Clendenin Building _ Structural Assessment Re.pdf

Structural Assessment Report

KSU Clendenin Building 275 Kennesaw State University Road

Kennesaw, Georgia 30144

October 25, 2024

PREPARED FOR:

Kennesaw State University c/o Ronald Bertrand

Architectural Project Manager

Kennesaw State University

1200 Chastain Road

Kennesaw, Georgia 30144

PREPARED BY:

Bethany Jones, PE

Senior Structural Engineer

Shear Structural, LLC

3411 Pierce Drive

Chamblee, Georgia 30341 shearstructural.com

OVERVIEW

Shear Structural was contracted to perform a structural conditions assessment of a limited area of the

Kennesaw State University (KSU) Clendenin Building, located at 275 Kennesaw State University Road in

Kennesaw, Georgia. The scope of the structural assessment was limited to the support of the brick façade at the east building elevation, a limited area of the south elevation (east of the third floor ribbon window), and limited exploratory probes on the north building elevation (east of the third floor ribbon window).

The structural assessment was requested based on observations made by the General Contractor, FH

Paschen, while performing a Building Enclosure Repairs Project. The Construction Documents for the

Building Enclosure Repairs Project were prepared by the Epsten Group, Bulletin #1 dated August 29, 2024.

The exterior face brick and exterior stucco wall finish had been removed prior to the Shear Structural site visit, exposing the building structure supporting the brick façade and stucco in the assessment area. The purpose of the assessment was to identify and address existing structural conditions requiring remediation for the building structure supporting the brick façade and stucco in the limited assessment area. The assessment was a visual inspection of the exposed accessible structural building elements.

275 Kennesaw State University Road, Kennesaw, Georgia

KSU Clendenin Building East Elevation

Area of Structural Assessment: Entire East Elevation

KSU Clendenin Building Partial South Elevation

Area of Structural Assessment: East of Third Floor Ribbon Window

KSU Clendenin Building Partial North Elevation

Area of Structural Assessment: Limited Probe Locations East of Third Floor Ribbon Window

The KSU Clendenin Building was constructed in 2001 and is an approximately 36,850 square foot (3) three-story classroom building expansion to the KSU College of Science & Mathematics Building. Construction

Documents for the Building Enclosure Repairs Project, prepared by the Epsten Group, Bulletin #1 dated

August 29, 2024, were provided to Shear Structural. Original existing architectural, structural and mechanical construction documents for the KSU Clendenin Building were also provided.

The Shear Structural inspection included a visual evaluation documenting signs of structural distress, damages due to corrosion or deterioration, water infiltration or other problems potentially affecting the safety, durability, maintenance, or performance of the support for the brick facade. This condition survey was non-destructive; extensive testing is beyond the scope of this investigation. Therefore, in the development of repair programs resulting from this report, further third-party testing may be required for a complete recommendation. Shear Structural assumes no responsibility for structural items hidden from view. Compliance with any code or standard is not within the scope of this inspection. A complete in-depth review of the existing structural construction documents and existing structural building design is not included in this assessment, beyond understanding the visual conditions noted in this report.

A site visit was conducted by Bethany Jones of Shear Structural on October 15, 2024, to observe the existing support of the brick façade and stucco, note any deficiencies or concerns, and gather information on the existing framing. Ronald Bertrand of KSU, Jorge Del Angel of FH Paschen, and Mickey Leso of Epsten

Group were also present at the site visit. A site visit was previously conducted by Bethany Jones of Shear

Structural on August 2, 2024, to observe a limited area at the south end of the east building elevation between the third floor and roof elevation.

OBSERVATIONS

A detailed account of examples of the common structural deficiencies observed by Shear Structural is provided below, along with a report section entitled ‘Representative Site Visit Photographs’ documenting the observed structural deficiencies.

East Elevation

1. Multiple structural deficiencies were observed during the previous site visit, performed on

August 2, 2024. Structural Drawing S-200, Issued with Bulletin #1 dated September 12, 2024, provided structural repair details for the previously noted deficiencies at the south end of the east building elevation between the third floor and roof elevations. The structural repairs in this limited area were completed prior to the site visit performed on October 15, 2024. A separate

Field Observation Report will be issued by Shear Structural for the completed structural scope of work.

2. At the south-east corner of the building, the configuration of the foundation wall changes in the original building design. At the transition in foundation wall construction, a crack at the south face of the foundation wall was observed. There were also cracks within the existing brick and brick mortar joints (previously removed) above the foundation wall at this location. The existing building structural drawings show a concrete brick ledge, poured monolithically with the building concrete foundation wall, to support the brick at this location on the east elevation.

This concrete brick ledge does not continue on the south elevation. It was determined through field investigation that the brick ledge was not constructed, and six courses of brick with an air gap currently extend down to the top of the concrete building foundation. The outside face of brick aligns with the outside edge of the wall foundation. With the air gap not grouted, soil is pushing against the brick allowing movement. To repair this deficiency, it is recommended that the foundation wall crack on the south elevation be routed and filled with an elastomeric joint sealant. The air gap between the building foundation wall and brick below grade on the east elevation should be grouted solid. The existing building architectural drawings also show a change in the dimension between the face of the building wall and the outside face of brick at this location. The architectural wall section 8/A8 shows the brick ledge and outside face of brick at the concrete shear wall on the east elevation to be 7” from the building exterior wall.

Typically, the architectural wall sections show 6” from the building exterior wall to the outside face of brick. After the structural repairs have been completed, it is recommended that the brick be replaced using these same dimensions at the respective locations. See Section 3/S1.1

(below) from the original existing structural construction drawings for additional information.

Reference Photographs 1 and 2.

Section 3/S1.1 from the Original Existing Structural Construction Drawings

3. During the original building construction, it appears that shims were required to install the field welds between the brick relief angles and structural steel embed plates at the second floor concrete beam on the east elevation. The existing original structural drawings show that the brick relief angles at the second and third floor should be welded continuously to the structural steel embed plates at both the top and bottom of the angles. At two locations on the second floor of the east elevation, it was observed that pieces of concrete rebar were used as shims at the top welds and that bottom welds were not installed. Concrete rebar is not a structurally acceptable shim material and is not a weldable material. It is recommended that the rebar shim be removed, and a new structural steel shim plate be field welded on at least two sides to the existing steel embed plate. The brick relief angle must be field welded at both the top and bottom to the new shim plate. See Section 3/S1.2 (below) from the original existing structural construction drawings for additional information. Reference Photograph 3.

Section 3/S1.2 from the Original Existing Structural Construction Drawings

4. At a portion of the east building elevation, a stucco exterior wall finish was installed. The stucco exterior wall finish was supported by cold-formed steel wall framing, which in turn was supported by structural steel angles welded to embed plates at the bottom of the structural concrete beams at the second floor, third floor and roof elevations. Per the existing building structural drawings, the cantilevered structural steel angles should have been welded on two sides to embed plates at both the front and back of the concrete beams. It was observed that the angles are only welded across the top of the angle to the front embed plate. The original design provided a cantilevered back-span condition. The angle is actually installed in a cantilever condition without a back-span, which results in a rotational moment force at the existing weld connection that it was not designed to resist. Additionally, the total amount of field weld required per the existing detail to support the angle outriggers has not been installed.

If feasible, field welding angle extensions and adding field welds of the existing angles to the embed plates is required. If this is not feasible, it is recommended that new outrigger angles properly welded to the steel embed plates be installed. See Section 6/S1.3 (below) from the original existing structural construction drawings for additional information. Reference

Photograph 4.

Section 6/S1.3 from the Original Existing Structural Construction Drawing

5. Per the original building structural Section 6/S1.3 (above), the cold-formed steel wall framing supporting the stucco façade, was to be directly connected to the structural steel angle outriggers with powder actuated fasteners. The existing cold-formed steel wall framing is screwed to a horizontal cold-formed steel member with light-gauge steel clips, which in turn is connected to the angle outriggers. The northern most cold-formed steel stud is rusted and discontinuous with an inadequate splice. Multiple repairs and/or reinforcement of the cold-formed steel members and connections would be required to reuse the existing framing to support a new stucco façade. See Photograph 5.

South Elevation

6. An existing structural steel angle lintel supports approximately 7’-5” height of face brick above the third floor ribbon window. Per the existing building structural drawings, the structural steel angle lintel is supported by structural steel angle hangers and kickers welded to embed plates at the bottom of the concrete roof beams. The structural steel angle hanger and kicker spacing specified on the original existing structural building drawings is 48 inches on center maximum.

The angle hangers are specified to be continuously field welded on two sides to steel embed plates in the concrete structure with the structural steel angle lintels welded continuously on two sides to the angle hangers. At one location on the south elevation, the weld of the angle lintel to the hanger was not installed on two sides, and the weld had completely failed. It is recommended that all the existing welds at this location be inspected to field verify that they were properly installed. If it is intended that the structural steel lintel, hanger and kicker system be reused to support new face brick above the window, all inadequate welds would have to be removed, and new field welds installed. New structural steel shim plates may be required to properly install the new field welds. Additionally, the steel angle lintel does not extend to support the brick at the south-east corner of the building. A portion of the angle lintel should be removed and replaced, or an angle extension provided. See Section 3/S2.1 (below) from the

Photographs 6 and 7.

Section 3/S2.1 from the Original Existing Structural Construction Drawings

7. The original structural drawings show that the brick relief angles at the second and third floor should be welded continuously to the structural steel embed plates at both the top and bottom of the angles. At two locations on the second floor of the south elevation, weld failures were observed at the brick relief angle connections. One of the weld failures was observed at a connection of the brick relief angle to the structural steel embed plate. The other weld failure was observed at a splice between adjacent brick relief angles. In general, the length of weld and weld quality at the brick relief angle splice locations was inadequate. At the time of the inspection, the second floor brick relief angle was loose from the building structure and could be easily moved. If it is intended that the structural steel brick relief angle be reused to support new face brick, all inadequate welds would have to be removed and new field welds installed.

New structural steel shim plates may be required to properly install the new field welds.

Additionally, surface rust was observed on the structural steel brick support angles at the second and third floors on the south elevation. The amount of deterioration and/or section loss due to rust for existing structural members must be less than 10% for potential reuse, which does not appear to be exceeded. However, all existing structural steel framing to be reused in this area should be cleaned and painted. See Section 3/S1.2 (above under Item 3) from the

Photographs 8 through 10.

8. Visible outward deflection of the face brick was observed where the adjacent brick was removed on the south elevation. The original building construction did not leave gaps below the existing brick relief angles at the second and third floors to allow for brick expansion and contraction.

The architectural wall sections shown in existing building drawings call for compressible filler below the brick relief angles. The brick was built tight and mortared to the underside of the relief angles. This existing condition may be a contributing factor in the failed welds that were observed. Reference Photograph 11.

North Elevation

9. Site visit observations were limited by access to four probes located at the east end of the third floor ribbon window, on the north elevation. However, at the limited probe locations, similar existing conditions were observed. Specifically, an additional concrete rebar shim was observed. At this rebar shim, the welds to both the brick support angle and the embed plate appeared to be insufficient and cracked. Concrete rebar is not a structurally acceptable shim material and is not a weldable material. It is recommended that the rebar shim be removed, and a new structural steel shim plate be field welded on at least two sides to the existing steel embed plate. The brick relief angle must be field welded at both the top and bottom to the new shim plate. See Section 3/S1.2 (above under Item 3) from the original existing structural construction drawings for additional information. Reference Photograph 12.

Geneal Observations

10. The ribbon window is located (in plan) outside of the cold-formed steel infill stud wall surrounding the window opening. The top of the ribbon windows is connected to the structural steel lintels that support the brick above the windows. However, at the bottom of the ribbon windows, it appears that the existing window is entirely supported, including the dead load of the window and a portion of the lateral wind load over the window area, by the face brick. At the limited visually exposed areas, it appeared that the window was supported by screwed connections, comprised of (1) or (2) screws spaced at approximately 48” on center, to the face brick. At one of the probes on the north elevation, it appeared that the screws at the bottom of the window were installed into the air space. This is not a preferred window support connection and may not be structurally adequate for the code required wind load over the window area. It is recommended that a Window Manufacturer be consulted for the design of the new window connections to the existing building structure, prior to reinstallation of the existing brick and/or windows. Reference Photograph 13.

11. The existing brick ties, connecting the existing face brick to the existing concrete structure appear to be short. Therefore, the brick ties do not extend an adequate distance into the brick mortar joints and the existing brick ties vary in length. During the site visit, it was observed that the existing brick ties were being removed by the General Contractor, as the existing face brick was being removed. New brick ties, of adequate length, should be installed when the face brick is reinstalled. The Brick Industry Association recommends that brick ties extend a minimum of

1-1/2 inches into brick mortar joints. Reference Photograph 14.

REPRESENTATIVE SITE VISIT PHOTOGRAPHS

Photograph 1 – Air Gap Between Building Photograph 2 – Brick Below Grade

Foundation Wall and Brick Below Grade Supported on Edge of Building Foundation

Photograph 3 – Concrete Rebar Shim Photograph 4 – Weld of Angle Outrigger

Without Cantilever Back-Span

Photograph 5 – Improper Splice at Photograph 6 – Existing Weld Failure

West Cold-Formed Steel Framing at Connection of Angle Lintel to Hanger

Photograph 7 – Existing Lintel Angle Does Not Photograph 8 – Existing Weld Failure at

Extend to Support Brick at South-East Corner Connection of Brick Relief Angle to Embed Plate

Photograph 9 – Existing Weld Failure at Photograph 10 – Surface Rust on

Brick Relief Angle Brick Relief Angle

Photograph 11 – Visible Outward Photograph 12 – Connection at Bottom of

Deflection of Brick on South Elevation Ribbon Window

Photograph 13 – Connection at Bottom of Photograph 14 – Existing Brick Ties

Ribbon Window

SUMMARY

Shear Structural observed multiple structural deficiencies during a structural conditions assessment of the limited building structure supporting the brick façade at the east building elevation, a limited area of the south elevation (east of the third floor ribbon window), and limited exploratory probes on the north building elevation (east of the third floor ribbon window) of the KSU Clendenin Building. Based on our site visit observations and a limited structural analysis of structural framing members supporting the brick facade, recommendations have been made to repair or replace existing building structural elements to ensure the safety, durability, maintenance, or performance of the structures. It is recommended that structural repair details be developed for the repair or replacement of the deficient structural elements outlined in this report. The recommended structural repairs should be performed in conjunction with the building enclosure repairs currently being implemented. To date, many of the observed structural deficiencies have been the result of construction deviations from the existing building contract drawings and/or the result of poor field weld quality. It is probable that similar structural deficiencies will be encountered in other areas of the building, as the Building Enclosure

Repairs project progresses. Therefore, it is also recommended that additional investigative probes be performed around the existing building façade to facilitate inspections to develop an ongoing repair and maintenance program for the KSU Clendenin Building Enclosure System and the Structural Elements supporting the Building Enclosure System. The deficiencies observed on the south building elevation are of greater structural concern. If the structural deficiencies are not addressed immediately, it is recommended that a temporary barrier be provided to protect the public from a potential failure of the existing building façade. All remedial work should be completed by a licensed contractor experienced in the renovation and construction of concrete, masonry and structural steel commercial building structures.

WARRANTY AND LIABILITY

This report is based on a visual observation of conditions as they existed at the time of the observation only. Shear Structural’s observation did not include a review of any hidden or concealed existing conditions. Although an effort has been made to identify all visible defects, in the event of an oversight, Shear Structural’s maximum liability shall be limited to the fees paid for its services. Shear Structural reserves the right to supplement or revise its opinions based upon changed conditions, further investigations, additional testing/reports by others, and/or any new findings.

Shear Structural warrants that its services are performed, within the limits prescribed by the Client, with that level of care and skill ordinarily exercised by members of the same profession currently practicing in the same locality under similar conditions. No other warranties or representations are expressed or implied. This report, its findings, and its recommendations are intended for the exclusive use of the

Client. Shear Structural shall have no liability arising from its unauthorized use by others. Shear

Structural does not assume any responsibility whatsoever for any action that may or may not be taken as the result of the information provided during this inspection.