ML19257A782
| ML19257A782 | |
| Person / Time | |
|---|---|
| Site: | Trojan File:Portland General Electric icon.png |
| Issue date: | 12/31/1979 |
| From: | Engelken R NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION V) |
| To: | Goodwin C PORTLAND GENERAL ELECTRIC CO. |
| Shared Package | |
| ML19257A777 | List: |
| References | |
| TAC-12369, NUDOCS 8001080435 | |
| Download: ML19257A782 (45) | |
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UNITED STATES l'.
NUCLEAR REGULATORY COMMISSION
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E REGION V 0,
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1990 N. CALIFORNf A 800LEVARD
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$UITE 202. WALNUT CREEK PLA2A s,
,e WALNUT CREEK. CALIFCRNIA 94596 December 31, 1979 Docket No. 50-344 Portland General Electric Company 121 S. W. Salmen Street Portland, Oregon 97204 Attention: Mr. Charles Geodwin, Jr.
Assistant Vice President Gentimen:
The problems associated with the steam generators and the single-wythe, mortared double-wythe and composite block / concrete walls as described in Licensee Event Report 79-?S, its Supplements dated November 19,1979 and December 4,1979, and letters from D. J. Broehl to R. H. Engelken dated November 4,1979 and December 13, 1979, have been resolved to the satis-faction of the NRC staff.
In consideration of the above, the restrictions specified in IE Innediate Action Letters from Mr. R. H. Engelken to Mr. Charles Goodwin, Jr., dated October 22, 1979 and December 20, 1979, are hereby removed and the Trojan facility may resume reactor power operation.
Sincerely, Q &
R. H. Engelken Director cc:
D. J. Broehl, PGE 1706 208 80 01080 M7
Q1 (12/29/79) 1.
a) For composite walls where in-plane shear stresses are 1150 psi on the gross wall section (50 percent of shear controlled capac-ity), supply the total vertical shear stresses (VQ/It) from all out-of-plane forces in the governing load
- binations and state the amount supplied from each component to ti
- e total.
b) For double block ulls, supply the same for walls where in-plane shear stresses are 175 psi.
c) Supply the maximum VQ/It stress required to resist all appro-priate loads in their appropriate governing combinations and show the amount of stress from each of the components contributing to the total for:
i) All composite walls in che Ccmplex.
- 11) All double block masonry walls in the Complex.
Answer a) Table 1(a) lists the composite walls in the Canplex where the level of in-plane shear stress for SSE loading exceeds the limits speci-fied in this question.
These walls are located between Elevation 45 ft-61 ft and 61 ft-77 ft.
None of these walls support any significant piping loads. The trole also provides the level of interface shear stresses (VQ/It) corresponding to the following loadings and also the sumation of thesr. stresses which would be final stress corresponding to the loading combination for extreme environmental conditions:
1)
Inertial loading:
The frequency of the wall panel is calculated dssuming hinged end condition and a stiffness 1706 209
Q1 (12/29/79)
Page Two equal to the average of cracked and uncracked section.
The floor response spectra for SSE, generated for the interim operation, are used to cbtain the wall's trans-verse inertia loading.
- 11) Interstory displacement:
STARDYNE analysis provides the out-of-plane shear forces for the wall elements. The interface shear is cal'culated using these shear forces. The STARDYNE analysis is based on some amount of fixity at the top and bottem of the walls and also uncracked section properties.
To arrive at a consistent evaluation with respect to the assumptions made for the inertia loading effect, the calculated shear stresses are reduced by a factor of 0.55 to account for the average of cracked and uncracked section.
iii) Operating themal There will be no shear stress in the walls caused by the variation in the mean wall temperature. For the gradient effect through the wall thickness, tne wall is subjected to a constant small spherical bending curvature. Mcwever, restraints to this themal curvature result in local bending moment and transverse shear.
In the absence of detailed analysis, an approximation of the effect of temperature gradient is 1.5 psi. A simplified calcula-tion indicates that an upper bcund value for this effect is 5 psi. A more detailed analysis will be made to con-firm this value and will be submitted to the NRC by January 18, 1980. Only the perimeter walls in the Complex will experience stresses due to changes in temperature.
The dashes in Table 1(a) are for walls inside the Cceplex which, therefore, are not affected by thermal gradient.
1706 210
Q1 12/29/79 Pace Three b) There is no double wythe block wall in the Complex where the level of in-plane shear stress is greater than 75 psi.
c) Table 1(b) lists the walls constructed both of ccmposite and mortared double wythe blocks which we consider to represent the bounding interface shear stresses (VQ/It) in the Complex *. The loadings considered are transverse SSE inertia loads, interstory displacements and tornado. The tornado load consideration is based on FSAR Section 3.3.2.
The table also provides the summa-tion of the shear stresses indicating the total stress corre-spending to the loading combinations which include SSE along with 1.25 H and tornado, respectively.
None of these walls o
support any significant piping loads (loads are typically less than 100 lbs); therefore, the value for H is insignificant o
and has not been considered in arriving at the total stress values presented.
For the purpose of this response the following range of approximate values are provided indicating the levels of estimated total VQ/It shear stresses in walls of different types:
For mortared double-wythe walls not supporting significant safety-related pipes, approximately between 8 to 12 percent have maximum total stresses which are 13 to 18 psi. Approximately 70 to 75 percent of these walls have less than 10 psi.
For composite walls not supporting significant safety-related pipes, approximately 5 to 10 percent have maximum total stresses which are 19 to 22 psi. Approximately 60 to 65 percent of these walls have less than 10 psi.
- Additional evaluations are being performed to assure that these are 1706 211 the bounding conditions.
These will be ccmpleted and submitted to the NRC by February 15, 1980.
Q1 12/29/79 Page Four For mortared double-wythe walls supporting significant safety-related piping, approximately 5 to 10 percent have maximum total stresses which are 12 to 14 psi. Approximately 80 to 85 percent of these walls have less than 7.5 psi.
I For composite walls supporting significant safety-related piping, approximately 5 to 10 percent have maximum total stresses which are 12 to 14 psi. Approximately 70 percent of these walls have less than 10 psi.
For walls (double-wythe and composite) supporting significant safety-related piping, the bcunding total stress is 14 psi.
1706 212
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02 (12/29/79)
Sumarize in-plane and out-of-plane criteria used in original design and the present criteria for a) composite walls and b) mortared double block and single block masonry walls considering:
In-plane and out-of-plane loads.
Effective thicknesses used.
Load combinations and corresponding acceptance criteria, and the basis for the load derivation.
Composite and masor$ry walls carrying safety-related pipe.
Composite and masonry walls not carrying safety-related pipe.
Shear walls.
Non-shear walls extending between floor slabs.
Partial height walls.
For composite walls where ACI ultimate strength design is used:
a) Verify t' at all walls are controlled in capacity by bending moment (ie, tension steel yielding).
b) For the range of reinforcement ratios present and bounding walls, provide the ratio of these calcu-lated capacities to UBC masenry capacities (no increase) and the nominal shear stress present at the calculated ultimate moment.
Answer The original and present criteria used for tb: desi gt.
the composite and mortared single and double wythe block walls are shown in Attach-ments 2-1 through 2-3.
For composite walls which do not support safety-related piping but are iNiuded in the STARDYNE model, Attachment 2-2 is used for the design of out-of-plane loads and Attachment 2-3 is used for the design of in-plane loads. For this type of composite walls which are not modeled in STARDYNE, Attachment 2-2 is used for design.
For masonry walls NOTE: The same methodologies and considerations were applied to safety-related equipment as for piping.
1706 215
02 (12/29/79)
Pace Two which do not support safety-related piping but are incluaed in the STARDYNE model, Attachment 2-1 is used for the design of out-of-plane loads and -3 is used for the design of in-plane loads.
For masonry walls which do not support safety-related piping and are not included in the STARDYNE model, Attachment 2-1 is used for design. Shear stress (VQ/It)
(unputations for both composite and masonry walls which do not support safety-related piping are based on where A is the gross cross section area of the section. Shear stress computations for both composite and masonry walls which support safety-related piping are based on cracked secti:n properties.*
For composite walls where ACI ultimate strength design is used:
a) With the amount of reinforcement present in the walls, all walls are controlled in out-of-plane capacity by the steel reaching its yield stress.
For composite walls with contin-uous core reinforcing steel, generally the level of stress in this steel is very small and, therefore, its contribution to the moment capacity is al;o small. However, they can be considered for capacity determination if they are continuous.
This steel is neglected when they are discontinuous.
b) Calculations have been made to verify that at ultimate capacity when the steel reaches its yield stress, the
- Tems are defined in Attachment 1 to LER 79-15, Supplement 1.
Ic = t @d 9 + nA (d-kd)2 3
s Oc " t(kd)2 2
tc = width of section 1706 216
Q2 (12/29/79)
Pace Three corresponding stress in the compressive zone is well below 0.33 fc'; and hence the compressive stress block continues to remain triangular.
Therefore, the ratio of moment capacities applying the ultimate criteria and the USC allowable is the same as the ratio of the allowable steel stresses corresponding to them.
Ultimate _ moment capacity
, (0.9)(40 ksi) = 1.80 Therefore, UBC allowtole moment capacity (0.5)(40 ksi)
The values of moment capacities and the corresponding nominal shear stress is given below for two bounding wall thicknesses and taking a wall height of 16 ft.
Only the vertical block reinforcing steel is considered in these examples.
t = 20" Vertical steel = #5 at 24" o.c.
'1 P = 12 6 = 0.0008 Moment Capacity (Ultimate) = 7313 lbs-ft/ft width Corresponding shear force, V = 1828 lbs/ft width Nomir. ' shear = E-where d = teff bd 1828 12 x lo,
= 9 5 psi 1706 217 O
02 (12/29/79)
Pace Four Moment Capacity (UBC) = 4063 lbs-ft/ft width Corresponding shear force, V = 1016 lbs/ft width Y
Nominal shear = bjd 1016
" 12 x 0.95 x 16
= 5.6 psi t = 41" Vertical steel = #6 at 24" o.c.
P = 12 37 = 0.0005 Moment Capacity (Ultimate) = 23483 lbs-ft/ft width Corresponding shear force, V = 5871 lbs/ft width Nominal shear = 13.2 psi Moment Capacity (UBC) = 13046 lbs-ft/ft width Corretponding shear force, V = 3262 lbs/ft width psi Ncminal shear = 12 x 0 x 37
=
1706 218
ATTACHMENT 2-1 Original Design Criteria for Single Wythe Masonry and Mortared Double Wythe Masonry Walls 1.
Load Combinations (Governing) a.
D + E + 1.25H0+To b.
D + E' + 1.25H0 +To c.
D + W' + To where D = Dead load E = Seismic CBE load E' = Seismic SSE load H0 = Support reaction resulting frem thermal, dead load and applicable seismic loads ~
W' = Tornado inads To = Operating thermal effect 2.
Allowable Stresses Load Combination Allowable Stresses la 1.33 x UBC lb 1.50 x UBC Ic 1.50 x U8C where USC = Chapter 24 of the Uniform Building Code allowable stresses for the reinforced masonry with special inspection.
1706 219 O
ATTACHMENT 2-1 Page Two 3.
Analysis Techniques a.
For botn in-plane and out-of-plane loads, the walls were assumed to be "..onolithic.
I b.
Shear walls were designed to resist in-plane as well as out-of-plane loads.
c.
Nonshear walls and partial height walls were postulated to resist cut-of-plane loads, and their own in-plane inertia loads.
d.
To determine the out-of-plane inertial acceleration, the natural frequency of the walls was computed based on an uncracked section.
(Present frequency calculations are in accordance with Attachment 2-3 criteria.)
4.
Design Technique a.
The design of these walls was based on Chapter 24 of the Uniform Building Code (1967). Working stress design was used.
b.
The structures were assumed to be monolithic and the interface mortar was assumed to resist tension and shear stresses.
i 1706 220
ATTACHMENT 2-2 Original Design Criteria for Composite Walls 1.
Load Combinations The load combinations used for the design of composite walls are in accordance with Section 3.8.1.3 of the FSAR for Category I con-crete structures and Section 3.3.
2.
Allowable Stresses The allowable stresses for these walls are in accordance with the
" Ultimate Strength Design" portion of the ACI 318-63 Code.
3.
Analysis Technique a.
For both in-plane and out-of-plane loads, the walls were assumed to be monolithic.
b.
To determine the cut-of-plane inertial acceleration, the natural frequency of the walls was computed based on an uncracked section.
(Present frequency calculations are in accordance with Attachment 2-3 criteria.)
c.
Shear walls were designed to resist both in-plane and out-of-plane loads.
d.
Nonshear walls and partial height walls were analyzed to resist out-of-plane loads and their own in-plane inertia loads.
4.
Design Technique a.
The design of these walls was in accordance with the " Ultimate Strength Design" portion of the ACI 318-63 Code.
1706 221
ATTACHMENT 2-2 Page Two b.
The walls were assumed to be monolithic and the concrete-block interface was assumed to resist tension and shear stresses.
c.
The effective thickness for ncminal shear ca: ulations was determined by substracting the thickness of one block wythe from the total thickness of the wall.
d.
The out-of-plane moment capacity was determined considering the actual location of the block reinforcing steel.
G 1706 222
ATTACHMENT 2-3 Present Design Criteria for Composite and Masonry Walls Succorting Safety-Related Piping The present design criteria for composite, single and double wythe masonry block walls are in accordance with Supplements 1 and 2 of the Licensee Event Report 79-15 and Section 3.3 of the FSAR.
The following information provides clarification:
1.
The natural frequency calculations for determination of out-of-plane acceleration are based on the following assumptions:
a.
Pinned-pinned condition is assumed at the top and bottem of the walls, except for partial height walls where actual boundary conditions are used.
b.
The moment of inertia used for wall stiffness ccmputations is equal to the average of uncracked and fully cracked wall sections.
2.
Partial height walls are analyzed and designed for all loads and load ccmbinations specified in the criteria for walls not modeled in STARDYNE.
The loads include dead load, ie'ismic inertia and pipe loads.
3.
In-plane and out-of-plane shear loads for shear walls modeled in STARDYNE were obtained directly from the computer output.
4.
In-plane and out-of-plane loads for walls not modeled in STARDYNE were computed by obtaining the in-plane and out-of-plane forces on adjacent walls which were included in the STARDYNE model and factoring these forces in proportion to their stiffnesses.
1706 223
ATTACHMENT 2-3 Page Two t
These forces are superimposed onto other forces resulting from dead load, seismic inertial and pipe support loads. The above is judged to be appropriate because of the following:
a.
Walls not modeled in STARDYNE are not considered as shear walls and therefore are not required to resist any additional in-plane shear forces other than their own inertia loadings. Also, the displacements and the corresponding strains in these walls are limited based on compatability consider'tions.
b.
The out-of-plane shear stresses for a number of walls medeled in STARDYNE were examined. These stresses did not vary substan-tially when compared on the basis of their relative transverse bending stiffness (see response to Question 6).
5.
All walls meet all loading combinations with the CBE load without an increase in UBC masonry allcwables, and with the SSE load with a 1.33 increase in USC allowables. The load combinations are defined as follows:
0 + E +.To + Ho D + E' + To + Ho 1706 224
In Complex Above Elevation 45 ft Meet Meet Evaluation Criteria *
.15g OBE
.06 OBE g
Composite walls supporting safety-related piping in STARDYNE In plane Interim Operation Criteria 7
Yes Cut-of plane 1.ER Supplement 1, Att. 4, 5.3.2.2 Yes Yes Compoalte walls not supporting safety-related piping in STARDYNE In plane Interim Operation Criteria 7
Yes S
Out-of plane At ta :hment 2-2 to Question 2 Yes Yes Composite walls supporting safety-related piping not in STARDYNE In plane I.ER Supplement 1, Att. 4, 5.3.3 Yes Yes Out-of plane I.ER Supplement 1, Att. 4, 5.3.3 Yes Yes Composite walls not supporting safety-related piping not in STARDYNE In plane -2 to Question 2 Yes Yes Out-of plane -2 to Question 2 Yes Yes Hasonry walls supporting safety-related piping in STARDYNE In plane Interim Operation Criteria 7
Yes Out-of plane LER Supplement 1, Att. 4, 5.3.2.1 Yes Yes Hasonry walls not supporting safety-related piping in STARDYNE In plane Interim Operation Criteria 7
Yes Out-of plane -1 to Question 2 Yes Yes Hasonry walls supporting safety-related piping not in STARDYNE In plane LER Supplenent 1, Att. 4, 5.3.3 Yes Yes Out-of plane LER Supplement 1, Att. 4, 5.3.3 Yes Yes N
O Hasonry walla not supporting safety-related piping not in STARDYNE In plane -1 to Question 2 Yes Yes N
Cu t-o f-p l a ne -1 to Question 2 Yes ks N
L.Tl I.ER 79-15, Supplement I as modified and supplemented by LER 79-15, Supplement 2, and PCE letters of December 13, 22, and 31, 1979.
Ir, Complex Below Elevation 45 ft Heet Heet Evaluation Criteria
.15g OBE
.08 OBE g
Composite walls supporting safety-related piping not in STARDYNS In pla:ie LER Supplement 1. Att. 4, 5.3.3 Yes Yes Out-of plane LER Supplement 1, Att. 4, 5.3.3 Yes Yes Composi te walls not supporting safety-related piping not in STARDYNE In plane -2 to Question 2 Yes Yes Out-of plane -2 to Question 2 Yes Yes Hasonry walla supporting aMety-related piping not in STARh 3 In plane LER Supplement 1, Att. 4, 5.3.3 Yes Yes Out-of plane LER Supplement 1, Att. 4, 5.3.3 Yes Yes Hasonry walls not supporting safety-related piping not in STARDYNE In plane -1 to Question 2 Yes Yes Out-of plane -1 to Question 2 Yes Yes
~
"M CD Ch N
N CN
Outside Complex t
Heet Heet Evaluation Criteria
.15g OBE
.08 OBE g
Com osite walla supporting safety-related piping In plane LER Supplement 1 Att. 4, 5.3.3 Yes Yes Out-of plane I.ER Supplement 1, Att. 4, 5.3.3 Yes Yes Composite walls not supporting safety-related piping In plane -2 to Question 2 Yes Yes Out-of plane -2 to Question 2 Yes Yes Hasonry walls supporting safety-related piping In plane I.ER Supplement 1, Att. 4, 5.3.3 Yes Yes l
Out-of plane LER Supplement 1, Att. 4, 5.3.3 Yes Yes Hasonry walls not supporting safety-related piping In plane -1 to Question 2 Yes Yes Out-of plcne -1 to question 2 Yes Yes CD Ch N
N N
03 (12/29/79)
Confirm that the value being used at the interface is a 40 psi principal stress and not a 40 psi tensile stress independent of shear with another allowable for shear.
Answer As described in Supplement 2 to LER 79-15, the allowable tensile stress at the interface between masonry and concrete core for composite walls is conservatively limited to 40 psi. This 40 psi stress is the limit for principal tensile stress.
/
1706 228
04 (12/29/79)
Confirm that using a pinned-pinned end condition assumption and I average of cracked and uncracked does not create an inertial load problem due to a decreased natural frequency for a) double block and single block masonry walls and b) composite walls.
Answer The assumptions of pinned-pinned end conditions and effective moment of inertia equal to the average of cracked and uncracked section moment of inertia were used to calculate the frequencies for out-of-plane bending of all walls to which safety-related pipe and significant equipment supports are attached.
It is considered that these assumptions provide a reasonably conservative lower bound on the wall frequencies and hence an upper bound on out-of-plane seismic response (ie, variations in calculated values due to consideration of parameters such as true modulus of elasticity, and plate action are expected to result in higher frequencies than calculated, and lower response).
The composite, double-wythe masonry (nominal 14-in. and 16-in.), and single-wythe masonry (nominal 12-in. and 8-in.) walls analyzed throughout the Control Building Complex, were confirmed to not have inertia load problems associated with decreased natural frequencies. A sufficient number of wall conditions (building floor elevations, wall spans and crientations) were analyzed to provide reasonable assurances that other walls of these types would also not have inertia load problems due to decreased natural frequencies.
1706 229
QS (12/29/79)
Confirm that no masonry walls (ie, single-wythe, double block, and composite) in the plant are subject to pipe break loads.
If so, identify any walls subject to such loads and provide the load combination and acceptance criteria used and the maximum VQ/It stresses generated by these walls.
Answer Pipe break reaction forces were included in the load data developed for the original design of piping supports.
If these forces establish the limiting condition for any support, they were automatically included in the support loads used in evaluating the walls in LER 79-15.
A review of Topical Report PGE-1004 indicated that there were no masonry walls outside of Containment where compartment pressure or jet impingement loads were required to be considered.
The masonry walls forming part of the regenerative heat exchanger enclosure inside of Containment are not subject to compartment pressure, since the compartment is open at the top. Based. on the experience of other analyses, jet impingement forces on these walls will have no significant effect upon these walls due to the small energy available.
1706 230 O
06 (12/29/79)
Provide the basis for your determination that rather than dealing with displacement profiles, it is adequate to take the forces directly (or indirectly for the walls not modeled in STARDYNE since proportioning on the basis of wall stiffness alone does not include the effects of local slab rotation at the edges).
Answer (a) The transverse shear forces in the walls modeled in STARDYNE are obtained directly from the STARDYNE analysis. These forces were verified using STARJYNE output for displacement and rotation as follows:
1.
For a given element, subtract the average of the nadal displacements for the bottom nodes from the average of the nodal displacements for the top nodes of the el ement.
2.
Calculate the end moments resulting from the displace-ment value given in 1 for a fixed-fixed condition.
3.
Obtain the average of the nodal rotations at the top and bottom of the element.
4.
Calculate the end moments based on the rotations obtained in 3 for ends fixed.
5.
Substract the end moments due to rotation from the end moments due to displacement.
6.
Compute the transverse shear force by dividing the sum of the resulting end moments by the height of the el ement.
1706 231
A sample calculation will be provided by January 9,1980.
(b) The transverse forces in the walls which are not modeled in STAR 0YNE are taken as same for a modeled wall which is ad,facent and of comparable thickness. However, if the thick-ness of the modeled wall is significantly different, the interface shear stress (VQ/It) is calculated by proportioning the relative transverse stiffness of these two walls. This is based upon a random evaluation of a number of STARDYNE walls with a range of support conditions and with varying thick-nesses. The VQ/It shear stresses do not vary substantially with their relative transverse stiffnesses and range from 1 psi to 3 psi.
The transverse shear stress range for all the walls will be confirmed to be essentially (within +1 psi) in this range by January 31, 1980.
1706 232
07 (12/29/79)
For what walls can you meet loading combinations with the CBE without an increase in UBC masonry allowable and with the SSE with a 1.33 increase in UBC allowable.
Answer For out-of-plane loads, all masonry and composite walls supporting signifi-cant safety-related piping and equipment can meet the following criteria:
1.
Load Combination Acceotance Criteria D + E + To + Ha 1.0 UBC
.1.33 UBC D + E' + To+Ho 2.
To compute the out-of-plane inertial loads, the natural frequencies are calculated based on the average of cracked and uncracked sectica.
3.
Pinned-pinned boundary conditions are assumed at the top and bottom of the walls for frequency and structural analysis calculations.
Corresponding to a stress in reinforcing steel of 20 ksi, the interface shear stress, VQ/It, in a 14-in. thick double-wythe wall is 8 psi. Approxi-mately 25 to 35 percent of the double-wythe walls have an interfice shear stress larger than 8 psi and therefore, this percentage of walls will have stress in steel at 20 ksi or larger.
Corresponding to a stress in reinforcing steel of 30 ksi, the interface shear stress, VQ/It, in a 14-in. thick double-wythe wall is 11 psi. Approxi-mately 5 to 10 percent of the double-wythe walls have an interface shear stress larger than 11 psi and therefore, this percentage of walls will have stress in steel at 30 ksi or larger.
1706 233
Q7 (12/29/79)
Page Two It should be noted, however, that in both of the above cases, the steel is not considered at its yield limit, and therefore, the criterion does not indicate a failure mode.
Based on the above, comparisons with the shear stresses present in the walls, and recognizing that for a 16-in. double-wythe wall the correspond-ing VQ/It shear stresses are 50 percent higher (at the stated steel stress limits) than for a 14-in. double-wythe wall, it is estimated that approxi-mately 80 to 90 percent of the masonry walls not supporting significant safety-related piping and equipment can meet the Acceptance Criteria as stated above. The remaining 10 to 20 percent of the masonry walls meet the criteria specified in Attachment 2-1 to Question 2.
1706 234
08 (12/29/79)
Define the masonry and the composite shear walls and state the basis for your determination that only these walls in the Plant are shear walls.
Answer Broadly speaking, any wall acting as a component in the lateral load resisting system, which carries its own inertia loading together with in-plane shear forces resulting from the inertia loading of other tributary elements, may be defined as a shear wall. For the purpose of this question, all walls in the complex which are modeled in the STARDYNE analysis are considered as shear walls. Also, the outside walls of the Diesel Generator /Switchgear Building, as well as the north wall of the auxiliary feedwater pump room are taken as shear walls.
1706 235
09 (12/29/79)
Supply the correct shear controlled capacities for Table 1(g)-2 in 12/22 supplement considering that on 9/29/78, these values were revised to account for vertical earthquake effects.
Answer For the R line wall, the in-plane shear capacity is 5100 K with or without vertical seismic acceleration effects considered because the R line wall is not governed by the " basic criteria" for interim operation. The N line wall in-plane shear capacity, revised for vertical seismic acceleration effects, is 4170 K.
The capacities for the wall en column line 46, revised for vertical seismic acceleration effects, are:
Elevation 61'-77' capacity = 4640 K Elevation 77'-93' capacity = 4110 K*
- This capacity is estimated based en the ratio of values for Elevation 61'-77' in order to correct for dead load effects.
17106 236 e
Q10 (12/29/79)
State how the effects of attached piping and equipment (Category I and non-Category I) were considered in the wall evaluations and the frequency calculation of all walls (single-and double-wythe masonry, and composite) in the out-of-plane direction.
Answer The criteria and metheds of analysis for the structural reevaluation of masonry and composite walls are described in LER 79-15 and Supplements 1 and 2 thereto. Further amplifications and clarifications are provided in the responses to NRC Staff questions relative to LER 79-15.
The weight of piping (including valves and valve operators) and equipment (Category I and non-Category I) supported from the walls has been determined to have an insignificant effect on the calculated wall frequencies because, in proportion to the wall weight, the weight of attached piping and equipment is small. Based on a sampling of ten representative double-wythe masonry walls, the percentage of piping and equipment weight to wall weight (effec-tive section = 6t) was found to generally range between 2 percent and 3 percent; the largest found was 10 percent. Double-wythe masonry walls were sampled because the possibility of an effect en frequency of tributary pipe and equipment weight is greater for these walls than for the more massive composite walls, and no cases have been found where piping larger than 3 in. (whose filled weight per foot length is approximately 13 lbs) are supported from single-wythe walls. Large equipment in the Plant is generally floor mounted. Typical equipment items that are mcunted on walls include lighting panels, small lighting transformers, terminal boxes, instruments, cable trays, ventilation ducts, fire e xtinguishers, emergency lighting units, telephones, watchman key stations, first aid equipment, etc. The largest single item of wall-mounted equipment is an 800 lb ventilating fan which is mounted on a composite wall in the Control Building. There are no locations in the Plant where equipment mounted on walls constitutes a significant percentage of the mass of the wall. Therefore, we believe that the 10 percent increase in effective mass due to piping and equhment weight is a, upper bound for masonry and composite walls.
1706 237 O
Q10 (12/29/79)
Page Two In terms of wall frequency, the largest shift (lowering) that would result from a 10 percent increase in effective mass wot i be about 5 percent. For the more typical pipe and equipment weight percentage of approximately 3 percent, the frequency shift would be only about 1 percent. This is within the range of the uncertainties accounted for in the peak broadening of the response spectra.
I 1706 238 O
011 (12/29/79)
State how you are considering multiple pipe supports (Category I and i.
non-Category I) that are and are not through-bolted that are in close proximity to each other.
(Define close proximity and the basis for this.) Also, for suppoM:s not through-bolted on double block walls, justify that the support spacings are such that gross wall integrity is maintained.
Answer The capacity of each wall was analyzed for both the local and global condition.
In both cases the combined effects of the accumulated loads on each side of the wall were evaluated. Where pipe or equipment loads were within close proximity to each other their combined effects were evaluated together. Where these combined effects exceeded the criteria, the wall was through-bolted or the excess load was off-loaded frrm the wall.
"Close proximity" here, generally means all loads on a beam whose effective width is six times the wall thickness. This applies for beams that span vertically or horizontally.
In addition, the local structural action was evaluated by superposition.
Typically, the double-wythe masonry walls are used as room partitions and provide compartmentalization for pumps, heat exchangers, tanks, etc. Where piping is involved it is usually a single line to and from the equipment with some small instrument and control devices wall-mounted nearby. This general nature of the equipment and piping layout precludes clusters of piping loads that would be significant with respect to gross wall integrity.
In the review of the masonry wall surveys we found that most walls have few (less than ten) supports attached to them and are generally well dispersed.
Where clusters occur, they usually support small items such as instrument valves, air pressure regulators, and the like.
Similarly, equipment is usually supported frcm the floor.
When two pipes are less than 2 ft apart, it is generally more efficient to join the pipes to a common structural member and provide a single support.
1706 239
Q11 (12/29/79)
Pace Two As a result the tw aipe forces resolve themselves to a single set of reaction forces at the support / wall interface.
(This practice is quite common with smaller pipes where there are no separation requirements to accomodate in-service inspections, irsulation removal, and the various service take offs that are necessary from the larger main headers.) The reaction forces of each support were applied to the wall at the point of attachment which was verified in the walkdown.
e e
1706 240
.__i...... _......
012 (12/29/79)
Ior any double block walls with VQ/It stresses >7.5 psi, supply any results of testing to detemine the extent of mortar fill.
Identify any such walls on which testing has not haan done and provide an expedited testing schedule for these walls.
Answer The only double-wythe walls in the Complex with VQ/It known to exceed 7.5 psi are the "46 line" walls at Elevation 61 and 77 in the Auxiliary Building between column lines 0 to N.
These have been tested to determine the extent of interface mortar fill.
In addition, the N line and R line walls at Elevation 65 were tested. khere voids were' found, holes were pressure grouted and where grout take indicated extended voids, additional holes were drilled and checked or grouted to assure complete filling of the void area. Results of this program are included as Attachment 1.
Since VQ/Ic is 'not calculated as a normal design parameter it is not irrmedi-ately available for all double-wythe masonry walls in the Plant. However, based on calculations performed on representative walls, we estimate that there are approximately 30 wall panels that have VQ/It above 7.5 psi. These are located mainly in the Auxiliary and Fuel Buildings at Elevation 71 and 93.
We will first identify all double-wythe masonry walls in the Plant that have VQ/It exceeding 7.5 psi and then verify the exi.ent of mortar fill by drilling 10 holes randomly located in different horizontal courses in each wall.
In addition, due to the extended length of the "46 line" wall, we will drill an additional 10 holes at each elevation to provide added assurance of mortar fill at this location. khere voids are found, they will be grouted as per our previous program. This program will commence on December 31, 1979 and proceed continuously until the program is complete.
Priority will be placed on the more critical walls. We anticipate that this work can be completed by February 15, 1980.
If any access problems develop due to Plant operations, such work will be deferred until the refueling outage.
In any event this program will be fully completed prior to commencement of Cycle 3.
1706 241
Q12 (12/29/79)
~s Page Two 1
On completion, a report will be submitted to the NRC. This report w141 present PGE's conclusion with respect to the amount of mortar fill that can be relied on to be present, together with approximate confidence limits.
1706 242
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