ML17261A149
| ML17261A149 | |
| Person / Time | |
|---|---|
| Site: | Ginna  |
| Issue date: | 11/14/1979 |
| From: | White L ROCHESTER GAS & ELECTRIC CORP. |
| To: | Ziemann D Office of Nuclear Reactor Regulation |
| References | |
| TASK-03-02, TASK-03-03.A, TASK-03-07.B, TASK-3-2, TASK-3-3.A, TASK-3-7.B, TASK-RR NUDOCS 7911200454 | |
| Download: ML17261A149 (107) | |
Text
~,, .- REGULATORY ORMATION DISTRIBUTION SYS i (RIOS)
ACCESS'ION NBR:7011200454 DOC s DATE: 79/11/14 NOTARIZED: NO DOCKET FACIL:50-244 Robert Emmet Ginna Nuclear Plantp Unit AOTH, NAME AU'l HOR AFFILIATION lr Rochester G 05000244 WHITED L, 0 ~ Rochester Gas 8 Electric Corp, RECIP ~ NAME RECIPIENT AFFILIATION ZiKA'A'NN,D, L, Oper at ing Reactors Branch 2
SUBJECT:
For wards r esponse to 790801 l tr r equesting info on SEP Structural 'lopics III-2E III 3,A 8 III>>7.B.Relevant articles Specs encl.
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ROCHESTER GAS AND ELECTRIC CORPORATION o 89 EAST AVENUE, ROCHESTER, N.Y. 14649 LEON D. WHITE. JR. TELEPHONE VICE PRESII7ENT AREA CODE TIE 546.2700 I
November 14, 1979 Director of Nuclear Reactor Regulation Attention: Mr. Dennis L. Ziemann, Chief Operating Reactors Branch No. 2 U.S. Nuclear Regulatory Commission Washington, DC 20555 Subject,: Systematic Evaluation Program Topics III-2, III-3.A, III-7.B R. E. Ginna Nuclear Power Plant Docket, No. 50-244
Dear Mr. Ziemann:
Enclosed please find our response to your letter of August 1, 1979 in which you requested information on SEP structural topics III-2, III-3.A and III-7.B.
contact us.
If there are any questions regarding this information, please Very truly yours, L. D. White, Jr.
Enclosures
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N Kl'll5 IO KMIIR l)MIKE'ILY Go 299 structure,'nclosure i) 'll->
III-2 Wind and Tornado Loads
~
l Question: For each safety related Riiue%59
- 1. Describe the procedures to transform wind data into design pressure and gust factors.
- 2. Provide design basis, if any, for tornado loading including:
- a. translational wind speed
- b. radius of maximum rotational wind speed
- c. procedures to transform tornado data into design pressure.
Response: The original design of Ginna Station did not include tornado effects. Wind loads were applied as specified by Section C304-4 of the New York State Building Con-struction Code. This code is based on a'wind speed of 75 miles per hour at a 30 ft..height. The wind speed is converted to a pressure loading and applied as shown in the Code tables'hich are included as Attachment, I.
An evaluation of the plant's capability to withstand tornado effects was performed in 1968. This evaluation, which is included in the FSAR as Appendix 14A, was based on a tangential wind velocity of 300 mph and an external vacuum of 3 psig. The portion of Appendix 14A 'that discusses the tornado effects on structures is provided as Attachment II.
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In 1976 an addition was made to the auxiliary building for a standby auxiliary feedwater system. The design criteria for the standby auxiliary feedwater pump build-ing were submitted to the NRC by letter dated May 20, 1977. Further information was supplied with our letter dated July 28, 1978. Staff approval of the standby auxiliary feedwater system, including the building, was issued by h
letter dated August 24, 1979. This building addition was designed in accordance with the provisions of Reg. Guide 1.76. As indicated in Attachment III, the building was designed for a wind velocity of 360 mph, a 3 psig external pressure drop, plus missile loading.
The design wind velocity was converted to a pressure equivalent by the equations of paragraph 6.3.4 of ANSI A58.1.
III-3.A Effects of Hi h Water Level on Structures Question: For each safety-related structure,
- 1. Describe the water loads cons'idered in the design and the extent to which dynamic effects due to flooding were considered.
- 2. Clarify the water level for each load combination discussed in Topic III-7.B.
- 3. Explain how the ground water pressure, on the em-bedded part of the containment, was considered.
Response: The highest instantaneous still water lake level recorded for Lake Ontario was 250.2 feet USGS (FSAR Section 2.6.4).
The maximum still water level of Lake Ontario at the Ginna site was established as 250.78 feet USGS in Appendix 2C of the FSAR. The probable maximum stillwater level was revised on May 10, 1973 to 253.28 feet USGS or LSD 1935 datum. The reasons for this revision and subsequent addition of cap stones to the breakwall were explained in our letter dated Nay 15, 1973 to Mr. Donald J.
Skovholt, Assistant. Director for Operating Reactors, USAEC. Also, our letter of May 31, 1973 to Mr: Skovholt describes additional flood protection measures.
The plant is protected from wind driven waves by a break-water with a top elevation of 261.0 feet (initially constructed to 254.0 feet) and by the discharge canal which runs parallel to the lakeshore between the break-water and the plant. Design details of the breakwall are presented in question 3 in Supplement I to the Technical 3
Supplement Accompanying Application for a Full-Term Operating license, dated December 20, 1973. The general plant grade is about elevation 270 feet, with the excep-tion of the area between the lake and the turbine building which is at elevation 253 feet. Because of the breakwater, the discharge canal orientation and the elevation of the general plant, flooding is not a problem and the plant structures are, therefore, not designed for the dynamic affects of flooding.
Normal water loads from ground water are considered in the design of the plant structures which are supported below the ground water table (elev. 250'-0"). Of the safety class structures, only the Containment, Auxiliary Building and Screen House are supported below the ground water table. The walls of the Auxiliary Building were designed for a lateral hydrostatic water pressure and the base mat was designed for a hydrostatic uplift pressure. The Screen House was designed for a full hydrostatic,and uplift pressure assuming complete de-watering of the facility.
The Containment design provides for no backfill against the containment wall. As such no lateral ground water pressure on the embedded part of the containment was con-sidered (FSAR page 5.1.2 "Absence of Backfill Around Containment" ). However, the base slab of the containment is designed to withstand the full hydrostatic head of water, eguivalent to 7.16 psi (16.5 ft. of water).
III-7.B Desi n Codes, Desi n Criteria and Load Combinations Question: For each safety-related structure (except the contain-ment, shell),
List the codes and standards (including edition date) used for design and construction of concrete and steel elements (containment internal structures, auxiliary building, intermediate building, turbine building, control room, battery room, diesel generator room).,
- 2. Provide the loads, load combination and acceptance criteria employed for the design.
- 3. Provide the design and/or actual material properties (fy and fc) used for steel and concrete elements.
For concrete, provide the age specified and any 'ad-mixtures used.
Provide a copy of design specifications used for design and construction.
Provide representative stress level (compression, tension and shear) at the critical location of 1
each structure (e.g., at base of containment internal structures) for each of the load combinations pro-vided in response to (2) above. (For this question, information at the base of the containment, shell is also needed.)
Response: 1. The codes and standards (including edition date) used for design and construction of concrete and steel elements are given in FSAR Section 5.1.1.5 "Codes and Classifications", pages 5.1.1-10 through 5.1.1.-16.
This listing is included as attachment. IV.
- 2. The following loads have been considered in the structural design of the safety 'related structures.
A. Dead loads B. Live loads (uniform loads/sg. ft. to allow for any hung loads from floor framing system, which may include piping, H&V ducts, electrical cable trays, ceiling, etc. where applicable, and'also snow loads for roof)
C. Permanent. equipment loads D. Seismic loads E. Wind loads The specific loads, loading combinations, and acceptance criteria for each safety related structure are listed below:
(1) Containment Shell The design loads are described in Section 5.1.2.3 of the FSAR. The fundamental loads for the containment structure are tabulated in Table 5.1.2-4A.
The load combinations for the containment structure are given in Table 5.1.2-4I.
The acceptance criteria is described in the FSAR Section 5.1.2.3 under the headings of "Design Stress Criteria" and "Load Capacity."
(2) Containment Internal Structures a ~ Loads
- 1. Operating Floor Live Load 1000 psf with appro-priate dead load (D.L.)
- 2. Intermediate Floor Live Load 200 psf with appro-priate D.L.
- 3. Air Filter Platform Live Load 200 psf with appro-priate D.L.
- 4. Foundation Mat For upward water pressure =
1030 psf.
- 5. Load generated by the Operating Basis Earthquake (OBE).
- 6. Load generated by the Safe Shut-down Earthquake (SSE).
- 7. Compartment pressure differential due to accident.
- 8. Equivalent static load generated by the reaction on the broken reactor coolant system pipe during the postulated break.
- 9. Overhead Crane Lifted Load = 200 Trolley = 150 Bridge Girder = 100 k Vertical, lateral and longitudinal loads are used as per AISC or N.Y.
code, whichever governs.
Load Combinations D+ L+ T 0
= S
- 2. D + L + T0 + E = 1.33S
- 3. D+L+T0 +P+ Y +E =Uor Y T0 = Thermal effects and loads during normal operating condition.
Load generated by the Operating Basis Earthquake (0.08g) at 2%
damping (maxm. acceleration = 0.19g)
E Load g'enerated by the Safe Shut-down Earthquake (0.20g) at 2%
damping (maxm. acceleration = 0.47g)
The required section strength based on Ultimate Strength design described in ACI-1963.
For Structural Steel, Y is the section strength based on yield strength of material using elastic design.
Pressure equivalent static load within the compartment generated by postulated break.
D Dead load including any permanent equipment loads and hydrostatic loads Live loads.
Y r = Equivalent static load due to postulated high energy pipe break.
For concrete structure, S is the required section strength based on working stress design method as per ACI 1963. For structural steel, S is the required section strength based on the elastic design methods as per AISC.
"Specifications for the Design, Fabrication and Erection of Structural Steel for Buildings",
adopted April 17, 1963.
(3) Diesel Generator Buildin a ~ Loads Roof decking 2.5 lbs/sq ft Roofing & insulation 10.0 lbs/sq ft Fire protection 7.5 lbs sq/ft, Piping 5.0 lbs sq/ft Miscellaneous 3.0 lbs sq/ft 28.0 lbs/sq ft Snow load 40.0 lbs/sq ft
- b. Load Combinations D + L + E = S (for roof bracing and column foundation)
For wall panels D + L + E = 1.33S D + L + E = U where, Load generated by the operating basis earthquake (0.08g) at. 5%
damping (maximum acc. = 0.13g);
Load generated by the safe shut-down earthquake (0.2g) at 5%
damping (maximum acc. = 0.32g).
For concrete structure, S is the required section strength based on'orking stress design method as per ACI 1963. For structural steel, S is the required section 10
strength based on the elastic design methods as per AISC.
"Specifications for the Design, Fabrication and Erection of Structural Steel for Buildings",
adopted April 17, 1963.
U = The required section strength based on Ultimate Strength design described in ACI-1963.
(4) Control Buildin a ~ Loads Roof Concrete slab 250 lbs/sq ft Snow 40 lbs/sq ft Truss 15 lbs/sq ft Roof & Insulation 8 lbs/sq ft Ceiling & Misc. 15 lbs/sq ft
- 2. Floor at, Elev. 289'-6" D.L. + L.L. = 500 lbs/sq ft
- 3. Floor at Elev. 271'-0" D.L. + L.L. = 400 lbs/sq ft,
- b. Load Combinations For Roof Truss D + L + E = S
- 2. Building columns are designed by applying lateral load in the mid span of the column eguivalent to (D + 1/2 L) z .20g in addition to vertical dead load and live load carried by the column. The re-sulting allowable stresses from the seismic load are increased by 33 1/3%.
- 3. Concrete walls are designed by-applying lateral load in the mid span of the wall panel eguivalent to (panel weight) z 0.20g. The design is based on working stress method without increase in allow-able stresses.
E = Load generated by the Safe Shut-down Earthquake (0.20g).
(5) Auxiliar Buildin a ~ Loads
- 1. Roof Roofing 6 lbs/sq. ft.
Insulation and decking 7 lbs/sq. ft.
Misc. 7 lbs/sg. ft.
Snow loads 40 lbs/sq. ft.
12
Foundation a) Foundation mat for upward water pressure = 1000 psf b) Sump bottom for upward'water pressure = 2250 psf c) Walls below grade (1) Above el. 250'-0" for equivalent fluid pressure
'I 50 4/sq ft/ft of height (2) Below el. 250'-0" for equivalent fluid pressure 80 5/sq ft/ft l of height (3) Intermediate Floor Liveload 220 psf with appropriate D.L.
(4) Operating Floor Live load 200 psf with appropriate D.L.
(5) Crane Loads Lifted load 80 Trolley weight 14 Crane bridge 28.8 Lateral, longitudinal and vertical loads increased by 25% to include effect of impact and braking.
13
- b. Load Combinations D+ L = S D + L + W or E = 1.33S (6) Screen House Below Grade The entire screenhouse-service water building is founded in or on bedrock with the exception of the basement of the electric switchgear por-tion which is founded approximately four feet above bedrock. Since the building is founded in bedrock the basement will not. realize any spectral acceleration and the seismic loading is equivalent, to the ground motion of 0.08g and 0.20g.
The basement is designed to be dewatered. The full height, of the wall is designed for an external hydrostatic pressure plus a seismic load equal to a percentage of the dead load of the wall and the hydrostatic pressure. For the portion of the wall below grade and above bed-rock an active earth pressure based on a saturated soil weight is applied.
Internal walls, such as pump baffles and the wing walls between the traveling screens were designed for a full height hydrostatic pressure on either side plus a seismic load due to the water movement during a seismic event.
Above Grade
- 1) Design loadings:
a) Dead Loads
- 1) Built-up roof 14 psf
- 2) Piping hung from roof 10 psf
- 3) Siding ,5 psf b) Live loads
- 1) Snow load to roof 40 pfs (New York State Bldg.
i Code Para. C-304-5)
- 2) Wind load a) Walls (SBC Para.304-4) 20 pfs b) Roof (SBC Para. 304-5)
Down 5 pfs Up 17 pfs
- 3) Crane loads (inc-live, 20,0005 dead Sc impact) I support points a) Lateral to runway 20% 4,000I b) Longitudinal to runway 10% 2,0008 c) Seismic loadings
- 1) 0.08g ground motion 5 1.33 working stress 15
- 2) 0.20g.ground motion I yield stress
- 2) Design loading combinations for analysis:
a) Dead loads + snow load + crane load I working stress b) Dead load + snow load + crane load + wind load I 1.33 times working stress c) Dead load + snow load + crane load + 0.08g vert. seismic +
0.08g E-W horiz. seismic 9 1.33 working stress d) Dead load + snow load + crane load
+ 0.08g vert. seisic + 0.08g N-S horiz. seismic I 1.33 working stress e) Dead load + snow load + crane load
+ 0.20g vert. seismic + 0.20g E-W horiz. seismic 9 yield stress f) Dead load + snow load + crane load
+ 0.20g vert. seismic + 0.20g N-S I
horizontal seismic yield stress The concrete, reinforcing steel and structural steel requirements are as listed below.
16
0 The minimum ultimate compressive strength used for designing concrete structures is as follows:
- 1. Containment Shell 5000 psi in 28 days
- 2. All Other Structures - 3000 psi in 28 days All structural concrete is considered subject to potentially destructive exposure and con-tains air in amounts conforming with Table 304 (b) of ACI 301. An air entraining ad-mixture was used conforming to "Specifications for Air Entraining Admixture for Concrete",
ASTN C 260-63T. A water reducing densifier was added to all structural concrete with a required ultimate compressive strength equal to or greater than 3000 psi at 28 days. (FSAR page 5.1.2-70a)
Reinforcement:
The concrete reinforcement. used is deformed bar of intermediate grade billet-steel con-forming to the requirements of "Specifica-tion for Billet-Steel Bars for Concrete Re-inforcement", ASTN A 15-64, with deformations conforming to "Deformed Bars for Concrete Reinforcement", ASTN A 305-56T. Special large size concrete reinforcing bars are deformed bars of intermediate grade billet-steel con-forming to "Specifications for Special Large 17
M 0
Size Deformed Billet-Steel Bars for Concrete Reinforcement", ASTM A 408-64. Reinforcing steel conforming to these specifications has a tensile strength of 70,000 psi to 90,000 psi and a minimum yield point of 40,000 psi.
The principal mild steel reinforcement used in the vicinity of the large opening (i.e.,
personnel lock and eguipment access hatch) has a 60,000 psi yield stress.
- c. Structural Steel:
All structural steel used in the work and not, otherwise designated on the drawing conformed to "Specification for Structural Steel (Tentative)", ASTN A 36-63T, with 36,000 psi minimum yield strength.
The following specifications for structural steel and concrete were used for,construction and are included as Attachment V.
- a. Technical Specifications for Furnishing, Fabricating and Erecting Structural Steel, Grating, Stair Treads, and Hand Rail.
- b. Technical Specifications for Structural Concrete (includes reinforcement,) with Addendum No. 1 to Addendum No. 9.
The representative stress levels in the containment shell. can, be found in Appendix 5D of the FSAR.
The stresses for the 48 load combinations identified in Table 5.1.2-4I are provided as stress resultants and stress couples in the meridional and the hoop direction, including meridional shear and radial displacement s .
Unit stresses in the different structural com-ponents of the shell are described in the FSAR as shown below:
(1) Stresses in the hinge tension bars are shown on page 5.1.2-37.
(2) Stresses in the liner knuckle plate are described on page=5.1.2-37A.
(3) Stresses in the elastomer bearing pads are described on page 5.1.2-37B through 5.1.2-41.
(4) Radial shear in the shell, see page 5.1.2-42 through 5.1.2-43.
(5) Longitudinal shears in the shell, see page 5.1.2-44.
(6) Horizontal shears in the shell, see page 5.1.2-45 through 5.1.2-46.
(7) Tendon anchorage stresses, see page 5.1.2-46a through 5.1.2-46d.
(8) Liner stresses, see page 5.1.2-46e through 5.1.2-5la.
19
(9) Longitudinal liner shear stresses, see page 5.1.2-51b through 5.1.2-51g.
(10) Stresses in the concrete and reinforcing steel during the pressure test, see Table B on page 5.1.2-51h.
(11) Large openings, see page 5.1.2-62, and the Third Supplement of the FSAR "Design of Large Opening Reinforcement for Containment, Vessel."
20
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Structural Requirements C 304-4 Wind Loads (833 4)
Minimum wind loads shall be in conformity with tables C 304-4a and C 304-4b, and shall be applied normal to the surface. These loads are based on a design wind velocity of 75 miles per hour at a height of 30 feet above grade level. Minimum wind loads on signs shall be in conformity with generally ac-cepted standards.
TABLE C 304.4a. (Ill.633) WIND LOADS: WALLS, EAVES< CORNICES< TOWERS< MASTS AND CHlhlNEYS In pounds por srtuaro foot Eaves Towers, At height above grade Wallst 1 and masts and in feet . cornicess chimneyss 501 to 600~ 34 68 60 401 to 500 33 66 58 301 to 400 32 64 56 201 lo 300 30 60 53 101 to 200 28 56 49 61 to 100 24 48 42 41 to 60 21 42 37 26 to 40 18 36 32 0 to 25 15 30 26 1 exterior walls shall bo capabto of withstanding wind load on both the fntcdor and exterior surfaces, acting non.simultaneously.
-"Load acting upward.
3 For heights above grade greater than 600 feet, add 1 psf to load for wane for each interval or part of interval of 200 feet above 600 feet; for eaves snd, cornices. and towers, masts and chimneys, corresponding loads aro in proper lion to those (or walls.
4 Tabular values sre for square snd rectangular structures. For structures hexa.
gonal or octagonal in plan, use prolected aros snd multiply tabufar values by 0.6: for structures round or elnpiicsl in plan. use proiected ares and multiply values by 0.6.
C304-5 Overturning Force and Moment Due to Wind (833.5) a The overturning force shall be the wind load.
The wind load shall be the load set forth in table C 304-4a, and shall be applied only to the windward vertical surface above the horizontal plane under consideration, and to the rise of the roof. The re-sisting force shat( be the dead load of the structure above the horizontal ptane under consideration, plus the strength of material and fastenings estabtishing b
continuity with the structure below.
The moments of stability and overturning shall be computed about the leeward edge of the horizon-tal plane under consideration.
93
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Structural Requirements TABLE C 304.4b. (IV.633) VtfMD LOADS: ROOFS ln pounds por square foot Mean elevation of roof above grade level in feet Direction of load>
20'lope 0'o 30'ver from horizontafg 3060'0'o to" 60'01 to 6003 Downward 8 8 8 to 24 24 Upward 29 29 to 24 24 24 401 to 500 Downward 8 8 8 to 23 23 Upward 28 28 to 23 23 23 301 to 400 Downward 7 7 7 to 22 22 Upward 27 27 to 22 22 22 201 to 300 Downward 7 7 7 to 21 21 Upward 25 25 to 21 21 21 101 to 200 Downward 6 6 Gto20 20 Upward 24 24 to 20 20 20 61 to 100 Downward 5 5 5to17 17 Upward 20 20 to 17 17 17 36 to 60 Downward 5 5 5 to 15 15 Upward 19 19 to 15 15 15 21 to 35 Downward 5 5 5 to 14 14 Upward 17 17 to 14 14 14 0 to 20 Downward 5 5 5to11 11 Upward 14 14 to 11 11 11 1 Downward snd upward loads act non slmultsneousfy.
"For sfopes between 20 and 30'llh wind acting upward, snd between 60'ith wind downward, compule loads by straight line Interpo-30'nd lation.
3 For heighls above grade gresler thsri 600 feel, sdd 1 psf to upward load lor 0'o 20'lope for each Interval or pari of Interval of 200 feet above feel; lor upward loads on other slopes, snd downward loads on sll '00 slopes, corresponding loads are in proportion lo those for upward load for 0 to 20'lope.
c The moment of stability of the structure above the horizontal plane under consideration shall be not less than 1'/2 times the overturning moment due to wind.
C 304-6 Sliding Force Due to Vlind (833.6)
The sliding force due to wind load, equal to the overturning force, determined in conformity with section C.304-5, shall be resisted by the dead load of the structure above the horizontal plane under consideration, by anchors, and where applicable, by soil friction, providing a total resisting force equal to not less than 1t/2 times the sliding force. Anchors used to resist overturning may also provide resist-ance to sliding.
94
- 3. TORNADO EFFECTS ON STRUCTURES 3.1 GENERIC All structures have been designed for wind loads in accordance with the requirements of the State of New York State Building Construction Code. The wind loads tabulated in this code are based on a design wind velocity of 75 miles per hour at a height of 30 feet above grade level. The stresses resulting from these loads were considered on the basis of a working strength design approach.
'For purposes of this study the design of all critical structures has been checked on the basis of a limiting load factor approach wherein the loads utilized to determine the required limiting capacity of any structural element are computed as follows:
C = (1.00 + 0.05)D + 1.0 W + 1.0 P Symbols used in this equation are identified as follows:
C required load capacity of section D dead load of structure wind loads based upon 300 mph tangential wind velocity W
t P pressure load based upon an internal pressure 3 psi higher t than the external pressure.
3.2 REACTOR CONTAINfENT Although tornado loads were not considered in the original design, this structure is capable of resisting the full strength tornado loads.
3.3 AUXILIARY BUILDING Although tornado loads were not considered in the original design, this structure up to and including the Operating Floor (elev. 271"-0") is capable of resisting tornado loads. The siding on superstructure would blow outward, thus relieving the pressure and wind load. Components and systems on the operating floor and above are susceptible to impact by falling debris and potential missiles. The equipment, on the auxiliary building operating floor, required to maintain the plant in a hot shutdown condition is as follows:
a) Boric Acid Tanks, Pumps and Filter; and b) 480V Switchgear Bus 14 The equipment in a) is surrounded by a radiological shield wall as shown in Figure 14A-1. This wall offers significant lateral protection against pot;ential missiles. Furthermore, the two tanks and pump are redundant. Hence, there is reasonable assurance that there will be no loss of boration function. More details are given in Section 4.2.1 Boration System.
Damage to Bus 14 will not cause loss of power supply since an independent and redundant bus (Bus 16) is provided on the intermediate floor of the auxiliary building. This floor, as previously mentioned, will not be exposed to the weather. More details are given in Section 4.4.
In addition, the Spent Fuel Pit has been evaluated. Potential missiles may puncture the spent fuel pit liner but will not penetrate through the concrete walls or base causing gross leakage of water.
3.4 INTERMEDIATE BUILDING This structure, as shown in Figure 14A-2, is significantly confined by other buildings, i.e., Service Building, Turbine Building, Reactor Containment and Auxiliary Building. Consequently, a direct exposure 14A-5
to a tornado funnel is extremely remote. Due to the relative vacuum which might be created by a tornado outside of the intermediate building lateral walls may blow outward. This will relieve the pressure differential and prevent gross failure of the structural steel framing, columns and floors. Therefore, the two floors which house critical equipment, i.e., floors at elevations 253'" and 278'",
are afforded significant shielding by the adjoining structures and higher floor/roof elevations.
Th'e critical components in this structure consist of the following:
a) On floor elevation 253'": two motor driven and one turbine driven auxiliary feedwater pumps; and On floor elevation 278'": r the cross connection on main steam and feedwater lines to the two steam generators.
As previously mentioned, no damage is anticipated to the equipment located on these two floors. More details are given in Section 4.1.
3.5 DIESEL GENERATOR ANNEX The availability of on-site diesel power was reviewed on the basis of the assumption that the tornado could cause loss of outside power.
Siding, windows, doors and ventilation openings would blow outward thus relieving the pressure loading. Damage to the roof might result if the differential pressure is not relieved in time. Two redundant diesel generators are provided. No physical damage to the diesels is anticipated. Furthermore, the physical separation between them is such that one missile would not be able to impact against both diesel generators, as shown in Figure 14A-3. More details are given in Section 4.4. The con'elusion has been drawn that emergency power supply is reasonably assured.
3.6 SCREENHOUS E Siding, windows, doors and ventilation openings would blow outward, thus relieving the pressure loading. No structure collapse is expected. The critical equipment housed in the screenhouse is represented by:
a) four service water pumps; and b) 480 V Switchgear-Buses 17 and 18.
The four service water pumps are redundant and sufficient physical separation exists between them to make extremely unlikely the failure of all four pumps from the same tornado effect, as shown in Figure 14A-4.
Service water pumps lA and lC are energized from Bus 18 and service water pumps lB and 1D are energized from Bus 17. Cross-tie between the two buses is available.
The two buses are located in the screenhouse and are physically separated. Hence, there is reasonable assurance that at least one service water pump-bus combination will operate properly.
.More details are given in Section 4.4.
3.7 CONTROL ROOM No gross failure of this structure is anticipated. The only wall directly exposed is the East wall.'he siding of this wall would blow outward relieving the pressure differential and leaving the interior exposed to the weather. The same would be true for windows, doors and ventilation openings.
Local controls for the equipment required for maintaining the plant in a hot shutdown condition have been provided as a backup to the controls available in the control room. Therefore, there is reasonable assurance that controls for the critical components will be available.
- 3. 8. SERVICE BUiLDING The status of this building is similar to that of the auxiliary building, i.e., the siding on superstructure above elevation 271'ould blow outward, thus relieving the pressure and wind loads. The components which might be affected by tornado are the two condensate storage tanks. There is reasonable assurance that feedwater supply will be maintained because of the available redundancy and of the fact that 2/3 of the tank volume is below grade.
3.9 CABLE TUNNELS The cable tunnels are located underground and are capable of withstanding tornado loads.
4.6 Tornado Loads
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be I/
Tornado Design Criteria The Pumphouse will contain safety class equipment (Seismic Class 1)
,,and will therefore be designed to withstand short term tornado loadings, including the impact of. tornado-generated missiles. Tne following tornadc design criteria shall be used:
r
- a. %Iaximum rotational wind velocity of 290 mph, together with translational wind velocity of 70 'mph giving total design velocity of 360 mph.
Radius of maximum rotational velocity is cdnsidered to be 150 ft; Pressures and suction forces due to the 360 mph wind and all other design parameters shall be determined in accordance with ANSI-A58.1 1972.
'b. External pressure drop is considered to be 3 psig.
c~ A missile equivalent to a utility pole 35 ft. long, 14 inches in diameter, weighing,50 pcf and traveling at 130 ft./sec. within a height of 17 ft. above ground.
- d. A missile equivalent to a two ton automobile traveling at 150 ft./
sec. and impacting within a height of 22 ft. above ground.
- e. A 12, ft. long 4" x 12" wooden plank traveling at 260 ft./sec. and impacting end-on at any height.
f.. A missile equivalent to a 3 inch diameter Schedule 40 pipe, 10 ft.
long, traveling at 160 ft./sec. and impacting end-on within a height of 48 ft. above ground.
- g. A missile equivalent to a 6 inch diameter Schedule 40 pipe, 15 ft.
long, traveling at 150 ft./sec. and imoacting end-on within a height of'0 ft. above ground.
A missile equivalent to a 12 inch diameter Schedule 40 pipe, 15 ft.
long, traveling at 130 ft./sec. and impacting end-on within a height of 14 ft. above ground.
4.6.2 Tornado Load Combinations Each of the above missile loading cases shall be investigated to determine which one causes the most severe loading of the Pumphouse, or of individual Pumphouse components. The most severe missile load shall be combined with the tornado wind load for the structural design, of the Pumphouse.
clLOVHT ASSOCIATES, liC.
The design, materials, fabrication; inspection, and proof testing of the containment vessel complies with the applicable parts of the following:
ASME Boiler and Pressure Vessel Code, Section III Nuclear Vessels,Section VIII Unfired Pressure Vessels,Section IX Welding Qualifications.
- 2. Building Code Requirements for Reinforced Concrete (ACI 318-
- 63) .
- 3. American Institute of Steel Construction Specifications:
a) "Specifications for the Design, Fabrication and Erection of Structural Steel for Buildings," adopted April 17, 1963.
b) "Code of Standard Practice for Steel Buildings and Bridges,"
revised February 20, 1963.
- 4. USAS N 6.2 1965, "Safety Standard for Design, Fabrication and Maintenance of Steel Containment Structures for Stationary Nuclear Power Reactors."
- 5. 'CI 301-66, "Specifications for Structural Concrete for Buildings"
- 6. ASTM C 150-64, "Specifications for Portland Cement"
- 7. State of New York Department of Public Works Specification 5.1.1-10
- 8. ASTM C 260-63T, "Specifications for Air-Entrained Admixtures .for Concrete"
- 10. ASTM A 305-56T, "Specificat ons for Minimum Requirements for Deformation of Deformed Bars for Concrete Reinforcement" ll. ASTM A408-64T, "Specifications for Special Large Size Deformed Billet-Steel Bars for Concrete Reinforcement"
- 12. ASTM C 94-65, "Recommended t
Practice for Winter Concreting"
- 13. ACI 306-66, "Recommended Practice for Winter Concreting"
- 14. ACI 605-59, "Recommended Practive for 1iot Weather Goner'eting"
- 15. ASTM A 421-65, "Specifications for Uncoated Stress-Relieved Wire for Prestressed Concrete"
- 16. ASTM C29-60, "Method of Test for Unit Weight of Aggregate"
- 17. ASTM C 40-66, "Method of Test for Organic Impurities in Sands for Concrete"
- 18. ASTM C 127-59, "Method of Test for Specific Gravity and Absorption of Coarse Aggregate"
- 19. ASTM C 128-59, "Method of Test for Specific Gravity and Absorption of Fine Aggregate"
l I
- 20. ASTM C 136-63, "Method of Test for Sieve or Screen Analysis of Fine and Coarse Aggregate"
- 21. ASTM C 39-64, "Method of Test for Compressive Strength of Molded Concrete Cylinders"
- 22. ASTN C 192-66, "Method of Making and Curing Concrete Compression and Flexure Test Specimens in the Laboratory"
- 24. ASTM A408-64, "Specifications, for Special Large Sized Deformed Billet-Steel Bars for Concrete Reinforcement"
- 25. ASTM A 432-64, "Specification for Deformed Billet-Steel Bars for Concrete Reinforcement with 60,000 psi Minimum Yield Strength"
- 26. ASTM C 31-65, "Method of Making and Curing Concrete Compression and Flexure Test Specimens in the Field",
- 27. ASTM C33-64, "Specifications for Concrete Aggregates"
- 28. ASTM C42-64, "Methods of Securing, Preparing, and Testing Specimens from Hardened Concrete for Compressive and Flexural Strengths"
- 29. ASTM C 131-64T, "Method of Test for Abrasion of Coarse Aggregate by Use of the Los Angeles Machine" 5.1.1-12
- 30. ASTM C 138-63, "Method of Test for Weight per Cubic Foot, Yield, and Air Content (Gravimetric) of Concrete"
- 31. ASTM C 143-58, "Method of Test for Slump of Portland Cement Concrete"
- 32. ASTM C 150-65, "Specifications for Portland Cement"
- 33. ASTM C 172-54, "Method of Sampling Fresh Concrete"
- 34. ASTM C 231-62, "Method of Test for Air Content of Freshly Mixed Concrete by the Pressure Method"
- 35. ASTM C 260-65T, "Specifications for Air-Entrained Admixtures"
- 36. ASTM C 494-62T, "Specifications for Chemical Admixtures for Concrete"
- 37. ASTM C 173-58, "Method of Test for Air Content of Freshly Mixed Concrete by the Volumetric Method"
- 38. ACX 214-57, "Recommended Practice for Evaluation of Compression Test Results of Field Concrete"
~ 39. ACT 315-65, "Manual of Standard Practice for Detailing Reinforced Concrete Structures"
- 40. ACE 347-63, "Recommended Practice for Concrete Formwork"
- 41. ASTM D 287-64, "Method of Test for APX Gravity of Crude Petroleum and Petroleum Products (Hydrometer Method) 5.1.1-13
- 42. ASTH D 97-66, "Hethod of Test for Pour Points"
- 43. ASTH D 92-66, "Hethod of Test for Flash Point by Cleveland Open Cup"
- 44. ASTH D 88-56, "Method of Test for Saybolt Viscosity"
- 45. ASTH D 937-58, "Method of Test for Cone Penetration of Petroleum"
- 46. ASTH D 512-62T, "Methods of Test for Chloride Ion in Industrial Water and Industrial Waste Water"
- 47. ASTH D 1255-65T, "Method of Test for Sulfides in Industrial Water and Industrial Waste Water"
- 48. ASTM D 992-52, "Method of Test for Nitrate Ion in Industrial Water"
- 49. ASTM A 442-60T, "Tenta'tive Specifications for Carbon Steel Plates with Improved Transition Properties"
- 50. ASTM A 300-63T, "Specifications for Steel Plates for Pressure Vessels for Service at Low Temperature"
'1.
ASTM A 36-63T, "Specifications for Structural Steel"
- 52. SSPC-SP6-63, "Commercial Blast Cleaning"
- 53. SSPC-SP8-63, "Pickling"
- 54. SSPC-PA1-64, "Shop, Field and Maintenance Painting 5.1.1-14
- 55. ASTM A 322-64A, "Specification for Hot-Rolled Alloy Steel Bars"
- 56. ASTM A 29-64, "Specification for General Requirements for Hot-Rolled and Cold-Finished Carbon and Alloy Steel Bars"
- 57. ASTM D 624-54, "Methods of Test for Tear Resistance of Vulcanized Rubber"
- 58. ASTM D 676-59T, "Method of Test for Indentation of Rubber by Means of a Durometer"
- 59. ASTM B 412-66T, "Method of Tension Testing of Vulcanized Rubber"
- 60. ASTM D 573-53, "Method of Test for Accelerated Aging of Vulcanized Rubber by the Oven Method"
- 61. ASTM D 395-61, "Method of Test for Compression Set I
of Vulcanized Rubber"
- 62. ASTM D 746-64T, "Method of Test for Brittleness Temperature of Plastics and Elastomers by Impact"
- 63. ASTM D 1149-64, "Method of Test for Accelerated Ozone Cracking of Vulcanized Rubber"
- 64. ASTM D 471-66, "Method of Test for Change in Properties of Elastomeric Vulcanizates Resulting from Immersion in Liquids" 65 'STM A 514-65, "Specification for High-Yield Strength, Quenched and Tempered Alloy Steel Plate, Suitable for Welding"
- 66. ASTM A 441-66T, "Specification for High-Strength Low Alloy Structural Manganese Vanadium Steel" 5.1.1-15
0
- 67. ASTH A 53-65, "Specification for Welded and Seamless Steel Pipe"
- 68. ASTH A 435-65, "Hethod and Specification for Ultrasonic Testing and Inspection of Steel Plates of Firebox and Higher Quality"
- 69. ASTH C 177-63, "Method of Test for Thermal Conductivity of Materials by Means of the Guarded Hot Plate"
- 70. ASTH C 165-54, "Method of Test for Compressive Strength of Preformed Block-Type Thermal Insulation"
- 71. ASTM C 355-64, "Methods of Test for Water Vapor Transmission of Thick Materials" 72.. ASTH C 273-61, "Method of Shear Test in Flatwise Plane of Flat Sandwich Constructions or Sandwich Cores" e 73. ASTM D 1622-63, "Hethod Cellular Plastics" of Test of Apparent Density of Rigid The structural design also meets the requirements established by the "State Building Construction Code," State of New York, 1961.
- 5. 1. 1-16
i p~i4c Q &<47 r O'KC S/19/66 Hev> X 9/9/66 Ti.CHblICAL SPIC EPIC'ETIO.'t PC:R FUN'IIS~)I>~G PM>UCATZKC AHD i"'iZiCTXhG Si.'hVC'"tH>i3 83."nKL GEE<'ZIi:G~ .11.EXP. 1Pa>!Xi Afto }V;lFQl'CLIL FGPi 'f'i!~
IBBERV Y.""w~'TT QIMl~JA )NCf.C(J? PCX'P"8, STATXGH - UltlT I'JCo 1 GF "'FZ RODENT~, GAS Af!D R~~ECTRJG CORPORP.TIQH RPv'cSS~x'~ iaafU YOiK 1o0 SCOPZ OP '.~'OZC 1 '3. GE'i!"VLL The wn"~ to be f.eri'0m'nder this Subcontract shQ1 inclL:do Cho detailJ"'lpj fLlz'niah~ijg~ fabrication~ dolxvGPJt~ unl c lk~rLn~ Gt orag8 where necoo 'ary> al'n or~ation of aM~: tructLLral staol> gr'.ting>
Otair "eada and hwdraU. xeq~~'d for the Robert 8~i..tt Gin~a I~ucloar Po:mx S~tion - Unit Hoo 3. Yce ~~xh shan. inc3ude but not necessary bo lilJ.ted to the ZO3 Lo:ri~~:
Ge Pro@M;ation of shop d8t'>ils Q'."ad Qr8ction drPrP~goo b, Structural .tool for tho Structures including tha Ccntailuent Vee"el~ Xntezvp;.die<;e Buildinp~ Rector Au:~r3iary Building, 'lie'o3ne f1<m~ Service Bui3ding al'!d FaccdQo Tho structural 8tt381 consists of 5 (1} Cola.n.~
(2) Ba88q ~ip An'3 LGRrxng plat98 (3) ShJ.D'8:,or scttinc, 613. bao8 w:d baal"Mir p"wte5 (4) 23aesia md piL dere (5) TL'uGSe8 (6) Poets, hw~,gers, tioe and ='ag rods
('7) Struts and br~cinrr (8), ~Lrlino and 1 irt;e
()) St'ir "-t" 1 (M) T:olley b;='~
(Wi) L- daces
(>'>) Too lQ"-.tea (X3) Connections alld connoctiol1
{3A) K>>'vota, .~olde and !1iph otx "~~t;h bolto 1)) Crane Haila, clips md atop" l6) Chcckerccl plate
1 a i L I DKC 2>> 9/g/66 Rev. I
- c. Steel gratings,- grating with attached. plate, grating stair
.treads, ancl all related'ardware.
- d. Handrail for platforms, wall; ways and. stairs.
~
- q. Shop paint.
1.2 LfOBK NOT INCLUDED The following items of wor". associated, with the plant structures =
are not included in this Subcontract but will be furnished and erected. by others:
- a. Anchor bolts
- b. Grouting for colure base plates
- c. Field painting d.. Steel plate..liners for Containm nt Vesse3., Sp"nt Fuel Pit, Decontamination Pit and. Refueling Canal end. liner penetration.
2.0 SITE DATA 2.1 LOCATICH
'h site fox the Robert Enua tt Ginna Huclear Power Station Unit Mo. 1 is located on the south shore of Lake Ontario, near Smoky Point, in Wayne County, approximately l8 miles northeast of Rochester, New York.
TRANSPORTATIOlr The site will be graded and. an access road provided to the worl; area. No rail facilities are available at the site. The nearest rail head. is appro imately four miles from the site.
2.3 ACCESS TO MORK A1KA Thc Contractor will be provided all r quired. and. reasonable access to the worl'x+a so ns not to impcdc his operations.
DXC
&3 9/9/66 Rev. I 2.>'ERVICES AIR FACILITIES The availability of services and. facilities for this Subcontractor will be detailed. by the Contractor, Bechtel Corporation. Generally services and. facilities are as follows:
Available Services
- 1. Power will be available at existing locations at 480 V. in a capacity up to 60 amp . Power reauirements in excess of this amount will require special consideration and. a decision for each contract.
- 2. Hater still be available at existinp locations.
- g. No compressed air will be availablc.
4.- Fo telephone sex'vice will 'be available except at the coin phone in the Pechtel office-
- 5. Clean up will be the xesponsioility of the sub-contractor and if it ls not properly accomplished. the work will be performed
'nd. a back charge written to cover the cost.
- 6. The use of job site cranes will be offered. when they are not in use on the base, contract work. This service will be back charged with a percent aided for overhead,.
ifork and Laydorrn Space Adequate work and. laydovn s.oace >rill bc,provided in areas not acgaccnt to the main buildings. Limited work and laydown space tr9.11 be made availablc, dep nding on schedule and. coordination of crafts, in the buildings, and surrounding areas.
Office and Chanrre Areas
.Ho office space or craft change i'acilitics will be provided. Portable toilet fccilitieo srill bc availsblc.
XKC 9/9/66 Rev. I Job Coordination Bechtel will coordinate ih= site work and, direct the subcontractor to promote. harmony and, provid the overall best work sequence. The I
'Bechtel inspecting engineer may req,uest and. shall be permitted. to witness all subcontract work to assuze its continued. quality. The subcontractor's obligation is to provide workmansiaip within the requirem nts of the sp cifications and, to make designated tests to prove quality.
3.0 STRUCTURAL STEEL 3.1 SPZCIFXCATXOHS Am CODES All work under this'ubcontraci shall comply, except as herein- ,
after specified,, with the following Am rican Xnstitute of Steel Construction Specifications:
- 1. "Specifications f'r the D"-sign, I~'abrication and. Erection of Structural Steel for 33uildings", adopted April 17, 1963.
- 2. "Code of Standard. Practice for Steel Buildings and. Bridges",
revised, February 20, 1963.
3.2 NATERXALS All structural steel used. in the work and not othentise designated.
shall conform to Specification for Structura3. Steel (Tentative) ",
ASTN A 36-63T.
Rivet steel shall conform 'o "Specification for Structural Rivet Steel" ASTM A l>sl<<'$8.
High strength bolts shall conform to Specification i'or High Strength Bolts for Structu;..al Steel Joints, Xncluding Suitable Huts and Plain Hardened Slashers", ASTbl h 32$ -6'.
r 1 DKC
&5& 9/9/66 Rev. I Melding electrodes shall be suitable for the type of steel tu be welded,.
The Subcontractor shall furnish the EIIGZZER and. the Contractor
/
three copies of all mill test reports and. three copies of the reports of the steel f bricacor's inspectors for the structural steel furnished. by him und r this Subcon'cract.
3 r3 SHOP AbD FIELD CO>HIECTIOHS Shop assembly connections may be either welded. or riveted, Field connections shall be either welded. or made with high strength bolts except for the following items which shall be either welded or bolted. with structural grade bolts r4ith hezagona3. nuts:
- 1. All beams marked. "Removable" on the Drawings
- 2. Stairways, landings, ladders, etc.
- 3. All girts and roof purlins Mhen high strength bo3.ts are used in erection of steel for making permanent field connections the connection shall 'be in accordance with "Specifications
/
or Assembly of Structural Joints Using High Strength Bolts" issued by the Research Council on Riveted and, Bo3.ted Joints of the Engin ering Foundation and dated. khrch 3.962.
All welding shall comply with the requirements of the Specifications of the American Institute of Steel Construction and of the Pwerican Melding Society for the typo of steel to be welded..
3 4 ERHCTIOi3 The Subcontractor shall erect all structural steel furnished by him and required for thc plant 'building except
/
steel which must be left out temporarily for erection purposes. Tais steel shall be stored. by thc Subcontractor ao d.irected by the Contractor and
MC
. 9/9/66 Rev. I erected by Others. This steel vill be designated on the Dravings as being erected. by Others.
Oth r steel >>ill be designated on th Dravings to be left out l
temporarily during the,non'nl course of erection for erection purposes and. to be later erected. by the Subcontractor 'before he leaves thc job site.
The Subcontxactor shall coordinate his flOKC vith that of other contractors and afford. other contractors reasonable opportunity for the introduction of their materials and, the execution of their vora. Legible and. durable erection marlins should. be painted.
on all members.
3.$ TEMPORARY STEEK FOR EHECTIOÃ The Subcontractor shall attach to his Proposal a dravlng shoving any temporary steel for erection vhich the Subcontractor proposes to furnish and, erect. The draving shall shov the arrangement for the temporary steel for erection and. the loading thereon.
This dravring is subject to revie'ir by the EHGXlBEB, out such xeviev does not relieve the Subcontractor of his responsibility to comply vith tnc Specification and, D avings.
The Subcontractor shall, vhen his steel erection NOR!C is completed.,
xemove any temporary steel, including equipment supporting steel, placed. for erection pux'poses. Any holes in building steel, resulting fzum connection of erection stee3. thereto, shall be permanently pit~".cd by the Subcontractor, subject to the. approval of the Contractor.
4.O GRAnxo AHD STAXn TOADS 4.1 SPZCXrZCATXO!iS A!JD CODES All steel grating and gratii>g stair treads shall conform to the folio>>ing )total Gr: ting Institute Specifications:
I DEC
~
7 ~ 9/9/66 Hev. X
- 1. "Standard Specifications for bhtal Grating and Vital Grating Treads", adopted pctober 8p 1957..
- 2. "Code of Standard. Practice of th>> ihtal Grating Institute" All steel plate shall conform to thc follorring American Institute of Steel Construction Specifications:
- 1. "Specifications for the Design, Fabrication and. Erection of Structural Steel for Buildings", adopted. April 17, 1963.
- 2. "Code of Standard Practice for Sicel Buildings and. Bridges'7 revised. February 20, 1963.
AU. >relding shall comply with the rcouirements of the sp cifications of the American Institute of Steel Construction and of the American Melding Society for AS'36-63T steel.
- 4. 2 MATERIALS AND IEQUIBELPK'S All materials for grating, plates, grating treads, clip fasteners, and, tread. bolts and. nuts exclusive of hold. down studs and nuts, shall comply with the requirements of "Specifications for Structural Steel", ASTN A 36-63T, except as other>cise noted. on the Drawings.
Studs, to be used. for fastening, shall be 1/4 inch diameter, type'04 stainless steel of'roper length. Nuts to 'be used, for fas>>
tening shall be silicon bron.e nuts-All grating and. grating tr ads shall be of the welded type with Qopths as shoran on the drn~~lngo. All grating and, grating treads unless othemrise noted on t;he Drawings shall be fabricated. from 3/16 inch thiclc bearing bars on 1-3/16 inch centers ttith spiral cross bars welded on 4 inch centers.
All chccliercd steel plate and plain plate, as called for on the drm<ings, shall be shop welded to and, furnished. srith the grating panels.
DKC g/g/66 Rev-All toc plate shown attached. to the grating, shall be furn9.shed.
by th9,s Subcontractor and shall be 'nstallcd in the fabrication shop except where the erection sequence neccss9tatcs field.
installation.
All grating treads shall have 1" x g/16 inch bearing bars, checkered plate nosings, a width of 9-p/4 inches, and, lengths as shown on the drawings. Treads shal3. bc furnished. with 3/8" x 1" cadmium plated, mach9.ne bolts and nuts, four per tread., for fastening treads to stair stringers.
All cutouts required. for pipes, columns, conduits, etc. shown on the drawings shall be prov9ded. for 9n the grating. The dimensions
/
of openings shall be as shown on the Drawings. The 'cutouts and.
openings sm lier than 6 inches sha13. be banded. with bars of the same depth and. thickness as the bearing bars. The cutouts and.
openings 6 inches and. larger shall be banded with 1/LL inch toe plate projecting 6 9nches above the finished, floor.
The Subcontractor shall furnish ade(Luate support angles under the grat9ng at openings, where reauired.
4'$ FXEU3 CO%'1ECT30ÃS TO SUPPOBT STEEL All plain grating panels shall be fastened to the supporting steel with L;wo standard sadd3.e clip., at'ach end, of the panel, and.
with two additional clips to the intermediate beam when the panel
~
is continuous ovex two spans.
All grating with attached. steel plate shall be fastened to the supporting steel with two wclds at each end. of the panel, and.
two additional welds to thc intcxmcc;iatc bean when thc panel is continuous over two spms.
DXC 9>> 9/9/66 Rev. I 4.4 GALVAi~EIKIIlG All steel grating, attached, plate, stair treads and saddle clips shall be hot dipped galvanized in accordance with "Specifications for Hot Galvanized Coatings on Products Fabricated. From Rolled, Pressed. and. Forged Steel Shapes, Plates, Bars and Strip", ASTM A 123-63, All fabrication, including cutouts and, alterations, shall be completed before galvanizing, 5.0 EQ!DHAIL 5 el MATER II' All handrail sha11 be made of 1>>1/4" diameter> schedule 40 standard weight> black and galvanized steel pipe and fittings conforming to "Specification for Black and. Elot-Dipped Zinc Coated. (Galvanized)
Uelded and Seamless Steel Pipe for Ordinary Uses" > ASTM A 120-63T.
All handrail shall have one rail centerline 2'-0" above the finished. floor level and, a second rail center line 3'-6" above the finished floor except where noted othertrise on the Drawings.
The posts shall be spaced, not'more than 8'-0". on centers. All1 handrail shall be in accordance with the typical handrail detail
. shown on the Drawings, All points shall be welded and, ground to a smooth finish. Turns shall be maLe by the use of tube turns or pipe bends and all railing extending beyond. thc posts shall be terminated with drive>>
in plugs.
5.2 FIELD COÃlECTIOi~!S All handrail posts shall be bolted, to the structural steel supporting the floor grating, except where shown othe'>ise on the Drawings. All handrail posts set in concrete shell be set
~ ~
DZC 9/g/66 Rev. I in oleeves pxovided by others with the concrete slabs and. shall be secured. in place with molten 1cad or sulphur.
All bolts, nuts and. clip angles required for fastening the hand-rail posts to the structural steel shall 'be furnished. by this Subcontractor.
All handrail indicated on Drawings ao removable, or fastened. to removable steel framing, shall have Joints at appropriate places and. be bolted. for easy removal of sections so indicated. All handrail running into bracing and. columns will be field.'cut and.
welded to fit,
. All >>elding shall comply with the reouiremento of the American Institute of Steel Construction and, of the American Melding Society.
6.0 PAIi'KING All structural steel and. handrail to be furnished under this Sub-contract, shall be cleaned. of rust or mill scale in accordance with the Steel Structures Painting Council Surface Cleaning Specifications SSPC-SP 2-6g "Hand. Cleanjngi'nd/oi SSPC"SP 3-6g "Power Tool Cleaning",
as required.
Paint shall be omitted. at all areas of field welding and. on all steel surfaces>>hich will be in contact with concrete. All contact surfaces of connections shall be painted., including those for trusses and plate girders.
All structural steel and handrail, to be furnished under this Sub-contract, shall receive one shop coat of paint which ohall be one of the following:
lEC 9/9/66 Hev ~ I
- 1. Socony-Valdura 13-Y-5 Zinc Chromate Primer
- 2. Gliddcn HGL 32802 Zinc Chromate Primer
- 3. Pennsbury Yellow Zinc Chromate Primer Keeler Zo Long Ifo. 4800 Exterior Orange Lead. Primer The shop paint shall be mixed, and. applied in accordance with the Steel Structures Paintinc Council's Paint Sp cification SSPC-PA 1-64. "Shop, Pield and ihintenance Painting".
Shop paint shall have e dry film thickness of 2 mils.
Pield paint will be by Others.
7.0 SHOP Ai~TD EHECTXON DHJGlZi.OS Tne Sub-contractor shall submit to the Engine r, for his approval, one reproducible copy and one print of all shop and. erection drawings, data sheets, etc. reauired for his >lOHK. Two copies of all drawings, etc. shall also 'be submitted. concurrently t,o llestinghouse Atomic Power Division. This shall be done with such promptness as to cause no delay in either his HOK( or that of any oth r contractor. These drawings shall be checked and. certified, prior to submission, and shall contain all required. information. The Subcontractor shall make any corrections required. by the Engineer and. file with thc Engineer and. the Mesting-house Atomic Power Division two copies each of the'corrected. drawings.
Approved, drawings will be so stamped and. dated. and. shall form a part of the Subcontract. One set of the approved drawings will be returned.
to the Subcontxactor. Approval of such drawings shall not relieve the Subcontractor of the responsibility for deviation from the Contract Docum nts, nor from responsibilities for errors in shop-or erection drawings,
DXC 9/9/66 Reve X 8.0 RECORD DBAIGI<GS Upon completion of his work the Subcontractor shall submit to the Engineer a complete set of cQ3. drawings for the work. These drawings shall correctly indicate the work"as built" and shall include all modifications of the work and additions thereto which have been in--
corporated. The drawings shall consist of approved drawings, legibly marked, and submitted one print and. one reproducible each to the Engineer and the Mestinghouse Atomic Power Division.
9.0 XHSTALLATXOI'IADD XIlSPECTXOH PHGCEDUBES The Subcontractor shall submit to the Engineer a written, detailed description of his inspection and/or installation procedures for comm nts and, review. These procedures shall 'be submitted at least e
two weeks prior to actual start of MOHI(. Any comm nts 'by the Engineer shall in no way relieve the Contractor of his responsibility to e.".ecute his NOBK to meet the intent of the Drawings and Specifications.
~ ~
iKC 9/9/66 LIST OF DR/8JIi.GS Thc folio>Iing Gilbert Associatcsp Inc. dra~7ings set forth the location and extent of the WORK to be done and are hereby e::pressly made a part of this Specification:
DRA>1I1',G PO. TITLE Turbine Area>>Steel Framing D-502-0U. Column Schedule 5 Base Plate Dtails D-502-021 kezzmine Floor Elcv. 271'-0" D-502-022 Operating Floor Elev. 2S9'-6" D<<502-023 Control Room << Plans & Elevations D-502-031 Platforms, Landings 5 Stairs D-502-051 Top Chord, Hoof Plan D-502-052 Bottom Chord Roof'lan D-502-061 Longitudinal Section D-502-062 South Elevation D-502-063 East Elevation D-502-064 Nest Elevation D-502-065 Cross Section D-502-066 Cross Bracing Below Operating Floor D-502-071 Girts - Horth Elevation D-502-072 Girts - South Elevation D-502-073 Girls - East Elevation D-502-074 Girts - Hest Elevation Containment Vcsse3. << Steel Framin, D-521-001 Column Schedule D-521-002 Intermediate Floor Elev. 253 I
DKC 9/9/66 DBAWIEG Iip. TITLE D-521-003 Operating Floor Elevations 270'<<4" 8: 274 '-6" D-521<<005 Msc. Platforms Elev. 267'-3", Elev. 300'-4" 8c Stair Details D-521-011 Crane Rumray Elev. 331'-0" Forced. Stxucture - Steel East Elevation - Columns, Girts Bracing Framin'-521-071 Zc D-521"072 West Elevation - Columns, Gix t's,& Bracing D-521-073 North L'lcvation - Columns, Gix'ts & Bracing D-521-074 South Elevation - Colums, Girts & Bracing Reactor Auxiliar BuilcU.ng - Steel Fxamin l
D-522-001 Column Schedule 8: Bracing D<<522-031 llisc. Steel 8: Stair D tails D-522-041 Roof Steel 8; Crane Runsray Elev. 306'-10" D-522-051 Girt Elevations Xntermediate Building - Steel Framing D-523<<011 Column Schedule D-523-021 Platform Elcvations 271'-0" 8: 278'-4 "
D-523-022 Platform Elevations 293'-0" 8: 2g8'-4" D-523-023 Platform Elcvations 315'>>4" L- Roof 317'-6" 3051 Roof Elev. 335'-4" 8: Stair Details Service Building - Steel Framing D-531-001 Col~~ Schedule 8: B"se Plate Details D-531<<002 Ih canine Floor Elev. 262'-2 1/2", Floor Elcv. 271'<<0" 8: Rooi'
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*"Wt ('1180'51 f"t CQ C J."i'.li;QL':t. 3.0. S.'JGl.L 8CCL',"'~ tC tot "J.".Yt 'IXJ ~~'t Ja".Gel 0 Sl'DYIr", CO.-C'J. Gl.p."Qc
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'if!o co!Ic'elcrs G..Q3.l be 't 33.vcj.'Gd 'tvo u!1" 33.(x 8115 d Dca'101 j"0 salt(.t.'J. (
coat'pj(atec'. v,j.+2'.i!I 3. 3/2 ilours o). befoL e ~~0 dro:n haQ been I'evolse".
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~L'oo(l k'o .-- beCGecn cr)nero Lie rrrd f~rou't'r can b.. oo gc!3.!1OQr The corfu'-'ces sba13 hs .'cari fled rouvhenL".d;!nd all lai'ua!ce re!!Ovcd. .!d.,(r >'! "CiT!'>'.SS.'i Q)i'ICR'"Ti'!6.
1 Tj..) udL'.."r.!LTV.!rIP.L of:vir "".zclI>.c"-lions ..or
,'L'en@"I s UQcoatr93 8'w 'Gss she'll co!!sist; R=13.ev-'Q t'iiY'e for 's conforr.='-ng to
.resru-tensioninr vre" '-..'. ConcrQYr-.
lysi;oaL es !.ienufacturc'.. p AS>'~t h421-~5 cnd shall be '.he Bb!r" hy Jo.c j~ T. ".Ve so'.x .~ Son, Xn.".. The st, el t,c;!cons for bricatr'0 v~'ii'h ~c folio'A'ln; col!ajity contrro! prest(('ess:.:(.'onc."eve'L"'ll 3' t)roc c'.liras Qei g>~, observed!
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a," f"nys.'.cal ".a6 ch r'$.cal test r Ports sha3.1 b: sl!omi.'t d to the i.n(rinoer r for each e3. o" ro.Ye.
'o.. The !;en(';on fabricator shall cut sanples fr)ln oach cn(! of a
~ reel foll! bLLE'i('ron.lcs(ts a u Jlo Cn( S allot 'ue85 vh 'l SPeol!!Lene Thel O ~
. tesvs shell ensure thav "vh *Tv'.r(l rup4'>res bsfo..'e ~.":).3"r('f tho bL!rv~vonpead KG '(harv Ul 'I'i re lGe!!trs 'l'he pcs L(!GL ro(!ui.Ã .c'ntrs of PLulai> !~421m j
lH.:;h s+vren>"vi) '-'1."c s v..el bars 't;al3. con for.-;! t,) SL'"'C!..r~L STREGST!'FL
<ra'Cion "!ith a'~uarantced ~"~ ni;eau ul"Laatc Gtrenp. b'a O.". JVG,GCO D."L.o l6 0 i'iK)T'CTTO't 0"!2"'!
l ock ~zlchors sh'..>.3..oe Pro!'n't(! ii! "0 s l'a~os r 0 6!e r full lens" t l all .' s.'.!o'::L on '" . i'r,":.>>.Lngs. Ti:c r(,cn('on. in
.".hall Ue o;! LYn'c./n(.:e;i construe';ion. ".L'no ton('on s use'or unbonc'.e'a COB.S i:-"u U.O!l Shall "e Contre L L'U.rr!L (rl'O;.SQ "'r!".. peed The type Or pl
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(!hei= 'v'lc fo) ~d ai'inn'.; o" concret(." si'ructu>:.'.".!)rc sho':.'n'n tile w3.'P-'f'.<"'"8 '1" 'Qjzl</ 'o.'aced Qn I'1'QU') .i t!)8 sub 1'a<iQ suDooi"01)1g LP hal'). L'.Q<<.83. ann "r.'.)u..d to th" 3i.ncs cnd f".).'cnsions sho:"n a'nd shal3.!)8 il':;c of (.'Qbr<..".;)nd organic fff;)vcrial. 'I'ne s! bpradc sill<ll oe co:!,!3'c(I by u .'?:P. a )I'< 'Glfbie ccfr'0ac vox'D !! dc)183. vy ox at) Less f p >><G'<ied..'!9(ilO ) a,,'!>u)fl do.')s<<vyo')r~e i).i)tel/ 9'Qx'/- olacin..)
- 4) c conc).'"'i'8 t'- '3< 3:"""-: s;1 ll -
cond<<. ion" shall co))cr .:" be pl'.Ccc! on fl'ozon::ubgr dc z>awol"i.al. i;<1(3roug)3../ '!Ct veQ . 'ndo" .0 19FF!Cd/ 8 vel I befo.."" an)" ConCPC'te '. S 03.< C d 0 1 O'I ilf(K' ) Ci Tocl(3 . '<. 8 I'ocl. sha'!3. be ca: efu3 <y ('eaned of all dix'~, P".'a<<jw;33 hogdcgs3 scale Loose fra.():,e>>ts a>>d other cb;jectionaolc sul'.".~vw(::s by a<<" and/ol" v'at I'c v~vin," -".'nd orcofr<iF!~ <<nd .).lail t1an c('. thox'Qugh3J<!8 t)uod ZiPplo n(3<<ai3i.c ~viOn l'. aa13. b p" <<joll 'to vha K))ll<<incCl'nd<t O' CS v." nE) i "Cor'tOry r)lio" 'Vo Ol Cing COI)C('8'.8 On nubby<<a<:.8 to imraiv ther~
/ io insnec'(. +he subg).'adc.. Jt is 4".;8 intent of he unpin er to maI.<) )</I .. p'.:Qtogx'af;l c loco'd o eho sub:.-ade.fGl'elc(;tee lpga a"Qas of ti)Q p~
CO'1 ua3.nÃ~on v VOHSC".o 3.2)2 CO lC!RT l~G if'."!2LR II./!'.=E;!
<)nd <<'o il'Cu'ra'van(les Shall COIl rCM ba dC DS:.ted '2:ZQCX'ateI'<<
12.3 .:)i.:Vl )lS'".;9'i V i( CO! 1BX')...0!IS CQn accol'd -lice 7<i l PcT.'ha be Q!/o vcc)vcd "1 !!1 a(9in ~ v c(;o.)l!ficndcd '.~x'8%1.ce a'i .'L'sc Bea').)cx'o)ldll.lions fol'(lint:Ir Conc<<'et" vg 9 3.n rm. AOJ 3O'-.v., ".Itd ".Ce o,"I;!.81)ded, tic for i'o'v 'I ca'.-.her Conc;:(lt:.n/' j!Cl 605-5' czcco! Q)av accolc ito"'s such as c')lc);i.)a ch3ori.de an:l
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yi Tk>8 '.O'A.i::ot')r )nsul'iric:. -0 3:0 'ol,.ced ver';ic .3.lj af :lil>st t 10 fo u'1(iri v'Ci!1
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.".ns.i<<lied ir! !ccordalice lait!2 ti!0 rr>anufa(:tl>rcr' el~ lit8(}:>.r!Q 'uruC t'n 8 l<$ .0 <,lJflL'ETX C(X'3'F"r(OL Tj STS T rr<<>".mc v'1 r<<ej,Qu<<GG, t/)r,'i c po;;8( 1). /isis 'c';ill ol: val 0 v,<<n Seri j ces of .":. Tc"-'vina L<<'.'Cr-torY ':;!r<<.cj2 >0).31, Dri>ol'4):i!c ~ontrnctor gPF10'L<.">.'.i!i:ttX Co!l'>riencinri CO "icX" i' 1'iorj( .r 0 8 ')reLirc'Q.POX~'}8Xer> cl!ic.tio 1G Of co!2tro...>cd;i>i':GG !;)in')!c is~t(:ri",3,". pep"Gec an J consiste;2cice Guitablo fo'he;icrj( i;1 order "s detorrl>ino the ."ii.z procort:>0>is neccss;:r<< to !m uco concle-'8 conforr.='22@ to tb: tyoe ar!d stror!give x'0 .l!'>re!'i;n'ts 0:!3.30<<(,. fol" }!Groin or on 'U>8 IJ?"';El.'1f~s, fl+'~reQF'es shP13> be 'teste('n ".Ocox'der)('8 "ll tr"1 i 18 lateutr od'.ions of t!:8 fnl>3@xing PS:>>! ':!)Gcificetions: C20, C40, C127, C3')8 "n('33(:. . ~
.Corflj)rcsoioll uos'vs .,Gh1=11 con'orLQ tro flS Jfk S})('.Oi..icclt:.0PQ C3) J.> Gn(i Cl+2 iD$ >> LQG Cont>2'Pc uo). G}1G3 }. O'4'or:Q.t to 518 i Qslirlc> LaborBtory
". Guf"".c en% t-:.ri. boxol" conc-"-';=- rorj( v i!)pre.".::.8.lies roquir(>d by u}1- Tesujnj Le)OX" uor<<,'OX'le'0 ill
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~: The orocortiono for Vle conc).'8t!) >71(CG villi })( dc'vcl"."ii.ned by >c!Oti}206 2 of S<)c""ion 3w of l'ro!>sed flC.': 303. "Xrc! ".," }!croin'Co>ore Gpacii'iod.
3~8 T}28 .".ngineer G}1 .3.3. 3!nve th8 ).ig}rt z 1 Gj(o e(jJrsiv'!.ents in col!Cxic 'ie pro@Dr"i Oils "f n -CCG >GX'y 'to rlree" t<<'10 ro(,'uireb<<"-Iltrs 0 f tr!1CGN G Oeci fi 0'<<t<<}.0210>> Jn 62 event; 5!c Ccn'vrector x'uxnisrlod reli(l'ol( vest rocords of cotlcr ~'rzde Qui~li Gtrl GOD;,Oc'v or Ci'J3 v<< e!1P';j
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v>l.th rr.;1'ueli;lG fx(>11 d!e Gcmc so!:loco end of tjlc G.".m i '4GF8
'i ill coMoc'~to!1 J1 cu!'1 0'1'v rror;ip 'Glen ill3. ox'l pcs'tr of t 18 t>cs v<8 r, l)c<< -."ie(j 31,.);1-', ni!Ofol'0 >."[c>y he p.'Gi<<GG Qy Gll)~ ')rc disiorls
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end "'r." remxi!)in'v'>.'o cylin<!Crs ab 2!3 d:.!ys. Slunn tc.",;;s;vill L. 8 mode:.v r !!d i. !i".,!) .". minimu)>. of ono tes v for each lO cubic .-"!res Gl'@nore "G pic "..Gd, also s3.))irp t>est". i.ill bo na dc on vhc conc'."'>o ber'ch used fo. ~".s'v cylinders. in '>)he '..venC v>)!L v coRcre be is g3!!red dil:.'1!)~P f:".CGA:>.ng v>SGther o" lj~" Qa'v " frceze is e::o-.cv'd (!ia";:;n,;"Qc rurin; -sriod, "n addi>'io))al
~(l ) +8 cy..iI;d':: '.)i3.7. 'o.".'>-!ds for e,".ch sot end be cur.d und( QLA ')J~i 1 G condi t>ion 8 t.>e 3hl'i Of '3he ~ 'vru t>i) "(L>ic:h ).t> l'o "4 Qsen G 19,3 Ti)SV j;il !1,!JATOS(Xf f
T!)e svsluc)tion c ". 3 v '"Gsults ">"'l )o in -"ccord!x)ce .'i'~!) ChQD~v 1'( of ~ropose'.t .-".:T. 331. Guffici nt, i)ss'i)s '. provide an::vel.:..>>"..On of concreve strengti) in accord::,nce )'!ith ill be conducted to this sgccificQt>ion ~ 19.4 -Ear.Cr:t;:T C:":'CJL.:.".'.
)ihenever 3.'c ".s".";..': ~!)e'est, or" t::~e 7x)boretory cilr,".d cylinders feil co meet i'>))c rogvirc>m a bs et fol'h in 5)is speci c:>t>ion. Q!e f>
lepineer end for Tosh.ng Ls>borewrg SI)Oil hRvc thc r'.-".)b 8t v))e Conh~'ec vox' ezc>'n>se * ">0 Oraer ch;;,)L!es a 'tho pzopol tions or",. the mix to incrc~se ta>> s Crengt!l o He !U7 x e o'dQ.-' ona" i'est s of sp"ci!Iens cured ea>tirely ))ndex fi cld condi'a.o)>s. Ordex charges to improve procedures for p)'objecting and curin(! v! s cP- concrete. d '7G()uiro eddi vi e n<!1 ice to> 3.n sccordsncc ">it>) '.G%:lods of Obi(ei));.> snG 'Res ti).rig l> ' .Gd Cores:ac o"'>xeQ )."G "Ps of C ')cro'"'! 'i a"..'e. CJ! 2-6)!! (,/If>>:
).:5~ yU'Z Qle c.'.Ors!>>Gn Y>.o). Gc. tests f concre'('>o i.> ox 'i2)G spcc3.f3.ed oil!i 5';Tp t>hc
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ADVEKPi4 HOe TO l TEC!iNICAL SI'LCXFICATXQNS FOR
~ STRUCTUI.W~. CaNCaWE FOIL Tf!E BROOKNOOD PI %MT UNIT NO<
OF TIIE l ROC'rIESTEIK GAS AND FLEC&ilC CORPORATION ROCHES'LYB I EN YORK 4.0 Cl"'ZAT Second line after the words "TyI~~ XI" insert "for @odorate AM@ of hydration" ~ 8,0 FOiBDOi>X Sol GENERAL At the end of this ection add tho fo3>.owing:
"All ox!closed edges shall be chmferedo Tho size of the ch"mt'er strip shall be 3/l. Mches unle. s otherwise noted on the Dra'ringso" 30.0 JOIKTS AND QIHEDDED XTIre~cd for tho placejfent of ccncrete thereon by cleaning thoroughly with t>ire brushes, cantor under pres"ure, or other !>cans to remove al3. coatings~
stains, debris or other foreign n t;eriaD. ~ " lOo4 AIIClIOR BOLTS AI'3) PXPF 81Z~/EQ At tho end of this section M~ d the folios>ings "E>l:bedded items shall bo chccIced for line and grado after concrete is placed " ll oO I!LKIND CQk'CRETE ll 2 TRANSIT I4LXXKG At tho end of this section add tho following:
"As rccIuirod by AS'Q) C<)4-65 a33. truclcs shall bo cquiI>pod'ith a revolu,t,ion countor."
\
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11~6 BATCH RECORD At the end of this sect,ion add the following: uAs roqui ed by ASTk~ C9$ -6g th batch t,ickot sha'U. also include the tin.e loaded, amount or concrete and reading of revolution counter at first addit,ion of.';atero" , 14oO CURIL'Q AND 5'ROTECTIOW Curing v;-thods detailed in ACI 301<<66 shall bo used cvzop5 thaC a method other than using a curing compound shall be used for initial and final curing of concreto in the containnen~ shello 19oO QDALXTX COHTBOL 19<1 PiKLQQHARY TESTS In the sscond paragraph change "Section 309" to "Section 308", 19 2 FIELD TESTS At the end of the third pmag.aoh add the folio:wag.
"This cylindor sisal be bosomed at'8 days "
Add the following addit;ional section.'~20 oO le% R The chloride content, of ai.ing ~mter shall not exceed 100 p~> and turbid55y shaU. not exceed 2000 cpm."
DYE 10.-17-66 Revised li-3-67 ADDENDUM IIO. TO TECHNICAL SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR THE BR03iY'iOOD PLA NT UIGT I'IO o 1 OF TIIE ROCHESTER GA5 A.'JD ELECTill'C CORPORATION ROCHESTER~ M"U 'lORK Add the folloii~g section:
"20.0'RGUi'JDXIlO 20ol CONCRETE REXI'PORTENT All concreto reinforcerrent embedded in the side wall up to Elevation 252'eet slnll be made eloctrically continuo:is by bonding all such items together by means of the CAD::IELD process Arc welding concreto reinforcement, for any purpose including Cho achievement of electrical cn>>tinuity shall not be permitted unless not,od otheria.se on Che Drawings. Standard CAD<'IElJ3 porider shall be used to ireld copp..r to stoclo The, tio3ding material shall consist of a copper thormit mixtur employing tin m tal in an amount to effectively constitute from ~i.5 percent to 5 ~5 percent of t,ho resulting weld metal.
P ior to CADllELDL~IG the su fac of thc roinforcoz nt shall be cleaned free of file rust and rill scale and filed with a coarse or grinding wneelo Every precaution snail be talcon to remove only Che minima~ petal required to obtain a smooth surface. The CAD'v.'ELD process shaU. be performed in accordance irlth the nmufacturer~s printed. instructions. Tho concrete reinforcement shall be >r~ide electrically continuous at a mnimum of th."ee lo ations p r circumferential ring or vertical bar and shall oo bonded to the contairment liner at three location approximately 120'part. The bond, connection to tho roinforcomsnC shall bo staggered in the vertical and horisontal dirccCions Co provide a minimum distance between connoct,ions of five foot . Tho staggered pattern shaU. be repeated no more frequ ntly than for every fifth bar. Thc CADYKLD splice used for 1I,.S and lQS bars will provide electrical continuity. 20o2 Tl<iIISION BARS The tension bars s)iall be bondod togothor by the CADUELD process a>>d a di". 'ct. bond;sado to tho containment li>>or at throe locations ipproximatoly 1"0" apart. Thc connoction to tho Cc>>sion bar shall bo t,o thc outboard faco of th anchor plato GILBERT ASSOCIATE~ INC,
ei.bedded in the side wall Mell away from tho l-3/8 inch diarrater bar. 20+3 LIMITAL CONDUIT Ths metal conduit for the side;;~ll tendons shall be m-de electrically continuou for their full height 'oy tao!c welding at throaded co>plings. The conduit" shall be bonded togefih"r at approximately Elevation 235 feet and a dire b bond rade to the liner at three locations appro::imate+ 120'part,.'XLDEPiT ASSOCIhT""S) ZiXC.
9 ADDZHliUH HO. 3 TO TECH!APICAL SPECIFICATIOi~lS FOR STRUCTURhL CONCRETE FOR THE BROGiiVCOD PLAIV. UillT HO+ 1 OF THE ROCHESTER GAS AND ELECTRIC CORPGRATIObl IKCliIESTER>> IWi'/ YCK< 10,0 JOXilTS Ag) EIQEDDED ITi~~"IS 10,3. COI'ISTRUCTIOil XTEHS At thc end of this seci;ion dd the follosnng:
"On con truction joint surface in 'che Containment Vessel including a13. vortical jo5,nts in the cylindrical boll and all joini;s in the dope an epo:qr-resin compound shall be used t,o boind thc net concrete with the abut~in@ pov~. The
.epo~-resin compound shall be one of the following:
- a. Epo:o;ice field Serviciscd Prcducts Corp.
b, Colma Bonding Compound Silva Chemical Epotox Bonding Compound - Toch Brothers, Inc. Corp'., Concrete rurfaco preparation and ~he mixin;~ and application of the epos-resin shall be in accordance with who manu-facturer"s pr'nted instructions. Ego."g-resin cori'pounds o~h"=r than those listed hcroinboforc shall not be used unloss approved by She Engine r."
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DEC 2-13-67 ADDHHDUI4 170. 4 TO TI& TECHHXCAL SPECXFXCATXOHS FOR STRUCTURAL CONCRETE FOR THE ROBERT EiYNETT GXHMA HUCLHAR POz/ER PLANT UHXT mo. 1 OF THE ROCHESTER GAS AKiD ELECTRXC CO'RPORATXOH ROCIIESTER, HEN YORK Add the following additional section: "21.0 NATERPROOFXHG 21.1 General The exterior walls of the Containment Vessel and Auxil-iary Building from the edge of the base mat/ring girder to Elevation 253'-0" shall be waterproofed on the out-side face. The waterproofing material shall be as manufactured by the Plinth':ote Company, llew York, H. Y., or approved equal, applied in accordance with the man-ufacturer's printed instructions. 21.2 Specific Requirements Concrete surfaces shall be dry before applying the water-proofing materials and "hall be free of all zins, ties and similar projections. All holes, voids and honey-combed ar as shall be filled, patched or repaired to produce a smooth surface. The first. application shall consist of a thin pene-trating coat. of Asphalt Primer applied at the rate of one gallon per 100 sc[. ft; Prior to the application of membrane coux es the angles at the intersection of GXLBERT ASSOCXATES, X11C ~
DEC 2-13-67 Page 2 walls and base mat/ring. girder and at corners of any offsets shall be reinxozced with an additional appli-cation of I'.OIifOPOPJ4 compounQ and YELLOW JACYET glass fabric which shall be allowed to tacf" dry prior to the application of the first course. Two plies of membrane waterpz'oofing shall be applied using YELLON SACHET glass fabric embedded in GI1R-100 compound. The Quantities of components and the rate of application shall be in accordance with the manufacturer's printed 'nstructions xor a hydrostatic head ox 20 feet. >%ere bacl:fill is to be placeQ against the waterproofed sux'- faces, panels shall be'urnished and installed to pro-tect the membrane. These panels shall be 1/2." thief Plintfcote asphalt coated insulation panels attached to the membrane arith spots o - asphalt plastic cement. GXLBERT jASSOCXATES, XMC.
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~ ~ DEC ~ ~
3.0-3.t-67 O ADDEi'Kv'!i 'lO. 5 TO
= TECHIiXCP L S~i";CXI 1CAT3 0"S FOR STRUC'TURAX, COZCRVr=
FOR THE BROO'C:.OOD 'KIlT U~IXT I'IO. ROCHE"'STER, Gi.S P.ilD i"'LKTRXC CORPO~d<TXOlJ RQC;l~iv<ig r J,'i:;I 3'Qg' Md tahe folloi'll'p~ sect 1oil:
"22. 0 Pr".uP'.KT CO<~tCRKT",
e 'Nec caied on the Drair ~a.-s. 'hrv "turn x'equ>.re.".';cps for PRZPA'i(T COil"ZTE sha3.:L be iri accordance;riÃa ~he "Guide SpecJ.- fications for .'".:"'PAiii'Oi<CPU~'Z" as p:.'e"..ared by tne Prepa!N, Concrete Compmry, Cr.evclsad, Oh~ o, a copy of
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ADDENDPi1 NO. TO TECHNICAL SPECIFICATIONS I"OR STRUCTURAL CONCRETE FOR THE BROOlSJOOD PLP~VZ UNIT Iso 1 ROCHESTER GAS AM) ELECTRIC CO~iRATXON ROCHESTER, m: r YORK 10 1 JOINTS QS EllBEDDZD ITEM 10+2 EXP(QJSION JOINTS At the cnd 'of this subsection; insert the fol3.owing:
"The sealant for all expansion joints crithin the Conta~'>ment Vessel shall be Do:J Corning 780 Builds.ng Se 3~.ant as manufactured by Doe Corning Corporation."
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4 g, g PiiHLXIQi'JAP.Y ADDEIBUII I'IOo 8 TO TECHNICAL SKCXPICATXOIG POQ STRUCTUML CONCRETE, I"OR 'TI.rS BROG.QSOOD PIAiiIT UIGT MOs 1 ROCIDSlaR GAS APJD EJ~~CTMC COliPOHATZ01I ROCHESlM~ IE'3'I 'XOiHi AS the end of Section 22.0 PMPAKT CONCRETr",'dd 440 folloTAllge "There shal1 be no retemperu~ of Prepakb 4P Concrete."
DEC f s I ef 2-28-69 PHELBIZI8'Z<7 ADDEI DKI KO. 9 TO TECIKZCAL SPECZFZCATZOIIS FOR STRUCTURAL COi'CRETE FOR TIF BROOIG'IGOD PI/ill,'IITT I'!0. 1 ROCh' THP. G IS fiND EL>CTRiC CORPORATZOil ROCHESLM~ iv"8'f YOIIK Deleie Sec'~ion 21.0 VATERPROOFZKG in its entirety and insert the following:
"m.o iu,r npRoo".xtr/wire piicozxw, 21.1 '"ncral Tne e:c'ccrior wall of the Auxiliar Building from the edge of the base mat to Elevation 25)'-0" and the elherior wall of the Cont~i.n!aent Vessel from the edge of the ring girdor io Elevation 235'-0" shall be waterproofecl on the outside face. The water-proofing material shall be as mmufac~ured by the Flin~kote Compa!Iy, I<a:r YorI<, I'Iew Yor!c, or approved equa1, applied in accordance w:ith the manufacturers printed instructions. The exterior wall of the Cont, inment Ve sel from Elevation 235'-0" to Elevation 253 -0" shall bc dnwpproofed using PZIJ Iiarine lfastic HD as manufactured! by Toch l3ros. Znc., Paterson, New Jersey, or approved equal~ applied in accordance Itri4h the mtu!ufacturer's
'printed instruct'rions ~
21.2 'klaCs~r~rooi'in ~ Rooniromsnss Concrete surfaces sha11 be dry before applying the waterproofi~i materials a!id shall be free of all fins, ties and similar pro-joctions. All holes, voids and. honeycombed areas shall be filled, patched or repaired tn produce a smooth surface. Tho first application shall consist, of a thin penetrating coat of Asphalt, Primer applied at, the xato of ono ga1.1on per 100 sq. ft,. Prior to tho application of membrane course,. tho angles aC tho intersection of walls and base mat/ring girdor and at corners of any offsets;;i!a3.1 be reinforced with an additional application of IIOIIOFORII compound a!!d XELLO'I JACI(ET Glass fab! ic which shall bc allow d to taclc dry prior to thc applicat,ion of the first course. Two p3.ies of mcm'oran,"; wat, rproofir r .,hal3. bc applied using Xx'LLQl JACIG:T glas fabric embedded in Gi".;1-3.00 compound. Tho quantities of components and who rate of app3.ication shall bc in accorclancc with the manufacturcx's pI'intcd instructions for a h~xl::ostatic head of .20 feet.s. Nhere baclcfill is to bo placed against thc watcrproofcd surfaces, panols shall bo furnished and inst;allcd to pro~oct, the membrane. Ti!c e pa!!cia hall bo 1/2" Chic!c Flintlcot,c asphalt coated insul, tion panels aM;ached t,'o thc ll% lbranc Ifitll spot, of asphalt; pla tie ccmenh
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gi C DKC r 2-28-6g Page 2 e Qt
- 21. g Dooooo~roof i ~Rsqairemont o Concrete .urfaccs hall b. dry bcforc applying the dw~. pproofing TiMterivQQ and sha33. be free of all f'ns tios and sire.lar pro sections. All holes, voids and honeycombed areas shall b filled, patched or rcpaircd to produce a nlooth surface. All suri'aces shall bo free of dirt, dust, ice etc. Apply tlTo spray coats of RBJ 4'arine iAouid DCcD to a total th>>el<ness of l/o inch over thc elltil'e Ms33 area o
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