2-Structural Report K2M - 7.28.25.pdf

Harvey Government Building July 28th, 2025 Reinforced Concrete Spalling Structural Observation Report REV 0

HARVEY GOVERNMENT BUILDING

KEY WEST, FL

SITE VISIT OBSERVATIONS

PREPARED FOR:

Monroe County

1100 Simonton St.

Key West, FL 33040

PREPARED BY:

K2M Design, Inc.

1150 Virginia St.

Key West, FL 33040

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PURPOSE

As requested by Monroe County, K2M Design conducted a site visit on 06/30/2025. TK Perkins, E.I. with K2M Design arrived at the project site at 11:30 AM and met with William DeSantis of Key West Public Works and Matthew Howard, Monroe County Project Manager. The purpose of the site visit was to perform a visual observation of the structure to identify and classify spalling and potential spalling at multiple areas of concern. The scope of this site observation is limited to the columns at the drive-through, the EIFS at the SE corner, and the interior of the East stairwell.

All comments and recommendations in this report are the professional opinion of K2M Design, Inc.

REPRESENTATION & CRITERIA

K2M Design has observed the facility described in this report in accordance with our understanding as to the nature and scope of the assignment. K2M’s examination was limited to a visual assessment only, following generally accepted standards, but did not include the testing of physical conditions that may be referred to in this report.

Unless otherwise stated, K2M Design has reported on only those items that we were able to visually observe. Conditions concealed by existing finishes were not considered for this assessment.

The inspection team will identify and classify spalling and potential spalling. Classifications will be noted (location-by-location) according to the following:

Class “A” – Immediate remediation required – Safety hazard Class “B” – Remediate within 1 – 2 years: Inspection team will provide guidance on what sealing or other work should be done now to prevent further deterioration until remediation takes place.

Class “C” – Remediate within 3 – 4 years: Inspection team will provide guidance on what sealing or other work should be done now to prevent further deterioration until remediation takes place.

Class “D” – Watch List: For long term potential future remediation.

LIMITATIONS

1. Site observations were limited to visual observation only. Visual observation was limited to areas that were not covered by finishes or other obstructions.

2. No testing was performed on materials.

BASIC BUILDING DESCRIPTION

The Harvey Government Building is a 3-story building located at 1200 Truman Avenue in Key West, FL.

There is apparent spalling and potential structural degradation at:

Columns 3, 4, and 5 at the drive-through In the EIFS at the SE corner of the building In the stairwell floor, walls, and ceiling

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At the drive-through, the columns of interest are 12”x12” reinforced concrete columns that stand slightly embedded into the exterior stucco finish of the building. These columns support a mechanical room on the 2nd floor housing five large mechanical units on a concrete slab. Columns 1-4 were repaired for spalling damage in 2016, and the remaining columns were constructed during the building’s last major renovation in 1995. The building’s exterior walls are composed of reinforced concrete with an Exterior Insulation and Finish System (EIFS) finished with stucco. The stairwell is also composed of concrete with a painted interior and a concrete joist and deck roof system.

OBSERVATIONS

1. Drive-Through Columns

Columns 3, 4, and 5 all have observable cracks with varying degrees of severity. Column no. 3 exhibits grade A spalling with a large hollow area exposing corroded rebar in the lower third of the column (see photo no.

1 and 2). Column no. 4 appears to exhibit grade C spalling with a small crack in the upper left surface (see photo no. 3) and delamination apparent in the surrounding concrete via tapping test. Column no. 5 exhibits grade A spalling with cracks in multiple locations and hollow areas that expose corroded rebar (see photo

no. 4-9).

2. EIFS at the SE Corner of the Building

At this location a long, thin crack can be observed in the stucco finish of the 1st floor exterior wall (see photo no. 10). There is not sufficient evidence to suggest that spalling is taking place, as the crack appears to be purely cosmetic. For further investigation, the finish and insulation could be removed by the client’s GC to allow for proper observation of the concrete wall.

3. Stairwell

The concrete slab at the bottom landing of the stairwell exhibits potential grade C spalling with cracks and shallow flaking of the concrete surface (see photo no. 11 and 12). The stairwell wall at landing 1 exhibits grade A spalling with cracks and delamination in the concrete surface and hollow areas that expose corroded rebar once removed. (see photo no. 13). The area surrounding a drilled hole in the wall appears to be stained by water. The brown color of this stain indicates potential steel corrosion. The stairwell wall near the equipment door at landing 3 appears to exhibit cosmetic cracks (see photo no. 14). As this is an interior wall, it is unlikely that spalling due to rebar corrosion is taking place. The stairwell ceiling/roof system also appears to exhibit a cosmetic crack that will not impact the building from a structural perspective (see photo no. 15).

CONTRACTOR GUIDELINES

The following is offered for guidance to the contractor and general information to the building owner(s).

During repairs, conditions may be exposed which require further inspection by the engineer and more specific instructions for proper repair.

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Erickson-Breanne Typewritten Text Not part of scope of work

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1. All work shall comply with applicable codes including, but not limited to FBC 2023 plus supplements, ASCE 7-16, ACI 318 latest, etc.

2. The contractor making the repairs shall be responsible for the means, methods, techniques, sequence, procedures, and all safety aspects of the construction.

3. The contractor shall protect all utilities and shall be responsible for any damage at his/her expense.

4. Remove all non-structural items attached to the area of repair to allow full access to the repair.

5. Post shoring or other suitable shoring shall be installed if needed to relieve loads from the structural components being repaired. Each post shore shall be capable of supporting at least five thousand pounds indefinitely and shall be placed in a proper manner. Contact the engineer if further assistance or specific shoring design is required.

6. Repair procedure is as follows:

(a) remove all spalled and cracked concrete from all surfaces of the structural component down to sound concrete and remove all concrete in contact with corroded reinforcing to create at least a half-inch tunnel around the exposed reinforcement where necessary. Remove concrete by chipping.

(b) clean exposed steel reinforcement to remove all rust and scale and clean the newly exposed chipped sound concrete surfaces. Remove all loose material, wet concrete, traces of oil, grease, laitance, form treatments, etc.

(c) completely coat the exposed steel reinforcement with a rust inhibitor such as corroseal to isolate the bars from the new repair concrete material that will be used.

(d) add anchors, stirrups, etc., as necessary to provide for proper attachments of the repair material as detailed in the specific repair instructions or design.

(e) use approved bonding agent to improve cold joint bond between all exposed old surfaces and the new concrete or patching material.

(f) apply patching material to match the existing concrete.

7. The bonding and patching agent shall be speed crete redline or equivalent and shall be applied according to the manufacturer’s recommendations.

8. Nonstructural minor cracks should be opened to remove loose material. Such cracks may be sealed with polyurethane prior to resurfacing with concrete.

9. If any reinforcing steel is found to be degraded by more than 30% of its original diameter it shall be removed and replaced with new steel.

10. Forms shall be constructed to match the existing finished shape unless specified otherwise.

11. Any concrete used in the repair shall have a 28-day compressive strength of 5,000 psi minimum.

12. The contractor shall contact the engineer for further design detail if there is believed to be any need for a special admixture or procedure during the repair.

13. Contact K2M design, inc. For further guidance if the above instructions cannot be achieved or result in a conflict.

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Location / ID Comments Photo Photo no. 1 Drive-Thru

Column No. 3

Grade A Spalling – Spalling damage at lower third of column. Cracks along surface with hollow areas that expose rebar once removed.

Note: column no. 1-4 were last repaired in 2016.

Photo no. 2 Drive-Thru

Column No. 3

Grade A Spalling – Spalling damage at lower third of column. Cracks along surface with hollow areas that expose rebar once removed.

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Photo no. 3

Column No. 4

Potential Grade C Spalling – Small crack in upper left surface. Delamination apparent in surrounding area via tapping test.

Photo no. 4

Column No. 5

Grade A Spalling – Spalling damage at multiple locations along column. Cracks along surface with hollow areas that expose rebar once removed.

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Photo no. 5

Column No. 5

Grade A Spalling – Spalling damage at multiple locations along column. Cracks

Photo no. 6

Column No. 5

Grade A Spalling – Spalling damage at multiple locations along column. Cracks

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Photo no. 7

Column No. 5

Grade A Spalling – Spalling damage at multiple locations along column. Cracks

Photo no. 8

Column No. 5

Grade A Spalling – Spalling damage at multiple locations along column. Cracks

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Photo no. 9

Column No. 5

Grade A Spalling – Spalling damage at multiple locations along column. Cracks

Photo no. 10 Exterior Wall EIFS Facade

Appears to be cosmetic – Thin crack in stucco finish along portion of 1st floor wall height. Could indicate water retention in exterior insulation. Stucco finish and exterior insulation can be removed to inspect concrete.

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Photo no. 11 Stairwell Floor

Potential Grade C Spalling – Cracks and shallow flaking of concrete surface.

Photo no. 12

Stairwell Floor Potential Grade C Spalling – Cracks and shallow flaking of concrete surface.

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Photo no. 13 Stairwell Wall

Level 1

Grade A Spalling – Cracks and delamination in concrete surface with hollow areas that expose rebar once removed. Hole drilled into wall indicates potential water intrusion.

Color of water stain indicates possible steel corrosion.

Photo no. 14 Stairwell Wall

Level 2

Appears to be cosmetic – Small cracks in concrete surface likely due to shrinkage or vibrations.

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Photo no. 15 Stairwell Ceiling

Appears to be cosmetic – Small cracks in concrete surface likely due to shrinkage or vibrations.

We appreciate the opportunity to help you with this assessment. Please feel free to contact us if you have any questions or concerns.

Very sincerely yours, K2M Design, Inc.

TK Perkins, E.I. Steven M. Grasley, P.E.

Structural Designer CEO