ML19338C753
| ML19338C753 | |
| Person / Time | |
|---|---|
| Site: | Clinton  |
| Issue date: | 08/25/1980 |
| From: | Wuller G ILLINOIS POWER CO. |
| To: | Eisenhut D Office of Nuclear Reactor Regulation |
| Shared Package | |
| ML19338C754 | List: |
| References | |
| U-0175, U-175, NUDOCS 8009040491 | |
| Download: ML19338C753 (19) | |
Text
.-
9+
07 l {500 SOUTH 27TH STREET, DEC ILLINO/S POWER COMPANY j;
i # 'j y ;
39_80(08-25)-0 August 25, 1980 Mr. Darrell G. Eisenhut Director, Division of Licensing Office of Nuclear Reactor Regulation U.S. Nuclear Regulatory Commission Washington, D.C.
20555
Dear Mr. Eisenhut:
Reference:
NRC letter, dated April 21, 1980 from Steven A. Varga to All Construction Permit Operating License Applicants Clinton Power Station Unit 1 i
Docket No. 50-461 Construction Permit No. CPPR-137 Category I Masonry Walls - Design Information Recuest J
In response to the request for information on the use of Category I masonry walls, as outlined in the referenced letter of April 21, 1980, we are pleased to submit one copy each of the I
following for your use:
1.
Response to NRC Information Request on Category I Concrete Masonry Walls - Dated August 22, 1980.
2.
Design of Category I Concrete Masonry Walls -
Sample Calculations - Dated August 22, 1980.
3.
Drawings as listed in the Response to NRC Information Request We trust that this information will adequately satisfy your request.
Sincerely,
/
G. E. Wuller Supervisor - Licensing Nuclear Station Engineering Dept.
0/
HBP /em h3 s/
Attachment
' fo '-
cc:
Mr. B. C. Buckley (w/o attachment)
MD pbM NRC Clinton Project Manager 8 0090 40 /f/
p /ss 8 " Q } p *d W
A t
Date August 22, 1980 CLINTON RESPONSE TO NRC INFORMATON REQUEST ON CATEGORY I CONCRETE MASONRY WALLS Information Request No.1:
Are there any concrete masonry walls being used in any of the Category I struc-tures of your plant? If the answer is "No" to this question, there is no need to answer the following questions.
Response
Yes, Illinois Power Company is using concrete masonry walls in Category I structures for Clinton Station.
- ~
Information Recuest No. 2:
Indicate the loads and load ccmbinations to which the walls were designed to resist.
If load f actors other than one (1) have been employed, please indicate their magnitudes.
Response
Masonry walls in Category I structures are being designed for loads and load combinations as given in the attached Table 1.
These walls are not subjected to other design loads such as wind, tornado, mis-sile, and pressure and jet impingement loads generated by a postu-lated pipe break.
Information Request No. 3:
In addition to complying with the applicable requirements of the SRP Sec-tions 3.5, 3.7 and 3.8, is there any other code such as the " Uniform Building Code" or the " Building Code Requirements for Concrete Masonry Structures" (pro-posed by the American Concrete Institute) which was or is being used to guide the design of these walls? Please identify and discuss any exception,s or deviations from the SRP requirements or the aforementioned codes.
Response
Concrete masonry walls are being designed in accordance with the National Concrete Masonry Association " Specification for the Design and Construction of Load-Bearing Concrete Masonry," April 1974. No exception is being taken to this specification except that no over-stress f actor is being used for OBE load combination as against 1.33 recormlended by the specification for such severe environmental loads as wind, earthquake, etc.
For the abnormal / extreme environmental loading combinations involving SSE and LOCA loads, an overstress f actor of 1.67 is being used. These overstress f actors are consistent with the SRP guidelines for safety-related structures.
Information Recuest No. 4:
Indicate the method that you used to calculate the dynamic forces in masonry walls due to earthquake, i.e., whether it is a code's method such as "-iform Building Code, or a dynamic analysis.
Identify the code and its effective date if the code's method has been used.
Indicate the input motion if a dynamic analysis has been perfonned.
Response
Saismic lateral loads are being determined by an equivalent static method using the expression w = gW.
3 where:
seismic lateral load w
=
3 weight of the masonry wall including any attachment load W
=
g
. seismic acceleration in the horizontal direction obtained
=
from the combined floor response spectra curves.
The com-bined curves being obtained by adding the spectra from seis-mic, SRV and LOCA events.
The natural frequency of the walls is being determined using stan-dard expressions for single degree of f reedom systems using the section properties of the wall based on the actual masonry unit size.
The response spectra curves are entered with this calculated value of frequency to obtain the value of 'g'.
Walls are assumed as simply supported or cantilevered beams,. as applicable, for frequency calculations and for design and analysis.
Infomation Request No. 5:
How were the masonry walls and the piping / equipment supports attached to them designed? Provide enough numerical examples including detatls of reinforcement and attachments to illustrate the methods and procedures used to analyze and design the walls and the anchors needed for supporting piping / equipment (as applicable).
Response
Masonry walls in Category I structures are being used as non-load bearing walls and are not being included as part of shear wall system for the Category I structures. These walls will only be relied upon as interior partition walls and will be separated from the floor above by a gap..
No major piping or equipment will be attached to the Category I masonry walls. Attachments which will be allowed include small bore piping, instrument lines, conduits, junction boxes, etc.
These attachments will be made either with expansion anchor or with through bolt plate assembly. Expansion anchors will not be used for hollow masonry walls.
Attachment loads are being accounted for in the design by assuming a concentrated mass at mi d-span with a maximum eccentricity of 6 inches from f ace of the wall. Magnitude of the mass on any 1-fcot wide horizontal strip of masonry wall is 180 lbs.
for solid block walls, and 100 lbs, for hollow walls 12 inches thick or more. Actual attachment loads will be field verified and a final check will be made to ensure the adequacy of the walls.
Masonry walls are being designed using working stress principles with unfactored loads and are being analyzed based on conventional elastic methods. Design is being made using actual masonry unit size
rather than the nominal. Horizontal reinforcement is ignored in the flexural design of the masonry walls.
Allowable stresses used for the derign are given in attached Table 2.
Whenever expansion anchors will be used for attachment of piping, there is a f actor of safety of 4.0 for SSE.
Effect of the anchor plate flexibility is taken into account for the design of expansion anchors.
Expansion anchors which will be allowed to be used are either wedge or sleeve type anchors with their sizes varying from 3/8" diameter to 3/4" diameter and with a minimum emoedment length equal to 8 times the diameter.
Masonry walls in Category I structures are being constructed as single or multi-wythe hollow or solid block walls with full mortar bedding of the units using running bond construction. No cavity wall construction will be allowed. Properties of the different materials used for masonry wall constructicn are given in attached Table 3.
Wythes will be. bonded together by full mortar collar joints and by continuous truss bar reinforcement which overlaps the adjacent wythes every second course.
Sample calculations for concrete masonry walls in Category I struc-tures for Clinton Station are attached.
Information Recuest No. 6:
Provide plan and elevation views of the plant structures showing the location of all masonry walls for your f acility.
Response
The following is a list of drawings attached showing the plans of all the concrete masonry walls in Category I structures for Clinton Station:
Drawing No.
R ev.
Rev. Date Drawing Title W27-1000-00A 0
8-18-80 Containment Bldg. El. 712'-0" Aux. Bldg. El. 707'-6" & 712'-0" Fuel Bldg. El. 712'-0" Masonry Wall Index Sheet W27-1001-00A 0
8-18-80 Containment Bldg. El. 737'-0" Aux. Bldg. El. 737'-0" Fuel Bldg. Unit 1 El. 737'-0" Masonry Wall Incex Sheet W27-1002-00A 0
8-18-80 Contain. Bldg. Unit 1 El. 755'-0" Aux. Bldg. Unit 1 El. 762'-0" Fuel Bldg. Unit 1 El. 755'-0" Masonry Wall Index Sheet W27-1003-00A 0
8-18-80 Contain. Bldg. Unit 1 El. 778'-0" Aux. Bldg. Unit 1 El. 781'-0" Fuel Bldg. Unit 1 El. 781'-0" Masonry Wall Index Sheet
Orawing No.
Rev.
Rev. Date
' Drawing Title W30-1000-00A 1
8-18-80
' Diesel Gen. HVAC and Control Bldg.
Basement Floor El. 702'-0" & 712'-0" Masonry Wall Index Sheet W30-1000-00C 1
8-18-80 Diesel Gen. and Control Bldg.
Elevation 719'-0" Masonry Wall Index Sheet W30-1001-00A 0
8-18-80 Diesel Generator and Control Bldg.
Elevation 737'-0" Masonry Wall Index Sheet W30-1002-00A 1
8-18-80 Diesel Generator and Control Bldg.
Elevation 762'-0" Masonry Wall Index Sheet W30-1003-00A 0
8-18-80 Diesel Generator and Control Bldg.
Elevation 781'-0" Masonry Wa.i Index Sheet
{
W30-1004-00A 0
8-18-80 Diesel Generator and Control Bldg.
El. 800'-0" & El. 825'-0" - 828'-3" Masonry Wall Index Sheet In addition, the following is a list of typical design drawings attached showing the block wall details and plan vicws:
Orawing No.
Rev.
Rev. Date Drawing Title A21--1061 G
8 18-80 Typical Masonry Wall Details Sheet 1 A21-1063 H
8-18-80 Typical Masonry Wall l
Details Sheet 3 C-A21-1064 G
8-18-80 Typical Shielding Wall Details Sheet 1 A21-1065 P
8-18-80 Typical Shielding Wall Details A21-1066 C
8-18-80 Typical Removable Shielding Wall Details Sheet 1 g
A21-1067 J
8-18-80 Typical Removable Shielding Wall Details Sheet 2 A28-1001-66A J
8-18-80 Fuel Building Ground Floor Plan Area 6 A28-1001-07A E
8-18-80 Fuel Building I
Ground Floor Plan Area 7 A26-1000-02A M
8-18-80 Auxiliary Building l
Basement Plan Area 2 1
'~
Drawing No.
Rev.
Rev. Date Drawing Title A26-1001-01A J
8-18-80 Auxiliary Building Ground Floor Plan Area 1 A28-1000-02A H
8-18-80 Fuel Building Basement Plan Area 2
%30-1001-01A T
8-18-80 Control Building Ground Floor Plan Area 2
~
A30-1001-03A S
8-18-80 Control Building Ground Floor Plan Area 3 A30-1003-02A J
8-18-80 Control Bldg. Switchgear Floor Plan Area 2 A30-1004-06A P
8-18-80 Control Building Main Flocr Plan Arca 6 b,,.
e e
C 1
1
TABLE 1 Load Combination Table For Category I Concrete Masonry
-j SRV*
LOCA - Pool Dynamics *
.. ) Load Allowable Cit: gory 0
L E,
E,,
SRV SRV SRY PS CH C0 MVC Stresses.
gg 1V2P ADS l 1.0 f 1.0 1 Normal Table 2 j
1.0 1.0 1.0 1.0 1.0 1.0 1.0 Table 2 av nmental 1.0 -
1.0 1.0 1.0 1.0 1.0
,l Abnormal 1.67 X Table 2 1.0 l
1.0 1.0 1.0 n
neental 1.0 1.0 1.0 1.0 1.67 X Table 2 t
1.0 1.0 1.0 1.0 1.0 1.0 1.0 Abnimal/ Severe f}Emimnmental l1.0 l 1.0 l l
1.0 l
1.0 1.0 l
1.67 X Table 2 i
2 i 1.0 1.0 1.0 1.0 1.0 1.0
' 1.0 Abn:rmal/ Extreme
.l:;Emimnmetal 1.0 1.0 1.0 1.0 1.0 !
i
- 0nly one load under each of these loadings shall be considered at one time.
Load symbols are defined as follows:
0 Dead load of masonry wall including attacheent loads
=
L Live load
=
E, Cperating Basis Earthquake (OBE)
=
1 1
E,,
Safe Shutdown Earthquake (SSE)
=
1 SRV1V2P = Safety / Relief Vale (SRV) discharge loading due to discharge of one Safety /
i Relief Valve Nr.':quent actuation 1
ADS SRV loading due f.o seven (ADS) Safety / Relief Valves discharge SAV
=
l
'SRVgg SRV loading due to 16 (ALL) Safety / Relief Valve discharge
=
LOCA MVC LOCA loading due to main vent clearing
=
]
LOCA PS LOCA loading due to pool swell
=
LOCA CO LOCA loading due to condensation oscillation
=
LOCA CH LOCA loading due to chugging
=
l
TABLE 2 Allowable Stresses for Category I Non-Reinforced Concrete Masonry (d)
Allowable Stresses (psi)
S No.
Description Type of Unit (c)
Type of Mortar (c)
Symbol Related Actual tof4 Value 1
Compressive a) Flexure Hollow or Solid M
F, o.3 f, 405 ")
i b) Axial Hellow or Solid M
F, 0.2f; 270(a) 34(b)
M 2
Shear Hollow or Solid v,.
3 Tension in Flexure M
23 a) Normal to bed joints Hollow M
F t
N I
39(b)
Solid t
IU) 46 b) Parallel to bed joints Hollow M
F t
78 M
F Solid t
4 Bearing a) on full area Hollow or Solid M
F 0.25f; 337(b) b b) on 1/3 area or less Hollow or Solid M
F 0.375f4 506(b) b 5
Modulus of elasticity E,
1000f; 1,350,000 (a)
NOTES:
(a)
Actual values are based on f; = 1350 psi for Grade N-I hollow or solid masonry blocks.
(b)
Applied to the net mortar bedded area.
(c)
Material properties as per Table 3 (1)
Table 2 is adopted from NCMA specification, April 1974.
TABLE 3 Concrete Masonry Material Properties 1)
Hollow Concrete Masonry Blocks:
ASTM C90, Grade N-I 4
2)
Solid Concrete Masonry Blocks:
ASTM C145, Grade N-I 3)
Mortar:
ASTM C270, Type M 4)
Reinforcement for Concrete Masonry:
Truss reinforcement, ASTM A82 with fy = 65 ksi O
d e
6 e
e i
r.
Date August 22, 1980 DESIGN OF CATEGORY I CONCRETE MASONRY WALLS SAMPLE CALCULATION EXAMPLE I (12" Thick Hollow Block Wall)
~
~~
I.
DESIGN PARAMETERS:
Density = 105 lbs/ft3; Type M mortar; Modulus of Elasticity (Em) = 1,350,000 psi.
2 Core-hollow block; Masonry wall lateral support column spacing see Fig. L Masonry compressive strength f'm = 1350 psi II.
ALLOWABLE STRESSES (Per NCMA; Inspected Workmanship)
Tension in Flexure (F )t Parallel to bed joints 46.0 psi
=
Perpendicular to bed joints 23.0 psi
=
Shear (Vm) 34.0 psi
=
III.
WALL DESIGN (See Figure 1)
Assume the "g" value due to vertical excitation to be less than 1.0.
Assume the masonry wall not acting as a lateral support for another wall.
(When masonry wall acts as a support, it is designed for in-plane shear.)
- 1. Span # 1 - Assume no attachments.
Assume 1-ft wi'de strip spLnning vertically, L 8'-0"
=
Section Procerties:
WW 42.6 psf /ft
=
4 1022.0 in /ft I
=
3 175.8 in fft S
=
2 58.4 in /ft A
=
Frequency Calculations:
56 144*wW*L4 2if \\
1350000xI f
=
Substituting the Values:
56 144x42.6x84 f
2fr 66.0 cps
=
=
1350000x1022.0 f
=
66.0 Period T
=
(1)
J Wall Acceleration Values in Horizontal Direction From the appropriate floor response spectra curves 0.11 gOBE
=
0.24 gSSE
=
gSSE (Reduced)=
0.24/1.67 (overstress factor = 1.67) 0.14 4 **-- Governs Stress Calculations: For 1-ft wide horizontal strip Uniform load W3 = 0.144 (42.6) = 6.13 lbs/ft Ws L 6.13(8)2 49.0 ft-lbs Moment =
=
8 Ws L /2 =
6.13x8/2 Shear 24.5 lbs
=
=
5 49(12) f 3.35 psi ed 23.0 psi (O. K. )
$5
=
=
=
S 175.8 s = V /A = 24.5/58.4 = 0.42 psi c 34 psi (O.K.)
v s
Load Contribution on Span # 2 From Span # 1 (See Fig. 1)
Assume a 2'-0" wide beam band above the opening Ws L -
6.13(8) 24.5 lbs.
(See Fig. 3)
R
=
=
=
2 2
24.5 PLF 24.5 PLF NNNNNNNNN
\\\\\\\\NNNNNN m
_l
_ l 6'-0" 4'-0" 6'-0"
~
Additional Load on Span # 2 from Span # 1 FIGURE 3 (2)
Equivalent Uniform Load on 1-f t Wide Strip of Span # 2 Due to Load Contribution of Span 4 1 Moment from additional load R 2wa2 2(24.5) (3 )
2
=
=
2 2
6.0/2 220.5 ft-lbs.
a =
=
8M 8(220.5)
Equivalent Uniform Load W =
6.9 PLF
=
=
7 (16) 2 L
2.
Span # 2 - (See Fig. 1)
Assume 1-ft wide strip spanning horizontally L = 16'-0" (See Fig. 1)
Section Properties:
Ww 42.6 psf ft
=
929.4 in /ft I
=
159.9 in /ft S
=
2 36.0 in /ft A
=
Frequency Calculations:
56 f144x42.6x16 4 2TT \\
135000.0x929.4 f
15.7 cps
=
=
1 0.0635 T
=
=
15.7 Wall Acceleration Values in Horizontal Direction From the appropriate ficor response spectra curves 0.18 gOBE
=
(Reduced)
= 0.60/1.67 = 0.36 f Governs gggg Stress Calculations:
Uniform Load Ws = 0.36 (42.6) + Equiv. Uniform Ld. - Span # 1
= 15.3 + 6.9 = 22.2 lbs/ft.
Ws L 22.2(16)2 710 ft-lbs.
Moment
=
=
8 8
=
W L/2 22.2x16/2 Shear 178 lbs.
=
=
s (3)
fts" 199 53.3 psi
?>
46.0 psi (N.G.)
=
v s " V /A = 178/36 = 4.9 psi sc 34.0 psi (O.K.)
s P.Lat.ce Span by Changing Support Column Spacing (See Fig.' 2)
Reanalyze Span # 2 with reduced span length Span # 1 Vertical Span no change Additional Loading on 2 ft. wide beam band of Span # 2 From Span # 1 (See Fig. 4)
WsL/2 6.13(8)/2 = 24.5 lbs.
R
=
=
24.5 PLF 24.5 PLF NNNNN NNNN\\
3'-0" 4'-0" 3'-0" FIGURE 4 Equivalent Uniform Load on 1 ft. Wide Strip of Span 4 2 Due to Load Contribution of Span 4 1 2
2*"
= 2 (2 4. 5) (1. 5 )
Moment from Additional Load R =
2 2
a = 3.0/2
=
55 ft-lbs.
Equivalent Uniform Load W 8M 8(55) 4.4 lbs/ft.
=
2 L
(10) 2 Span # 3 Reduced span L = 10'-0" (See Fig. 2)
Frequency Calculations:
56 144x42.6x104 2tr f
40.3 cps
=
=
1350000x929.4 1=
1 0.0248 T
=
=
f 40.3 Wall Acceleration Values in Horizontal Direction From the appropriate floor response spectra curves 0.14 gOBE
=
gSSE (reduced) 0.32/1.67 = 0.192
-+-- Governs
=
(4)
Uniform Load Ws = 0.192 (42.6) + Equiv. Unif. Ld. - Span i 1
= 8.18 + 4.4 = 12.6 lbs./ft.
Ws L 12.6 10)2 157 ft-lbs.
M
=
=
=
11.8 psi
< 46.0 psi (O.K.)
ft 9.9 s
By inspection actual shear stress is less than allowable.
- 3. Span # 3 Assume 1 ft. wide strip spanning horizontally, L = 10'-0" (See Fig. 2)
Wall Frequency:
As calculated on Page 4 f
40.3 cps
=
0.0248 T
=
Wall Acceleration Values in Horizontal Direction As calculated on Page 4 0.14 g0BE
=
gSSE (Reduced)
= 0.192 Governs Uniform Load Ws = 0.192 (42.6) 8.18 PLF
=
Ws
=
Mcment =
f-s 8
8 f
7.6 psi
< 46.0 psi (O.K.)
=
ts 159.9 By Inspection actual shear stress is less than allowable Add effect of attachment load to the tensile stress t
= 7.6 psi.
For calculations see Page 6 f s (5)
?
J i
L Wall TAcknen IV.
DESIGN FOR ATTACHMENT LOADS
(
Assume 1 - ft. wide horizontal strip.
/(
Maximum assumed attachment
I load "P"
for 12" hollow block wall C'
f at an eccentricity of 6" y
from face of the wall = 135 lbs.
Pg U
There are three loads due to
)O Load P
- 1. Horizontal load P 9
H H
- 2. Vertical load P (1+g ) P
=
v y
- 3. Eccentric Moment = Bv xe Different mortar surfaces, horizontal as well as vertical, at the location of attachment, have enough shearing resistance to resist the block-pulling-effect from the loads mentioned above.
The overall bending effect of load PH is considered assuming a 1 - foot horizontal strip acting as a beam between the supports.
The attachment load is considered either as one concentrated load at mid-span or two concentrated loads, one at each quarter point of the span.
Tensile stresses due to this bending are directly added to the tensile stresses f. s calculated on Page 5.
Moment
'M' due to P P L/4 ft-lbs.
H H
where 10'-0" L
=
9 P = 0.192x135 = 25.92 lbs.
PH" H
(g
= 0.192 calculated earlier on Page 5)
H P L/4 =
25.92x10 M
64.8 ft-lbs.
=
=
H 4
159.9 in3 S
=
f tension due to attachment load
=
g 64.8x12 4.9 psi
=
=
159.9 ft due to wall seismic load = 7.6 psi s
(calculated on Page 5)
Total tensile stress, ft" f
+f t
t s
a 7.6 + 4.9 = 12.5 psi < 46.0 psi (O.K.)
=
(6)
V.
MASONRY WALL SUPPORT COLUMN DESIGN i
Uniform Load on Column:
For loading on the column assume two concentrated attachment loads, one at each quarter point of the span.
bWs + 2(135# attach.) gSSE (reduced)
W
=
10x8.18 PLF + 2 (135)0.192 PLF
=
133.6 PLF 81.8 + 51.3
=
=
" L I
6700.0 ft-lbs. = 6.7 ft-kips M
=
=
=
8 column fully embedded in Allowable F ' = 0.66 Fy for gOBE(masonry) b since 1.67 (.66 Fy) exceeds 0.95 Fy; 0.95 FY =
0.57 Fy for reduced g F
=
b 1.67 SSE y=
si)
S req'd 0. 5 :< 6. 0 l
3.92 in3
=
3 15.2 in ) for Steel Use Minimum Size W8x18 (S
=
3 Column as Masonry Wall Support.
1 e
4 (7)
~.
EXAMPLE II (36" Thick Solid Block concrete Masonry Wall)
I.
DESIGN PARAMETED.S_:
Non-load bearing masonry wall 3
Density = 140 lbs/ft Type M mortar; Masonry compressive strength f'm = 1350 psi 1,350,000 psi Modulus of elasticity (E )
=
m II.
ALLOWABLE STRESSES (As per NCMA, Inspected Workmanship)
Tension in flexure (Ft) 78.0 psi Parallel to the bed joints
=
39.0 psi Perpendicular to bed joints
=
34.0 psi Shear (Vm)
=
III.
WALL DESIGN i
36" thick solid block wall is multi-wythe construction bonded together by full mortar collar joint and by continuous truss bar reinforcement which overlaps the adjacent wythes every second course.
As such, the section properties of 36" thick solid block wall are used for design.
The design procedure is essentially the same as shown for 12" hollow block wall in Example No. 1 except for the section properties of 36" solid block wall which are as follows:
2 427.5 i,n /ft A
=
4 45213.0 in /ft I
=
3 2538.3 in /ft S
=
3 solid wall weight Ng = 430.5 PSF of wall area for 140#/ft block wall Frequency calculations are based on the section properties of 36" solid concrete block wall.
s i
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