ML20151U100

Technical Rept 88104, Investigation of Concrete Cracks in South Wall of Svc Water Cooling Tower. W/Six Oversize Drawings

ML20151U100
Person / Time
Site:	Seabrook
Issue date:	04/30/1988
From:	ALTRAN CORP.
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ML20151U068	List: ML20151U064 ML20151U100
References
88104, NUDOCS 8804290254
Download: ML20151U100 (43)

Text

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TECHNICAL REPORT 88104 NEW HAMPSHIRE YANKEE INVESTIGATION OF CONCRETE CRACKS O IN THE SOUTH WALL OF THE SERVICE WATER COOLING TOWER SEABROOK STATION O

APRIL, 1988 O

O O

O Altran Corporation g 184 High Street Boston, MA 88104.2 O 88042902s4 esO421 PDR ADOCK 05000443 Q DCD

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1.0 INTRODUCTION

This report summarizes the results of a study to determine

) if"cracks observed in the south wall of the Seabrook Station Service Water Cooling Tower result from concrete shrinkage or from some other cause. The approach taken is to analyze the wall for tension stresses caused by shrinkage strain .

While accounting for the sequence in which the wall was constructed. A pattern of predicted cracks is then drawn by

) assuming cracks to' form perpendicular to the principal stress directions. If the analytically derived crack pattern closely follows the existing pattern, it can reasonably be concluded that the cracks were caused by shrinkage and not by some other mechanism.

2.0 ANALYSIS Specifically, the portion of wall under consideration is that portion which forms the south' wall of the cooling tower basin between elevations 22'-0" and 44'-0" (see Figure 31) .

j The analytical model includes the entire 301 foot _ length of wall, 22 feet high with the base fixed at elevation 22'-

0". This height is used because the wall was constructed in five sections, each 22 feet high. By the tima additional construction took place, nearly all shrinkage had occurred.

The wall has been divided into five sections corresponding

) .

to each concrete placement, with the cold joints numbered 1 to 4 (see Figures 1 and 31). This area was constructed over a four month period, with the dates of installation shown in Table 1.

[

Tho analysis was carried out using the ANSYS Engineering l

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j Analysis System. The wall model consisted of 490 plane stress elements and 610 nodes (see Figures 2 to 10).

I Elements in Figures 3 to 10 are shown in a reduced plot to provide additional detail. Five separate analyses were l performed where each analysis represents a particular I

phase. The models for each phase consist of the wall sections in place at that time (e.g., Phase 3 model includes h

l Sections 1, 2, and 3). Final stresses and displacements are obtained at the end of each phase by summing results from previous phases. To illustrate, the stress for Element 63 at the end of Phase 3 is given in equation form below:

,3 3 i element 763,/

I (end)phase

= 07:5 3 ,1 + 76 3 , 2 + 6~ 6 3 , 3 t

In each analysis concrete shrinkage strains are simulated by imposing a temperature differential on each wall section.

The relationship for concrete shrinkage versus time is taken 3 from Reference 1, equation 1.10.2. The shrinkage strain is equated to thermal strain which leads to the appropriate 88104.2 1 l

D

0 temperature values. These temperatures are shown' in i Table 2. Constraint equations between the sections are I imposed to provide connectivity for each phase after Phase O 1.

The applied temperatures and constraint locations for each phase are tabulated below:

APPLIED A T (OF) LOCATION OF O PHASE SECTION NUMBER IMPOSED 1 2 3 4 5 CONSTRAINTS 1 -101 None 2 -

9 -68 Cold Joint 1 3 -

2 -7 -21 Cold Joints 1 & 2 0 4 -

3 -14 -38 -49 Cold Joints 1 &'2 5 - 30 -56 -86 -96 -145 Cold Joints 1, 2, 3 &4 3.0 RESULTS Deformed shapes of the wall due to shrinkage are shown in Figures 11 to 19. The effect of individual phases are shown in Figures 11 to 15 while Figures 16 to 19 show the combined effect at the end of each phase. To plot crack directions, a tensile stress of 500 psi was selected as a threshold for O crack initiation (Ref. 1). This limit was compared to the stress from the end phase results. Elements with a maximum principal stress of 500 psi or greater were plotted (see Figures 20, 22, 24, 26 and 28). These were then overlaid on the principal stress plots (Figures 21, 23, 25, 27 and 29 and Figures 1A to SA). Beginning with Phase 1, crack

'g patterns were drawn perpendicular to the principal stresses within those elements with stress greater than or equal to 500 psi (see Figure 30). Once a crack pattern was drawn, say for the end of Phase 2, it was not changed, even though the principal stress directions changed at the ends of later phases. This presumes that a crack will form the first

O time the concrete tensile stress is 500 psi. Comparing Figure 30 to the actual crack pattern, Figure 31, it is observed that the predicted cracks are remarkably close to the actual. This includes some reversals in direction, such as both sides of cold joint 1; and some cracks with kinks,

o seen at the left side of cold joint 2.

4.0 CONCLUSION

S The analysis demonstrates that the derived crack pattern induced by concrete shrinkage very closely follows the

.O existing pattern of fine hairline cracks.

88104.2 2 0

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-- This analysis provides additional confirmation that the existing pattern of hairline cracks in the north and south walls occurred during construction as a result of the normal

) concrete curing process.

5.0 REFERENCE

1. Wang, C- K and Salmon, C.G. , Reinforced Concrete Desian, Harper & Row, 3rd ed., 1979.

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4 ' TIMING OF CONCRETE POURS PHASES 1 THRU 5

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!- POUR- A* I DAYS I DAYS EDAYS E DAYS j PHASE DATE DAYS FROM 1 FROM 2 FROM.,1 FROM 4 ,

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1 05/04/79

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TABLE 1 88104.2 4 O

lJ TEMPERATURE CALCULATIONS END PHASES 3

PHASE END PHASE END PHASE END PRASE END PHASE END PHASE 1 2 3 4 5 3 1 IDays 79 110 116' 134 oc Total T* -101 -110 -112 -115 -145 AT -101 -

9 -

2 -

3 - 30 2 2 Days 31 37 55 wo Total T* - 68 - 75 - 89 -145 J 4T - 68 -

7 - 14 - 56 3 3 Days 6 24 oo Total T* - 21 - 59 -145 4T - 21 - 38 - 86 0 4 2 Days 18 x Total T* - 49 -145 AT - 49 - 96 5 IDayc vo n Total T* -145 V 4T -145

• T tal T = 145.45 35 0 t o

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