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:-Day&Zimmermann
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STRUCTURAL EVALUATION REPORT
_= Subject.:: Evaluation.of:Existing BuildingB-11 Foundation and;Slab-on-Grade f&: upport of new I:n
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Processing Building
Date of Report: Jul 8
p. �.. y , 2014
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Site: :Florida Power &:Light; (FP&L) St. Lucie Nuclear Plant,
Hutchinson Island, 6501 South :Ocean Drive .:
Jensen Beach, FL .3.495
Introduction
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Day and Zimmermann .(D&Z) structural engineers have: analyzed and evaluated the existing building
. .... . ....
foundation. and slab for a proposed new pre-engineered building. The slab and foundation are: currently..
supporting: Building B=11: which will be demolished and removed.:A site visit by: a structural engineer was:
riot a part of:this scope of work, and: all information 'about the existing facility and the proposed building
has been provided by. on -site personnel or- contractors. The .new: building design. -:.including foundation.,
reactions, its shown:.on drawings produced by Kelly Klosure (Kelly Group, lnc.) of Fremont,.:NE (K.K.
Order number 9193=2) dated April 30, 2014. Overall exterior dimensions of proposed building are 60'-0"_.
_.
....
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by 246'-5'!4". Measurements. and testing 'of the existing concrete slab and foundation have indicated that:.
the perimeter :foundation is approximately 3'-0" thick grid a minimum: oV3'-0" wide, with : interior slab
thickness'of 6" to 8" (building slab measurements were conducted'by Culpepper:&; Terpening Consulting:
Engineers and -Land Surveyors of.Ft: Pierce, FL).:The compressive strength of the concrete is in excess
of 4,000: pounds per square inch (psi) based on the testing of core. drilled samples removed from the slab..
and perimeter footings: A geotechnical investigation conducted by Dunkelberger- Engineering and
Testing of Port St.: Lucie, FL has indicated that ' the allowable soil bearing pressure for the existing
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ootings s ou be imiteid:to 2 000 pounds er s. uare foot sf .
Day1 Zimmermann: International, Inc. 1257he Parkway, Suite 400 :Greenville, SC 29615 t 864.241:6700 dayzim.com ::: :: .
Limited destructive testing of the perimeter footing in one location indicates that #8 rebar was used for
top reinforcing in the footing, and #3 or #4 rebar were used for ties. Welded wire fabric also is present in
the slab.
Evaluation Results and Conclusions
We conclude that the slab and foundation will be adequate to support the proposed building based on
our structural analysis of the information described above. This conclusion is subject to the following
assumptions and clarifications —
• We assume that the footing dimensions (3' thick by 3' wide) are consistent around the entire
building perimeter. Core drilling to determine footing width was conducted in three locations (2
along the east wall and one along the west). No samples were taken along the short north and
south walls, but our analysis assumes that their dimensions are the same as the east and west
walls.
• The building is designed such that the north and south walls along the short building dimension
Will act as shear walls, with hold-down anchors at the ends in each building corner. These shear
walls will resist the lateral wind load and transfer the base shear and overturning moment to the
foundation. The weight of the existing foundation must therefore resist this overturning moment
and the associated uplift at the hold-down anchors. Based on the information provided regarding
reinforcing steel in the existing foundations, we conclude that the foundations below these shear
walls are adequately reinforced so that sufficient portions of the footings can be developed to
resist the hold-down forces. Note that the uplift resistance would be enhanced by the additional
Weight of the attached portion of the slab -on -grade which was not considered 1n our analysis.
• For maximum downward load, the effective footing width required for the actual bearing pressure
to remain at a level below the recommended limit would be approximately 1.5 feet. Based on the
core drill results, this minimum footing width should be exceeded.
• Along the longitudinal east -west walls, the building will be anchored approximately every three (3)
feet at joints between wall panels. The existing footing (at the assumed dimensions) will be
adequate to resist the wind uplift for these anchor points noted on the building drawings. Based
on the reinforcement information provided, we conclude that the footing is adequately reinforced
so that the entire footing section between anchors (i.e. a 3' section) will remain intact and the full
resistance weight can be developed.
Day & Zimmermann International, Inc. 125 The Parkway, Suite 400 Greenville, SC 29615 t 864.241.6700 dayzim.com
Day & Zimmermann. International, Inc. 125 The Parkway, Suite 400 :Greenville; SC 29615 t 864.241.6700 dayzim.com
STRUCTURAL EVALUATION REPORT
Subject:. Evaluation of Existing Building 13-11 Foundation and Slab -on -Grade for support of new In -
Processing Building
Date of Report: July 8, 2014
Site: Florida Power & Light (FP&L) St. Lucie Nuclear Plant,
Hutchinson Island, 6501 South Ocean Drive
Jensen Beach, FL 34957
Introduction
Day and Zimmermann (D&Z) structural engineers have analyzed and evaluated the existing building
foundation and slab for a proposed new pre-engineered building. The slab and foundation are currently
supporting Building B-11 which will be demolished and removed. A site visit by a structural engineer was
not a part of this scope of work, and all information about the existing facility and the proposed building
has been provided by on -site personnel or contractors. The new building design,. including foundation
reactions, is shown on drawings produced by Kelly Klosure (Kelly Group, Inc.) of Fremont, NE (K.K.
Order number 9193-2) dated April 30, 2014. Overall exterior dimensions of proposed building are 60'-0"
by 246'-51/a". Measurements and testing of the existing concrete slab and foundation have indicated that
the perimeter foundation is approximately 3'-0" thick and a minimum of 3'-0" wide, with interior slab
thickness of 6" to 8" (building slab measurements were conducted by Culpepper & Terpening Consulting
Engineers and Land Surveyors of Ft. Pierce, FL). The compressive strength of the concrete is in excess
of 4,000 pounds per square inch (psi) based on the testing of core drilled samples removed from the slab
and perimeter footings. A geotechnical investigation conducted by Dunkelberger Engineering and
Testing of Port, St. Lucie, FL has indicated that the allowable soil bearing pressure for the existing
footings should be limited to 2,000 pounds per square foot (psf).
Day'& Zimmermann International, Inc. 125 The Parkway, Suite 400 Greenville, SC 29615 t 864.241.6700 dayzim.com
Limited destructive testing of the perimeter footing in one location indicates that #8 rebar was used for
top reinforcing in the footing, and #3 or #4 rebar were used for ties. Welded wire fabric also is present in
the slab.
Evaluation Results and Conclusions
We conclude. that .the slab and foundation will be adequate to support the proposed building based on
our structural. analysis of the information described above. This conclusion is subject to the following
assumptions and clarifications
We assume that, the footing dimensions (3' thick by 3' wide) are, consistent around the entire
building perimeter. Core .drilling ,to determine footing width was conducted in three locations (2
along the east wall and one along the west): No samples were taken along the short north and
south walls, but our analysis assumes that their dimensions are the same as the east and west_
walls.
The building is designed such that the north and south walls along the short building dimension
Will act as shear walls, with hold-down anchors at the ends in each building corner: These shear
walls will resist the lateral wind load and transfer the 'base shear and overturning moment to the
foundation. The weight of the existing foundation must therefore resist this overturning moment
and the associated uplift,at the hold-down anchors. Based on the information provided regarding
reinforcing steel in the existing foundations,'we conclude that the foundations below these shear
walls are adequately reinforced so that sufficient portions of the footings can be, developed to
resist the hold-down forces. ' Note that the uplift resistance would be enhanced by the additional
r
weight of the attached portion of the slab -on -grade which was not considered in our analysis.
For maximum downward load, the effective footing width required -for the actual bearing pressure
to remain at a level below the recommended limit would be approximately 1.5 feet. Based on the
core drill results, this minimum footing width should be exceeded.
Along the longitudinal east -west walls, the building will be anchored approximately every three (3)
feet at joints between wall panels. The existing footing (at the assumed dimensions) will be
adequate to resist the wind uplift for these anchor points noted on the building drawings. Based
on the reinforcement information provided, we conclude that the footing is adequately reinforced
so that the entire footing section between anchors (i.e. a 3' section) will remain. intact and the full
resistance weight can be developed.
Day &Zimmermann International, Inc. 125 The Parkway, Suite 400 Greenville, SC 29615 t 864.241.6700 dayzim.com
ti
ST. LUCIE
APPROVAL
LOG
Permit #
Code
Description
Inspector
Insp.Date
Engineer of Record
Approval Date
1408-0010
106
Engineers Report (original slab)
Hillmann
7/17/2014
Tom Rucker
7/17/2014
1408-0010
115
Slab (new topping slab)
Rucker
8/11/2014
Tom Rucker
8/15/2014
1408-0010
122
Flood Elev. Cert.
Kiernan
9/17/2014
Tom Rucker
11/4/2014
1408-0010
130
Flood Elev Final
Kiernan
9/17/2014
Tom Rucker
11/4/2014
1408-0010
140
Construction Rough Framing
Rucker
10/24/2014
Tom Rucker
10/29/2014
1408-0010
148
Window Attachment
Rucker
12/18/2014
Tom Rucker
12/22/2014
1408-0010
600
Product Certification
Rucker
12/18/2014
Tom Rucker
12/22/2014
1408-0010
904
Fasteners and Bldg. Bolting
Rucker
10/24/2014
Tom Rucker
10/29/2014
1408-0010
906
Batch Tickets (Concrete)
Rucker
turned in 10/21/14
Tom Rucker
10/29/2014
1408-0010
700
Fire Department Final
CA ev
734 —A
Z_ —(
1408-0010
999
Final Inspection
°O,aGt8881Pe
No. 65385
° STATE OF
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