolt shall then be inserted in the hole through the attachment and hammered down until the nut, washer, and attachment are in intimate contact. The anchor shall be tightened to a minimum of the following torque or the installation torque determined by Appendix B, whichever is greater.

Bolt Diameter (in.)

1/4 3/8 1/2 5/8 3/4 1

1-1/4 Torque (ft.-lbs.)

5 15 40 70 120 240 400 Torque shall be read while the nut is in a tightening motion.

After tightening wedge bolt anchors, the projection of the anchors above the attachment at the point of anchorage shall not exceed the following:

Bolt Diameter (in )

1/4 3/8 1/2 5/8 3/4 1

1-1/4 Maximum Projection (in.) 1/2 3/4.

1 1-1/4 1-1/2 2

2-1/2 3-2

I GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE G-32 3.0 INSTALLATION (Continued) 3.4 Grouted Anchors Grouted anchors shall be installed in drilled holes which have a diameter between two and three times the nominal bolt diameter.

5 The bolt shall be embedded to the depth called for but not less than 8 nominal bolt diameters. Hole sides require a small visual roughness.

If none is apparent, as may occur with core drilling, a chisel or equivalent shall be used to make two or more shallow groeves on opposite sides in approximately the bottom half of the hole.

Holes for epoxy grouted anchors shall be dry unless the epoxy manufacturer specifically permits grout placement into damp holes. Holes for epoxy grouted anchors shall be primed with a mat of neat epoxy and the epoxy grout shall be placed while the prime coat is still tacky.

Unless specifically called for, grouted anchors may be set using either portland cement-based grout, dry pack mortar, or epoxy grout conforming to section 2.0.

(Where the EN DES organization responsible for the design of equipment or fixtures considers fire hazard significant or expects operating temperatures greater than 120 F, the drawings will specify that epoxy grout shall 5

not be used.) Epoxy may be ignited by welding of metal in contact with the epoxy.

Where grout is used to set the anchor and the grout will not flow from the hole, the hole shall be filled approximately half full of grout and the bolt inserted by twisting and working in and out to ensure elimination of all voids. The remainder of the hole shall then be filled with grout, the bolt shall be fixed in position, and the grout shall then be cured.

Where grout will flow from the hole, the hole and anchor shall be fitted with a cover plate of wood or other material through which the grout can be pressure injected. For vertical or upward sloping holes, a small air vent pipe shall be placed to the highest elevation in the hole and grout injected through a port in the cover plate. For horizontal or downward sloping holes, 5

an air vent shall be placed through the cover plate at the highest elevation in the hole and grout shall be injected through a pipe to the lowest elevation of the hole. When grout flows from the vent, both the port and the vent shall be positively closed off. The cover plate shall be coated with a bond preventing material on the grout side and shall be removed after the grout has cured.

Where dry pack mortar is used to set the anchor, the bolt shall rest against the bottom of the hole or if the hole was drilled 5

('

too deep, mortar shall be placed in the hole and thoroughly compacted with the head of the bolt until the desired bolt 3-3

GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE G-32 3.0 INSTALLATION (Continued)

()

3.4 Grouted Anchors (Continued) embedment or projection is achieved. Mortar shall then be placed uniformly around the bolt and thoroughly compacted in layers which have a compacted thickness of about 3/8 inch.

The mortar shall be compacted by striking with a hammer a steel pipe placed around the bolt or a hardwood rod.

If a pipe is used, it shall be of such diameter that it can be shifted laterally to obtain compaction over the entire mortar surface. More than one size of pipe may be required.

If a hardwood rod is used, it shall have a diameter such that the entire grout surface can be 5

compacted.

Anchors using portland cement grout or dry-pack mortar may be placed in service in 7 days and 3 days, respectively, provided that the exposed surface has been protected from drying an'd that 5

temperatures of the concrete have been maintained above 50 F.

Anchors using epoxy grout may be placed in service when final cure is achieved. Accelerated curing according to manufacturer's instructions is permissible.

Unless otherwise called for, grouted anchors 5/8 inch or greater in diameter shall be tightened to that tightness attained with a few impacts of an impact wrench or the full effort of a man with an ordinary spud wrench. Smaller anchors shall be tightened 1/4 turn after the nut, washer, attachment, and concrete have come into intimate contact.

3.5 Location (Anchor centerline) 3.5.1 General Unless otherwise called for, the restrictions of sections 3.5.2 and 3.5.3 shall be applied to the location of anchors.

(These 5

requirements are given in the Design Standard and should be used by the CONST project for anchors installed for construction purposes.)

3-4

GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE G-32 3.0 INSTALLATION (Continued) 3.5.2 Expansion Anchors Expansion shell anchors shall not be located closer to a free concrete edge than 6 nominal bolt diameters, or 10 bolt diameters if the anchor is loaded in shear toward the edge.

Wedge bolt anchors shall not be located closer to a free concrete edge than 10 nominal bolt diameters regardless of loading. Minimum spacing between expansion shell anchors and wedge bolt anchors shall be as given in the following table:

Minimum Spacing (in.)

Size (in.)

1/4 5/16 3/8 1/2 5/8 3/4 7/8 1

1-1/4 SPD and SSD 2-1/2 3-1/2 4

5 5-1/2 6-1/2 7 WB 3

4 5

7 8-1/2 -

9-1/2 10-1/2 3.5.3 Grouted Anchors Grouted anchors shall not be located closer to a free concrete edge than 6 nominal bolt diameters, or 1.25 times the minimum embedment if the anchor is loaded in shear toward the edge.

5 Grouted anchors shall not be located closer than 16 nominal bolt diameters from an adjacent bolt.

Grouted anchors used as replacements for expansion anchors are not required to meet these location requirements.

3.6 Equivalent Anchors Unless otherwise called for, anchor substitution may be made if the load capacity of the substitute anchor equals or exceeds the load capacity of the called for anchor in both tension loading alone and shear loading alone. The following working load capacities in tension alone and shear alone as provided by the Design Standard are to be used to determine acceptable substitute anchors.

3-5

GENERAL CONSTRUCTION SPECIFICATION FOR EOLT ANCHORS SET TN HARDENED CONCPETE G-12

('

3.0 INSTALLATION (Continued) 3.6 Equivalent Anchors (Continued)

Allowable Working Loads (Kips)

Anchor Type Loading Size 1/4 5/16 3/8 1/2 5/8 3/4 7/8 1

1-1/4 SSD Tension 0.54 0.78 1.14 1.74 2.34 3.30 3.96 Shear 0.30 0.50 0.80 1.40 2.25 3.30 4.50 SPD Tension 0.45 0.65 0.95 1.45 1.95 2.75 3.30 Shear 0.30 0.50 0.80 1.40 2.25 3.30 4.50 5

WB Tension 0.60 0.90 2.10 2.75 4.20 6.30 8.20 Shear 0.50 1.20 2.00 3.00 4.15 6.70 9.75 Gronted Tension 0.58 0.94 1.42 2.58 4.10 6.06 8.39 11.00 17.6 (A 307 Shear 0.39 0.63 0.95 1.72 2.73 4.04 5.60 7.30 11.70 or A 36)

(Note: The above table shall not be used for design.

Design shall be in accordance with the Design Standard.)

3.7 Reinforcing Steel Unless otherwise called for, no reinforcing steel shall be cut to install anchors without specific approval of the design representative in section 1.3.

3-6

GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE G-32 4.0 TESTS Testing is required on expansion anchors designated as SSD, SPD, or 5

WB for all equipment in nuclear plant category I structures. Testing is not required on anchors designated EA. expansion anchors supporting a 1-hole pipe strap for an individual conduit less than 4 inches in diameter, or other anchors where EN DES documns.ts state that testing is not required. Tests shall be made as soon aftet installation of a lot as is practicable. Anchors which fail to meet the requirements 5

shall be replaced in accordance with section 5.0.

4.1 Selection Anchors to be tested shall be randomly selected within a lot after installation of the lot.

If there are anchors of more than one bolt size in a lot, the size difference shall be ignored unless some anchors are twice the size of the smallest anchors.

In this case, approximately one-third of the tests shall be on the smaller size (s) and two-thirds.shall be <n the larger size (s).

Number of Anchors in Lot Minimum Number to be Tested Less than 5 1

5 to 15

?

16 to 60 3

More than 60 5 percent 4.2 Expansion Shell Anchors (SPD and SSD) 5 4.2.1 Equipment A calibrated center-hole hydraulic jack equipped with a gage whose least division represents no moie than a 100 pound load on the anchor shall be used to load the anchors. The load shall be transferred from the jack to the anchor with a high-strength threaded rod with a minimum yield strength of 50,000 psi.

The reaction from the jack shall be delivered to the concrete surface through a device which bears no closer than 8 inchas from the anchor centerline and which is adjustable to ensure that the anchor is loaded axially.

The load-pressure relationship for the jack shall be verified before initial use and at 1-year intervals thereafter. The gages used with the jack shall be calibrated every 2 months or every 100 anchor tests, whichever occurs first; but E

calibration is not required more frequently than every 2 weeks during continuing anchor installations. The jack and/or gage shall be recalibrated any time there is a question as to jack operation or gage accuracy.

4-1 r

5I:::

GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE C-12 4.0 TESTS (Continued) 4.2.2 Procedure The high-strength threaded rod shall be inserted in the anchor or coupled to the bolt of the anchor. The hydraulic jack and bearing device shall be centered over the threaded rod and adjusted until the threaded rod is axially concentric with the center hole of the jack. A nut and bearing plate shall be put on the threaded rod and snugged against the ram of the jack.

Load sh: 11 be applied without shock and as uniformly as practicable to the proof load as follows:

Bolt size (in.)

1/4 5/16 3/8 1/2 5/8 3/4 7/8 Proor load (1bs.) 900 1700 2200 4000 5400 7600 8300 If an anchor slips, it shall be reset and retested or it shall be replaced and the naw anchor tested (see section 5.0).

If an anchor slips in being retested, it shall be replaced.

If an anchor slips, an adjacent anchor shall also be tested.

(The loads are not intended for concrete strengths less than 3000 psi, or for concrete masonry, or for anchors set closer than 6 bolt diameters to an edge. Failures at or below proof load should be by slipping of the anchor within the hole.)

4.3 Wedge Bolt Anchors (WB) 4.3.1 Equipment Calibrated torque urenches with capacities approximately 25 percent greater than the installation torque of the largest bolt to be tightened with each wrench shall be used to verify that appropriate installation torque was applied to wedge bolt anchors. Wrenches shall be calibrated every 6 months or any time there is a question as to wrench accuracy.

4.3.2 Procedure Torque shall be applied to the anchor without shock and increased as uniformly as possible to the torque determined 5

in section 3.3.

If the nut on an anchor is turned by this torque, two anchors in addition to the number required by section 4.1 shall be tested.

If the nut on any subsequent anchor turns, all anchors in the lot shall be retightened and a new test sample selected in accordance with section 4.1.

If the nut on any of these anchors turns when torqued, all anchors in the lot shall be tested. Anchors on which the nut turns when torqued after retightening shall be replaced and the new anchor tested.

4-2

..k k

N h kh

GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE G-12 5.0 REPLACEMENT 5.1 General 5.1.1 Expansion Shell Anchor An expansien shell anchor which requires replacement at the 5

same location shall be replaced by the next larger size expansion shell anchor or by a grouted anchor of the same or larger size. A grouted replacement anchor does not require testing.

5.1.2 Wedge Bolt Anchors A wedge bolt anchor which requires replacement at the same location shall be replaced by a wedge bolt anchor of the same 5

or larger size or a grouted anchor of the size required by section 3.7.

5.2 Removing Anchors 5.2.1 Expansion Shell Anchor 5

C...

Expansion shell anchors which slip under test loading may be removed by the test equipment except that the hydraulic jack shall bear directly against the concrete around the anchor, or by an alternate method which prevents spalling of the concrete surface.

If the anchor is not to be replaced by another in the same location, in lieu of removing the anchor, the anchor shell may be dry packed or grouted full.

5.2.2 Wedge Bolt Anchors Wedge bolt anchors that have failed to meet torque, projection, or attachment thickness requirements may be removed by jucking from the hole with a center hole jack which bears directly against the concrete adjacent to the anchor or by an alternate 5

method which prevents spalling of the concrete surface.

If the anchor is not to be replaced by another at the same location, the anchor may be cut off as close to the surface as possible, driven into the hole, and the hole dry packed or grouted full.

5-1

GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE G-32 6.0 RECORDS AND REPORTS 6.1 _ General Records shall be made of all anchor testing and replacements and kept in the plant records storage. For a lot in which an anchor failed when tested, one copy of the complete report as specified in section 6.2 shall be transmitted to the appropriate EN DES Design Project Manager upon the completion of testing and corrective action on that lot. For lots in which no anchors failed when tested, a memorandum shall be transmitted monthly while anchor installations are being made, listing the project feature, the test report number, and the lot identification on all such lots.

6.2 Report Content Reports shall include the project feature; the test report number; identification of the anchor lot; the type and brand of 5

anchor used; the total number of each size anchor in the lot; the number of each size anchor tested; the location, size, and slip load of each expansion shell anchor which exhibited slip, with the corrective action taken; the location and size of wedge C_ _

bolt anchors that failed to meet torque or projection requirements; 5

and information on jack or torque wrench calibration as called for in section 4.2 or 4.3.

The boundaries or identification of all anchor lots, the test report number for each anchor lot, and the identification of the specific anchors tested in each lot shall be recorded as called for in section 1.2.

Test information shall be transmitted to EN DES as required in section 6.1.

Required drawings shall not be general equipment layouts, but shall show specific anchor locations, except if anchors are shown only on drawings of individual equipment, such drawings or portions of them may be used, but they shall be referenced to their layout drawing and that drawing shall be marked to show the boundaries of anchor lots.

6-1 T VA 1053:; (E.i4 DES 5-77)

GENERAL CONSTRUCTION SPECIFICATION FOR BOLT ANCHORS SET IN HARDENED CONCRETE G-17 Appendix A QUALIFICATION TESTS FOR EXPANSION SILELL ANCHORS A.1 SCOPE This method of test shall be used to determine the ultimate tensile capacity of expansion shell anchors (type SSD and SPD). Tests shall be made on each brand, type, and size of anchor that is to be used.

A.2 APPARATUS The apparatus shall consist of that required by section 4.2.1.

A.3 PROCEDURE Place a minimum 8-inch-thick concrete slab with 3/4-inch-maximum size aggregate in accordance with G-2.

The average compressive strength of two field-cured standard cylinders shall be between 3000 and 4000 psi at the time of anchor testing.

{--.

Install three anchors of each size in accordance with section 3.2.

5 The minimum cdge distance shall be 6 nominal bolt diameters and the minimum anchor spacing shall be 12 nominal bolt diameters. The drill bit diameters shall be those required by section 2.3.

Thread the high-strength rod into the anchor. Center the jack and bearing device over the high-strength rod and adjust the location until the rod is axially concentric with the center hole of the jack. Place the bearing plate on top of the jack and snug it down against the ram of the jack with the nut.

Load the anchor uniformly and without shock until the anchor fails.

A.4 RE ORT The report shall include the anchor brand, type, and size, the ultimate tensile capacity of each anchor, the average ultimate tensile capacity of each 3-anchor set, the mode of failure _ of each anchor, and the concrete class and compressive strength at the time of anchor testing.

A-1

[

CENERAL CONSTRUCTION SPECIFICATION FOR

(

BOLT ANCHORS SET TN HARDENED CONCRETE G-1?

Appendix B QUALIFICATION TESTS FOR WEDGE BOLT ANCHORS B.1 SCOPE This method of test shall be used to determine the ultimate tensile capacity of wedge bolt anchors (type WB), to determine if the installation torque given in section 3.3 will result in the required preload, and to determine the required installation torque if the torque given in section 3.3 does not result in the required preload.

Tests shall be made on each branch, type, and size of anchor that is to be used.

B.2 APPARATUS 1.

Calibrated center-hole hydraulic jack equipped with a gage whose least division represents no more than a 100-pound load.

2.

High-strength coupling nut, a high-strength threaded rod (rod size and yield strength shall result in a yielding force in the rod at least 20 percent greater than the required ultimate tensile C

capacity of the anchor), and a bearing plate and nut for attachment 5

to the jack.

3.

Bearing device for transferring the jack reaction to the concrete surface at least 15 inches from the anchor centerline and which is adjustable to ensure that the anchor is loaded axially.

4.

Calibrated torque wrench.

B.3 PROCEDURE Place a minimum 15-inch-thick concrete slab with 3/4-inch-maximum size aggregate in accordance with G-2.

The average compressive strength of two field-cured standard cylinders shall be between 3000 and 4000 psi at the time of anchor testing.

Install three regular length wedge bolt anchors of each size in accordance with section 3.3.

The minimum edge distance shall be 10 nominal bolt diameters and the minimum anchor spacing shall be 12 nominal bolt diameters. The drill bit diameters shall be those required by section 2.3 for qualification tests. Install each anchor through a steel plate or plates which have a total thickness equal to the maximum attachment thickness given in section 3.3.

The bearing plates shall be small enough to permit the bearing device to bear on the concrete. Before tightening and without changing the bolt projection, remove the plate and install a thinner

(

B-1

f GENERAL CONSTRUCTION SPECIFICATION FOR EDT,T ANCHnRS SET IN FAPDFVFD CONCRFTE G-17 B.3 PROCEDURE (Continued) plate, or if multiple plates were used, remove one or more of the plctes, so that sufficient threads are available for tightening and coupling to the loading device. Tighten the anchor to the torque given in section 3.3.

Couple the high-strength rod to the anchor. Center the jack and bearing device over the high-strength rod and adjust the location until the rod is axially concentric with the center hole of the jack.

Place the bearing plate on top of the jack and snug it down against the ram of the jack with the nut.

Load the anchor uniformly and without shock until the washer can be moved with the fingers (lift-off).

If the load at lift-off is greater I

than 1.5 times the working load tension of section 3.7, the installation torques given in section 3.3 are acceptable.

If the lift-off load is less than 1.5 times the working load, loosen the nut and then retighten to a torque approximately 10 to 20 percent greater than previously used. Reload to lift-off.

Continue lift-off tests until a torque which produces the required tension is achieved.

The average 5

torque for the three anchors of each size tested shall be the installation torque.

After completion of lift-off tests, load the anchor until the anchor fails.

B.4 REPORT The report shall include the anchor brand and size, all data relating to determination of installation torques, the ultimate tensile capacity for each anchor, the average ultimate tensile capacity of each 3-anchor set, the mode of failure of each anchor, and the concrete class and compressive strength at the time of anchor testing.

B-2

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COMPARISON oF RIGID AND FLEXIBLE PLATE ANALYSIS AT SERVICE LOADING AND AT ULTI Tube Section Plate Anchors Moments Number Moments Anchor Service Ultimate Tensile Service Ultimate overstress Size Load Capacity Thick Width Size Anchors Spacirg Load Capacity Service Lor "k

"k

+

Rigid Flex Rigid Flex Percent "k

"k "k

"k SELF-DRILL EXPANSION ANCHORS 4x4x1/2 114 342 3/4 16 3/4 3

6.5 141 106 629 551 7

6x6x1/2 324 972 1-1/4 24 7/8 4

7.0 360 276 1581 1406 17 8x8x5/8 710 2130 1-1/2 39 7/8 6

7 876 660 3870 3180 8

lox 10x5/8 1214 3642 1-3/4 46 7/8 7

7.0 1219 924 5388 4438 31 10x10x1/2 1040 3120 1-3/4 46 7/8 7

7.0 1219 924 5388 4438 13 EMBEDDED BOLT ANCHORS 4x4x1/2 114 342 3/4 11 3/4 2

8 119 94 353 353 P1 6x6x1/2 324 972 1-1 4 19 3/4 3

8 338 267 1014 1014 21 6x6x1/2 324 972 1-1 4 17 1

2 13 347 273 1023 1023 19 8x8x5/8 710 2130 1-1 2 30 3/4 4

8.67 717 547 2159 2159 30 8x8x5/8 710 2130 1-1/2 24 1

3 lo 772 612 2286 2286 16 8x8x5/8 710 2130 1-1/2 23 1-1/4 2 18 763 585 2232 2232 21 lox 10x1/2 1214 3642 2

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