ML20094A277
| ML20094A277 | |
| Person / Time | |
|---|---|
| Site: | Fort Saint Vrain  |
| Issue date: | 07/25/1984 |
| From: | Lee O PUBLIC SERVICE CO. OF COLORADO |
| To: | Johnson E NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION IV) |
| References | |
| P-84230, TAC-55287, NUDOCS 8408030168 | |
| Download: ML20094A277 (359) | |
Text
{{#Wiki_filter:y - i s .. PUBLIC SERVICE COMPANY OF COLORADO P. O. BOX 840~ DENVER, COLORADO 80200 S C^ " " " July 25, 1984 Fort St. Vrain Unit No. 1 g P-84230 Mr. Eric H. Johnson Reactor Project Branch Chief Region IV Nuclear Regulatory Commission 611 Ryan Plaza Drive Suite 1000 Arlington, Texas 76011 DOCKET N0. 50-267
SUBJECT:
Fort St. Vrain Building 10
REFERENCE:
NRC Letter Dated June 25, 1984 from Mr. J. T. Collins to Mr. 0.R. Lee (G-84208)
Dear Mr. Johnsori:
This letter is in response to the NRC concerns, regarding Building 10 at Fort St. Vrain, as indicu ad in the referenced letter. PSC's reply to the individual concerns are contained in Attachment A. The concept to construct additional facilities was finalized within PSC in 1981. The NRC was aware of the pending construction of i Building 10 through conversations with PSC as early as the latter part of 1981. Over the years, additional equipment installed to meet requirements had filled all available space within the existing l three-room complex. The 480 Volt Room was experiencing higher i temperatures than PSC felt desirable for electrical equipment. The Auxiliary Electric Equipment Room was becoming crowded and additional equipment installation was extremely difficult. PSC arrived at the
- , point where continuing requirements to add equipment dictated that additional space must be made available.
Thus the concept of Building 10 was finalized, to relieve the crowding conditions which were compounding and to accommodate the equipment replacements being planned by PSC. / I l The function of Building 10 is to provide protection for safety I
\
S ()() l related equipment, however access to Building 10 is not required ' '
- Y 8408030168 840725
~ PDR ADOCK 05000267 F PDR
s, ._ , P-84230 , . Pagn '2' iduring' emergency conditions to-operate' equipment for. safe shutdown of the plant. Please refer to Table 2 of Attachment A for a listing' of
.the safety;related equipment that is installed .in Building 10.
~
- Th~et design, constduction and idocumentStionMof: . Building '10,-its
. concomitant components and the-operating equipment.1t houses were'all accompl_ished - by - approved Change Notices .and -Control. led Work' Procedures as stipulated by ourfapproved procedures.' A copy : of the !
safety' evaluation and design criteria / analysis portion for each of
- the change notices outlined below is ; included as Attachment B. A brief: description of the CNs~ associated with Building 10 follows: ;
CN-1460:. Design- Land- construct structural portion of Building 10 and Walkover Structure. r CN-1461: Design and construct mechanical portion of HVAC and fire prote'ction for Building 10. l CN-1462: Install electrical ' equipment and devices in Building i~ 10. . General areas ' covered are: lighting, fire protection, . grounding, cable trays, . power, i comunication,- ducts,- relocation of underground obstructions, and HVAC. CN-1255: Upgrade 120V instrument power ~ buses. CN-1332: Upgrade 120V instrument power buses. -
- - CN-1391
- Replace station batteries IA and 1B. and instrument
- battery 1C (PPS). NOTE
- Portions of CN involving
< batteries 1A and 1B are not associated 'with the Building 10 project.
CN-1781: Install fire protection wrap on portion of cable trays. l During preparation of the original safety evaluations (Attachment B) ! for this project , PSC determined that the design and construction of l Building 10 did not require a change in the Technical Specifications i and was not an unreviewed safety question. These evaluations were i-
-performed in accordance with the provisions of 10CFR50.59, and therefore the modification did not require prior Commission approval.
- i. The construction and use of Building 10 constitutes a modification
- l. that does not require an amendment of the operating license. As a l result 10CFR50.92 does not apply, and a construction permit was not required. ,
l l- !s 1 , i I i-
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4 >
': P-84230' -
Page 3 If :you - have any these ~ items ,' please. contact Mr.M.H.Holmesat(303) questions'on' 571-8409. Very truly yours, 3/w
- 0. R. Lee, Vice President Electric Production
-ORL/JT:pa
' Attachment.
. cc: J.T. Collins I
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c:- UNITED STATES OF AMERICA NUCLEAR REGULATORY CONilSSION In the Matter
' Public Service Company of Colorado ) Docket No. 50-26'i Fort St. Vrain Unit No. l' )
AFFIDAVIT
- 0. R. Lee, being duly sworn, hereby deposes and says-that he is Vice President of Public Service Company of Colorado; that he is duly authorized to sign and file with the Nuclear Regulatory Coninission the attached response to the letter dated June 25, 1984, from J.T.
Collins to 0.R. Lee; that he is familiar with the content thereof; and that the matters set forth therein are true and correct to the best of his knowledge, information and belief, d O. R. Lee Vice President STATE OF (M R_. ) COUNTY OF Je-a Subscribed and sworn to before me, a Notary Public on this M # day of /)4 , 1984. A Notary Publ
- h. , to roz33 My commission expires /lu r a T / f ,198].
~
b* ATTActNENT A 6' > to P-84230 Page 1 of 11 ITEM-1 NRC CONCERN' The safety evaluation contained in the Change Notice for the construction of Building 10 (CN-1460) concludes that the activity does not tappear to involve an unreviewed safety question nor does it appear to be safety significant. We assume the basis for these conclusions is the statement that "the design criteria for the new structure meets or exceeds that applicable to the original plant." In order for us to determine your compliance with the provisions of 10 CFR Parts 50.59 and 50.92 we request that you provide a comparison of all applicable design criteria utilized for Building 10 to those of the original plant. PSC RESPONSE The Building 10 project consists of two structures, each of which is constructed separate and independent of the Turbine and Reactor Buildings and one another. The structure between the Turbine Building and Building 10 is referred to as the Walkover Structure. It provides shelter for electrical cables running between the two buildings, as well as an enclosed passageway for personnel.
-The following change notices pertain to construction of Building 10: CN-1460 (Design and Construction of Structural Portion of Building 10 and WalkoverStructure),CN-1461 (Design and Construction of Mechanical Portion for HVAC and Fire Protection for Building 10), and CN-1462 (Installation of Electrical Building Support Facilities in Building 10).
Table 1 delineates the comparison between all applicable design criteria utilized for Building 10 per these change notices, and those corresponding to the original plant.*
*As modified by subsequent PSC regulatory commitments. ~
ITEM 2 NRC CONCERN Provide a description of all of the safety related equipment located within Building 10 and briefly explain its function and/or significance; also include a discussion of any plans you may have for the installation of additional safety-related equipment.
--. - - - , . , 4 e n., . - . , _ , _ , , , , - - - -
ATTACHMENT A to P-84230 Page 2 of 11 PSC RESPONSE The following change notices pertain to installation of specific safety related equipment within Building 10: CN-1255 and CN-1332 (Upgrade 120V Instrument Power Buses) and CN-1391 (Replace Station Batteries 1A and IB, and Instrument Battery IC). Note that batteries IA and 18 are not within Building 10. Refer to Table 2 for a list and description of all of the subject safety related equipment and associated functions and/or significance. A comparison of applicable design criteria utilized for safety related equipment within Building 10 to design criteria for safety related equipment within the original plant, as they pertain to this equipment, is outlined in Table 3. Building 10 has designated areas for installation of other safety related equipment. However, no other safety related equipment is scheduled for placement within Building 10 at the present time. ITEM 3 NRC CONCERN Provide a discussion on how the provisions of 10 CFR Part 50.48 are being fulfilled in the absence of a staff fire protection evaluation report accepting the adequacy of protection to BTP 9.5-1. PSC RESPONSE During initial design of Building 10, the fire protection features were reviewed to the same design criteria applicable to the remainder of the Fort St. Vrain plant (FSV): Branch Technical Position 9.5-1, Appendix A (BTP 9.5-1) and Appendix R to 10CFR50 (Sections III.G and III.J). A review of Building 10 to these criteria was performed by a fire protection consultant (see CN-1461A). The application of Appendix R in its entirety to new construction features at FSV has been discussed in two meetings between the NRC and PSC (June 8, 1984 and July 10, 1984) with varying guidance being provided. Per an NRC request made at the June 8, 1984 meeting, PSC submitted on June 22, 1984 (P-84183) a set of Appendix R acceptance criteria applicable to the Fort St. Vrain plant. PSC plans to review Building 10 to these Fort St. Vrain Appendix R acceptance criteria. This review will be submitted to the NRC per the schedule also included in the June 22, 1984 submittal.
, = a, e ATTACHMENT A to P-84230 Page 3 of 11 ITEM 4' NRC CONCERN Since it would appear that changes may be necessary to at least one of the first four categories of information-(Background, Generic Planning Base, Licensee Planning Base, Responsibility Matrix) and that changes to the safeguards contingency plan together with detailed procedures and personnel training)(are required, providea discussion on how the provisions of 10 CFR Part 50.54(p) were fulfilled.
'PSC RESPONSE' During the design of Building 10. PSC recognized that a revision to the Security System and the Security Plan would be required. The physical additions to the Security system.
were incorporated into the Building 10 design and construction. PSC, before and during construction of this facility, was in contact with the NRC Security Personnel discussing the proposed additions and certain comper.satory measures which would be required during the 480 volt essential switchgear modification being performed at the same time Building 10 was being constructed. The compensatory measures were agreed to orally and implemented during construction. The Security Plan, revised to include 10, was submitted to NRC, Region IV on January 31,Building 1984 (P-84039 Collins) under the provisions of Warembourg(p).to 10CFR50.54
r TABLE 1 - COMPARIS0N OF APPLICABLE DESIGN CRITERIA FOR BUILDING 10 PROJECT AND THE ORIGINAL PLANT - STRUCTURAL ITEM BUILDING 10 AND WALKOVER STRUCTURE ORIGINAL PLANT REMARKS DESIGN CRITERIA DESIGN CRITERIA SEISMIC Acceleration response spectra based Acceleration response spectra Reg. Guides 1.60 & 1.61 proside on Reg. Guide 1.60. Maximum horizontal based on records of four actual for a more conservative criteria. component of ground acceleration equal earthquake events. (Fig. 14.1-1 Reg. Guide earthquake spectra to 0.05g for OBE, 0.10g for DBE; ratio of FSV FSAR). Maximum horizontal envelope FSAR earthquake spectra. of vertical component to horizontal component of ground acceleration (See Figures 1 and 2 on pages 8 component varies from 2/3 to 1. Damping equal to 0.059 for OBE, 0.109 for and 9 of Attachment A for design values per Reg. Guide 1.61. DBE; ratio of vertical component ground acceleration response to horizontal component equal to spectra comparisons). 2/3. Damping values per Table 14.1-2 of FSAR. TORNADO As specified in FSV FSAR Section 14.1 As specified in FSV FSAR Section Design criteria equal 14.1 MISSILE As specified in FSV FSAR Section 14.1 As specified in FSV FSAR Section Design criteria equal PROTECTION 14.1 FLOOR Varies from 100 psf to 200 psf, depending Varies as required to safely Design criteria equal LIVE on area, in order to safely support equip- support esaipment or prescribed LOAD ment or moveable loads uniformly distributed live loads ROOF 30 psf 30 psf Design criteria equal LIVE LOAD
,,,g, BASIC As specified in FSV FSAR Section 14.1 As specified in FSV FSAR Section Design criteria equal 15 , o:1= ,
DESIGN 14.1 4jjj WIND o,ggy m
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r -- TABLE 1 l COMPARISON OF APPLICABLE DESIGN CRITERIA - l FOR BUILDING 10 PROJECT AND THE ORIGINAL PLANT l l STRUCTURAL (CONTINUED) l ITEM BUILDING 10 AND WALKOVER STRUCTURE ORIGINAL PLANT REMARKS l DESIGN CRITERIA DESIGN CRITERIA l MATERIAL Reinforced Concrete - concrete strength Reinforced Concrete - concrete Design criteria equal; Material PROPERTIES fc'=3500 psi (min), reinforcing bars strength fc'=3500 psi (min), properties verified by type of fy=60,000 psi; Structural Steel - minimum reinforcing bars fy=60,000 psi; certificates or test reports for yield Fy=36,000 psi Structural Steel - minimum yield all critical items (i.e. founda-FY=36,000 psi tion, wall and floor slab concrete , and reinforcing bars; structural j steel; missile resistant doors and wall panels) FOUNDATION Foundations shall be designed to safely Foundations shall be designed to Design Criteria equal l support all loadings to be considered, in safely support all loadings to be
- conjunction with site soil engineering considered, in conjunction with
- data contained in " Soil and Foundation site soil engineering data l Investigation Report" by Woodward-Clyde- contained in " Soil and Foundation l Sherard and Assoc., dated July 8, 1966. Investigation Report" by Woodward-Clyde-Sherard and Assoc., dated July 8, 1966.
PRIMARY AISC: 1980 8th Ed. of Manual Steel AISC: 1963 6th Ed. of Manual Steel Bldg. 10 and remainder of CODES AND Construction Construction plant conform to building STANDARDS ACI: 318-77 Bldg. Code Requirements for ACI: 318-63 Bldg. Code Require- industry practice of using FOR DESIGN Reinforced Concrete, and 349-76 Code ments for Reinforced Concrete most current issue of codes Requirements for Nuclear Safety-related AWS: 01.1 Structural Welding Code- at time of construction Concrete Structures Steel (most current issue of code AWS: 01.1 1982 Structural Welding Code - at time of design / construction) [o h Steel UBC: Unifom Building Code,1964 a m m-UBC: Unifom Building Code,1979 mdUE O -4 3-
TABLE 1 CCMPARIS0N OF APPLICABLE DESIGN CRITERIA - FOR BUILDING 10 PROJECT AND THE ORIGINAL PLANT 1 m
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ELECTRICN e 5 BUILDING SUPP05?T FACILITTES
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EL!CTRICAL Specification 75-J-02 Specification 1-Nt?', - Spehification 75-J-02 is equal . E to 1-11-2 or exceeds te.e ' ' i,,, , equirements of 1-M42 -
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TABLE 1 COMPARIS0N OF APPLICABLE DESIGN CRITERIA' . FOR BUILDING 10 PROJECT AND THE ORIGINAL PLANT MECHANICAL (NOTE: NON-SAFETY RELATED) ITEM BUILDING 10 DESIGN CRITERIA ORIGINAL PLANT DESIGN CRITERIA REMARKS 4 HVAC Per Specification 75-J-02 Per Specification 1-J-09 Design criteria equal. SYSTEM HVAC Designed so that hangers will not fail Designed so that hangers.will not 'Det.ign criteria equal.. SYSTEM AND and allow damage to safety related fail and allow damage to safety FIRE PRO- equipment during a seismic event. related equipment during a seismic TECTION event. SYSTEM HANGERS FIRE PRO- Designed per Building 10 fire hazards Designed per BTP 9.5-1, Appendix Design criteria equal. TECTION analysis in CN-1461A. Analysis was done A, and 10CFR50 Appendix R sections-SYSTEM per BTP 9.5-1 Appendix A, and 10CFR50 III.G and III.J. Appendix R sections III.G and III.J. e u sa" - f:!
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TABLE 2 SAFETY RELATED EQUIPMENT . EQUIPMENT DESCRIPTION LOCATION FUNCTION AND/0R SIGNIFICANCE N-9289 Inverter 1A 4791'-0" Building 10 - North Invert 125V DC to 120V, single phase AC for Instrument Bus 1A N-9290 Inverter 1B 4791'-0" Building 10 - South Invert 125V DC to 120V, single phase AC for Instrument Bus 1B N-9279 Inverter 1C 4800'-6" Building 10 - Mezz. Invert 125V DC to 120V, single phase AC for Instrument Bus IC N-9277 Backup Power 4791'-0" Building 10 - North Supply instrument power to Transformer 1A-1 Bus IA in the event of loss of 125V DC Bus 1A or Inverter 1A N-9278 Backup Power 4791'-0" Building 10 - South Supply instrument power to Transformer 1B-1 Bus 1B in the event of loss of 125V DC Bus 1B or Inverter 1B N-9269 Backup Power 4800'-6" Building 10 - Mezz. Supply instrument power to Transformer IC-1 Bus 1C in the event of loss of 125V DC Bus 1C or Inverter 1C N-92103 Distribution Panel 4791'-0" Building 10 - North Instrument Power Bus Non-
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1A-1 interruptible N-92104 Distribution Panel 4791'-0" Building 10 - South Instrument Power Bus Non-1B-1 interruptible N-92105 Distribution Panel 4800'-6" Building 10 - Mezz. Instrument Power Bus Non-IC-1 interruptible yEh to u > N-92125 1C Batteries 4791'-0" Bldg. 10 Battery Rm. 125V DC Power to N-9279, Inverter 1C gy N-9253 Battery Charger 1C 4800'-6" Building 10 - Mezz. Battery Charger for 1C Batteries % N-92118 Battery Test Switch 4791'-0" Building 10 - North Provide method for discharge testing of batteries 1C Safety Related Building 10 and Walkover Structure Equipment connection for non-Cables interruptible instrument power
7_ gw. TABLE 3 , COMPARISON OF APPLICABLE DESIGN CRITERIA FOR . '. SAFETY RELATED EQUIPMENT WITHIN BUILDING 10 AND THE ORIGINAL PLANT ITEM BUILDING 10 EQUIPMENT. ORIGINAL PLANT EQUIPMENT REMARKS-DESIGN CRITERIA DESIGN CRITERIA SEISMIC. Equipment is qualified to withstand OBE Equipment is qualified to with- Design criteria equal. QUALIFICA- and DBE seismic loading per amplified stand OBE and DBE seismic loading TION response spectra for the appropriate per amplified response spectra floor level as generated for Building 10 for the appropriate floor level as generated for the remainder of plant ENVIRON- Equipment is qualified to function for Equipment is qualified to Design criteria equal MENTAL total loss of HVAC (120 degrees F) function for total loss of HVAC QUALIFICA- (120 degrees F) TION , SEPARATION Meet requirements of 1-N-2 Meetrequirementsoh1-N-2 Design criteria equal AND SEGREGATION E8 W d"
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. s FAGE 81 PU3LIC SERVICE CCMFAtlY CF CCLCRACO Electrical C FCRT ST. VRAIN ?!UCLEAR GENERAT!?tG STATION Mechanicai O NUCLEAR PRCJECT CEPARD'ENT Structural r SafetyReistic[
DESIGN INFUT REGUIREMENTS Men Safety Related G Sneet g of 1 Design a Three Room Complex Addition (3RCA) and Walkover Structure to be located directly East of the existing complex. The design shall be in accordance with the FSV Three Room Complex Addition structural design criteria. In general, the structural design criteria. is from the Ft. St. Vrain FSAR. The Main Building shall be of concrete construction, 30' wide X 40' long X 55' high and founded on drilled caissons anchored to bed rock. The Walkover Structure is steel construction 10' wide X 22' long X 55'-6" high and founded on a spread footing. i e D e j 'l Ca~e ,
CN 1460 BY Gunnerson PAGE B2 PUBLIC SERVICE CCMPANY OF COLORADO FORT ST. VRAIN NUCLEAR GENERATING STATION NUCLEAR PROJECT DEPARTMENT
-SAFETY RELATED DESIGN ANALYSIS Electrical O sheet 1 of 3 Mechanical O l Structural E l I. Seismic Analysts:
The buildings were designed for seismic and found to meet the criteria of Attachment I, FSV Three Room Complex Addition Design criteria. For details of the seismic analysis see seismic book S2, Tab 9. New
. building response spectras were generated for this building using Reg.
Guides 1.60 and 1.61. All Class I equipment for this building (see CN-1462) was ordered using the new response spectras. II. Stress Analysis: The Buildings were designed in accordance with Table 70.4 allowable structural stresses, FSV .Three Room Complex Addition structural design criteria. For details of the stress analysis see . seismic book S2, Tab 9. Table 70.4 is in the Blue Package of this CN. The design of this building is more conservative than that of the original main plant since a larger ground response spectra per Reg. Guide 1.60 was used vs the FSV Earthquake; for the analysis. III. Piping / Hanger Analysis: N/A See Mechanical CN-1461 And Electrical CN-1462 - IV. Hydraulic / Pneumatic Analysis: N/A f
.-- - - - - - , . . . . , _ _ - _ - - _ . . _ - . . . . _ . _ _ . - - _ _ _ _ _ ~ _ _ _ , . . _ _ _ _ - - _ , - _ _ - - - _ - - - - _ - - _ , _ _ , _ - , , , _ - - _ . -
l CN NWO l BY G m m l PAGE 8 8 FORM Mo.372 30 26S0 SAFETY RELATED DESIGN ANALYSIS (continued) Sheet 2 of 3 V. Thermal Analysis: N/A VI. Nuclear Analysis: N/A VII. Fire Protection Analysis: N/A SEE MECHANICAL CN-1461 VIII. Environmental Analysis: N/A , I IX. Comcatibility of Mt 3 rials, Ecuicment and Processes: N/A i i l .
l CN 1460 i BY Gunnerson , PAGE B4 SAFETY REl.ATED DESIGN ANALYSIS (continue.d) Sheet 3 of 3 X. Accessibility for In-Service Inspection, Maintenance and Recair: N/A See Mechanical CN-1461 for accessibility requirements to maintain HVAC.
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XI. Separation and Segregation Analysis: N/A See Electrical CN-1462 for cable separation and segregation XII. Electrical Analysis: - N/A See Electrical CN-1462 for Electrical analysis. XIII. Accident Analysis: No new or existing accident hazards would be created by this Change Notice. 4 Prepared By: /s/ R. Gunnerson 9/7/82 Date ! d
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POR CESIGN RE'Its MTHCD IE. EE!. M()() 1.. '4ers sa incuu c=rrectly selectad and. inc=r;cntad in= dasip? h()() 2. Are assaarticas necassary tz par #:m te dasip activity adequataly descHked and reasonable? 'Aters necassary, are ce assuustions identified for subsaguant re-verificattens wten j es detailed desip activittes art c:enietad7 i
- 3. Are to a. ., a* 3 quaf f ty and quaitty assuranca recuirements
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Q (.)() A Are te aspitcatie endas, standards and requiat:ry rectairunantz including issue ard addanda pr= party identified. and art mef e i requirementr for .nsigrr met? i - e
, (#()() f. Have assitcabia cons-Jan and czersting exceManca teen ':
considersd? I i ht) ( ) ( ) 8. Have me desigrr intarfaca requirsments been satisfied? ()4 ( ) ( ) T. ' der an ,... riatar design maced usad7
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9 ( ) ( ). M IT. Have adecuata maintanance featres and requirseentz teen i is.ctft.dr l ; ()()M T2'. Are ac=assititity' and coer desigrr previsions adecuata f:r - i, .'.. .c.& cf neadad :nafntanance and repatr? j (M()() 12. Has adequata ac=assibiltty toen 3rsvidad a ;er'em ca in-servica inssection excoctad ta te recuired during te ;f ant fifa? i ()()($ T4 Mas ce dasigrr precarty c=nsidersd radiatica ex;csurs := ca -
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(A) ( ) ( ) 17. Art adesuata handling, s .crage, cleaning and sni: ping require-emna specifiaa? 09()() 15. Are adeguata identification requirements specified? (;Q ( ) ( ) If. Are reautremenu for recard presarstien review, asproval, retantion, etc., adequataly specified? B$a; tr e anseer to any questian t ne, provide addt:1 anal inform eien and. resolution below; 4E5NTON CF QUIS OtFICIDC!!! meeven curse at cute vetrienten ==ccur V4,* n,'od r,br cs ed .6 d
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J. 0. No. 13569.04 CN N M
. ,,,.. BY C-- '
PAGE E Structural Design Criteria ' Ft. St. Vrain
^ Nuclear Generating Station
--' Public Service Company of Colorado Three Room Complex Addition APPROVALS Responsible f /28/ M Engineer Lead / Structural
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Engineer Q,. d f :S: = Independent V 9, y g, gg,, Reviewer I Licensing J /gfr( Engineer / V/a/ f L-Chief Engineer Structural Division [ 4 46l8 E .. . i Project Engineer Date 4 /w/st. l Revision 0 1 2 3 I PSC QA Class I , l Nuclear Safety Related ( i l
CN /Wo BY d m e J.0. No. 13569.04 PAtw f B i Structural Design Criteria - Fort St. Vrain Three' Room Complex Addition I. Purpose The purpose of this criteria is to provide the structural infomation required to design a new building to be constructed directly east of the existing three room complex. This new structure will be known as the FSV Three Room Complex Addition. In general, the , structural design criteria from the Final Safety Analysis Report for Fort St. Vrain Nuclear Generating Station will be used. II. Client-Furnished Criteria A. The structure except training room and its components is classified as Class I as defined in Section 14.1.1.1 of the FSAR. B. Attachment I is section *.4.1 - Environmental Disturbance from the FSAR for the Fort St. Vrain Nuclear . Generating Station. The infomation in the section sh'all be used for seismic and wind design criteria as modified in Section III. 4 C. Attached as Attachment II is Document No. DC-70 issue F, dated 3/3/69. This document shall be used for general 4 structural design criteria with regard to the Three Room Complex Addition. D. Attachment III is Table 3-1, Elastic Moduli Detemination, from a report in Section II of the FSAR titled; " Geology l and Seismology of Fort St. Vrain Nuclear Generating Station near Platteville, Colorado" by the Colorado School of Mines Foundation, Inc. This infomation shall be used to calculate i soil spring constants. E. Attachment IV is the Soil and Foundation Investigation Report (without the figures) prepared by Woodward-Clyde-Sherard and Associates dated May 31, 1966. The drilled pier section shall be used for design. l F. The following tabulation sumarizes the infomation on the drawings: Elevation Floor Live load 480 Volt Room, Elevation 4791'-0" 100 psf j } Battery Room. Elevation 4791'-o" 200 psf l , Mezzanine Floor Elevation 4800'-6" 100 psf I } Computer Room, Elevation 4812'-0" 100 psf Office Room, Elevation 4824'-0" 100 psf Equip. Room, Elevation 4824'-0" 100 psf ) Training Room, Elevation 4835'-6" 100 psf Roof, Elevation 4853'-0" 30 nsf l i _ , , , - , v.- - __,-,__,,,-.,,..._.,w-.-~~,_4 - _ _ _ _ . _ . . , . , _ , . - _ . _ , , . ~ . , ,
, l CN /MD BY h Job No.13569.04 PAM M FORet fee.373 30 2680 p Roct Equipent C adensing Units 420 lbs. each HVAC Unit 8770 lbs. Caputer Room , c- HVAC UnLt 1600 lbs. each l i Battery Ro m 60 batteries 187 lbs. each G. The desip codes used for the design of the atmoture are as listed in the above attachments and as modified below. III. Modified Client-Furnished Criteria A. The 1979 UnLfom Building Code shall be used for the desip of the new building. Wind and seismLe loading shall be as specified in Attachments I and II and as modified in this Section. B. Reinforced concrete shall be designed in accordance with the ACI 318-77 Building Code Requirments for Reinforced Concrete and the
- ACI 349-76 Code Requirements for Nuclear Safety Related Cenorete Structure.
C. Structural steel shall be desiped in accordance with the 1980 Eighth Edition of the AISC Manual of Steel Construction. l D. Masonry walls shall be desiped in accordance with the 1970 i edition of the Specification for the Desip and Construction of ! Load Bearing Cecrete Misonry, National Cencrete Masonry Association. E. The following materials shall be used:
- 1. Concrete stangth f'c shall be 3,500 psi.
- 2. Reinfaming bars Fy shall be 60,000 psi.
3 Stmetural steel Fy shall be 36,000 psi. F. Attactusent V is a modification to table 70.4 of Attachment II l This modification is necessary to meet the requirements of item IIIB and IIIC above. , G. The development of the building floor response spectra for both the Operating Base Earthquake (OBE) and the Safe Shutdom Earthquake (SSE) shall be based on the NRC Regulatory Guides 1.60 l and 1.61. { 1 H. The vertical and borizontal earthquakes shall be combined as fellows to provide a maximum earthquake load:
- t. . 1.0 Eorizontal North-South with 1.0 vertical
- b. 1.0 Horizontal East-West with 1.0. vertical I
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ro== me. an.ac.a IV. SIEC Developed Criteria A. Bolts for structural steel members shall be 7/8" diameter ASTS A325 high strength bolts. An bolts, nuts and washers shan confom to AST5&325. B. Bolts for stair stringers and girts shall be 3/4" diameter AST*A307, Grade A. C. Welding material shall be E70XI electrodes confoming to ASTM A233 D. An anchor bolta shall confom to AST5A307. I E. Steel roof and floor deck shall be designed for the weight of
; wet concrete to be placed on the deck plus 25 psf for construction live load. Steel decking shan be at least 18 gauge.
F. The roof shall have 2" of rigid insulation with a single embrane roofing system and 2" of gravel prot' a ction. The roof , shall be ritched at 1/4" per foot and shall have scuppers and downspouts . G. Metal siding shall be 1 1/2" 22 gauge Robertson Huski-Rib metal siding with 3" of insulatim H. Doors shall be full flush type 13/4" insulated hollow metal doo's with 14 gauge pressed metal frames and mortise locksets. All assembled units shan have a 3 hour fire rated UL label. I. AH grating and stair treads aban be 1 1/4 x 3/16 bar grating and shall be painted. An stair treads and top of landings aban have abrasive n'osing. Stairs shan be designed for 100 pst or a concentrated load of 300 lbs on an area of 4 sq. inches at the center of the tread. J. An handrail shall be 1 1/4 standard weight pipe (1.66) nainal outside diametas-) with posta not more than 8 ft. O in, on center. , Au pipes shan contom to ASTM A53, Grade B. Handrails shall be painted "satsty yenow. E. In addition to the floor dead, live and seimic load combinations, all atmetural steel floor beams shan be designed with a 2 kip concentrated load placed at the center of the span. 4 . L. The atmeture shall be designed as five (5) separate fire areas
- each area having a three (3) hour five rating. The five areas are 1
as follows:
- 1. Battery Rom - Elevation 4791-
- 2. 480 volt Room - Elevation 4791 and Mezzanine Floor Elevation l
4800 '-6 a
- 3. Caputer Floor Elevation 4812'0"
- 4. Mezzanine Floor Elevation 4824'0" l 5. Training Rom Elevation 4835'-6" '
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CN M fd SY #~m PAnr g p mm m m.nsese M. All exterior doors shall be missle resistant excep't for the. doors from the Training Room. 1 1 e e I e I i i l
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,- ' .' Gaalf Gerseraisi Ateersic
,, ...... Three Room Complex Addieion t_ n % t,cAo na
+ DESIGT c1IT HIA -
Proj. No. 90 Documen t No. Dc 70 issue F Da te 3-31-69 CN M[4 BY hm PAGF /F/# Fomas peo. 372 30 2430 ' o
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(,'. m 3 STRUCTURES - GE: FERAL
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Gulf General. .......... Atomis: Proj. No. 90 DESIGN CRITERIA - Occumen t No. DC-70 issue F Da te 3-31-49
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.g TAsu 07 CowrrnS BY S w e w
- 1. antRAz, PAG @ J 8 ,,,,,,,,,,,,,,.,,,c
$ 2. -
j PLANS AND DRAWINGS 3.
- LOADS AND FORCES
$. F 3.1 Foundation y 3.2 S 3.3 Wind Loads and Tornadoes seismic Loads j 3.4 Crane Loads a 3.5 Roof Load
- 3.6 3 Floor Loads 3.7 r a Allowable Strasses
'$u 4 DESIGN CODES AND PEACTICES 3 4.1
~ Building Design 4.2
, Concreta Design 5 y 4.3 Masonry Design 4.4 Staal Design m 4.5 4.6 Platfarms and 5tairways -
E c 3. Miscellaneous DesignaInform on ti
- ELZ7ATIONS m 6
~ a FIGURES AND TABLES 6.1 Figure 70.1 o F 6.2 Table 70.1 z j ; 6.3 Tabla 70.2 6.4 F Table 70.3 6.5 Tabla 70.4
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CN NWO Gulf General i ........." Atomic BY h e PAGE8#
+
DESIGN CRITERIA: STRUCTURES - GENZEAL (STSTDi 70)" " " * * * * " Proj. No. Occument No. DC-70 Issue F Oa te 3-31-49 ) ISSUE SUMMART 2 8 Issue Date Propered Purpose of Issue /
$1 Approved By Sections Changed n
j A NYC TEN For Design 3 2/8/67 NVC TIN For Design /Added
.n Spectrum Curve for Seismic Design and
& minor version in Wind g Load Design require-
,.. T ments.
_ 'g C 5/1/67 NYC TEN a For Design / Revised 3 Spectrum Curve for 3 Seismic Design & Tornado Loads added. g D 1/13/68 NYC n TEN For Design / Wind & Tornad e Loads incorporated, u e A11cweble Stress Table added, Revised Spec-
~.-
crtne Curve for Seismic, Design and added Tablas C for Tornado Vector e and Missile velocities, g E 6/13 /68 NVC/HLG f, . . For Design /Added cc j l Design Codes & Prac-g h tices, Replaced Spec-z / crum Curve for Seis-h i' sic Design & sade sinor revisions in Allowable Stress Table. I F 3/31/69 CDP For u*, dating. See 8 { index for sections changed.
-D Sy Approved l A::orovoc-1 I Dae a <>"#
CN 8#4 GuH Genec{Atomie: BY 4 m e PAGE A 6" 9 DESIGN CRITERIA: STRUuuaES - GENERAL (STSTEli 70) ""' "o. ars.ao.aua Proj. No. 90 Occument No. DC-70 Issue F Oa te 3-31-49
- 1. M The design effort will be based on approved general arrangement drawings and tam ~1 information incorporated in the report titled ' Preliminary Safety Analysis Report", dated September,1966 and amendments thereto. The plant con-e sists basically Electrical of a Reactor Building, Turbine Building, Cooling Towers, and an Switchyard.
3 information E e this critaria. will be issued as detailed design progresses including y 2. PLANS AND DRAWINGS
.s o
$ Structural drawings shall show icad information, moments, shears, reac-4 tions or details of connections in crane girders, floor girders, columns, stresses in trtisees and the size of all material.
- 3. 10 ADS AND FORCES c
m .
.=
" The steel frame, concrete floors and walls, and supporting substructure 8 shall be designed to safely suppcrt all loading which may be applied.
c_ 3.1 Foundation i- 1 1, g *he basis for design of foundations will be the cast borings, soil anal-u yses, seismic data, ground water tests and investigation furnished by the 5C Public Service Company of Colorado. This data, which includes the allow-able bearing and shear values of vaticus strata, is covered in " Soil and Foundation Investigation Report" by Woodward-Clyde-Sherard and Associates, j Consulting Engineers of Denver, Colorado, dated July 8,1966, and " Dynamic 3 Soil Property dated June 13, Investigation" 1967. ' by Woodward-Clyde-Sherard and Associates, o ,, 3.1.1 j The recommended foundation system for the Reactor Su11 ding and the 3 Turbine Building is : overed in Design Criteria DC-72-1 and DC-75, respectively. 3.1.2
, The recommended foundation system for the Cooling Towers is a con-I e tinuous concrete mat supported on medium dense sand.
.C 3.1.3
*he design of foundation shall take into consideration additional loads and pressures imposed by temporary construction operacious.
$ 3.1.4 All exposed surfaces of rock excavations shall be adequately pro-cacted from disintegration by a 1-1/2" to 3" thick layer of gunita concreta Cyan ==M for long-term protection and Aerospray 52 31nder (American
. Company) for short-term protection.
3.2 '4ind loads and Tornadoes s l The design of all structures, systams and components subjected to vind pressures induced by the basic wind or tornadoes will be in accordance vitt
-> the ;rovisions specified in the ASCE Paper No. 3269, '*41nd Forces on Sy A00 roved l
CN #sf'b Gulf Generesa Atomic BYSM*W
. .......... p3cwg
,o.no. m.,a.ma 4 DESIGt CRITE1LIA: STRUCTURES - GENERAI. (STSTDf 70) I i
Proj. No. 90 Occumen t No. DC-70 Issue F Oate 3-31-69 l Structurse". The applied building wind pressure in psf is computed from 0.002558 V2 multiplied by a shape factor of 1.4 (0.9 positive and o.5 nes-ative), where V is wind velocity in siles per hour. On this basis, the design pressure on the windward side of the building will be taken as 90% of the wind pressure and the suction loading on the leeward side as 50" of the wind preneure. g 3.2.1 Basic Wind
$ The basic wind is 90 mph wind velocity based on 100-year period of j recurrence with an additional 10: gust factor. The casic wind 8 velocity will increase with height according to the following to veristionsa e Heinht Zone in Faet Basic Wind Velocity in wh 0, O to 50 e 90 50 to 150
- 105
.$ 150 to 400 v 125 c 3.2.2 Desisn Tornado
~
}o The design of the plant will be made to withstand a design tornado 8 of 202 aph total hor 12catal wind velocity with the siding and roof-ing r== mining in place. The allowable stresses for the design tor-nado combined with other loads are given in Table 70.4 3 3.2.3 W=== Tornado '
g j The design of the plant will be made to withstand a mav4w= tornado g of 300 mph total horzontal wind velocity without interference with v safe shutdown of the plant. 3 , The total static pressure drop that would occur during the maximum g F tornado is assumed to be equal to 3 psi in 3 seconds. e h - F The items listed in the safe shutdown list in Section 4.3 of DC-1-1 - e will be designed such that they are capable of vichstanding this
== v4 '= '=
j 8 torusdo winds and missiles and associated pressure drop without loss of function. The sax 1wa tornado winds and sissiles g shall be assumed to act prior to and subsequent to but not concurrent g with the pressure transient. t C 2 The structures over the fire water pumps and setrtce water pumps will be designed so the functional integrity of these pumps will be saintained in case the 2coling towers should f all on them.
- The loads allowable are given stresses for70.4 in Table the maximum tornado combined with other 3.2.3.1 Above Refuelint Fleor of '#eactor 3utidine nd deerittne Floor of Turbine su11dinz Exceet Deserscor 9av 9 a) Siding and roof docking will be designed to blev off above 202 :mh total horizontal vind veloeiev, m i. .
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CN N d d' Gealf Generel - - = - Ateevel c BY dIEweew PAGr AP/7 PO44 NO.373 303494 s ) DESIGN CRITIRIA: STRUCTURES - GENERAZ (STSTEM 70)
~
I Proj. No. 90 Occumen t No. DC-70 issue F Oate 3,p, b) Sidias girts, roof purlins, and nata structural framing will remain in place above 202 aph total horizontal wind velocity. 3.2.3.2 R=1 = #=#u=14na Floor of it==-tor En4idina aad Salow o Oseratta= Floor of Turbine Bu11dina and Celete o Demarator Say 9 e a) Siding and girts designed at yield stresses for 202 e uph total horizontal wind velocity. I e b) Siding and girts in areas of the reactor and turbine b= M M a-s that contain Class I piping, electrical
- ducts and equipmeat necessary for safe shutdown will o be designed for 300 mph total horizontal wind velocity at ytald stresses.
5 c) The structural framing win be designed for 300 mph g - total horizontal wind velocity at yield stresses. j d) The reactor building structural fraud. .g can be
,, c.,
assumed to laan against the PCRV, thc. bot service and
, 1 refueling facility for maximum vind condition.
.g g e) The turbine building structural framing can be assumed u '
to lean against* the turbina pedestal and foundation. 3c 3.2.4 Tornado Mas 11e Protection g 5 The Class I structures, equipment and components essencial for safe ;
'o shutdown of the plant as listed in DC-1-2, except as noted therein, '
u viu be protected from missiles generated by any tornado up to the
* ===4 == of 300 mph. The protection win consist of wans 2) special heavy steel siding; 3) the shielding1)effectconcrets of ; 2" other massive structures such as the PCRV, fuel storage vaults, ' c and turbine pedestalt 4) localized protection where necessaryl
- 5) ample separation to assure ~ that a single missile will not i e damage related items of essential equipment.
I
! O The list of objects which will become airborne missile when acted S on by the design tornado and saximum tornado is presented in ' Table 70.2. The velocity of each of these missiles was calculated j F as a function of the elevation above ground level. The eers1nal free fan vertical velocity component is independent of the tornado inconsity or the elevation above ground level.
The resultant likelihood to beceme airborne and the,sagnitude of lift attained for the various missiles considered is presented in Table 70.3. SY lBoceoved \ 1e e e nunet tanna suca_.u_ L ._.
Gulf Geeteral Atomie: CN Nf6 m - .. BY hm PAGE 8 / 8 P0aneMe.37340 4480 4 DISTGN CRITIRIA: STRUCTURES - GENERAL (STSTEM 70) , Proj. No. 90 Documen t No. Issue DC.70 F Oa te 3-31-69 l 3.3 Seismic t.oada 3.3.1 Structures which are requirei to support the Class I components and systees, listed in DC-1-2, will be subjected to dynamic o analyses, using the response spectra shown on Tigure 70.1. This corresponds to a design earthquake of Sig peak horizontal ground
@ acceleration. The coincident vertical acceleration shall be E assumed as 2/3 of the horizontal acceleration. The allowable j stressee for combined seismic and other loads will be the design working stresses rich no 1/3 increase for transient earthquake loading. The dynamic analyses will consider all factors such as j soil and rock flax 1bility and corsion. To ensure an adequate factor of safety, the ==d== earthquake of 10 g horizontal ground e acceleration will be applied to the safe shutdown list given in DC-1-2.
Refer to Table 70.4 " Allowable Structural Stresses" for { load combinations.
'6 e
The values of damping for elastic vibrations to be used in design y ut.11 ta'te into consideration the size and shape of the structure, the tatted of support and the sacerial of construction. The values q of the desping factors are given below in percentage of the c 1ti-est damping.
,e to e 3 Ref afuca.d concrete shear,-wall building . . . S
] Prostressed concrets structure supported ou ground . . . . . . . . . . 2 Bare walded steel frame structure g
l1 Wdded steel frame building . . . 1
- -1/2 Steel pi?eg on fira supports . . . 1 o Vitd steel piping on hangar sapports v,
. . . 1/2
~
Concret a s,.optet scrmevre .ssbedded in earth . . 7 ~ f O 3.L1 All plant struc.:urus tcher than for Class I shall be designed 3 e to meet the requirrenta for Seismic Zone 1, as defined in the 7mifors Buildiny CM a, 1964 l }i 3.4 Cranet.ofia, o 3.4.1 Crane and trolley loads will be governed by the Specification for I o a: the Desiga, Tatricarica and Erection of Structural Steel for Buildingn. AISC 196J. f.in lateral force on crane ruuvays shall be provtJed by this speciff. cation or 10% of the wheel loads applied l at %5e top of the rail on each side of the runway. Lpact loads sha.11 he considered applied to crane girders and their connections to the franescrk, but shall not be included in the design of supporting columns, column bases, and foundations. '"here
. crane
"~' girders are carried on brackets, the impact and resulting sowst shs11 be included in the design of the columns and anchor bolts, but not in the design of the foundation. Overstress and overload
}+ conditions will be considered for special cases, such as infrequent lif ts of major equipment parts.
,, By l Aco#*8veQ lAccf_oved ade-- W M I
CN / M G BY d" Gs.sif Gers.co t Atom.ac Pgg7 g x f a Fonespeo. 373 30 86,0
) DESIGN CRITIRIA: STRUCTURIS - CINI3AL (STSTEM 70)
Prej . No. 90 Occument No. DC-70 Issue r Da te 3-31-49 3.5 Roof Load 3.3.1 The roofs shall be designed for a uniformly distributed live load of 30 pet, in addition to dead loads. 3.3.2 Is addition to specified live loads and dead loads, trusses shall be designed to withstand safely a suspended construction load of 4 2,000 lbs assumed to act at say one panel point of the lower chord.
$ Special provisions or investigation shall be made of roof areas 3.3.3 6 where an abrupt change of elevation between adjacent roof levels j any produce excessive accumulation of snow due to wind.
y 3.6 noor Loads to 3.6.1 nocrs shall be designed to support safely the concentrated loads.
- impact loads, equipment weights or prescribed uniformly distributed b live loads. A =4 a4 == live load of 100 psf shall be used for cat-5 walks, elevated walkways, stairways, and service platfoms. Refer j to plant arrangement drawings for type of floor (concrete,
, checkered place or steel grating).
w
- 3.6.2 Refer to plant arrangement drawings and layout criteria drawings i for equipsent weights. Manufacturer's recommendations for equip-o sent loads will be followed with regard to design, loads and impact. When not specified by the manufacturer, the sees of the
,u, equipment foundation vt11 ise a minisnne of 2-1/2 to 5 times the
~J weight of the equipment depending upon whether it is centrifugal
.5 or reciprocating tyve of equipment. Effective areas of concrete floors acting with the foundations will be considered in the analysis.
l O The turbine-generator pedestal will be designed in conformance with seaufacturer's recommendation with due regard to resonance. O 5 3.7 giovable stresses
$ .3 Tor allowable structural stresses to be used during design, see *able 70.4 7, ,
8 4 DESICN CODES AND PMAC*TCTS { m w
- 3 4.1 Buildins Desten o
E Unless specified otherwise, the design of the overall buildings and structures will have to comply vich the local building ordinances and codes. In the absence of a local building code, the requirenants of the Unifa m Su11 ding Code (U3C) 1964 shall apply. 4.2 Concrete Desf n l Concrete design will be governed by good design practice and vill be in conformance with the following codes, where applicabler 4.1.1 ASA A89.1-1964 Su11 ding Code Requirements for Reinforced Concrete. l A.1.2 ASTM *est and Codes
- 4.1.3 Port 1.ad Cement Association Sulletins.
! Sy IAceroved Iaccreved I Page 3 of 11 l
. ~
en ya BYh" Gulf-General ' - - - -
- A'tomic PAGF 8 8 6 s
,.. m.w.u.o s 4 DSEIGN CRITERM: STPllCTURES - GENERAL (STSTEM 70)
Proj. No. 9o Occume1t No. DC-70 issue F Da te 3-31-69 4.3 gg,gg-r C.as1a:a Masonry design will ba=geverned by good design practice and will be in ac-cordance with the fc u oving codes, where applicable: 4.3.1 ASA 141.1-1953 Building Ccde"Raquirements for Masonry 4.3.2 ASA A41.0-1960 Building Code Requirements for Reinforced Masonry o c A.3.3 Portla:sd Cament Asoociation Buustins 4.3.4 .1STM-Test and Codes c
.st 4.4 fteel Des # c ' ,
c , Structural steal' design will be governed by good design practice and will
$ ' b'e'in conformance with the. fonowing codes, where applicable:
, 4.4.1 'isnual of the AISC, 1963 e
' ^'4,4.2 American Welding Society Cl: des .
$ 4.4.3 ASTM Tsst and.Cedas u < _
g 4.5 Platferms acd Seairmve- " o
,: / j 4.5.1 Platforms, wel.kways, and stairways will be provided for access
;uhere required for operation, in:tpection or saintenance of the plant.
e These. structures will be open grari.ng. 0 - 4.5.2 Ladde:s will he sed where they are the only possible means of g access, but will be held to a stMaum. 2 4.5.3 Grating panels will be trarrable, if necessary, for maintenance.
$ 4.5.4 Abrasive riesing will be presidad en stair traads and on platforns 3 at tha head of all stairways.
8 4.5.S Stairs win preferably have a slope of not more than 38 degrees
, from the horizontal, and in no cace will the slope czceed 42 degrees.
~
e- 4.5.6 Except. as otherwise providad, an handrailings for platferms and , 7 stairs win be fabricated frou l-1/4" diamatar black tron standard pipe O c with neatly finished welded joints. 3 vi 4.6 K M m Desi g griteria e I c Supplemental aiseensr.aicus senctural design criteria prepared by the Architect-Engineer shan be submitted to Gulf General Accaic.
"o U c z
5- ELZY4TIONS 51 Relative building elevaticas va.th respset to finished yar:i grade: see Plant Arrangene.ut Drawings. 5.2 Finished yard grsde elavation referencud to CSCOS benchmark: 4790'-0" for areza imediataly around Raactor and Turbine 3uildings. 9
- - - . - - -, ,,.u.. .__._.______.-___M .x_
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. CN hTC Gulf General ' - - - Atomi<c BY d7.em m PAGE d W FORM ,so.373 30.28SO
, , 4 DESIGN CRITun: STRUCTURES - GZNERAL (STSTEM 70)
Proj. No. 90 l Occument No. DC-70 issue F l
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da ronu a4: 0- 67 , t . Notations in this column indicate where changes have been made . i ?
?
o TABI.R 70.1 7* i WIND SPEF0 FOR Tile DESIGN AND HAU HUN TORNADO IN HPH N cs DESTCH TORNADO MAYTM26 TORMADO o l column 1 Column 2 Column 3 Column 4 Column 5 Coluna 6 0 o Building Design Total Norizontal 0 Total Horizontal Norizontal Tor-nada Wind Load Wind Velocity latere 0 g Total Vector Ultimate Stress or j ,, g Velocity (In- Velocity - Tan- Without Exceed- Buckling of Con- 3 Elevation cludes Transla- Tangential gential + Trane- ing Yield pression Members " * (ft) tional Velocity) Wind Speed lationale Stresses Will Not occur ** g O
-4 56 148 89 139 202 300 g 25 172 103 153 202 300 i jq 50 172 103 153 202 300 o 18 75 217 129 }79 202 300 [*
100 217 152 202 202 300 ) 125 1150 217 240 152 152 202 202 202 202 300 300 {
= - 3
- r
- Tornado t,ranslational velocity = 50 mpn I
**Stremues'in the basic building structiere will not exceed 85% of ultimate stresses and buckling
- of compressica members will not occur. Safe plant shutdown would not be impaired.
E
- 3759
. =4 b !e 4 1
jk _ - _ -----l
- CN 8(O Giaff Geirieral Atee,riic BY dT.*ww s - ...d PAGr S t.J F0#e4900.372 30 2480 g DESIGN CRITERIA: STRUCTURES - GENERAL (STSTEM 70)
Proj. No. 90 Occumen t No. DC-70 issue F Date 3-31-69y j TABLZ 70.2 MmM MISSTTF VELOCITY vs ELEVATION FOR " DESIGN" AND "M_W' TORNADOES (Tornado Translational, Velocity = 50 mph) Elevation @ WM Taminal Free Fall Missile (ft) Maw 4== Missile velocity in sph Y***I"*1 Y'1**187 e Component sph
- T Coolina Tower 1.30 151 16 I .Ggg: 25 154 218 e Corrugated Asbestos 50 154 218 g 8 ft x 2 ft x .5 in, 75 199 285
.o F 14 1ho 100 199 285 21 e 125 199 285
> 150 224 325
.E 175 224 325
, 200 224 325
- Corruented Metal <6 107 158 hr IS 131 195 5 8 ft x 4 ft, 50 131 -
195 E 100 1he 75 176 195 e F 100 176 262 41 g 125 176 262 g
- 150 202 002 175 202 302 200 202 302 __
eo Fir Plank: <6 98 131 3 12 ft x 1 ft x 4 in, 25 122 188 105 lbs 50 122 . 188 3 (Design Missile) 75 167 255 F 100 167 255 68 f' 125 150 167 193 255 0 295 s 175 193 295 200 103 '109 I Bolted Wood <6 81 133 I E 5 2111nt: I5 105 170
$ e 12 ft x 4 ft x 4 in, 30 105 170 450 lbs 75 150 237 I e F 100 150 237 71 e 125 150 237 150 176 277
% 175 176 277
$ g 200 176 277 . . .
2 Cedar Fence 16 31 87 f.211: 25 31 46' 6 in x 6 in sq x 6 ft 50 - 46
. 33 lbs 75 -
113 F 100 - 113 SO 125 - 113 150 - 15 3 l
'# 175 -
153 200 - 153 l F
- Note that missiles may simultaneously have a. horizontal componene up to che cosine
-> of 20' for the 300 mph cornado and 17* for the 202 mph cornado times the =aximum missila velociav samend thve .
By l Approved Approved Page 9 cf _ 11 1
A
~
. cN M D Gulf General -. ... ..
Atomic gg _ PAGF 8 8 Y
"""****~**
) DESIGN CRITERIA: STRUCTURES - GENERAL (STSTIM 70)
Prej . No. 90 Document.No. DC-70 I s s ue- F Da te 3-31-69 TABLE 70.3 Desian Tornado Maximssa Tornado 202 unh Horizontal velocity 300 w h Horizonral velocity o j Missile Airborne t li Airborne M E C Cedar Fence Post Yes 25 Feet Yes All elevations e
# Cooling Tower Slat Yes All elevations Yes All elevations o-
> Yes e Corrugated Metal Sheet Yes All elevations All elevations
- Fir Plank @esign Missf3a) Yes All elevations Yes All elevations et E Bolted Wood Grating Tes All elevations Yes All elevations i Subecapact Automobile Yes 3 Inches Yes very small o
k Full Size Autcmobile No None Yes Small (7 u g e Railroad Flac Car No None . No None u Locomotive No None. No None m . c
- s o
v e i 7 3 : 6 e U n a n C O 2 o z C
~
I i 1 . By Approved Approved Page 10 of n l
. . _ . . _ _ _ _ - . _ _ _ _ . _ _ _ _ _ . _ . - - _ _ _ . _ _ . . _ . ~ . _ . . . . . - -
or ronusei s-a7 ,
- f. . e y
\
Notations in this colusan indicate bere changes have been made .'
+ + -
*=s el m
'< TABLE 70.4 3 u.
. AI.IDWABI.E STRilCTURAI. STRESSES .
z Structural Steel Concrete Reinforcing Bars ,0 1.0ADINC CONDITIONS: , a Basic Design Compressive Tensile O Tension = Ft Q TO Bending = Fb Compression-Fa Stress Stress IF y Stress F. S A) llead Load (ll.L.) + Ft = 22,000 pai Fe from Table ACIt Build- fe =0.45 f' O.4 F 24,000 pet TO ing Code I j Live I.oad (I..L.) Fb = 22,000 pai 1-36 of AISce*
<s Specifications (ACI 3i8-63) c g
" 1963 l g 2 .. ==
a) Fortions of Structures Sup- Fg - 22,000 pai F, from Table r, *
; porting Class 1 Equipment z o
'a g
Fb - 22,000 pai 1-36 of AISC ACI 318-63 f e=0.4 5 f, 0.4 F y 24,000 pal [0I j 1. D.L. + L.L. + Design Earthquake (E) Specifications t
- 2. D.L. + 0.L. + Double Earthquake (E')
Ft = 0.85 Fu *. 1.67 F, from Table 1-36 AISC 1.67 x ACI f e=0.85 fl 0.85 Fy 51,000 pai y f ,,, {k { Fh-Fy o ) 4 , 3 3. D.L. + L.I.. + I)esign lig = 29,300 pal 1.33 Fa from e i j Wind (90 mph) Pb = 29,300 pal Table 1-36 AISC 1.33 x ACI fe=0.60 ff 0.53 Fy 32,000 Psi n 3 A
- 4. D . I.. I I..l.. + Design 1.67 Fa from $ -Q Tornado Wind (202 mph) Fy Table 1-36 AISC 1.67 x ACI fc=0.85fl 0.85 F y 51,000 pst g
- 5. D.L. + 0.L. + Haximus Ft = 0.85 Fu* l.67 F, from *=s y
Tornado Wind (300 mph) Fb=Fy Table 1-36 AISC 1.67 x ACI fe =0.85 f' O.85 Fy 51,000 pai I u y AFu = Ultimate stress of eteel y
**AISC - American Institute of steel Construction Q gj$g i
o iACI = American Concrete Institute ifm )k
- P
- 0.L. - Operating load ::
S, y e4 i l* w i e 1
-8 l
p . q ')
, sa8LE 3-1 .
j ELASTIC MODULI DETERMINATION -
"E" "k" "u" TRANSIT TIME o MOIST VERTICAL YOUNG'S SULK SilEAR millisecornis POISSON'S DENSITY VELOCITY MODULUS MODULUS MODULUS l SITE DEPTH 1 t RATIO lbs/cu ft it/ms psi psi psi 3
3 2
.i Ulli 20 42.0 5.9 0.49 110
- 1.2 <3.4 x 10 33 x 10 <8.5 x 10 3 3 3
- . 65 14.8 3.8 0.46 138** 7.4 310 x 10 1463 x 10 104 x 10 1
l SYMBOLS: 8 - tresit time, shear wwe I - transit time, legiaWinal wwe l 3 L
- 110 lbs/cu ft assumed.
138 lbs/cu ft overaged from Woodward-Clyde-Sherard and Associates l k i b@EQN# o%%R2N
- m aam 3-8 55YVE
.!A59 -
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Me Box Sasu. Es f.sss Tau . oc4db Fy
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= 30.48 l'-
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= 6684.1 f.
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STONE & tJESSTER ENGINEERING CORPORATION [g g l
- CALCULATION TITLE PAGE sy ui a s
'SEE INSTRUCTIONS ON REVERSE SiOE PAGE 83I O k M to# 6 FORM NO.372 30 2650 CLIENT & PROJECT PAGE I O. ^
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. CTL/ THOMPSON, INC. ranno. maoasso CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS
- June 3, 1983 G.E Johnson Construction Company 16805A-WCR 19 1/2 Road . t* #
Plattaville, Colorado 80651 g ( Attention: Mr. Jim Buridge ~ Subjact: Walk-Over Structure Fort St. Vrain Nuclear Generating Station - Plattaville, Colorado Job No. 9127 Gentlemen: " In accordance with your request, we have completed the geotechnical investigation for the subject structure. It is our understanding the walk-over structure is planned to be foundsd on a raft type foundation (. measuring 38 feet by 8 feet with a thickness of 6 feet. Loads imposed on the soil range from 1,500 psf under normal conditions to 6,000 psf during tornadic winds. No infomation was available concerning the . superstructures, intended use, or structural details. . i FIF D'AND LABCRATORY INVESTIGATION The field: investigation consisted of drilling and sampling 4 ' exploratory borings within the completed 6 foot excavation. Tne locations of the borir.gs were selected by Puolic Service Company of Colorado and a'e shown on the attached Fig.1. Borings extended from 25 to 52 feet below i the bottom of the excavatien. Standard Spli:-Spocn penetration tests ' (AM. D 1586), California Drive Sample: ano Shelby tubes were used to obtain samples of the subsoils for testing. Graphical logs of the sofis ' encountered, penetration resistance tests and laboratory test results are presented on Fig. 2. Gradation analyses are presented on* Figs. 3 through 9. The subsoils consist of 4 to 6 feet of sand fill underlain by clean to silty sands which extended to the full depth of borings TH-1, TH-2, and TH-4. Soring TH-3 extended to 52 feet and encountered a zone of gravelly sand extending from '.13 to 42 feet below grade underlain by weathered and unweathered claystone bedrock. A bedrock sample contained approximately 78 percent clay and silt sized particles and testing indicates a liquid limit of 24 percent and a plasticity index of 12 l-( pe' cent. Cuttings suggest the material is a sedimentary formatien connonly known as the " Denver Blue". A previous report published by
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[ ' Woodward Clyde (Job No. 9594-g20g) reconvended allowable press'ures for piers in the bedrock of 60,000 psf and bearing and 6,000 psf skin. friction. ' DISCUSSION < Considering tha. size of tne rift, loads and subsurface conditions, we do not reccanwnd placement of' the' raft on soils encountered in the excavation.' Our preliminary calysas indicate the natural soils and , fill will support,1 cads of only 1,000 psf assuming a limiting settlement of 1 inch.- Since i this is .fr.e below the anticipated loads, we have considered several frundation alternativas for the structues. Four alte-natives involves treatment of the subsoils. and use of the designed raft foundation.. The ranaining two alternatives involve supporting the . , structure on pier cr pile foundations.
- 1. Removal of 9 (set of the natural soils and fill and supporting l the raft on lean concruta.
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< 2. Ken.tval and compaction of at least 9 feet of the natural soils and fill beneath the proposed raft. .
- 3. Grouting r.he loose upper soils using a , cementing grout to transfer loads of the raft to denser soils.
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- 4. Compaction grouting to densify and strengthen the soils and L fill bensath the raf t. -
b 5. Supporting tne structt,re on driven piles founded in the sound ' i bedrock. l
- 6. Coastructing the walk-ove- or drilled pia.rs into bedrock.
l Cf the al'ternatives evaluated, the pile (5) and pier (6) optii.ns are the l i safest and most reliable. We understand that time requirements for re-engineering the foundation have precluded these options f*om censideration. Should conditions change, we will be haopy to provide
- t aditional data.
, . i The grouting alternatin:: (3) and (4) offer significant cost and speed i advantages. Compaction grocting is per ermed by injecting sand-cament d g-out.' at the exterior boundries of the excava: ion under high pressure. i After the axterior is fully infected, additioral points in the center of de pad are ; ompaction grouted.' This process is normally done on 3 to 6 f oct celters using pressures ringing up to 1,500 psi. Cement grouting is normally done at pressures of 50 to 150 psi, depending upon i conditions, uring sand-cement or silicate chemical comoounds. Cement l .' grouting is rarmally more expensive than compaction grouting. Should , of taer cf these alternatives be selectd for additional study, we will supply ~ detailed recomendaticns. l ( t i
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l l CN M&O BY E*SUEC 3 PAGE840 C FORM NO. 372 30 2450 ( l The primary alternatives which were being considered by the owner and i contractor were removal of 9 f eet of material below the bottom of l footing and replacment with compacted sand (2) or lean concrete (1).
- These alternatives require an excavation which will be a total depth of 15 feet from grade. At this elevation, the natural satis have a SPT value of about 14. The density of the soils increases with depth. The primary difficulties with these alternatives are; the possible loss of support for surrtunding slab-on-grade construction, difficulty in bracing, and the hand work required. The benefits are that the labor and equipment .is available and construction will not be further delayed. Our understanding is that the accepted scheme is te backfill with lean concrete.
ANALYSES AND REC 0ffENDATIONS We have perfor:ned our analyses of the proposed removal and replacement scheme using concrete. In effect, this will transfer the imposed raft loads down to the natural satis at a depth of 9 feet (15 feet below-grade). Three analysis methods were used to predict the foundation's , behavior. The allowable stress on the natural soils was detemined t using the Terzaghi analysis method. The results indicata a maximum allowable pressure on the soil is 9,200 psf. .The settlement potential was analyzed using a method contained in Hough's text Basic Soils ' Engineerino and a second technique developed by Meyerhof and presented in Scott's text Foundation Analysis. The analyses are based upon (. results of Standaro Penetration conducted in the exploratory borings. The analyses indicatad a. Testpotential sett1 ment of approximately 2.1 inches using Hough's method and up to 1.6 inches based on Meyerhof's method. Copies of the calculation sheets are contained in Appendix A. Considering the potential for settlement, we reconmend isolating the , walk-over from adjacent buildings using flexible connections. Any plumbing..' electrical or structural connections should delayed until the majority of the dead load has t,ae, applied. It should be noted that construction ud settle:ent of the foundation could affect other elements of the walk-over and adjacent building. An engineer familiar with the project details shoulc carefully review the structural
- implications.
Our wrk en this proja:t has been limited to determina':f on of subsurface conditiens, provision of foundation alternatives and analyses. Only limited information was available regarding the walk-over structure and the adjacent construction. Given the limited infomation, we have made the assumptions that the foundation under consideration is free of any other structure and acts as an independent unit. These assumptions ; should be verified. 1 gg pyjg gjicofa's /0 w4<.rc oveie $72vc7t./2d? AuO /7*6 l m ,_,og nc a yA VE dc EJ ibo.c47Eo mom 742 AD- ! J4c2H7~ 6772VC7t/dE6 OY USS O# A0N85 E~IW5
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. .,Very .truly yours, . ,
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, 1. TIE DORINGS WEIUI DRILLED MAY 25 AtD 26,
, DIllVE SM01.E. TIE SYMBOL 5/12 ItDICA1ES TilAT 1983 WITH A 4-lHCil DI AMETER cot 1TINUOUS 5 (M.DWS OF A 140 POOND flAMMER F#tLING 30 FLIGIT POWER AUGER.
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Public Service Company 'of Colorado Fort St. Vrain - Unit 1 , _ , Evaluation of Caisson 65 for Building #10 ,
, - . . , .;. .r a w . -. ~.- . 4 g,3IJ ( , 7"~
~-Mr. J. R. Reesy Nuclear Design nager _
Public Se a Company of Colorado . . ". . , . . 3 , 2420 W. th Avenue - Suite 100-D .1 'W _ t Deny ,_ Colorado 8021.1 ... . , , _ . , - .- - ~ ~ ' - 4
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m ,, . ' ' ar Mr. Reesy: -
! As requested in your letter of July 21, 1983 (NDG-83-0553),
we have reviewed the effect of rotation of the reinforcing steel cage which took place during construction of Caisson #5 for the new Building #10 at Fort St. Vrain. Since the design of the caisson and of the building was performed '
' , .by another engineering firm, our review was based on the '
...s I
'*' following information provided in your letters NDG-83-0553, dated July 21, 1983, and NDG-83-0584, dated July 29, 1983, and telecons between Mr. J. Teaner of PSC and S. Wahlert of S&Lt
, . ..s
. ....c-l.
. The the top portion of concrete of the reinforcing have rotated bars 270grojecting above clockwise about the bar cage lcngitudinal axis as indicated by their position
.y : 3 .ibefore and.after temporary casing removal.
.p. mg.r. . . u .p. a , a.n .w ~. - ~ .
- 2. All projecting bars have an angle from plumb of 2 0 to 3
' ' ' in a direction conf 4 ming a clockwise rotation of the
" reinforcing cage.
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I 3.- The top of the projecting reinforcing bars has dropped
. s 7* to 8" from the time the cage was placed in the hole 8 '
"to casing removal. -
- 4. ; The bottant of casirg was set about 6" to l'-0" into
. bedrock.
- 5. ' For other information used in our review, see attachments l 'A' and 'B' which were furnished in the refer *enced letters.
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SARGENT & LUNDY g y_ j,/j p g l - - ENGINEERS r emcaso PAGE 8(4 8 FORefNO.372 30 2650 I Mr. J. R. Reesy ._ August 5[1983 - Public Service Company of Colorado Page 2 h
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7 The review was ' based on an assumed profile for the reinforcing.
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(see Page 3 of Attachment 'C'l . The profile was based on the above information supplied by PSC,:the conservative assumption "L. ~ p .. # that .the navimum slope and maximum change in-slope of the rein- 4 M O,. forcing occurs at the point of maximum bending moment, and the assumption that the portion of the cage below the bottom of the , casing remained vertical and did not rotate. . OL - Summary of Results SlG.: - '
%X* . ~
. .w~,
- Calculations were performed. to determine,the effect of the twisted _._ , * . reinforcing cage on the load carrying capacity of the caisson.
- The calculations are included in attachment 'C'. -
.- N,7 ? w.5 ; The increase in tensile stress, where the angle between the bars .nw and vertical is mavimum, was. calculated to be less than 24. The . -,JJ.A . increase is negligible and the effect on the capacity of the .y: ,ff e , caisson is not significant even assuming the reinforcing is ; *l stressed to its. ultimate. capacity, , . . ff . - .. .
. m yr, ,
7 For compression loads, it was assumed that the reinforcing steel is stressed to the maximum possible compreasive force (N y fc' Ast). ,; _ This force was conservatively assumed to occur at all bars and the , F outward force resulting from the twisting of the vertical bars was calculated. From the conservative approach, hoop tensile stresses [ in the 44@I2 circular ties .were calculated to be 21.9 kai which is
.g';/+
[ much less than the ultimata. strength of the ties. .
. v4 7 - ' , .
L The shortening of the reinforcing steel agrees w'e ll with the shorten-r ing of the vertical bars which would result from the assumed profile. - r Therefore, it is unlikely that there was a collapse or constriction j in the rebar cage as a result. of the twisting. conclusion 9. . . . . . .> *- N T.C t." . Y'F '-N E !_ s:; 4 ;,.k-vin v m 'y % v. v .i , / . .. - Based on the data provided b[PSC and the above assumptions, the I effect of the twisted reinforcing steel cage on the capacity of the caisson is negligible,
.. , .,g pg.,3,,
g ,% + . Please call if you have any questions or would like to discuss this matter further. '
, ,,, g; Yours very truly; AL udh~r y , S. L. Wahlert Structural Project Engineer h SLWimk '
Enclosure ' I Copies: Page 3 t
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PAGEB&7E cmeAeo 1 roa= ne. an.ao.a. I q Mr. J. R. Reesy . August 5, 1953 l Public Service Company of Colorado Page 3 , 1
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,... m t MARK FINTEL 1833A WILDBERRY ORIVE GLENVIEW, IL. 60025 312/998-9822 August 8,1983 Mr. Robert A. Gunnerse Supervise, Nuclear Projects Public Service Co.
2420 W. 26th Ave., Suite 100D Denver, Colorado 80211
Dear Mr. Gunnerse:
Enclosed is my report a Rotation of Reinforcing Steel in Caisson #5 for Budding 10. It took several times more effort than initially anticipated to solve this seemingly simple problem. - Please let me know if you have some attritrional questions.
. Sin y,g ,, ,
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1833A WItcsEaay DRIVE t GLENVIEW, [L. 60025 312/998-9822 INVESTIGATION OF EFFECTS OF ROTATION OF THE LONGITUDINAL REINFORCING STEEL IN A 58'-6" LONG DRILLED PIER The longitudinal reinforcing cage consisting of 15 #10 bars. distributed along the periphery of the 4'-0" diameter, 58'-6" long dM11ed pier (Fig.1) of the Fort St. Vrain plant site has rotated as a unit approximately 270 clockwise about the longitudinki axis of the bar cage. This amount of cage rotation of the top relative to the base of the cage was noted by visual ob-servation of the flags attached to some bars, and by measuMng a difference of 7" to 8" in the elevations of the tops of the bars before and after casting of the pier.
- 1. Computation of drop of top of bar elevations to correspond to an assumed cage rotation of 270 0:
96Cw Periphery of the bar cage at bar centerlines: [ w Diameter 48" - 2 x 3" - 1.26" = 40.74 in i N Periphery 2xr = x x 40.74 = 428.0 in . i -y 0 CX % Length of periphery corresponding to 270 d,O 128 = 96 in Expected drop of top of bar elevation for a hoMzontal displacement of 96 in along the peHphery:
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v_. _ _ _ _ . . ._._.__.w~,c CN /d M BYMd.XS i Original length of bar = 58'-6" + 2'-3" = 60'-9" = 729 i PME 882 6 h'eight after rotation = d292 - 962= 722.6 in. ******* i i drop of bar = 729 - 722.6 = 6.4 in. l The observed flag rotation of 2700correlates reasonably well with the measured j drop in the elevation of the tops of the bars. The angle of inclination of the a bars from the vertical i sin a = = .13169 a = w cos a = .9912913jtana = .1328441 0
- 2. This angle of bar inclination corresponding to 270 cage rotation will be used for computation of the horizontal and vertical components of forces in the reinforcing bars. The individual bars are subjected to compression
'8 or tension due ter the combined action of axial load and moment. Since the bars are inclined the horizontal component of the [NE[#M s x force in each bar is FHi = Fsi . sin a = Fygstan a S$ These horizontal forces cause twisting of the pier. Fy ( Fh sicL Compressive forces twist the pier clockwise. Ten- dvi , bd sile forces twist it counterclockwise. The tor-sional (twisting) moment of the forces in all bars n I F Hi * "s ("s = radius to center of longitudinal g=i=1 reinforcement, n = number of bars) cayses a torsional stress in the pier: 1 - yxr J J = polar moment of inertia = * * "4 - x.24 4 = 521,152 in 4 According to Section 11.6 of ACI 318-77, if.the torsional stress ; due to factored torsional moment .is less than 1.5%, torsional effects can be neglec+ad.
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CN NEBO BY M / C j 3. Computation of forces in the bars, torsional moments and torsional PAGE 8 83 6 FORM NO.372 30 2680 stresses. , l i Two load combinations were investigated: j i max Pg = 940 k; My = 1025 ft.k. ,' min Pg = 66 k; Mu = 1025 ft. k.
- Detennining the forces in the reinforcing bars of the circular' pier under
.i either of the load combinations shown above requires the simultaneous solution of two integral equations, as shown in Fig. 2. A direct solution is extremely difficult to achieve. A numerical iterative solution is the logical choice. Such a solution was ac'complished with the aid of an HP 9845 computer. The cir- { cular geometry was closely approximated by a polygon with 50 sides. For a given j axial load, ba'ance of forces was achieved for a nunter of given values of sec-tional curvature '(scm/c). The corresponding bending moments, as given by the moment equilibrium equation, were computed. After two curvature values that yielded moments just smaller than and just larger than the given moment were detennined, computations were made for intennediate curvature values until the
- j computed bending moment nearly coincided with the given bending moment on the
'i section. Under both load combinations, both concrete and steel remained within l the elastic range. The computer output is enclosed, and illustrates the iterative process of computation. , With the values of neutral axis depth and extreme compression fiber strain, as detennined above, the stresses in the various layers of reinforcement were computed as shown in Tables 1 and 2. The horizontal components of forces in the various reinforcement layers were computed from the above stresses. The torsional moments caused by the horizontal forces and the resulting torsional stresses were also calculated as shown in. Tables 1 and 2. The torsional stress produced by loading combination 1 is 6.18 psi, while that produced by load combination 2 is 36.09 psi. Both values are well within the allowable limit of 1.5%. _ _ _ _ - - _ _ _- - _ _ _ _ _ - . . _ _ _ . _ , . _ _ , , , _ _ . . _ , . - , - - . - . , _ _ _ . , _ , - , , , , , , , . . , . _ . _ , , , _ , g, ,,.,..y_,_ . , . . - . , _ . _ , _ _ . . ,
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Conclusion:
l The torsional stresses of 6.18 psi (clockwise) and 36.09 psi (counterclock-1 Jl wise) for the two load combinations are considerably below the level of 1.5% = 89 psi, thus allowing torsional effects to be neglected according to ACI 318-77. 1 According to the ACI Connittee 438 report " Tentative Recommendations for the b
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Design of Reinforced Concrete Menbers to Resist Torsion", (ACI Journal Proceedings, V. 66, Jan.1969, pp.1-8), a torsional stress of 1.5% will not produce sig-nificant reduction in ultimate strength in either flexure or shear. Obviously,
.a stress of 36.0 psi, which is only 40% of that level, should be of no concern.
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! *** CONCRETE *** , WIDTH (IH) DEPTH (IH) TYPE 0.008 0.088 1 19.100 2.000 1 26.530 4.000 1 31.758 6.000 1 35.700 0.000 1 '; 30.900 10.000 1 41.570 12.900 1 43.638 14.000 1 45.258 16.000 1 4s.470 10.000 1 47.330 20.000 1 47.030 22.000 1 40.000 24.000 1 5
47.030 26.000 1 47.330 20.000 1 46.470 30.808 1 45.258 32.000 1 43.630 34.800 ; 41.570 36.800 1 30.900 30.300 1 35.700 40.000 1 31.750 42.000 1 26.539 44.000 1 19.180 46.000 1 0.000 40.000 1
*** REIHFORCEMENT ***
RREA (SQ. !H.) DEPTH (IN.) TYPE 1.2700 3.600 2 2.5400 5.400 2 2.5480 10.300 2 2.5400 17.700 2 2.5400 26.198 2 2.5400 34.200 2 2.5400 40.500 23 2.5400 43.900 2 i 1.0000 f4.000 3
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! *** MATERIAL STRESS-STRAIN RELATIONSHIPS ***
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. i i 1 l 1 1 k l (ase, l', Pg = 9 4o <. , Ng= 1025[l' b
********** . CROSS SECTION PROPERTIES ******+++*
TOP STRAIM- KD MOMENT CURVATURE STEEL STRESS MILLIGHTHS IHCHES INCH-L3S MILLIGHTHS PSI I 1 -222 55.56 4349601 -4.00 940000 i 2 -357 35.71 9619751 -10.00 940000 3 -415 31.94 ~ 11239148 -
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{ 4 -433 30.95 11737544 -14.00 940000 4
- 5 -451 30.10 12171790 -15.00 940000 j 6 -454 30.04 (2178763 -15.10 940000 7 -455 29.96 12219986 -15.20 940003 l 8 -457 29.08 12258100 -15.30 $40000 1 9 -459 29.81 12300131 -15.40 940000
' 14 -461 29.73 12341741~ -15.50 940000 i 11 -469 29.32- 12585266 -16.00 940000 12 -407 28.62 12900456 -17.00 940000 ! 13 -5~S 26.88 14048610 -20.00 940000 j 14 -693 23.11 17286681 -30.00 940000 15 20028717 1 -840 21.00 -40.00 940000 I
16 -900 19.60 22664966 -50.00 940000 17 -1122 10.69 25018416 -60.00 940000 l 18 -1416 17.70 20932610 -80.00 940000 1 1 - i. t e 9
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FORM No.372 30 2650 i 1 1 t e 1{ -( h h IO2.[q"l-- ,
********** CROSS SECTION PROPERTIES ***+***+++
TOP STRRIH KD MOMENT CURVP1URE STEEL STRESS' ' MILLIGHTHS IHCHES INCH-L3S MILLIGHTHS PSI 1 -89 17.76 1970077 -5.00 66000 2 -152 15.2" 3212367 -10.00 66000 3 -215 14.32 4435081 -15.00 66000
! 4 -277 13.83 '5655682 -20.00 66000 t 5 -400 13.32 8097576 -30.00 66000 . 6 -523 13.07 18532215 -40.00 66000 7 -584 12.99 11744152 -45.00 66000 8 -597 12.99 11969934 -46.00 66000 9 -609 12.96 12228691 -47.00 66006 10 -616 12.9C 12341932 _ -47.50 66000 11 -622 12.96 12455173 -48.00 66000 -
12 -634 12.93 12716134 -49.00 66000 13 -646 12.91 12967029 -50.00 66000 14 -768 12.81 15402333 -60.00 66000 15 -883 12.52 17392388 -70.00 66000 16 -963 12.29 18449934 -80.00 66000
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- 0.C0Z07 ( Yis/d .%nur fr- Stes/)
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M u =1540k ' (l,r-p,=ok)
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/;C/UT / " Awiste coAo ia z s's .7x.4x % ,
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~ 700 cs 2 4.'s 7x +
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?hp,yg x nG54/ RED 464 u^/E r 666
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= 2.23ta 4 = ?.(7+ 4)
Lw =$)(744)
= g g ia S = 7 - A = 7- 2. 2 3 = 4.7 7ta
"(b+ d)# Q b *c/*T
- Ai Q.73 id 5 "i iz(h+g)
I'}' g , 2["7) a.
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/2 (4+7)
.,' /444/ - 47o4., --
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/ S1 .
=c /SQ.Co iH sweeo Fot WGtD QU FACA 4 7% 4 EEAC77c 16 ou wet o :
O - Es. = 63 8
- J Ah * (8 3. 8 ')(2.2 co iu) =.- 139 iv. x l
. . - - . . . . . - - . . . . - - . - . . . . - - - . . . . . . - u :-
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" ' , " (Aix)(c) , (/89/a.x)(0 73 ta) _ c_ g g ,, p "Y . Iw 150 & M fw, m (At WA) + fs , 689N.c)(4.774) + 83.6 '
Zw Lw /Sc.a saa 22a i
= 5 99 + 3.6/ = 9.60 xips/}a fwm =l(0.,2f W9.oof = 9 84 wps/M O "40 '" "ss =s*** "/rz/rs/no seem erzwc -
maure xuu aewo -2psyez diae og:u: +s)= cac case I (wuc tow) = ei e' mx wso c4se e cor + u-) = i. e A ma coAo c::wa. 3 &c/ 4 Lc 2) = 8s.8 L mag sa m. ee x o, s7eess a oue m wao,. ~casse 4LLowAete s72sss BY V3 feA? AZ6C SEc7~ / S G-At. tow 37t?666 oU WGLO 7NeoAY -
= (0.3)(704s?)(#l3) 2e xsr [ero eeecrece) :
sa.aw arxess ca asse kerAc - (c.+)(a0 xsr)('/s.)/a.7a7
- 27. 2 zar [4sa s7eet.,
4722Ess c4ccuL47Eio ov weto :weanr sees] fuats ~ S Ats 9.84 xips/M 0 w* = Q.70 7 t t = (0.707X% ) = (o.7o7)(272xsg) = 0. 5/ id l O meisv w "meer, ecer., ee.evice Anoen ,seen 05 SAre7Y RMI? m'l'12C770A/-
- C oC = w_ g-gc- p gg ...g . . -
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= 2 9.7 tu- x waso amenE.s: Lw =(t i = 2OH Su = l3 = 50.33iu A1 72 29.ra.z 672ess tu wet.o = S p = g&
- x
- gg.4,a"+ g.3 3,a =
= 2.79 + 0.S3 = 3.32 ws/a ,
fwv = = l * = /.02xips/d 4e = R3.37.f(/.cz)* = 3.09 ws/fa Saws 5 *9*A4 , c,,g a sja " mu.er t
- 6t,ovXQ.) * (c.w)(17.2csr) aarr/scoes ox C&cc stare e7xL=sh :
Ag - =c.e.54's~,eu ca.esw [Arsc i.14. e. 3] 9 7EMecd k
)(c.oesia) = a.ei aa a 77,4 (AwAL)- f= g g," a * /Ct S~x or 4 0. Gofy (Arsc i S. /. I) cousea'vArive
O CN PUBUC SERVICE COMPANY OF COLORADO BY 25d64 FORT ST. VRAIN NUCLEAR GENERATING STATION PAGE 8 90' 6 # l CALCULATION WORKSHEET ronu no.372 3o.asso C; e w2-CALCULADON FOR CALCULADON NUMBER PREPARED BY MWM OATE $//4/83 l REwswsDBY OATE CALC. REV. lPAGE OF l Ct/dct 904TE 3x26s 6;our'c) y , = S* 2 xsr 4 0.4o p:9 [4BC LS-l 2f.l
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/ 2.
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" Q l8Q ^'
Fa.'= /.G7F< = 23 xsr [rp"ej*yo,4]. M o 8FMosuG ~ Ml = 29 7N-k 6= <c..z,aca-ry = / 7.G iu s r= As= 29.7N i 7 y L ,a s = /.7xsr AxM(. cc M A e Gs s cAJ 440 868/oHG trzes.5es AM Sukicicarr Y
&M44 t 7D f%iECt uCE AHY &vCx.uMG 05 FLA7G G
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\p- 63,6 g y.--p
/ 2. hp, Py- ( P ) y,.z a,7s. = 72 4
- p,= (P) ,g
- 42.2 A = (6.302S)(k)= 4 W '"
8 = A + /. 57S = G.3 7!U O . I e
-=*M d- - - ^ ^ '
h m e.-e,a.ee u.__esu _ - _ _ _ _ _ . _ _ _ - - _ - - - - - . ,
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' O -- CALCULAT10N FQft CALCULATlON NUM8ER PREPAREosY 7e" s/gW,. oATE S//4/8,3 neviewso av OATE calc. nev. IPAGE OF 10017E CEMmt;yo on wf4.0
= (G.S)
- 8" =
'2.o/M C= 6+(2)(G.S)
. Y D = G. 5- c = 4. 4 9 ta ?
"c '
x *a ' x xisesscro RAae of wfw A7- A . Dis 7A ce oc G.37a reaet , con >s1
'6.5" cw ptArv Y-4, receumienY ,
D , ; THRoueM w//tc),t ,04 4cr.s is 1
? 4. 5 7- 4. 49 = /.68 ia O : * '
.- EEAc770d.$ QU WEtO:
ll _ Fs = Pa = 72. 4 ' Ay = Pg = 47.2* y
.sEc770u t- T Mx =(72.4 *)(/.68sa)
* /3G IU-K Alb%'27756 CA: W6LO :
Lw " 8 +- (2XG.5) = '2/is) g Sw * (G.0 (33(g ')((2)(S)+
+ S,53 G.5) = 2/.910 m m Man ~ wms Ar m or wee
$7%266 // / WdtO (A/IAX/Ntuost):
f-4=apy 42.2 # _ 'Z. 0 / c A t l H bl yf
- Q "
2/iAJ p, *' Ah " 72.4 A * /3/0/A/. K.- f"t " w tw gjia 21.9 iQ t
- 3 45 + G 2/
- 9 l*& "iAd Q fwm = f2.0/)*+(9.00)*
- 9.8 7 xipsfiq l f* -** O l*W'" , c. 5 / ,a n usg V2 fit t e l
( ,N707)(27.2KG) = /9.23Cs[ l
PUBUCSERVICE COMPANY OF COLORADO CN /M FORT ST. VRAIN NUCLEAR GENERATING STATION BY E6aEE ggg, g g CALCULATION WORKSHEET -
,on, no,3 2 so.nso
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CALCULATION FOR CALCULATION NUMBEA eneAaeo av 75L6uer oATE 9//4/63 nenewso av oAre cAtc. nav. pace on , l l t ossieu 7 - see nca ss sner.eueo eeAm sear-
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= =l
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sv ctw. 8cca err, serica S 3.1 4ssume cue 44v: oc mrAs. t musrM cw deAc<er' is emacwe ia asis,ra ecAo. 7skeeec.ee Lg = s.sia, A?= Pv = 42. 2', eg = 3. 2 3 /u , i9 = 9 0 * .4 4 0 OZw ** 22 xsr (Assuaec; 70 se cWecceo t. Ares,). MouisEO THicxHe=ss A:>e vserrc4c A 47w Grx y'-4) is
. A?(6e, '2Ls ) (4et'Xtc X3.23a)-(2)Cs.sa))
- 33
t cr 4 1 siac p' " (eexsz)(s.s )'su sec = Ac7tiAL PLArg is. S/e " 7Nicx. O x.
. M 4.</AL 7EMstoA//COMGMS$s/cd, A= 72. h
. ,4 - (e ~)casu) + ca. eia)ca<.2gia) - e.ca sa a r.ee ierm r ceas.s- sacnea Q P , 72.+' . 9.o xsr cr'= 4 e.cco w a 7Nis var.ue is .Acce,or.Acce sy' .Juaxm6MEar $<HcE. K.;} w,y,,, gy MEc.ATNEt y' lcd Auo 4u.cW48cf CAM dE /WCGAbGC &Y' /.L*7 sec TCC4Aco
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v h COMMERCIAL TESTING LABCAATCAIE'S A CIVISIO N CI: CTL-THOMPSON CN lW September 14, 1983 BY 25^# p g r d a9./ E FORep NO.372 30 2690 i G. E. Johnsort Construction Company-P.O. Bor 1497 t.ongmont, Colorador 8050I Attention: Mr. Jinr Hanley Subjec'.:: Ultrasonic Pulse Velocity Tests. Southr Well of the BuiTding 10 Additiort Fort St. Vrairr Nuclear Power Planc Plattev111e, Colorador Job No. Q-3403' Gentiemetr: In accordancit with your request, we: have performed an investigation to evaluate the integrity of the first lift of the south wall of the Building 10 addition at the Fort St. Vrairr power plant near Platteville, Colorado. Non-destructive,. ultrasonic test.t were perfortned to deternrine if the honeycombing observed on faces of four walls extended into the wali concrete. The initial portion of our field- investigation was per-formed ort August 2,.1983 but because of equipment failure, was- not l completed. until August 17,1983.- Tests were perfor:eed using V-Meter equipment consisting of an ultrasonic i . wave energy source, a receiver,. and art electronic clock to record the-time for the ultrasonic pulse to travel froar the source to the receiver. Direct transmissfort testing of the south wall was perfomed by piacing the source on the wali exterior and the receiver directly in line with the sour::e orr the interior of the wall to provide a direct velocity measurement between the two points. The wall thickness war i measured at openings in the wall. Pulse velocity was then computed by l dividing the wall, thickness by the pulse travei time. The general test configuratiorr was specified- by Mr. Ed Hicks, Public Service Company of Colorado. Three-foot test grtds were laid out on interior and exterior faces of the south wall by our personnel based ort elevations provided by i G.E. Johnson Construction Company. A total of 30 points.were tested. Ultrasonic Pulse Velocity Test Results The ultrasonic pulse velocity generally varies directly with concrete cornpressive strength and density. The presence of voids, low strength concrete zones, cracks or discontinuities are indicated by low ultrasonic pulse velocities. Results of the ultrasonic pulse velocity measurements and the test configuration are presented on Fig. 1. An 22 LlPAN STAEET CENVEA . COLCAACC 80223 303 / B25-3207
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PAGEE99. 2 6 FORM NO.372 30 2680 average pulse velocity of 13,110 feet per second (fps) and a standard deviation of 226 fps were calculated for the 30 measurement . points. Pulse vclocities ranged from a low of 12,560 fps to a high of 13,530 fps. Our test grid was located to minimize the effects of reinforcing steer in the wali on pulse velocity measurements. Conclusions and Reemunendations
- 1. Ultrasonic pulse velocity measurements indicate pd concrete of norma.1 strength and density at all test points tested f~or the first lift of the south wall of the addition to Building 10.
.. 2 Velocities,. in our opinion,. do not. indicate presence of voids or other' discontinuities.
- 3. In our opinion,, the honeycombing and void systems can be located by inspectiort of the interior and exterior wall.
surfaces. , Please advise us, if we can be of further service in discussing the-contents of this report, or in the analyses of the concrete quality of walTs-of this structure. Very truly yourt,. Conumercial Testing Laboratorier,. Inc ~ Q, By .k . .. /- (I. .(. w Larry O.p1 son,. 5taff Engineer .
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2cc: Public Service Company of Colorado 2420 West 26th Avenue l Suite 1008 t Denver, Colorado 80211 b l l l
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s' [ Average' Pulse Yelocity: 13,l}0 feet per second (fps) O
; Standard Deviation: 226 fps W High: 13,530 fps 1.ow: 12,560 fps O E u, "
g2 .,.2 g. fE C1. 98,38 12560 13280 13140 12790 12710 13160 13060 13160 lE950 12840 I
~2 t t t t t t + t t t O"
'2 9 South Wall
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, .- (Exterior View) m
- a. 2a 3 fn o *_, El, 95.38 F 13060 13530 13350 13190 13280 13370. 12950 13230 13280 13210 a
E l-a t t t t t t + i t + 5 4 g "n !' co a cE Ultrasonic Pulse n-g Velocity (fps) ' , 5a g' El. 92.38 13120 13330 13180 13160 12660 13230 12870 13260 13210 }3140 g + + t t t + t -
+ +
l l' ,1.5' 2.5' 3' ?' 3' 3' 3' 3' 3' 3' 2a t l 2 1 2 3 4 5 6 7 8 9 10 ,um l gg<oz -
- .m i Finished Floor Elpyntion - 91,00 C 4 i l~ -
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This reissue incorporates all of the following deviation requests. All DRs have been approved by Engineering. The DRs do not compromise the l requirements of the FSAR. 82-206-1-H No changes in design intent. 82-206-1-J See engineering evaluation [Pgs. B44D through B640 (Ref.), 8101E] 82-206-1-K No change in design intent. 82-206-1-L See engineering evaluation (Pg. B102E) 82-206-1-N No change in design intent. i 82-206-1-0 82-206-1-Q 82-206-1-P 82-206-1-S 82-206-1-T 82-206-1-U 82-206-1-V 82-206-1-W 82-206-1-Y 82-206-1-Z 82-206-1-AA 82-206-1-AC
- 82-206-1-AE 83-76-1-A 83-76-1-B 83-76-1-C 83-76-1-D 83-76-1-F 83-76-1-G 83-76-1-H 83-76-1-I 83-76-1-J 83-76-1-K 83-76-1-L 83-76-1-M 83 1- N 83-76-1-0 "
83-76-1-P y 83-76-1-Q No change, the bar.tery room is held by main structural steel not ' battery room roof. 83-76-1-R - No changes in design intent. l 1 i~ .
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- : .: PAGr cue a .: w: E : 5.Fe m e 5: w-I Procedure For Excavating and Placing Lean Concrete 3ackfill at illalkover Structure Foundation Revision 1 !
- 1. Excavate and shore sections of the excavation on three (3) foot lifts down to elevation 4776.0. Properly shore all walls as lifts are excavated.
- 2. '1 hen the bottom .of excsvation is complete (214776 '-0"+)
the engineer wi11 inspect and approve excavation before placement of lean concrete is made. 3 817 dirt that is not shorod shall be cut back to prevent dirt from f=7 7 ing into concrete. 3A Cae attached report from Consulting Geotechnical 4 ::atarials Insineer dated 6/3/83 for the soil. bearing test.
- 4. Order leen concrete from Mobile Premir,. 220 Mix Design, 3/4" aggregate, Type .II L. A. Cement.
5 Discharge concrete directly drom back of =ixer truers and layer concrete in (2) foot lif,ts.
- 6. No shoring shall be left in' concrete.-
7 Vibrate the concrete to be sure no voids are left.
- 8. Tsp of lean cencreter backf?7 7 (Elevation shall be vibrated to for= a. smooth leirel top.4785 '-( +0 " +1)I") or l as otherwise directed by the engineer.
9 Provide tests of lean concrete for Slu=p 4" + 1", Air 55 + 15, Compressive strength 500 PSI at 28 days, ce=pression cylinders. Miwpp 5. Temperature Mar 90 degrees F.
- 10. Forming of walkover foundation may begin.the next day. Aq Eg, Tut Lag ComzETE BAcV. Flu MAS $ nam ComETED ll.To prevent the backfill from filling the excavated cavity concrete backfill say be placed in retangclar blocks ( !"in ?clu=n 260 C.F. ) -
at the bottom of the excavation with a maxi =u height of 5'. A continuous concrete cap shall be placed across the top of the blocks. Thus cap s, hall be a height of 4' r. l
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h- , PAGE A JO Z f FORRd NO.373 30 2650 ORY-PACX GROUT pRQCEDURE j . ( DR 87.-Zd,-I-L) i 1 Material: l Cement, Type II - Sand, natural or manufactured as approved by engineer Proportioning 1 part PortTand-Cement to 3 parts sand by weight. Water content shall be such .
- that a mass of mortar squeezed in the hand retains its shape. - Placing:
Place dry pack grout against soiT. . Packing shall be. performed by raming with paddles. of suitable size, shape and length. The space between the base and grade beam shall be filled with dry pack grout.
" Curing:
Cura edges of concrete in a manner similar to that used for concrete. Before grout work is started be sure that all surfaces are clean to the satisfaction of the engineer. Installer shaTl be carefui in placing - dry pack grout that existing dirt does not spail or cave in. I a L
i 7
, PUBLIC SERVICE COMPANY OF COLORADO FORT ST. VRAIN NUCLEAR GENERATING STATION
@ TCR / SCR / PC / TR N O. $lV 1 SAFETY EVALUATION PAGE " I TYPE: i 3 CN OVERALL CCN SUBMITTAL CSETPOINT CHANGE REPORT CTEST REQUEST C TEMPORARY CONFIGUR ATION REPORT CPROCEDURE CHANGE (FSAR) C OTHkH CLASSIFICATION: ARE THE SYSTEMIS) EQUIPMENT OR STRUCTURES INVOLVED. OR DOES THE ACTIVITY AFFECT:
CLASS I C YES 2 NO ENGINEERED SAFEGUARD C YES $ NO SAFE SHUTDOWN C YES E NO PLANT PROTECTIVE SYSTEM C YES 2 NO SAFETY RELATED 2 YES C NO SECURITY SYSTEM C YES 2 NO REMARK $ ritirl fMnl\ MY 05 41MntY Rt4.h (9.Cs[f it* & WT*'r*T rn-1 IS THE ACTIVITY IDENTIFIED IN THE F S A A OR TECH SPEC? W YES U NO Lpl T THE APPLICABLE SECTIONS REVIEWED. I4 MC;hAbl InuCl#S M/lCTructos, 4 MAP a6d TNI 3(N/~ t7t h MtME HL n th%l b *I thu [ b u l.80h 10 \ d% dfd i ri- i% cf't"
. iden4ket s o hwr & ix+w A r Md %r1. d & m er n& m t e n+= n a__ ~
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nnnt.mhik % M m i fn e A +Twcr i j svihrYic # s I 2 DOES THE ACTIVITY REQUIRE THAT CHANGE (St BE MADE TO THE F S A R OR TECH SPEC? % YES C NO
) LIST SECTIONS TO BE CHANGED AND THE CHANGES TO BE MADE. NA ti thM 4 IT I A . 7 .} / I jl6kuld b6_CbDqt'd _(klCL* t n' 'Tli b Mci M M N' SV STTM - i Ala ND tirM% d M_. fddf f t f4 D Sh@_ U C_ h A te o l M Nr i b( r# t7/*/1k bCC I et ttreMed mne W 2 . l Z11
j < r I 3 DETERMINE WHETHER OR NOT THE ACTIVITY INVOLVED IS AN UNREVIEWED SAFETY QUESTION UTILIZING THE FOLLOWING GUIDELINES. (A) HAS THE PROBABILITY OF OCCURRENCE OR THE CONSEQUENCES OF AN ACCIDENT OR MAI. FUNCTION OF EQUIPVENT IMPORTANT TO CAFETY PREVIOUSLY EVALU ATED IN THE F S A R BEEN INCREASED 7 C YES % NO STATE BA$lS- .
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(81 HAS THE PO::SIBILITY OF AN ACCIDENT OR MALFUNCTION OF A DIFFERENT TN PE TH AN ANY EVALUAT ED PREVIOUSLY IN THE F S A R BEEN CAEATEO? 2 YES I NO STATE BASIS. wr_pacp.m e i 11 l I l (C) H AS THE MARGIN OF SAFETY. AS DEFINED IN THE BASIS FOR ANY TECHNICAL SPECIFICATION O'R IN THE l' F S A R BEEN REDUCEO? C YES kNO STATE BASIS. kp d hM d g r8 [O /TL kl.yIA kht._IiiCh h#M " i
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FORM NO.372 30 2650
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OESIGN INPUT RECUIREMENTS Ncn Safety Related O
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