1-Olathe Fire Station 1 - Walter P Moore Report.pdf

816.701.2100 main

1100 Walnut Street, Suite 1825, Kansas City, MO 64106

June 20, 2025

Mr. Matson Klotz Project Manager II - Facilities City of Olathe, KS 100 E. Santa Fe Street Olathe, KS 66061

Re: 2025 Settlement Investigation Olathe Fire Station No. 1 501 E. Old 56 Hwy, Olathe, KS 66061 Walter P Moore Project No. D08.22012.01

Dear Mr. Klotz:

We have completed the 2025 Settlement Investigation of the referenced Olathe Fire Station No. 1 in accordance with our proposal 25-0978 dated April 1, 2025.

Included in our report are our visual observations, Zip Level elevation floor survey plot, and remediation recommendations.

We very much appreciate this opportunity to provide these services to you. Please do not hesitate to contact us if we can further assist you with the follow-up evaluation and development of repair documents for the distress conditions described in the following report.

Sincerely, Walter P. Moore and Associates, Inc.

Nicole Carter, P.E.

Senior Engineer I Diagnostics Group

Kyle Dominisse, P.E.

Principal Diagnostics Group

6/20/2025

June 20, 2025

2025 Floor Settlement Investigation

Olathe Fire Station # 1

City of Olathe, KS

Slide No.Title

3Introduction

4Building and Site Description

5Document Review

8Interior Floor Slab Map Crack

9Visual Assessment - Interior

15Visual Assessment - Exterior

19Zip Level Elevation Survey

20Discussion & Conclusions

21Recommendations

23Limitations

Table of Contents

Walter P. Moore & Associates, Inc. was engaged by the City of Olathe, Kansas to perform a follow up floor settlement investigation of the Olathe

Fire Station #1, located in 501 E Old 56 Hwy, Olathe, KS 66061. The investigation consisted of the following:

Interview with Mr. Matson Klotz, Project Manager II, City of Olathe, Kansas, to document history of the building and locations of concerns due to movement of the interior floor slab of the building

Review of available construction documents provided by the City of Olathe, Kansas to develop an overall familiarity with the construction of the building

Review of 2022/2023 geotechnical soil investigation testing results and recommendations

A limited onsite visual evaluation of the existing structure from the interior and exterior of the building

A zip level elevation survey to establish current floor high and low points

Revisions to February 2023 report, including new findings and updated recommendations

Introduction

Building and Site Description

Olathe Fire Station #1 is a single-story building with a mezzanine floor, located in Olathe, Kansas, and was constructed around 1982.

The following summarizes the building components pertinent to the scope of our assessment

Type of building

• Steel framing over concrete foundation

• Exterior concrete grade beams supporting walls

• Isolated spread footings

Surrounding area:

• Landscaping, concrete parking lot, concrete driveway

• Oak trees removed in 2024

• Parking lot was constructed on the north side of the building in 2024

Exterior walls consist of metal stud framing, gypsum sheathing, weather barrier and brick veneer

Floor finish consist of carpet tile in Bunk Room, resinous floor in shower area

Changes since 2022/2023 Assessment

• Kitchen, hallway, and office were renovated in 2024

• Oak trees removed in 2024

• Parking lot was constructed on the north side of the building in 2024

Figure 1: Aerial imagery of the Olathe Fire Station #1 building site (Nearmaps)

Documents Reviewed

In preparation of this investigation, we reviewed the following available documents:

Original Subsurface Exploration Report for proposed Olathe Public Safety Center, dated November 13, 1981, by Terracon Consultants, Inc.

Existing Drawings Of Original Construction, dated April 1982, prepared by Hollis & Miller Architects and Engineers, provided by City of Olathe

“Subsurface Exploration Report”, dated February 26, 2014, submitted by Kaw Valley Engineering, Inc.

Exterior Wall Distress Assessment Report, dated October 23, 2014, submitted by Walter P. Moore

“Geotechnical Evaluation Report “, dated November 28, 2022, submitted by Braun Intertec Corporation

“Floor Settlement Investigation”, dated February 24, 2023, submitted by Walter P Moore

Below is the summary of the condition assessment report performed in 2014:

Differential settlement in Bunkroom area & NE portion was observed

The differential settlement is due to volume reduction in soil due to change in moisture content

Recommendations made in assessment report in 2014:

A Geotechnical subsurface exploration near the distressed region was recommended

Based on the results of the laboratory testing, and the projected remaining building life of ten years, the geotechnical engineer recommended slab-jacking to return the slab and exterior foundations to a serviceable level.

In 2014 – 2015, pressure grouting and releveling was performed on the NE area of the building

Document Review – Walter P Moore Condition Assessment Report (2014)

Figure 2: Distress conditions at the exterior of the building

Figure 3: Elevation contour mapping of the NE area of the building 6

Below is the summary of the services performed in 2022-2023:

Visual Assessment Crack Mapping

Ground Penetrating Radar Scanning Survey

Zip Level Measurements

Subsurface Exploration by Braun Intertec Corp. Performed

Below is the summary of the condition assessment report performed in 2023:

Differential settlement in Bunkroom area & NE portion was observed

The differential settlement is due to volume reduction in soil due to change in moisture content

Recommendations made in assessment report in 2023:

Removal of remaining Oak Trees and installation of irrigation system

Underpinning the existing footing using piles

Replace or repoint brick and mortar façade

Changes made since 2023 Report Trees north of building were removed and replaced parking lot in 2024.

Sealant was placed in cracks between bricks within last 2 years

Document Review – Walter P Moore Condition Assessment Report (2023)

Figure 4: Elevation contour mapping of the NE area of the building

Region of low elevation points

Visual Assessment– Interior Floor Slab Crack Map A crack map was developed based on the cracks observed on the floor slab as follows:

Cracks observed minimal change between 2022 to 2025

No new slab cracks observed

Figure 5: Interior Floor Slab Crack Map

LEGEND

Cracks observed

Area of focus

Visual Assessment – Interior

Photo 1: Diagonal crack above door frame of bunk room 3 (2022) Photo 2: Diagonal crack above door frame of bunk room 3 (2025)

Photo 3: Vertical crack in wall of bunk room 3 (2022) Photo 4: Vertical crack in wall of bunk room 3 (2025)

Photo 5: Magnified vertical crack in wall of bunk room 3 with measuring gauge (2022)

Photo 6: Magnified vertical crack in wall of bunk room 3 with measuring gauge (2025)

5/28/2025

Visual Assessment – Interior Cracks

Photo 7: Hallway slab crack (2022) Photo 8: Hallway slab crack (2025)

Visual Assessment – Interior New Cracks

Photo 9: Vertical crack in NW corner wall of bunk room 8 (2025) Photo 10: Diagonal crack above door frame of bunk room 8 (2025)

Visual Assessment – Interior New Cracks

Photo 11: Vertical crack in SE corner wall of bunk room 4 (2025) Photo 12: Drywall cracking on east wall of bunk room 6 (2025)

Visual Assessment – Exterior

Photo 13: Caulking applied in the vertical and horizontal cracks on the east exterior wall (2022)

Photo 14: Caulking applied in the vertical and horizontal cracks on the east exterior wall (2025)

Photo 15: Caulking applied in cracks at the transition between bunk room and apparatus bay (2022)

Photo 16: Caulking applied in cracks at the transition between bunk room and apparatus bay (2025)

Photo 17: Vertical and horizontal cracks in the north exterior wall (2022) Photo 18: Vertical and horizontal cracks in the north exterior wall (2025)

Photo 19: Magnified view of measuring pad measuring the separation in vertical crack in exterior wall on north side (2022)

Photo 20: Magnified view of measuring pad measuring the separation in vertical crack in exterior wall on north side (2025)

Assessment – Elevation Survey of the Floor Slab A ZIP level was used to record the high and low points in the floor slab. The data obtained represents spot elevations, which were taken at specific locations throughout each floor area and are relative to a datum elevation.

WPM observed up to an additional ¼” of slab movement in 2025 site visit compared to 2022

Figure 6: Zip Level Elevation Survey 2D-Contour Map Showing High and Low Points in Floor Slab (2022)

Region of low elevation points

[in]

Figure 7: Zip Level Elevation Survey 2D-Contour Map Showing High and Low Points in Floor Slab (2025)

Region of low elevation points

Region of low elevation points (Drain)

[in]

Discussion and Conclusions Building Updates

• Removal of oak trees was recommended in 2023 report

• Oak trees north of building were removed in 2024

• Water irrigation system was recommended in 2023 report

• Parking lot and water drainage system was constructed in 2024

• Interior renovations of the hallway, office, and printer area were completed in 2024

Conclusions and Recommendations

• WPM observed up to an additional ¼” building and slab movement in 2025 site visit compared to 2022

• It is WPM’s understanding that Olathe Firestation No.1 will be replaced with a new fire station in the next 5 years

• WPM recommends the following based on a 5-year occupancy:

• Underpin the perimeter footings at NE corner

• Pressure Grout at the NE corner of the building to stabilize interior slab and attempt to return to required levelness

• Address the voids underneath the slab by polyurethane injection at areas beyond NE corner

• Building Envelope Repairs 20

Recommendations Based on our investigation, and the soil analysis performed by the geotechnical engineer, we recommend the following:

If the intent is to provide a temporary solution to address the slab settlement issues, we recommend:

1. Underpin the perimeter footings at NE corner

• Underpinning consists of installation of micropiles, pin piles, or push piers, to transfer the loads directly into the underlying bedrock.

• A specialized geotechnical contractor is required for this remediation strategy.

2. Pressure Grout at the NE corner of the building to return interior slab to required levelness

• We recommend installing additional pressure grouting at the northeast area of the building, similar to what was performed during 2014.

• The pressure grouting can re-stabilize the soils underneath that area and re-level the existing slab immediately zachh Highlight

1. Underpin the perimeter footings at NE corner

• Underpinning consists of installation of micropiles, pin piles, or push piers, to transfer the loads directly into the underlying bedrock.

• A specialized geotechnical contractor is required for this remediation strategy.

• Opinion of Probable Costs: $ 95,000.00

2. Pressure Grout at the NE corner of the building to return interior slab to required levelness

• We recommend installing additional pressure grouting at the northeast area of the building, similar to what was performed during2014.

• The pressure grouting can re-stabilize the soils underneath that area and re-level the existing slab immediately.

• Opinion of Probable Costs: $ 30,000.00

Limitations

This report has been prepared to assist the City of Olathe, KS understand the nature and type of distress investigated in this study and determine a future course of action. Walter P Moore assessed specific issues relevant to the distress observed on the floor slab at Olathe Fire Station #1, in Olathe, KS.

Walter P Moore has no direct knowledge of and offers no warranty regarding the condition of concealed construction or subsurface conditions beyond what was revealed in our review. Any comments regarding concealed construction or subsurface conditions are our professional opinion, based on engineering experience and judgment, and derived in accordance with current standard of care and professional practice.

Various other non-structural, cosmetic and structural damage unrelated to this assessment may have been observed throughout the structure, some of which are discussed in general in this report. However, a detailed inventory of all cosmetic, nonstructural and structural damage was beyond the scope of our assessment. Comments in this report are not intended to be comprehensive but are representative of observed conditions. In this study we did not include review of the design, review of concealed conditions, or detailed analysis to verify adequacy of the structure to carry the imposed loads and to check conformance to the applicable codes. Repair recommendations discussed herein are conceptual and will require additional engineering design for implementation.

We have made every effort to reasonably present the various areas of concern identified during our site visits. If there are perceived omissions or misstatements in this report regarding the observations made, we ask that they be brought to our attention as soon as possible so that we have the opportunity to fully address them in a timely manner.

This report has been prepared on behalf of and for the exclusive use of City of Olathe, KS. This report and the findings contained herein shall not, in whole or in part, be disseminated or conveyed to any other party or used or relied upon by any other party, in whole or in part, without prior written consent.