ML20063A661
| ML20063A661 | |
| Person / Time | |
|---|---|
| Site: | Perry  |
| Issue date: | 08/16/1982 |
| From: | CLEVELAND ELECTRIC ILLUMINATING CO. |
| To: | |
| Shared Package | |
| ML20063A650 | List: |
| References | |
| NUDOCS 8208240436 | |
| Download: ML20063A661 (49) | |
Text
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i CONTAINMENT ANNULUS CONCRETE DESIGN, CONSTRUCTION and TESTING for the PERRY NUCLEAR POWER PLANT North Perry, Ohio The Cleveland Electric Illuminating Company August 16, 1982 Gdbert/Commoneesoth 8208240436 820816 PDR ADOCK 05000440 A
TABLE OF CONTENTS Section Title Page 1:00 INTRODUCTION 1
2:00 MODELLING CONSIDERATIONS 3
2:01 Introduction 3
2:02 containment Vessel - Annulus Concrete Interface 3
2:03 Basemat Foundation - Annulus Concrete Interface 5
2:04 shield Building - Annulus Concrete Interface 5
3:00 DESIGN 9
3:01 Load combinations 9
3:02 Vertical keinforcement 9
3:03 Horizontal Reinforcement 9
3:04 Transverse (Radial) Shear Reinforcement 10 3:05 Tangential Shear Reinforcement 10 3:06 Reinforcing Steel Strain Limits 15 3:07 Concrete Strain Limits 15 4:00 MATERIAL, TESTING AND CONSTRUCTION CONSIDERATION 16 4:01 Reinforcing Steel 16 4:02 concrete Supply 16 4:03 Testing 17 5:00 CONCLUSION 18 6:00 REFERENCES 19 7:00 LIST OF FIGURES 21 l
l 8:00 LIST OF TABLES 33 GeertICommanuseth
CONTAINMENT ANNULUS CONCRETE DESIGN, CONSTRUCTION AND TESTING 1:00 INTRODUCTION f
The Perry Nuclear Power Plant is located in North Perry, Ohio, 35 miles northeast of Cleveland, on the south shore of Lake Erie.
The plant consists of two identical units, each powered by a Boiling Water Reactor (BWR), nominally rated et 1200 Megawatts, i
electrical output.
Each of the reactors is housed in a separate Reactor Building and contained by a steel Containment Vessol. The containment vessels are free-standing right cylindrical steel shells with ellipsoidal steel domes, designed and fabricated by Newport News Industrial Corporation of Ohio. The cylindrical steel shell and steel dome comprise the pressure boundary for the sides and top, and were designed and built in accordance with Section, III, Division 1 of the ASME Codefl); but, the bottom of the pressure boundary is formed by a reinforced concrete basemat. For this reason, the steel portion of the containment was not "N" stamped, even though it was built in accordance with the rules of ASME.
Originally, there was a five (5) foot wide annulus between the Containment Vessel and the Shield Building for the entire height.
(See Figure 1.1).
With the inclusion of safety relief valve (SRV) l vibrations for the BWR Mark III, it was necessary to fill this I
annulus with concrete for a height of 23'-6" above the top of the basemat in order to dampen vibrations in the Containment Vessel i
due to the SRV actuations.
Since the annulus concrete was only required to provida stiffness to the Containment Vessel and was initially not required for strength, the design philosophy was to design the annulus concrete to ACI 318-71(2). This was the same design criteria used for the concrete Shield Building. However, since the original design, several conditions have developed as a result of increased loads, the methods of applying load Gdnert/Commenmeath 1
calculations and construction problems. These conditions have dictated that the annulus concrete be used for strength and that ASME Code Case N-258 " Design of Interaction Zones for Concrete ContainmentsSection III, Division 2"(3) be followed.
Accordingly, the annulus concrete has been evaluated against the ASME Code,Section III, Division 2, Subsection CC, 1980 edition with the Sunnmer 1981 Addenda (4). The design meets all Code provisions as interpreted by ASME Code Case N-258(3) which states that the steel containment vessel shall be designed to Section III, Division 1 and the annulus concrete shall be designed to Section III, Division 2.
The annulus concrete also complies with NUREG-0800, SRP 3.8.1 Concrete Containment (6) with one exception.
The exception pertains to the allowable tangential shear stress to be resisted by the concrete (V ) which e
is limited to 40 psi and 60 psi, depending on the load category, in SRP 3.8.1.
These allowable values for V are pore stringent e
than the values in the ASME Code.
Section 3:04 herein provides the justification for using the higher values for the Perry concrete.
In Section 3:04 it is concluded that the present reinforced concrete design has sufficient strength and stiffness to resist the design tangential shear forces and that the acceptance criteria for concrete, reinforcement and the adjacent steel containment vessel are met.
l The following discussion is divided into four sections:
l l
Modelling considerations l
Design Materials, Testing and Construction Considerations Conclusion i
e
_ ceas m l
l 2
l 2:00 MODELLING CONSIDERATIONS 2:01 INTRODUCTION 4
One of the first steps in the design process is to define the 1
model to be used for analysis.
The model, to be complete, must include the Containment Vessel, Shield Building, basemat foundation, as well as the annulus concrete being designed.
Because the annulus concrete is to be placed after all surrounding structures are complete, some unique modelling problems concerning the interface between these structures and this new concrete are introduced.
The manner in which each of these interfaces was considered is discussed below.
The annulus concrete was analyzed using two computer programs -
ASHSD2 and ANSYS. The ASHSD2 program was used to analyze the Containment Vessel, annulus concrete, and Shield Building for static loads, suppression pool dynamic loads and seismic loads.
The finite element model used for these analyses is shown in Figure 2.1.
Because the ASHSD2 program does not have thermal load j
capability, a second finite element model was required to analyze the response to thermal loads.
The ANSYS thermal analysis model is shown in Figure 2.2 2:02 CONTAINMENT VESSEL - ANNULUS CONCRETE INTERFACE The interface between the Containment Vessel and the annulus concrete is represented in the ASHSD2 finite element model with common nodes for the axisymmetric solid elements and the l
axisymmetric shell elements.
This representation is selected for l
the mechanical loads because these loads do not produce a tendency for significant slip at the interface, compared to ths thermal loads discussed below.
GhanICamannede i
1 l
3
l For the thermal loads the interface between the Containment Vessel and the annulus concrete is represented in the ANSYS finite j
element model by modelling the vessel and adjacent annulus concrete with separate nodes which are connected by " gap" i
elements. The vessel is anchored in the annulus concrete at the embedded circumferential stiffeners. The gap elements are used because under the accident temperature condition, the vessel experiences a temperature increase while the concrete through most of its thickness does not. This discontinuous temperature distribution creates thermal forces and moments in the vessel and in the annulus concrete which depend on the degree of bond at the interface between the two structures. The Containment Vessel and annulus concrete are analysed for this condition by using a feature of ANSYS which considers the vertical shear stress between the vessel and between the annulus concrete to be a function of the normal stress between the two structures at the interface (Gap i
Element).
If the vertical shear stress is less than or equal to a 1
constant multiplied by the normal stress, no slip occurs between the two structures.
If the vertical shear stress is greater than a constant multiplied by the normal stress, the surfaces can slip and a sustained value of shear stress equal to the constant times the normal stress is developed.
This constant is similar to the static coefficient of friction between concrete and steel.
Two different values of the constant, 0.7 and 0.0, were used for the design. A parametric study indicated that for values of the constant as large as 2.0 the forces and moments in the annulus concrete did not change significantly from those corresponding to a 0.7 value for the constant.
This approach conservatively bounds the actual degree of bond at the interface since a bond breaker is applied to the Containment Vessel before the annulus concrete is placed. The analysis using each value of this constant produced different critical stress values; thus creating an envelope of maximum values for design.
neerste-4
2:03 BASEMAT FOUNDATION - ANNULUS CONCRETE INTERFACE The basemat had been placed without considering the annulus filled with concrete; therefore, there is no mechanical connection (dowels) between the basemat and the annulus concrete. The original ASHSD2 analysis for mechanical loads conservatively modelled this condition with the base of the annulus concrete being independent of the basemat with no restraint against either upward or downward vertical movement. However, the Shield Building and vessel were fixed at the basemat. This model required the vessel and Shield Building to carry all the transverse shear forces. The results of this analysis indicated that the Shield Building was overstressed. The next logical step was to more realistically model this interface area; therefore, the basemat stiffness was added to the model removing the fixed conditions of the vessel and Shield Building.
The results of this analysis indicated that the Shield Building was marginally within allowables for the shear forces. Although the shear stresses were within allowables, the decision was made to mechanically protect the Shield Building. To achieve this, the basemat was prepared for the new concrete by cutting a shear key to resist some of the radial shear being transferred through the annulus concrete.
Therefore, in subsequent analyses this shear key was modelled as a radially fixed condition at the basemat.
The analysis for the thermal loads with ANSYS incorporated a
" gap" element to create the effect of a compression with no tension capability boundary between the basemat and annulus concrete.
The " gap" element accurately models the actual interface.
2:04 SHIELD BUILDING - ANNULUS CONCRETE INTERFACE The Shield Building - annulus concrete interface was modelled as a monolithic section, in other words, no slip is assumed to occur Geert/Commonessah 5
L along the interface. To evaluate this assumption, the interface shear and normal stresses were reviewed for the critical load combinations. The variation of these stresses along the height of thu annulus concrete is shown in Figure 2.3 for the i
abnormal / extreme environmental condition, which is controlling.
From this figure, it is seen that over the middle sections 2 through 7, approximately 8.5 feet, the normal stresses are compressive and the maximum vertical shear stress is 40 psi.
Over sections 7 through 9 (5 feet) the normal stresses are tensile with i
a peak value of 60 psi accompanied by small values of shear stress (25 poi maximum). Above section 9_(5 feet) the shear stresses increase to a maximum of 227 psi, but these are accompanied by normal stresses at the interface which are compressive.
In the l
lower portion, below section 2 (5 feet), the shear stresses increane to a maximum of 212 psi in conjunction with a tensile i
normal stress of 60 psi. The likelyhood that these stresses would cause debonding at the annulus concrete - Shield Building interface is discussed belew.
The Corps of Engineers' report " Investigation of Methods of Preparing Horizontal Construction Joints In Concrete (5) presents n
{
the results of an experimental research program on construction joints. This report presents individual test results of tension and shear capacity across the construction joint that is rough, clean and dry.
The age of the specimens at the time of testing was 17 days, at which time the concrete had achieved a compressive strength of approximately 1300 psi. The specimens contained l
1-1/2 inch crushed limestone coarse aggregate, which is the same size and type of coarse aggregate to be used for the annulus concrete. The tension values from nine tests ranged from 130 psi to 80 psi with an average of 105 psi.
The shear values ranged from 150 psi to 240 psi with an average of 195 psi. The minimum test values were used to establish a reduced Mohr's failure envelope for the interface, and the combined shear and normal stresses were evaluated with respect to this criteria.
From this Geert /P" 6
evaluation it is expected that debonding of the interface will not occur, except perhaps in a local region at the base of the annulus. However, the slip in this area is expected to remain small due to restraint provided by the bonded joint above and the basemat below.
The Corps of Engineers' report (5) also gives conclusions which are useful in defining the surface preparation of the Shield Building for the placement of the annulus concrete.
The report concludes that the surface should be rough, clean and dry for best results.
To obtain these conditions the Shield Building surface in the annulus was bush hammered to produce a roughened surface with a 1/4" amplitude which will be air cleaned before placement of the annulus concrete.
For composite flexural members, ACI 318-71(2) contains design requirements for shear transfer across the interface of the components which comprise the member. Generally, these provisions permit a shear stress as large as 80 psi to be transferred across the interface without ties, if the interface is intentionally roughened and clean.
An exception to this allowable is if tension normal to the interface exists.
In this case ties are required to provide a normal clamping stress necessary to develop the shear stress. The interface between the annulus concrete and the Shield Building differs from the interface in a composite flexural member in several respects.
First, for a composite flexural member, if the calculated interface shear stresses exceed the shear strength of the joint, debonding occurs.
Slip at the interface occurs and without ties, no clamping mechanism exists to limit the slip or to develop any significant portion of the calculated shear stress at the interface. Consequently, composite action between the components is lost across the entire width of the member and along its length where this condition exists.
However, this condition would not Geert/Commanuseth 7
occur at the untied interface of the annulus concrete and the Shield Building. The annulus concrete and Shield Building can be visualized as an inner cylinder contained within an outer cylinder.
If debonding of the interface e, ars, vertical slippage at the roughened interface between the two cylinders will develop a compressive clamping stress at the interface due to the axisymmetric geometry of the cylinders. This condition will limit slip and transfer shear without ties acrosa the interface.
Another difference between the composite flexural member and the annulus concrete is the variation of the calculated shear stress at the interface. The annulus concrete interface normal and shear stresses plotted in Figure 2.3 are peak values.
These values may occur at one location around the circumference, and they decrease away from this location. This differs from a flexural member in that the maximum calculated stresses are uniform across the entire width of the member, and if these stresses exceed the joint capacity composite action for the entire cross section is lost.
Based on the above discussion it is concluded that significant slip at the annulus concrete - Shield Building interface is not expected to occur. Therefore, the assumption in the analysis model that the annulus concrete and Shield Building act as monolithic concrete is responsible, i
i l
l i
l i
Geert/Comunonusseth 8
3:00 DESIGN 3:01 LOAD COMBINATIONS The loading conditions used for the annulus concrete design were the containment loading combinations presented in the FSAR including Appendix 3A and 3B.
However, the design has been evaluated using the load combinations specified in Table CC 3230-1 of the ASME Code (4) and the Appendix to NUREG-0800(6),
3:02 VERTICAL REINFORCEMENT The vertical reinforcement was designed to carry the vertical forces and moments along with the tangential shear forces as defined by ASME Section III, Division 2, Subsection CC 3521.1.1 c.
The final design is #18 Grade 60 reinforcing bars on 15 inch centers on both faces. To insure that the vessel and the annulus ecacrete act together and to spread the reinforement, the vertical reinforement next to the vessel is to be placed through holes in the horizontal stiffeners.
Figure 3.1 is a copy of a reduced construction drawing of this steel layout.
l Table 3.1 gives steel stress values for each section of the annulus concrete for the critical load combination.
The table shows that the stresses in the vertical reinforcement range from small compression to 35.5 kai in tension. These stress values do not include the tangential shear stress that is transferred to the orthogonal reinforcement. This is discussed later in Section 3:05.
1 l
l 3:03 HORIZONTAL REINFORCEMENT The horizontal reinforcement was designed to carry the hoop forces and moments and the tangential shear force as defined in Geert/F" I
9
ASME Code,Section III, Division 2, Subsection CC 3521.1.1 c.
The final design is #18 Crade 60 reinforcing bara spaced from 6 to 12 inches on centers on both faces.
See Figure 3.1.
Table 3.1 shows that the horizontal reinforcement stresses range from small compression to 50.8 kei tension. Again the tangential shear stress has not been added.
3:04 TRANSVERSE (RADIAL) SHEAR REINFORCEMENT The horizontal ties (shear reinforcement) were designed to carry the transverse shear force in excess of what the concrete can carry. Although the original design was to ACI-318, it meets the criteria of the ASME Code,Section III, Division 2, Subsection CC 3421.4.1.
The ties are #7 bars spaced circumferentially at each vertical bar in the bottom and every other har in the top section. The vertical distribution of shear ties is as follows:
Below horizontal stiffener il 4 tie elevations Between horizontal stiffeners #1 & #2 -
4 tie elevations Between horizontal stiffeners #2 & #3 -
4 tie elevations i
Between horizontal stiffeners #3 & #4 -
3 tie elevations Above horizontal stiffener #4 -
3 tie elevations 3:05 TANGENTIAL SHEAR REINFORCEMENT Using the shear friction provisions of ACI 318-71, the original design included tangential shear in determining the reinforcement requirements in the vertical and horizontal directions, and inclined reinforcement was not provided. However, based on SRP 3.8.1, inclined reinforcement is required if the tangential shear stress is greater than 40 psi for abnormal / severe environmental loads and 60 psi for abnormal / extreme environmental loads. These limits are very conservative when compared with the ASME Code.
GeertiConunenuseth 10
For the minimum reinforcement provided in the annulus concrete, CC3421.5.l(a) of the ASME Code allows 107 psi before inclined reinforcement would be required.
However, the maximum calculated tangential shear stress is 83 psi, which occurs for the abnormal / extreme environmental condition; therefore, inclined reinforcement is not required by the Code. The SRP 3.8.1 requirements would result in inclined reinforcement consisting of
- 5 bars at a 12 inch center to center spacing.
This amount of reinforcement seems rather inconsequential relative to the fl8 bars provided in the vertical and horizontal directions.
The design of the annulus concrete for tangential shear was based on the shear allowable of the ASME Code rather than the reduced allowables presented in SRP 3.8.1 for two reasons.
First, the magnitude of the tangential shear stresses are not as severe as those for a typical concrete containment subjected to the same seismic input. More importantly, the results of recent research indicates that the tangential shear allowables of the ASME Code are conservatively low considering the magnitude of the stresses in the orthogonal reinforcement in the annulus concrete, as discussed below.
Tests on reinforced concrete specimens containing orthogonal reinforcement and subjected to simultaneous loads creating biaxial tension and tangential shear stresses have been performed at the Construction Technology Laboratories of the Portland Cement Association (PCA) and at Cornell University.
The Cornell test specimens were smaller than those tested by PCA, which were two (2) feet thick specimens containing #14 and #18 reinforcement.
The results of the PCA tests are reported in Reference 7.
The Cornell test results are presented in Reference 8 and summarized in a recent paper (9).
This paper compares the Cornell and PCA results with others performed in Toronto and Japan. Table 3.2 presents a comparison of the calculated tangential shear stresses occurring in the annulus concrete with tangential shear strengths i
based on the conclusions from the Cornell and PCA tests.
t Geert/ConwnonneelLh 11
In Reference 9, the following expression is proposed as a conservative estimate of the allowable tangential shear stress in orthogonally reinforced concrete:
vc" fc (2.7 + 0.006 pfy (1-f,/f ))
(1) y where vc = allowable tangential shear strength (psi) fc = compressive strength of concrete (psi) p = minimum steel ratio of the two orthogonal reinforcements.
fy = reinforcement yield stress (psi) f, = reinforcement stress due to the biaxial forces (psi)
This equation was developed from equal biaxial tensi.n tests.
Equation (1) was conservatively applied to the annulus concrete using the stresses and reinforcing ratios presented in Table 3.1.
l The largest reinforcement stress was taken to exist on both faces and used as fs in Equation (1).
This resulted in the tangential shear strength values shown in columns 3 and 4 of Table 3.2.
The tangential shear strength of the section is the minimum of these two values and is shown in column 5.
By comparing this with the calculated tangential shear stress appearing in column 2, it is seen that the shear strengths are in excess of the calculated shear stresses by the factors shown in column 9.
At the critical section 2, the strength exceeds the calculated shear stress by 172%.
Geert/CommensesRh 12
Reference 7 (the PCA tests) concludes that the following expression provides a lower bound estimate of the shear strength of orthogonally reinforced concrete subjected to cyclic loads:
vso = 0.90 p fy (1-f,/f )
(2) y where v,o = lower bound tangential shear strength (psi) p
= minimum steel ratio of the two orthogonal reinforcenents f
= reinforcement yeild stress (psi) y f,
= reinforcement stress due to the biaxial forces (psi)
To limit shear distortions and strains in the reinforcement, a factor of 0.6 is recommended in place of the 0.9 appearing in equation (2).
l The report also establishes an upper limit on shear stress resisted by orthogonal reinforcement as:
f (7.5 - f,/14300)
(3) v
=
so l
where vso = upper limit tangential shear strength (psi) f
= compressive strength of concrete (psi) c f,
= reinforcement stress due to the biaxial forces (psi)
Geert/Comenuselin 13
l The shear strength for each section of the annulus concrete was calculated using the above expressions. These are presented in columns 6, 7 and 8 of Table 3.2.
Column 6 represents the minimum directional shear strength determined by Equation (2). Column 8 presents the shear strength corresponding to limiting shear distortion.
Column 7 is the upper bound on shear strength determined by Equation (3). The controlling limit on tangential shear stress is considered to be the distortion limit shown in Column 8.
When these values are compared with the calculated shear stress values shown in Column 2, it is seen that, as a minimum, the shear strength exceeds the calculated shear stress by 63%.
i The results of these tests reported in References 7 and 9 are considered to be applicable to the evaluation of the ability of the annulus concrete to resist the calculated tangential shear stresses without inclined reinforcement. From these test results it is concluded that sufficient shear strength exists and the shear distortions will be small using only orthogonal reinforcement in the annulus concrete. The conclusion that the shear distortions will remain small was confirmed by applying Duchon's(10) analytical model to the stress conditions shown in Table 3.1.
The Duchon model has been concluded (7 9) to be a reasonable approximation of the shear distortions experienced by completely cracked elements even for a large number of stress reversals.
It has been shown that the annulus concrete can and will carry the tangential shear without any inclined reinforcement; therefore, inclined tangential shear reinforcement has not been included in the final design configuration.
Geert/Commonweeth 14
3:06 REINFORCING STEEL STRAIN LIMITS The ASME Code Section III, Division 2, Subsection CC 3410 generally limits reinforcement strains to the elastic range for factored loads, allowing the strains to go to twice yield only in specified cases.
This constraint is more severe than ACI 318 which generally allows the steel to yield under factored loads.
Even though the annulus concrete was originally designed to ACI-318, a check of the critical loads indicates that the strain limits of CC 3422 are not violated.
Interaction diagrams were developed using the ASME strain limits. Service and factored load l
combinations were plotted for each section on the interaction diagrams. Figures 3.2 to 3.7 are interaction diagrams with only the critical sections plotted.
They show that all strains are within ASME allowables.
3:07 CONCRETE STRAIN LIMITS Table CC-3421-1 and CC-3431-1 define the concrete stress limits for the ASME Code for Section III, Division 2.
The stresses in the annulus concrete are small and fall below the allowables presented. Figures 3.2 through 3.7 also show the concrete stresses to be less than ASME Code allowables.
Geert/Commanussa 15
4:00 MATERIAL, TESTING AND CONSTRUCTION CONSIDERATIONS 4:01 REINFORCING STEEL Purchasing, placing, and the mechanical (Cadwell) splicing of reinforcing steel bars in the annulus area was performed utilizing the Safety-Related PNPP specifications for concrete and reinforcing steel, without consideration of the ASME Code,Section III, Division 2 rules. However, to demonstrate that essentially all ASME Code,Section III, Division 2, rules were met, a third party, an Authorized Nuclear Inspector, will be brought on-site by the Constructor.
The ANI will review all material certification and construction procedures to confirm ASME Code compliance with the exception of several minor items delineated in Table 4 " Reinforcing Steel and Splicing Code Comparison." It will further be demonstrated that the requirements of ASME Section III, Division 2, NCA-3461, which requires the Constructor to survey, qualify and audit certain suppliers, has been met with respect to the Code's intent, as related to reinforcing steel and Cadweld splices.
This will be accomplished by producing combined Owner and Contractor records showing numerous inspections and audits of these suppliers.
4:02 CONCRETE SUPPLY The concrete supply, placement, and curing will be performed in compliance with ASME Section III, Division 2.
Table 4.2,
" Concrete Code Comparison," is a compilation section-by-section of comparisons between the ASME Code Section III, Division 2 rules and the present PNPP construction epecification requirements. The last column in this comparison table shows the action required by CEI to meet Code rules. The concrete testing requirements are compared in Table 4.3.
Additional review of Code sections including Quality Assurance, Personnel Qualifications, Vendor Surveillance, and third party Authorized Nuclear Geert/Comonweefth 16
i i
Inspection, revealed CEI's ability to meet Code mandated practices.
4:03 TESTING The ASME Code,Section III, Division 2, Subsection CC-6000, defines the Structural Integrity Test (SIT) requirements.
The Perry containment is scheduled to have an SIT as a steel containment meeting the conditions of ASME Section III, Division 1 Section NE-6000. Division 2, Section CC-6000(2) concerning SIT requirements for a concrete containment has strain / displacement instrumentation requirements and also requires that concrete surfaces be monitored for cracks.
Perry is a hybrid between a steel and a concrete containment, but more like a steel than a concrete containment.
Cracks cannot be monitored because the Shield Building covers one side and the steel Containment Vessel covers the other side of the annulus concrete.
Based on the above the Owner will perform a Structural Integrity Test meeting the requirements of NE-6000(1).
This test will meet the intent of CC-6000(4) but will not require measurement of crack widths and stress / strains.
Since the containment vessel is 1-1/2 - inches thick, backed by eight (8) feet of concrete, calculations show that a near negligible amount of stress / strain will result in the concrete from the low pressure levels to be experienced during the Structural Integrity Test. No cracking of the concrete will occur under the low SIT test pressures.
Because of these low levels (17.25 psi as compared to 50-60 psi normally experienced) no purpose would be served by installing the various strain gauges /carlson meters.
Geert/Commonsene 17
5:00 CONCLUSION The concrete and reinforcing steel individually and collectively as a unit meet fully the intent of the ASME Code,Section III, Division 2(4). Where possible the Code was followed exactly, but where no specific case addressed the hybrid containment the intent of the Code was followed.
The approach presented here is considered to be the best possible considering the hybrid nature of the Perry Containment Vessel, Sheild Building and annulus concrete design. The final design developed from this approach is a safe and economical structural system capable of safely carrying all postulated loads and load combinations.
4 i
l Geert/Commanusse 18
6:00 REFERENCES 1.
ASME Boiler and Pressure Vessel Code, 1974 Edition with Summer 1974 Addenda.
2.
ACI 318-71 Bulding Requirements For Reinforced Concrete.
3.
" Design of Interaction Zones for Concrete ContainmentsSection III, Division 2" March, 1980.
4.
ASME Boiler and Pressure Vessel Code, 1980 Edition with Summer 1981 Addenda.
5.
U.S. Army Engineer Waterways Experiment Station -
" Investigation of Methods of Preparing Horizontal Construction Joints for Concrete" Tech. Report No. 6-518 July 1959 - Corps of Engineers.
6.
NUREG-0800 - SRP 3.8.1 " Concrete Containment" Rev 1, July 1981.
7.
Desterle, R.G. and Russell, H.G.
" Shear Transfer in Large Scale Reinforced Concrete Containment Elements."
Construction Technology Laboratories, Portland Cement Association - NUREG/CR-2450, Dec 1981.
8.
Perdikanis, P.C.; White, R.N.; Gergely, P.
" Strength and Stiffness of Tensional Reinforced Concrete Panels Subjected to Membrane Stear, Two-Way Reinforcing" - Department of Structural Engineering, Cornell University - NUREG/CR-1602 July 1980.
9.
Cowley, White, Hilmy and Gergely
" Design Considerations for Concrete Nuclear Containment Structures Subjected to Simultaneous Pressure and Seismic Shear" presented at Session 53, 6th SMIRT Conf. Preis, 1981.
GeertICommanusean 19
10.
Duchon, N.B.
" Analysis of Reinforced Concrete Membrane Subject to Tension and Shear", ACI Journal, Proc. Vol. 69, No. 9, Sept 1972 pp 578-583.
i GeertICommennesRA 20
7:00 LIST OF FIGURES 1.1 Containment - Shield Building 2.1 ASHSD2 Model 2.2 ANSYS Thermal Model 2.3 Factored Load - Shield Building / Annulus Interface Stresses 3.1 Annulus Concrete Reinforcing 3.2 Vertical Steel - Service Loads Interaction Diagram 3.3 Horizontal Steel - Below Elevation 590'-6" Serivce Loads - Interaction Diagram 3.4 Horizontal Steel - Above Elevation 590'-6" Service Loads - Interaction Diagram 3.5 Vertical Steel - Factored Loads Interaction Diagram 3.6 Horizontal Steel - Below Elevation 590'-6" Factored Loads - Interaction Diagram 3.7 Horizontal Steel - Above Elevation 590'-6" Factored Loads - Interaction Diagram l
GeertICommanusseth 21
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8:00 LIST OF TABLES 3.1 Reinforcing Steel Stresses Excluding Tangential Shear 3.2 Calculated Tangential Shear Strength Based on Cornell (9) and PCA(7) Tests 4.1 Reinforcing Steel and Splicing Code Comparison 4.2 Concrete Code Comparison 4.3 Modified Table CC-5200-1 (ASME Code PNPP Spec. Comparison of Concrete Related Test Requirements)
Geert/CommanuumRA 33
Table 3.1 Reinforcing Steel Stresses Excluding Tangential Shear Section Reinforcing Stress - Tension (ksi)
No (1)
Vertical (2)
Horizontal (3)
Inside Outside Inside Outside Face Face Face Face 1
14.9 41.2 C
C 2
35.5 15.2 0
0 3
31.2 27.1 6.1 3.7 4
29.1 25.4 8.3 6.6 5
26.9 24.0 12.9 10.2 6
26.7 23.0 17.0 13.0 7
24.2 21.8 20.8 16.1 8
24.4 18.5 29.4 11.2 9
19.0 1.
33.4 13.0 9A 16.3 C 4 40.1 16.0 10 26.3 C
50.8 14.6 Notes (1)
See Figure 2.2.
(2)
Reinforcing ratio is 0.009.
(3)
Reinforcing ratio is 0.011 for Sections 1-7 and 0.017 for Sections 8-10.
(4)
Small compression.
GdturtIrpunonessah 34
i Table 3.2 Calculated Tangential Shear Strength l
Based on Cornell (9) and PCA(7) Tests Sec ion Perry Cornell Tests PCA Tests Ratio-Tangential Shears No a)
Tangential Tangential Shear Strength pai Tangential Shear Strength psi Tests / Perry Shear (b) psi Vertical Horizontal Minimum Minimum Minimum Limited Cornell PCA (c)
Upper Distortion Minimum Limited Bound (d)
Distortion (1)
(2)
(3)
(4)
(5)
(6)
(7)
(8)
(9)
(10) 1 57 203 365 203 152 253 102 3.56 1.79 2
81 220 365 220 199 275 132 2.72 1.63 3
81 233 343 233 233 291 156 2.88 1.93 4
82 239 335 239 250 299 167 2.91 2.04 g
5 82 246 318 246 268 308 179 3.00 2.18 5
6 83 246 303 246 270 309 180 2.96 2.17 7
83 254 290 254 290 318 193 3.06 2.33 u,
8 82 253 319 253 288 298 192 3.08 2.34 9
78 269 296 269 332 283 222 3.45 2.85 9A 62 277 259 259 305 257 203 4.18 3.27 10 41 248 199 199 141 216 94 4.85 2.29 Notes:
(a) See Figure 2.2 (b) Peak Values (c) Minimum value of vertical and horizontal (d) Conservative bound of minimum values l
l l
1 1
TABLE 4.1.
REINFORCING STEEL AND SPLICING - CODE COMPARISON CORRESPONDING CODE SECTION SUBJECT PNPP CONSTRUCTION SPEC.
+
=
REMARKS CC-2300 Haterial (Reinforcing Systems).
CC-2310(a) tbterial used for reinforcing systems shall conform SP-663 2:05.1, 2:06 X
to ASTM A-615 CC-2310(b)
Haterial to be used for bar to bar splices shall SP-202 1:07.3 X
conform to ASTM A513, A519, A579 OC-2320 Reinforcing system shall be traceable to CMTR SP-663 2:07 X
during production and transit t
CC-2330 Special material testing.
4, CC-2331.1 One full diameter tensile bar of each bar size shall SP-663 2:06.1 X
be tested per each 50 tons or fraction CC-2331.2 Acceptance standard is ASTM A615 SP-663 2:06.1 X
SP-663 2:06.3 X
Single retest. Review of all If specimen fails - two retest.
material test reports show no La G'
failures.
CC-2332 Bend test CC-2332.1(a)
CC-2332.1(b)(1)
One full size specimen per heat SP-663 2:06.1 X
CC-2332.1(b)(2)
Tested at ambient ASTM A615 I
CC-2332.1(b)(3)
Tested around a 9d pin Not Addressed X
Tested around an 8d pin CC-2332.2 Acceptance standards CC-2332.2(b)
Absence of transerve cracking SP-663 2:05.1 X
SP-663 2:06.2.1 X
Single retest - review shows no If specimen fails - two retest.
failures.
CC-2333 Chemical analysis - reported in accordance with A615 SP-663 2:05.1 I
(+) ExceedsSection III, Division 2' Requirements
(=) Meets Code Requirements
(-) Construction Specification Insufficient
TABLE 4.1 REINFORCING STEEL AND SPLICING - CODE COMPARISON (Continued)
CORRESPONDING l
CODE REMARKS St.CTlotl SUBJECT PNPP CONSTRUCTION SPEC.
+
=
CC-4300 Fabrication and Construction (Reinforcing Systems).
CC-4320 Bendingor'reinio'rcingsteel SP-663 2:08.4 X
CC-4321.1 Standard Hooks SP-663 2:08.4 X
CC-4321.2 Diameter CC-4322 Stitups, tie hooks, and bend other,than standard hooks SP,-663 2:08.4 X
CC-4324 Bending CC-4 323.1 All bars shall be cold bent SP-663 2:08.2 X
Examination of bends SP-663 2:08.6 X
Inspected once per shift.
CC-4 323.4 Tolerances per Fig. CC-4323-2 or 3 SP-663 2:08.4 X
Final acceptance is based on as-built field condition.
$$ CC-4330 Splicing or reinforcing bars CC-4 331.1 As required or permitted by designer SP-202 1:07.1 X
CC-4331.2 Permitted types of splices SP-202 1:07.2 X
SP-202 1:07.2 X
CC-4332 Lap Splices CC-4333 Hechanical Splices CC-4333.1.1 Required qualification - splicers SP-202 1:08.2 X
Required qualification - splicing procedure Not Addressed X
PNPP utilized ERICO's proven splicing procedure CC-4333.1.2 Maintenance and certification of records SP-202 1:08.1.10 I
CC-4333.1.3 Splicing prior to qualification is not permitted SP-202 1:08.2 X
Not Addressed X
ERICO's long history of accepta-CC-4333.2 Splice system qualification requirements ble test results is an industry standard.
CC-4333.4 Initial quellfication test 2 per splice position SP-202 1:08.2 I
CC-4 333. 5 Continuing splice performance tests
(+) ExceedsSection III, Division 2 Requirements
(=) Heets Code Requirements
(-) Construction Specification Insufficient
~
IABLE 4.1 REINFORCING STEEL AND SPLICING - CODE COMPARISON (Continued)
CORRESPONDING CODE RulARKS SECTION SUBJECT PHPP CONSTRUCIION SPEC.
+
=
' CC-4 3 3 3.5.1 Conintuing series of testing shall be performed SP-202 1:09 X
SP-202 1:09.1 & 1:09.2 X
CC-4333.5.2 Splice samples SP-202 1:09.3 X
CC-4 333. 5. 3(a)
Frequency - 1 test per 100 splice SP-202 1:09.4 X
CC-4333.5.4 Tensile testing requirements X
CC-4 3 3 3.5.4 (a)
Tensile strength shall equal or exceed 125% yield SP,202 1:09.4.1 CC-4 333. 5.4 (b)
Running average of 15 shall equal or exceed minimum SP-202 1:09.4.2 X
tensile CC-4333.5.5 Substandard tensile test result CC-4 333. 5.5(a)
Failure in b'ar - investigate with fabricator SP-202 1:09.5.1 X
Report to owner - only difference.
SP-202 1:09.5.2 X
CC-4333.5.5(b)
Failure in splice SP-202 1:09.5.3 X
CC-4 333. 5. 5 (c)
Running average tensile strength failure When splicing is resumed, frequency started anew SP-202 1:09.5.4 X
CC-4 33 3.5. 5 SP-202 1:08.1.10 X
CC-4 333. 6 Recording of tensile test results t
CC-4340 Placing reinforcing SP-202 1:06.4 X
CC-4341 Supports SP-202 1:06.5 X
CC-4342 Tolerances CC-4350 Spacing of reinforcement SP-14 5:07.2.3 & ACI 301 X
CC-4351 Layers SP-202 1:07
- X CC-4352 Splices SP-202 1:06.3 & 1:06.4.4 X
CC-4360 Surface condition
(+) ExceedsSection III, Division 2 Requirements
(=) Heets Code Requirements
(-) Construction Specification Insufficient
TABLE 4.1 REINFORCING STEEL AND SPLICING - CC*E COMPARISON (Continued)
CORRESPONDING CH)E REMARKS SECTION SUBJECT PNPP CONSTRUCTION SPEC.
+
=
CC-5300 Construction Testing and Examination (Reinforcing System)
CC-5300 Examination of reinforcing system CC-5320 Acceptance criteria for mechanical splices SP-202 1:07.3 & 1:08 X
CC-5321 Sleeve with ferrous filler metal splices CC-5321(a)
One sleeve per crew visually examined daily for Not Addressed X
Const. Spec. to be revised.
Contractor's procedure required fit-up at least one visual examination daily.,
CC-5321(b)
All completed sleeves shall be examir.ed for
- filler metal at end and tap hole SP-202 1:08.1.9 X
- check for allowable maximum void SP-202 1:08.1.9 X
CC-5340 Examination of bends The bent or straightened surface of bars shall be SP-663 2:08.6 X
Performed at fabricator facility.
visually examined for 1,ndication of cracks
(+) ExceedsSection III, Division 2 Requirements
(=) Heats Code Requirements
(-) Construction Specification Insufficient I
TABLE 4.2 CONCRETE - CODE COMPARISON CORRESr0NDING CODE RDtARKS SECTION SUBJECT PNPP CONSTRUCTION SPEC.
+
=
CC-2200 Haterial (Concrete and Concrete Constituents).
CC-2220 Concrete Constituents.
CC-2221 Cement CC-2221.1 Haterial Requirement - shall conform to ASTN C-150, SP-14 5:06.1 X
Type II CC-2222 Aggregates.
CC-2222.1 Aggregates shall conform to ASTH C-33 SP-14 5:07.1 & 5:07.2 X
CC-2222.1(b)
Flat and elongated particles - 15% CRD-C119 SP-14 5:07.2.5 X
CC-2222.1(c)
Optional - Potential Alkalt Reactivity of Cement SP-14 5:07.2(c)
K Aggregate Combination Agg. ASTM C-227 i
Optional - Potential Reactivity Aggregates SP-14: 5:07.2(c)
K ASIN C-289 Optional - Potential' Volume Change of Cement SP-14 5:07.2(c)
X Aggregate Combination ASTH,C-342 Optional - Potential Alkalt Reactivity of Not Addressed X
Not Applicable - Code Optional Test.
Carbonate Rocks for Concrete Aggregates ASTM C-586 Required - Petrographic Examination SP-14 5:07.2(c)
X CC-2222.1(d}
Water Soluble Chloride Content of Aggregates Not Addressed I
Const. Spec. will be revised to include.
ASIN D-1411 CC-2222.1(e)
Tangential Shear (L.A. Abrasion) Max. 40%
SP-14 5:18.3.3(1)
X Const. Spec. Max 50%, Const. Spec will be revised. Review of mate-ASTM C-131 rial Test Reports = Max. = 32%.
CC-2222.1(f)
Max. Size of Aggregate SP-14 5:07.2.3 & ACI 301 X
Revise Specification. Aggregate being used meets Requirements.
CC-2222.4 Aggregate for Grout - Conforms to ASTM C-33 SP-14 5:07.1.1 X
(+) ExceedsSection III, Division 2 Requirerents
(=) Heets Code Requirements
(-) Construction Specification Insufficient i
l
[
TABL.E 4.2 CONCRETE - CODE COMPARISION (Continued)
CORRESPONDING CODE REMARKS SECTION SUBJECT PHPP CONSTRUCTION SPEC.
+
=
CC-2223 Hixing Water CC-2223.1 Water Shall be Clean with Max. Total Solids of SP-14 5:09.1 X
2000 PPH. ASTM D-1888 Water shall be tested for Chlorides ASTH 512 SP-14 5:09.1.3 X
CC-2223.2(a)
Time of setting ASTM C-191 SP-14 5:09.2.1(b)
X SP-14 5:09.2.1(c)
X CC-2223.2(b)
Compressive Strength CC-2224 Admixtures CC-2224.1 Construction Specification Shall Specify Type, Not Addressed X
Const. Spec. will be revised.
Quantity, and Additional Limits. Each Admixture shall not contribute more than 5 PPH, by weight of Chloride Ions to total concrete constituent i
4 CC-2224.2.1 Air Entraining Admixtures shall conform to ASTH C-260 SP-14 5:08.1 X
b CC-2224.2.3 Chemical Admixtures shall conform to ASTM C-494 SP-14 5:08.2 A
CC-2230 Concrete Hix Design CC-2231.1 Properties of Concrete which influence the Design shall SP-14 X
be established in the Construction Specification s
X Const. Spec to be revised.
CC-2231.2 Chloride Content of Cement Paste shall not exceed Not Addressed 400 ppe by weight CC-2231.3 Applicable Concrete Properties in Table CC-2231-1 Not Addressed X
Const. Spec. to be revised, shall be defined in Const. Spec.
Not Aodressed X
Code Option Testing not required.
CC-2231.4.1 Hechanical Properties Const. Spec. to address.
Not Addressed X
Code Option Testing not required.
CC-2231.4.2 Physical Properties Const. Spec to address.
Not Addressed X
Code Option Testing not required.
CC-2231.4.3 Thermal Properties Const. Spec. to address.
(+) ExceedsSection III, Division 2 Requirements
(=) Neets Code Requirements
(-). Construction Specification Insufficient i
TABLE 4.2 CONCRETE - CODE COMPARISON (Continued)
CORRESPONDING Colil:
RFNARKS SFCTION SUBJECT PHPP CONSTRUCTION SPEC.
+
=
CC-2232 Selection of Concrete Mix Proportions CC-2232.1 Tr'al Mix Design Proportions SP-14 5:04.2 X
CC-2232.2 Strength Tests SP-14 5:04.2 X
l CC-2232.3 Durability CC-2232.3.1 W/C shall not be exceed 0.53 for Concrete SP-14 5:10.1 X
Expose to Freezing Temperatures.
CC-2240 Cement Grout CC-2241 Constituent for Cement Grout CC-2241.1 Cement shall conform to ASTM C-150 SP-14 5:06.1 X
5 K
CC-2241.2 Aggregate shall conform to ASTM C-33 SP-14 5:07.2
$ CC-2241.3 Water shall conform to CC-2223 SP-14 5:09 I
CC-2250 Marking and Identification of Concrete Constituents SP-14 5:06.5.4 X
Const. Spec. to be revised.
Cement shall be sealed and tagged before leaving supplier showing lot number, specification, grind date and type CC-2252 Aggregate shall be identified to size, source, and Not Addressed X
Presently, Addressed in nonmetallic material Manufacturer's QA Program.
specification CC-2253 Admixture tanks shall be labeled with name,
.Not Addressed X
Nonnetallic material manufacturer's QA program will be revised to specification, and storage requirements.
address labeling of storage requirements.
(+) ExceedsSection III, Division 2 Requirements
(=) Heets Code Requirements
(-) Construction Specification Insufficient 1
9
TABLE 4.2 CONCRETE - CODE COMPARISON' (Continued)
CORRESPONDING CODE REMARKS SECTION SUBJECT PNPP CONSTRUCTION SPEC.
+
=
CC-4200 Fabrication and Construction (Concrete)
CC-4220 Storing, batching, mixing and transporting.
SP-14 6:09.1 & 6:11.10 X
CC-4221.1 Stockpiling and storing aggregate.
ACI'301 SP-14 6:09.1 & 5:07.4 X
CC-4221.2 Storage; Cement & Admixture.
CC-4222 Batching CC-4222.1 Distribution
- 1) Conform to ACI-304 SP-14-6:11 X
Per Const. Spec., ACI 301, not ACI 304 is used. Upgrade to ACI 304 requirements.
i X
Haterial must be accepted prior
- 2) Only accepted material used Not Addressed i
to use. Const. Spec. to be a
revised.
'# CC-4222.2 tkasuring
- 1) By weight - Cement & Aggregates SP-14 6:11.3 X
SP-14 6:11.5 X
- 2) By volume - H O 2
- 3) Free moisture correction shall be accounted for SP-14 5:11.5 K
X Aggregate - ACI 301-72 gives 2%
- 4) Tolerances per ASTH.C-94 SP-14 6:11.9 ACI-301-72 tolerance on all drops. ASTM C-94 gives 2% tolerance on 1st drop and 1% therafter. Const. Spec. stil be revised.
Const. Spec. allows modification CC-4223.1 Mixing per ASTM C-94 as modified by ACI-301 per ACI-301. Revise Const. Spec.
to meet ASIM C-94 in it's entirety.
SP-14 6:11.10 X
ACI-301 Sect. 7.2.2 gives same CC-4223.2 Operation of mixer per ASTM C-94 requirements as ASTM C-94 CC-4224.1 Conveying from mixer to point of placement SP-14, SP-201 & ACI-301 X
Specs satisfy code requirements.
CC-4224.2 Conveying equipment
$P-201 1:12, SP-14 6:09 K
Specs satisfy code requirements.
(+) ExceedsSection III, Division 2 Requirements
(=) Neets Code Requirements
(-) Construction Specification Insufficient
TABLE 4.2 CONCRETE - CODE COMPARISON (Continued)
CORRESPONDING CODE REMARKS SECT 10t3 SUBJECT PNPP CONSTRUCTION SPEC.
+
=
CC-4225 Depositing CC-4225.1 General SP-201 1:12.1 Ref. ACI-301 X
SP-201 1:09 X
CC-4225.2 Continuity CC-4226 Consolidation SP-201 1:12.1 Ref ACI-301 X
CC-4226.1 General per ACI-309 CC-4240 Curing (A) Holst & protected through minimum curing period SP-201 1:15 K
(D) When mean daily temperature is below 40'F, conc SP-201 1:15.4 X
Const. Spec to be revised, to be at least 50*F & moist for 7 days CC-4250 Formwork and Const. Joints b CC-4251.1 Gcneral properly designed braced and tied SP-201 1:07 K
SP-201 1:07.3 Ref ACI-301-72 X
CC-4251.2 Design of formwork - ACT-347 CC-4251.3 Use of liner as formwork Not Addressed X
Const. Spec to address this situation.
CC-4252 Construction joints located as shown on drawings SP-201 1:09.1.1 X
CC-4260 Cold and hot weather conditions SP-14 15:3.1 X
SP-201 1:06.3 CC-4270 Repairs to concrete - as directed by designer and SP-201 1:07.7.2 X
1:18 per CC-4252 of code.
(+) ExceedsSection III, Division 2 Requirements
(=) Meets Code Requirements
(-) Construction Specification Insufficient e
e f
TABLE 4.2 CONCRETE - CODE COMPARISON'(Continued)
COkEESPONDING ColW.
REMARKS SECTION SUBJECT PNPP CONSTRUCTION SPEC.
+
=
CC-5200 Construction Testing and Examination (Concrete).
CC-5200 Concrete examinations Not Addressed X
We will have an Authorized CC-5210 General Inspector.
CC-5220 Concrete Constituents
- SP-14 5:18.3.7 X
CC-5221.1 Cement Requirements See modified Table CC-5200-1 X
CC-5221.2 Testing frequency CC-5223.1 Admixture requirements ASTM C-494 SP-14 5:18.3.5 K
Will revise Const. Spet. to 5:04.lc address Code requirement.
See modified Table CC-5200-1 X
CC-5223.2 Testing frequency CC-5224.1 Aggregate requirements SP-14 5:04.1.8, 5:18.3.3 X
E111 revise Const. Spec to address Not Addressed X
passing agg. tests prior to use.
b prior to use See modified Table CC-5200-1 X
CC-5224 Tescing frequency Not Addressed X
Will revise Const. Spec. to address CC-5225.1 H1xing water requirements this requirement.
CC-5725.2 Testing frequency See modified Table CC-5200-1 X
Will revise Const. Spec. to address Code requirement.
~
CC-5231 Concrete, sampled to ASTM C-172 SP-14 5:18.3.lb X
CC-5232.1 Slump requirements to ASTM C-143 SP-14 5:18.3.1.E X
SP-14 5:17.2.1 X
CC-5232.2 Testing frequency CC-5233.1 Temperature requiremen't SP-14 5:18.3.1.C X
Air content to ASTM C-173 or ASTM C-231 SP-14 5:18.3.1.F X
e l
Unit weight to ASTM C-138 SP-14 5:18.3.1.H X
See Modified Table CC-5200-1 I
CC-5233.2 Testing frequency CC-5234.1 Compressive strength cylinders ASTM C-31 or ASTM C-39 SP-14 5:18.3.D X
l CC-5234.2 Evaluation and acceptance SP-14 5:18.5 I
i
(+) ExceedsSection III, Division 2 Requirements (a) Heets Code Requirements
(-) Construction Specification Insufficient
TABLE 4.3 HODIFIED TABLE CC-5'00-1 2
ASME CODE /PHPP SPEC. COMPARISON OF CONCRETE RELATED TEST FREQUENCIES CORRESPONDING REMARKS ltAll.R I AI.
REQUIREMENTS AND HEIllOD FREQUENCY PNPP CONSTRUCTION SPEC.
+
=
CEllENT Standard chemical prop. ASIM C-114 Each 1200T SP-14 5:18.3.7 X
Fineness ASIM C-204 or ASTM C-115 Each 1200T SP-14 5:18.3.7 I
Auto clave expansion ASTM C-151 Each 1200T SP-14 5:18.3.7 X
Compressive strength ASTM C-109 Each 1200T SP-14 5:18.3.7 I
Time of setting ASIM C-266 or Each 1200T SP-14 5:18.3.7 X
AS1M C-191 AGGREGATE Cradation ASTM C-136 Each 1000 C.y.
SP-14 5:18.3.3.A X
Holsture ASIM C-566 Twice Daily SP-14 5:18.3.3.B X
during production Material finer than #200 ASIM C-117 Each 1000 C.y.
SP-14 5:18.3.3.C !
X Organic impurities ASTM C-40 Each 1000 C.y.
SP-14 5:18.3.3.D X
Flat and elongated particles Monthly SP-14 5:18.3.3.1 X
SP-14 frequency; every 6 months.
CRD C-119 Friable particles ASIM C-142 Honthly SP-14 5:18.3.3.E I
Light weight particles ASTM C-123 Honthly SP-14 5:38.3.3.F X
Specific gravity and absorption Monthly SP-14 5:18.3.3.H X
Absorption not addressed Specific gravity meets code.
ASTM C-127 or ASTM C-128 L.A. Abrasion ASIM C-131 or ASTM C-535 Every 6 months SP-14 5:18.3.3.H X
Potential reactivity ASTN C-289 Every 6 months SP-14 5:18.3.3.J K
Soundness ASTM C-88 Every 6 months SP-14 5:18.3.3.K X
X Not Addressed.
Water soluble chloride ASTM D-1411 Every 6 months WATER & ICE Effect on compressive Str. ASIN C-109 Every 6 months Not Addressed X
Effect on setting time ASIM C-191 Every 6 months Not Addressed X
Total solids ASTM D-1888 Every 6 months Not Addressed X
Chlorides ASTM D-512 Honthly Not Address I
(+) ExceedsSection III, Division 2 Requirements
(=) Heets Code Requirements
(-) Construction Specification Insufficient
TABLE 403 HODIFIED TABLE CC-5200-1 ASME CODE /PNPP SPEC. COMPARISON OP CONCRETE REl.ATED TEST FREQUENCIES (Continued)
CORRESPONDING f1A1 ERI Al.
REQUIREMENTS AND HETHOD FREQUENCY PNPP CONSTRUCTION SPEC.
+
=
REMARKS AM11U11RE Uniformity - infrared sipectrophoto-Each load SP-14 5:18.3.5 X
metry, PH and solids per ASIM C-494 CONCREIE Hixer uniformity ASIM C-94 Initially and SP-14 5:18.3.1.A X
every 6 months Compressive strength ASTM C-39 or 1 set every 100 cy,SP-14 5:6.1 X
CRD C-84 1 set a day for each class Slump ASIM C-143 let batch & every SP-14 5:17.2.1 X
50 cy.
Air Content'ASIM C-173 or C-231 let batch & every SP-14 5:18.3 F X
Code every 50 cy/ spec every 100 cy 50 cy Temperature 1st batch & every SP-14 5:18.3.1.G X
$0 cy Weight / Yield ASIN C-138 Daily during SP-14 5:18.3.1.H X
production t
~~~
e
(+) ExceedsSection III, Devision 2 Requirements
(=) Meets Code Registrements
(-) Construction Specification Insufficient
.