ML19221B036
| ML19221B036 | |
| Person / Time | |
|---|---|
| Issue date: | 11/24/1975 |
| From: | Office of Nuclear Reactor Regulation |
| To: | |
| References | |
| NUREG-75-087, NUREG-75-087-03.8.4, NUREG-75-87, NUREG-75-87-3.8.4, SRP-03.08.04, SRP-3.08.04, NUDOCS 7907120282 | |
| Download: ML19221B036 (12) | |
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NUREG 75/087 l0 D
d' dh4)STANDARD REVIEW PLAN 3
U.S. NUCLEAR REGULATORY COMMISSION
\\ '."... /
OFFICE OF NUCLEAR REACTOR REGULATION SECTION 3.8.4 OTHER SEISMIC CATEGORY I STRUCTURES REVIEW RESPONSIBILITIES Primary - Structural Ergineering Cranch (SEB)
Secondary - None I.
AREAS OF pfVIEW The following areas relating tc 1 seismic Category I structures and other safety-related structures that may not be classified as seismic Category I, other than the containrent and its interior structures, are reviewed.
1.
Descripticn of the Structures The descriptive infonration, including plans and sections of each structure, is reviewed to establish that sufficient inforration is provided to define the prirary structural aspects and eierents relied uptn for the structure to perform its safety-related function. Also reviewed 1. the relationship between adjacent structures including the separation provided or structural ties, if any. Among the major plant structures that are reviewed, together with the descriptive information reviewed for each, are the following:
a.
Con tainnent Enclosure Building The containment enclosure buildings which may surround all or part of the prirary concrete or steel containment structure, is primarily intended to reduce leakage during and af ter a loss-of-coolant accident (LOCA) from within the containment.
Concrete enclosure builaings also protect the primary containment, which may be of steel or concrete, from outside hazards.
The enclosure building is usually either a ccncrete structure or a structural steel and retal siding building.
Where it is a concrete structure, it usually has the geometry of the containment and, as applicable, the descriptive infc r'ation reviewed is similar to that of a cuncrete containment as contained in Section I.1 of Standard Review Plan 3.8.1.
USNRC STANDARD REVIEW PLAN Stende,d rew.w piene ere pr.pered for the gu.d.nce of the off.c. of Nucieer neoctor negulet,on etoff respon.. bio for ene review oe mooixatione to cone,ruct end operate nuclear powet piente These doeurnente are made evedoble to the pubide se port of the Commission e potecy to enform the nudeae industry and the generet public et regulatory procedures and policees Stendard rev6ew piene are not substnutes f or reguietory gedes et the Commession e reguienone end comphence with them 6e not required The stenderd rev,ew plan sectione are heyed to Rowesen 2 ofthe Stenderd Formet and Content of Safety Analysis Reporte for Nucteer Power Ptente Not oil sect one of the Stencord Format have a corroepending rowsew pien Pubhehed t endard rewtow p4ene will be revised portodecelty es appropnete to accommodate cornmente end to reHoct new leformetMn end espertence i
Commeate and suggestions for improvement w4n be cone dered end shouad be sent to the U S Nucteer Requietary Commiseson Office of Nucioe Reector Reguietion Wes%metoa, D C 2a585
,,6 2
7907120297
Where it i_ a structural steel and metal siding building, the folicwing itens are reviewed: general arrangerent of the building including its foundations, wall, and roof; any bracing and.ateral ties provided for the stability of the building; the roof supports which may bear on the dc le of the containment; and niajor corner and siding joint connections.
b.
Auxiliary Euilding The auxiliary building, which is usually adjacent to the containrent and which nay be sh. red by the twc containments in 2-unit plants, is usually of reinforced concrete and structural steel construction. The general arrangement of the structural walls, columns, floors, roof, ano any renovable sections, is reviewed.
c.
Fuel Storage Building The fuel stcrage building, which may be independent 0,- part of the auxiliary building, is also of rei1 forced concrete and structural steel. It houses the new fuel storage area and the spent fuel pool. In addition to the information reviewed for the auxiliary building, the general arrangement of the spent fuel poo is reviewed including its foundations and walls.
d.
Control Building The contro room is located in most plants within the auxiliary building.
Hcwever, where it is located in a separate building, usually called the centrol building, the building is reviewed as a separate structure. To provide nissile protection and shielding, this building is usually of reinforced concrete and the descriptive information reviewed is similar to that reviewed for the auxiliary building.
e.
Diesel Generator Buildinc The emergency diesel ger trators are, in some plants, located withir. the auxiliary building. However, they may also be located in a separate buildi alled the diesel generator building. Again, this is usually a reinforceo se, structure and the descriptive information reviewed is similar to that revi:< d itr the auxiliary building.
f.
Other Structures In most plants, there are several miscellaneous seismic Category I structures and other structures that may be safety-related but, because of other design provision, may not be classified as seismic Category '
These structures are usually either of reinforced concrete or structural steel, or a combination thereof. The descriptive information reviewed for such structures is similar to that reviewed for the auxiliary building. Among such structures are: pipe and electrical con-duit tunnels, waste storage facilities, stacks, intake structures, pumping stations, and cooling towers.
Further, the resiewer may encounter special safety-related structures such as emergency cooling water tunnels, embankments, concrete dams, and water wells.
Such structures are reviewed on a case-by-case basis. The descriptive information provided is reviewed to understand the structural behavior of these structures, specifically during seismic events and plant process conditions during which such strJCtures are required to remain functional.
146 257 3.8.4-2
2.
Applicable Codes, Standards, and Specifications Inforration pertaining to design codes, standards, specifications, regulations, general design criteria and regulatory guides, and other industry standards that are applied in the design, fabrication, construction, testing, and surveillance of seismic Cateogory I structures, is reviewed.
3.
Loads and Load Combinations Informa+ ion pertaining to the applicable design loads and various conbinations thereof, is reviewed. The loads normally applicable to seismic Category I structures include the following:
a.
Those loads encountered during normal plant startup, operation, and shutdown, including dead loads, live loads, themal loads due to operating temperature, ano hydrostatic loads such as those in spent fuel pools, b.
Those loads to be sustained during severe environmental conditions, including those induced by the operating basis earthquake (CBE) and the design wind specified for the plant.
c.
Inose loads to be sustained during extrene environmental conditions, including those induced by the safe shutdown earthquake (SSE) and the design tornado specified for the plant, d.
Those loads to be sustained during abnormal plant conditions. Such abnormal plant conditions include the postulated rupture of high-energy piping. Loads induced by such an accident may include elevated terperatures and pressures within or across corpartments, and possibly jet impingement and impact forces associated with such ruptures.
The various conbinations of the above loads that are nomally postulated and reviewed include nomal operating loads; norral operating loads with severe environrental loads; normal operating loads with extrene environmental loads; nomal operating loads with acnormal loads; nomal operating loads with severe environmental and abnorral loads; and normal operating leads with extrere environrental and abnornal loads.
The loads and load conbinations described above are generally applicable to all types of structures. However, other site-related loads might also te applicable. Such loads, which are not ncreally conbined with abnornal loads, include those induced by floods, potential aircraft crashes, explosive hazards in proxinity to the site, and projectiles and missiles generated frcm activities of nearby military installations.
4.
Design and Analysis Proce & es The design and analysis > 'ocedures utilized for Category I structures are reviewed with emphasis on the extent of compliance with the ACI-318-71 Code (Ref. 1) for concrete structures and with the AISC Specificaticns (Ref. 2) for steel structures, including the following areas; a.
General assurptions on boundary conditions.
b.
The expected behavior under loads and the rethods by which vertical and lateral loads and forces are transmitted from the various eierents to their supports and eventually to the foundatioi of the structure.
.. The corputer programs tha. are utilized.
146 258 3.8.4-3
Any new or unique procedures used in the design and analysis are reviewed on a case-by-Che ba si s.
5.
Structural Acceptance Criteria lhe design limits inposed on the various parameters that serve to quantify the structural behavior of each structure and its components are reviewed, specifically with respect to stresses, strains, gross deformatior.;. and factors of safety against structural failure. For each load combination specified, the specified allowable limits are compared with the acceptable limits delineated in Section 11.5 of this plan.
6.
Materials, Quality Control,and Special Construction Techniques Information on the materials that are used in the construction of Category I structures is reviewed. Among the major materials of construction that are reviewed are the concrete ingredients, the reinforcing bars and splices, and the structural steel and anchors.
The quality control program that is proposed for the fabrication and construction of Category I structures is reviewed including nondestructive examination of the materials to determine physical properties, placement of concrete, and erection tolerances.
Special construction techniques, if proposed, are reviewed on a case-by-case basis tu Jetermine their effects on the structural integrity of the completed structure.
In addition, the information contained in items a, c,and d of Section I.6 of Standard Review Plan 3.8.3, is also reviewed.
7.
Testing and In-service Surveillance Programs If applicable, any post-construction testing and in-service surveillance programs are reviewed on a case-by-case basis.
II. ACCEPTANCE CRITERIA The acceptance criteria for the areas of review, described in Section I of this plan are as follows:
1.
Description of the Structure The descriptive information in the SAR is considered acceptable if it meets the minimum requirements set forth in Section 3.8.4.1 of the " Standard Format and Content of Safety Analysi, Reports for Nuclear Power Plants," Revisic, 2 (Ref 3).
Deficient areas of descriptive infort on are identified by the reviewer and a request for additional information is initi at the application acceptance review. New or unique design features that are no ecifically covered in the " Standard Format.. "
require a nore detailed review.
reviewer determines the additional information that may be required to accompl4 meaningful review of the structural aspects of such new or unique features.
3.8.4-4 i46 259
2.
Applicable Codes, Standards, and Specifications The design, mater %ls, fabrication, erection, inspection, testing, and surveillance, if any, of Category I structures are covered by codes, t'.andards, and guides that are either applicable in their entirety or in portions theraf. A list of such docunents is contained in Section II.2 of Standard Review Plan 3.8.3.
3.
Loads and Load Combinations The specified loads and load combinations are acceptable if found to be in accordance with the following:
Loads, Definitions, rd Nomenclature All the major loads to be encountered or to be postulated in a nuclear power plant are listed below. All the loads listed, however, are not necessarily applicable to all the structures and their elenents. Loads and the applicable load corbinations for which each structure has to be designed will depend on the conditions to which that particular structure may be subjected.
Normal loads, which are those loads to be encountered during raal plant coeration and shutdown, include:
D
--- Dead loads or their related internal ncnents and forces including any perranent equipment Icads and hydrostatic loads.
L
--- Live loads or their related internal moments and forces including any novable equipment load, and other loads which vary with intensity and occurrence, such as soil pressure.
T
--- Thernal effects and loads during nornal operating or shutdown conditions, g
based on the mest critical transient or steady-state condition, R
--- Pipe reactions during normal operating or shutdown conditions, based on the g
nost critical transient or steady-state condition, Severe environr; ental loads include:
E
--- Lcads generated by the operating basis earthquake.
W
--- Luads generated by the design wind specified for the plant.
Extrere envircomental loads include:
E'
--- Loads generated by the safe shutdown earthquake.
W
--- Loads generated Dy the design tornado specified for the plant.
Tornado loads include loads due to the tornado wind pressure, the tornado-created differential pressure, and to tornado-generated missiles.
Abnormal ioads, which are those loadt generated by a postulated high-energy pipe break accident, include:
P
--- Pressure equivalent static load within or across a compartment generated by the postulated break, ana including an appropriate dynamic load factor to cccount for the dynanic.ature of the load.
T
--- Thernal loads under therr.al conditions generated by the postulated break a
and including T.g 3.8.'-5 146 260
R
--- Pipe reactions under thermal conditions generated by the postulated a
break and including R.
g Y
--- Equivalent static load on the structure generated by the reaction on the r
broken high-energy pipe during the postulated break, and including an appropriate dynamic load factor to account for the dynamic nature of the load.
Y) --- Jet impingemcnt equivalent static load on a structure generated by the postulated break, and including an appropriate dynamic load factor to acccunt for the dynamic nature of the load.
Y
--- Missile irpact equivalent static load on a structure generated by or m
during the postulated break, as from pipe whipping, and ir.cluding an appropriate dynamic load factor to account for the dynamic nature of the load.
In determining an appropriate equivalent static load for Y, Y,and Y, elasto-r m
plastic behavior may be assumed with appropriate ductility ratios, provided excessive deflections will not result in loss of function of any safety-related system.
Load Combinations for Concrete Structures For concrete structure, the load combinations are acceptable if found in accordance with the following:
For service load conditions, either the working stress design (WSD) method or a.
the s'.rength design method may be used.
(i', If the WSD metrod is used, the following load ccmbinations should be considered:
(1)
D+L (2)
D+L+E (3)
D+L+W If thermal stresses due to T and R are present, the following combinations g
should also be con! ' ~ed:
(la)
D+L+T
+R g
(2a)
D+L+T
+R
+E g
g (3a)
D+L+T
+R
+W g
g Both cases cf L having its full value or being completely absent should be checked.
(ii) If the strength design method is used, the following load combinations should be considered:
(1 )
1.4 D + 1.7 L (2) 1.4 D + 1.7 L + 1.9 E (3) 1.4 D + 1.7 L + 1.7 W If thermal stresses due to T and R are present the following combinations g
g should also be considered:
3.8.4-6 146 261
(lb)
(0.75) (1.4 0 + 1.7 L + 1.7 T + 1. 7 R )
g g
(2b)
(0.75) (1.4 D + 1.7 L + 1.9 E + 1.7 T + 1. 7 R[
g (3b)
(0.75) (1.4 D + 1./ L + 1.7 W + 1.7 T + 1.7 R )
g g
Both cases of L having its full value or being completely absent should be checked. In addition, the following corrbinations should be considered:
(2b')
1.2 D + l.9 E (3b')
1.2 D + 1.7 W Where soil and hydrosta+.ic pressures are present, in addition to all the above combinations vhere they have been included in L and D respectively, the re-quirements of Sections 9.3.4 and 9.3.5 of ACI-318-71 (Ref.1) should also be satisfied.
b.
For factored load conditions, vnich represent extreme environmental, abnormal, abncrmal/ severe environmental and abnormal / extreme environmental conditions, the strength design method should be used and the following load combinations should be considered.
(4)
D+L+T
+R
+ E' g
g (5)
D+L+T
+R
+W g
g (6)
D+L+T
+ R, + 1.5 P a
1.0 (Y
- Y
+ Y ) + 1.25 E (7)
D + L + T, + R + 1.?5 P +
a g
r j
n
+Y
+ Y ) + 1.0 E' (8)
D + L + T, + R + 1.0 P, + 1.0 (Y a
r m
In combinations (6), (7), and (8), the maximum values of P, T, R, Y, Y, and 3
a a
Y, including an appropriate dynamic load factor, should be used unless a time-g history analysis is performed to justify otherwise. Combinations (5), (7), and (8) and the correspcnding structt.ral acceptance criteria of Section II.5 of this plan should be satisfied first without the tornado missile load in (5) and with-out v - V,and Y in (7) and (8). When considering these concentrated loads, g
l c,. section strength capacities may be exceeded provided there will be no loa,of function of any safety-related system.
Both ca2es of L having its full value or being corpletely absent should be checked.
Load Cembinations for Steel Structures For steel structures, the load conbinations are acceptable if founc.i accordance with the following:
a.
For service load conditions, either the elastic working stress design nett.ods of Part 1 of the AISC specifications, or the plastic design methods of Part 2 of the AISC specifications, may tn used.
(i) If the elastic working stress design methods are used, the following load combinations should be considered:
(1)
D+L (2)
D+L+E (3)
D+L+W iA6 262 3.8.4-7
If thermal stresses due to T and R are prcsont, the following conbinations g
g should also be considered:
(la)
D+L+T
+R g
g (2a)
D+L+T
+R
+E g
g (3a )
D+L+T
+R
+W g
g Both cases of L having its full value or being completely absent should be checked.
(ii) If plastic design methods are med, the following load combinations should be considered:
(1) 1.7 D + 1.7 L (2) 1.7 0 + 1.7 L + 1.7 E (3) 1.7 0 + 1.7 L + 1.7 W If thermal stresses due to T and R are present, the following combinations g
g should also be considered:
(lb) 1.3 (D + L + T +R) g g
(2b) 1.3 (D + L + E + T +R) g g
(3b) 1.3 (D + L + W + T +R) g g
Both cases of L having its fall value or being completely absent should be checked.
b.
For factored load conditions, the following loM combinations should be considered:
(i) If elastic working stress design rothods are used:
(4)
D+L+T
+ R + E' g
g (5)
D+L+T
+R
+W g
g (6)
D + L + T, + R a a
(7)
D + L + T, + R, + P, + 1.0 (Yj +Y
+Y)+E (8)
D+L+Ta'R
+ P, + 1.0 (Y) + Y + Y ) + E' a
r (ii) If plastic design methods are used:
(4)
D+L+T
+ R + E' g
g (5)
D+L+T
+ R
+W g
g (6)
D+L+T
+ R + 1.5 P, a
a (7)
J+L+T
+ R + 1.25 P + 1.0 (Y) + Y + Y ) + 1.25 E a
a (8)
D
- L + T, + R, + 1.0 P + 1. 0 (Yj+Y
+Y)+E' a
r In the above factored Icad combinations, thernal loads can be neglected when it can be shown that they are secondary and self-limiting in nah re and where the material is ductile.
In combinations (6), (7), and (8), the maximum values of P,,
T, R,, Y), Y, and a
Y, including an approeriate dynamic load factor, should be used unless a tire-m history analysis is performed to justify otherwise. Combinations (5), (7),and (8) and tne correspcnding structural acceptance criteria of Section II.5 of this plan should be first satisfied without the tornado missile load in (5) and without Y, Y,and Y in (7) and (8). When considering these concentrated loads, local r
m section strengths may be exceeded provided there will be no loss of function of any safety-related system.
I f
3.8.4-8 0
4.
Design and Analysis Procedures The design and analysis procedures utilized for Category I % ructures, including assumptions on boundary conditions and expected behavior under loads, are accept-able if found in accordance with the following:
a.
For concrete structures, the procedures are in accordance with ACI-318-71,
" Building Code Requirements for Reinforced Concrete," (Ref.1).
b.
For steel structures, the procedures are in accordance with the AISC
" Specification..," (Ref. 2).
Computer prograns are ecceptable if the validation provided is found in accordance with procedures delineated in Section II.4.e of Standard Review Plan 3.8.1.
5.
Structural Acceptance Criteria For each of the loading combinations delineated in Section II.3 of this plan, the following defines the allowable limits which constitute the structural acceptance criteria.
In Combinations for Concrete Limit II) a(i)l, 2, 3.
S a(i)la, 2a, 3a.
1.3 S a(ii )l, 2, 3.
U(2}
a(ii)lb,2b,3b U
a(ii)2b',3b' U
(b)4,5,6,7,8.
U In Combinations for Steel Limit a(i)1,2,3 S
a(i)la,Za,3a.
1.5 S a(ii)l,2,3.
Y( }
a(ii)lb,2b,3b Y
b(i)4,5,6,7(
1.6 5
)
b(i)S 1.7 5 b(i i )4, 5, 6, 7, 8.
.9 Y NOTES (1) S --- For concrete structures, S is the required section strength based on the working stress design method and the allowable stresses defined in Section 8.10 of ACI-318-71.
For structural steel, S is the required section strength based on the elastic design methods and the allowable stresses defir.ed in Part 1 of the AISC "Sp".
ification for the Design, Fabrication and Erection of Structural Steel for Buildings," February 12, 1969.
The 33t increase in allowable stresses for concrete and steel due to seismic or wind leadings is not permitted.
146 264 3.8.4-9
(2)
--- For concrete structures, U is the section strength required to resist design loads based on the strength design methods described in ACI-318-71.
(3) Y --- For structural steel, Y is the section strength required to resist design loads and based on plastic design methods described in Part 2 of the AISC " Specification for the Design, Fabrication and Erection of Structural Steel for Buildings,"
February 12, 1969.
(4)
--- For these two combinations, in computing the required section strength, S, the plastic section modulus of steel shapes may be used.
6.
Materials, Quality Q:ntrol,and Special Construction Techniques For Category I structures outside the containment, the acceptance criteria for material., quality control, and any special coristruction techniques are in accordance with the codes a.id standards indicated in Section I.6 of Standard Review Plan 3.8.3, as applicable.
7.
Testing and Inservice Surveillance Requirements At present there are no special testing er in-service surveillance requirements for Category I structures outside the containment. However, where some requirements become necessary for special structures, such requirerit.nts are reviewed on a case-by-case basis.
III. REVIEW PROCEDURES The reviewer selects and emphasizes material from the review procedures described belcw, as may be appropriate for a particular case.
1.
Description of the Structures Af ter th type of structure and its functional characteristics are identified, informa-tion on similar and previously licensed plants is obtained for reference. Such information, which is available in safety analysis reports and amendment; of previous license applications, enables identification of differences for the case under review.
These differences require additional scrv+iny and evaluation. New and unique fe-tures that have not been used in the past are of particular interest and are thus examiled in greater detail. The information furnished in the SAR is reviewed for completeness in accordance with the " Standard Format.
"Eeviv on 2.
A decision is then made with regard to the sufficiency of the descrictive infomation provided. Any additional required information not provided is reouested from the applicant at an early stage of the review process.
2.
Applicable Codes, Standards, and Specifications The list of codes, standards, guides, and specifications is compared with the list referenced in Section II.2 of this plan. The reviewer assures himself that the appropriate code or guide is utilized and that the applicable edition and stated effective addenda are acceptable.
146 265 3.8.4-10
3.
Loads ard Load Combinations The reviewer verifies that the loads and load combinations are as conservative as those specified in Section II.3 of this plan. Any deviations from the acceptance criteria for loads and load combinations that have not been adequately justified are identified as unacceptable and transmitted to the applicant.
4.
Design and Analysis Procedures The reviewer assures himself that for the design and analysis procedures, the applicant is utilizinq the ACI-318-71 Code and the AISC Specifications for concrete and steel structures, respectively.
Any computer programs that are utilized in the design and analysis of the structure are reviewed to verify their validity in accordance with the acceptance criteria delineated in Section II.4.e of Standard Review Plan 3.8.1.
5.
Structural Acceptance Criteria The 1w.ts on allowable stressE.s and strains in the concrete, reinforcement, and struc-tural steel are conpared with the corresponding allowable stresses specified in Section 11.5 of this plan. If the applicant proposes to exceed some of these limits for some of the load combinations and at sone localized points on the structura, the justification that the structural integrity of the structure will not be affected is evaluated. If such justification is determined to be inadequate, t.' e proposed deviations are identified and transmitted to the applicant with a request for the required additional justification and bases.
6.
Materials, Quality Contro k and Special Construction Techniques The materials, quality control procedures, and any special construction techniques are compared with those referenc7d in Le: tion 11.6 of this plan. If a new naterial not used in prior licensed cases is utilized, the applicant is requested to provide suf-ficient test and user data to establish the acceptability of sJch a material. Similarly, any new quality control procedures or construction techniques are evaluated to assure that there will be no degradation of structural quality that might affect the structural integrity of tne structure.
7.
Testing and In-service Surveillance Procrams Any testing and in-service surveillance programs are reviewed on a case-by-case basis.
IV.
EVALUATION FINDINGS The reviewer verifies that sufficient information has been provided to satisfy the require-ments of this review plan, and concludes that his evaluation is sufficiently complete and adequate to support the following type of conclusive statement to be included in the staff's safety evaluation report:
"The criteria used in the analysis, design, and construction of all the plant Category I structures to accoun+ for anticipated loadings and postulated conditions that may be
}dh 2bb 3.8.4-11
imposed upon each structure during its service lifetime are in confornance with estab-lished criteria, codes, standards, and specifications acceptable to the Regulatory staff.
"The use of these criteria as defined by applicable codes, stand'rds, and specifica-tions; the loads and loading combinations; the design and analysis procedures; the structural acceptance criteria; the m'terials, quality control, and special construction techniques; and the testing and in-service surveillance requirements provide reasonable assurance that, in the event of winds, tornadoes, earthquakes and various postulated accidents occurring within the structures, the structures will withstand the specified design conditions without impairinent of structural integrity or the perforrance of required safety functions. Conformance with these criteria, codes, specifications, and standards constitutes an acceptable basis for satisfying, in part, the requirements of General Design Criteria 2 and 4."
V.
REFERENCES 1.
ACI-318-71, " Building Code Requirements for Reinforced Concrete," American Concrete Institute (1971).
2.
AISC, "Specificatian for Design, Fabrication and Erection of Structural Steel for Buildings " American Institute of Steel Construction (1969).
3.
Regulatory Guide 1.7D, " Standard Format and Content of Safety Analysis Reports for Nuclear Power Plants," Revision 2 (in,_i eparation).
4.
10 CFR Part 50, Appendix A, Gcneral Design Criterion 2, " Design Bases for Protection Against Natural Phenomena."
5.
10 CFR Part 50, Appendix A, General Design Criterion 4, " Environmental and Missile Design Bases."
3.8.4-12