ZPH-Airfield-BidSet-Engineers-Report-2025-04-07.pdf

Airfield Pavement Rehabilitation

ENGINEER’S REPORT

Zephyrhills Municipal Airport City of Zephyrhills, Florida

Prepared by:

and

Prepared for

April 2025

ZPH- AIRFIELD PAVEMENT REHABILITATION Page 1 of 5

CONTENTS

1. SCOPE OF WORK

2. PHOTOGRAPHS

3. LIFE CYCLE COST ANALYSIS

4. DESIGN STANDARDS

5. ENVIRONMENTAL PROTECTION

6. SOILS AND GRADING

7. DRAINAGE

8. PAVEMENT DESIGN

9. PAVEMENT MARKING

10. CONSTRUCTION SAFETY AND PHASING PLAN (CSPP)

Safety and Security

Construction Phasing, Sequencing, and Work Staging

11. ENGINEER'S ESTIMATE

LIST OF FIGURES

LIST OF APPENDICES

Appendix A Geotechnical Exploration Report

Appendix B Construction Cost Estimate

Figure 1 Project Layout Plan

Figure 2 Typical Pavement Section

ZPH- AIRFIELD PAVEMENT REHABILITATION Page 2 of 5

1. SCOPE OF WORK

Zephyrhills Municipal Airport (ZPH) is publicly owned and operated by the City of Zephyrhills (City) in Pasco

County, Florida. To improve the safety and efficiency of airfield operations, the City intends to rehabilitate the pavement of Taxiway E, a portion of Taxiway B, the FBO apron, and taxilanes associated with hangars along the east side of Taxiway B, as shown in Figure 1 below.

The FDOT 2024 Airfield Pavement Evaluation Report indicates the pavement elements associated with this phase of construction are greater than 20 years old. These elements are contained within Pavement Condition Index

(PCI) Network Sections 3305, 610, 4115, 4125, 4105, 4110, and 505. These sections have ratings of Poor to Fair, with PCI ranging from 42 to 66.

Figure 1– Project Layout Plan

The rehabilitation plan includes a 2-inch mill and overlay, new pavement markings, and minor shoulder sodding.

Based on the geotechnical report, the existing asphalt thickness in Taxiway E is expected to be less than 2 inches.

Therefore, the base will be milled to achieve the required 2-inch asphalt overlay. Furthermore, approximately 40 linear feet of cracking on Taxiway E will be repaired.

ZPH- AIRFIELD PAVEMENT REHABILITATION Page 3 of 5

2. PHOTOGRAPHS

Taxiway E - Existing Cracks to repair

3. LIFE CYCLE COST ANALYSIS

A life cycle cost analysis was not conducted. The existing airfield pavement comprises asphaltic concrete over a limerock base, underlain by sand or silty sand, which is considered adequate for pavement support

4. DESIGN STANDARDS

This Project will be designed according to the following technical criteria:

⬧ FAA AC 150/5300-13B, "Airport Design"

⬧ FAA AC 150/5320-5D, “Airport Drainage Design”

⬧ FAA AC 150/5320-6G, "Airport Pavement Design and Evaluation"

⬧ FAA AC 150/5340-1M, "Standards for Airport Marking"

⬧ FAA AC 150/5340-18G, “Standards for Airport Sign Systems”

⬧ FAA AC 150/5340-30J, "Design and Installation Details for Airport Visual Aids”

⬧ FAA AC 150/5370-2G, “Operational Safety on Airports During Construction”

⬧ FAA AC 150/5370-10H, “Standards for Specifying Construction of Airports”

5. ENVIRONMENTAL PROTECTION

Daily cleaning keeps the worksite and adjacent areas free from accumulations of waste materials, rubbish, windblown debris, and dust resulting from construction operations. Work on this Project will require milling the existing asphalt pavement along the airfield. The milling operation will generate an excessive amount of windblown debris and dust. The Contractor will be required to maintain a clean work area and airspace free of dust and to the satisfaction of the Resident Project Representative. Working vacuum and water spray trucks will be utilized for this purpose.

6. SOILS AND GRADING

The pavement and subsurface condition along the airfield area was explored by performing a total of ten (10) pavement cores/Standard Penetration Test (SPT) borings. Boring logs and other pertinent geotechnical recommendations are included in Appendix A. Geotechnical Exploration Report

ZPH- AIRFIELD PAVEMENT REHABILITATION Page 4 of 5

Based on the summary of the field exploration program, the pavement consisted of about 1 to 8½ inches of multi-layered asphaltic concrete over about 0 to 6 inches of limerock base. Generally, and beneath the base course, the borings disclosed alternating layers of sand with silt (SP-SM) and sand (SP) / [A-3]. The relative density of these soils varied from loose to medium dense with penetration resistance or "N" values ranging from 3 to 21 automatic hammer blows per foot (BPF). The pavement surface exhibits signs of distress consisting of weathering, cracking, raveling, spalling, etc., of various severity. The "at-completion" groundwater level was not encountered during the drilling operations.

7. DRAINAGE

Adequate drainage will be provided at the site to minimize an increase in the moisture content of the pavement subgrade. Excessive moisture can significantly reduce the soil's bearing capacity and contribute to pavement settlement and subgrade deterioration. For the protection of the pavement subgrade, the ground surface will be sloped away from all paved surfaces.

8. PAVEMENT DESIGN

The existing pavement structure is sufficient for the fleet mix of aircraft at ZPH and meets or exceeds the design requirements outlined in FAA AC 150/5320-6G – "Airport Pavement Design and Evaluation." As such, the design mill depth will be dependent on existing asphalt layer thicknesses. A 2" mill and overlay with a new asphalt surface course (P-403) is recommended for the proposed airfield pavement rehabilitation. In some areas milling 2" of the pavements will require additional removal of some of the in-place limerock base to accommodate placement of 2 asphalt overlay (P-403). within these areas, apply prime coat (P-602) to the densified surface prior to placement of 2” asphalt overlay.

Surface gradients will follow the Airport Design Advisory Circulars 150/5300-13B and 150/5320-6G. Figure 2 depicts typical runway pavement sections.

Figure 2 - Typical Airfield Pavement Section

GEOTECHNICAL EXPLORATION REPORT

Zephyrhills Municipal Airport (ZPH) Zephyrhills, Florida

Prepared For:

Jacobs Engineering Group, Inc.

City of Zephyrhills

April 7, 2025

2202 N. Westshore Blvd., Suite 200 Tampa, Florida 33607

MDG Project No. JAC25012

APPENDIX A

Tampa, Florida 33607

MDGINC.US

April 7, 2025

Mr. Joe Sawmiller, P.E., M.B.A.

Jacobs Engineering Group, Inc.

5401 W Kennedy Blvd.-Suite 900 Tampa, Florida 33609

Reference: Report of Geotechnical Exploration Airfield Pavement Rehabilitation

Zephyrhills Municipal Airport (ZPH)

Mr. Sawmiller:

Mohsen Design Group Incorporated (MDG) has completed the geotechnical exploration for the referenced project. The following report presents the results of the field exploration, an assessment of the site conditions with respect to available project characteristics, and recommendations to aid in the proposed airfield pavement rehabilitation at ZPH.

We have enjoyed being a part of your team on this project and look forward to serving you for the remainder of this and future projects. Should you have any questions concerning this report, please contact me at 386-867-5563.

Sincerely, Mohsen Design Group Incorporated

Nabil O. Hmeidi, P.E.

Senior Geotechnical Engineer Licensed, Florida 57842

Distribution: File (1 copy)

Addressee (1 e-mailed copy in PDF format)

MDGINC.US Page 1 of 8

TABLE OF CONTENTS

1.0 Introduction

2.0 Project Information

3.0 Field Exploration

4.0 Site and Subsurface Conditions

4.1 Site Conditions

4.2 General Site Geology

4.3 General Subsurface Conditions

4.3.1 Taxiway E [Borings B-01 and B-02]

4.3.2 Taxiway B [Borings B-03, B-04, B-06 & B-07]

4.3.3 FBO Apron [Boring B-05]

4.3.4 T-Hangars [Borings B-08, B-09 & B10]

4.4 Groundwater

5.0 Site Preparation Recommendations

5.1 General

5.2 Drainage Considerations

5.3 Pavement Rehabilitation Considerations

6.0 Report Limitations

APPENDICES:

Appendix A: Vicinity Map (1 Page) Appendix B: Field Exploration Plan (1 Page) Appendix C: Record of Core Borings (1 Sheet)

MDGINC.US Page 2 of 8

1.0 Introduction

This report presents the results of the geotechnical exploration performed for the proposed airfield pavement rehabilitation at Zephyrhills Municipal Airport (ZPH). The services rendered by MDG and Jacob’s subconsultant during this geotechnical exploration can be summarized as follows:

• Performed a total of ten (10) asphalt pavement core/Standard Penetration Test (SPT) borings extending about 6.3 to 6.75 feet below the land surface. The borings were performed by Jacob’s subconsultant Tierra South Florida, Inc.

• Performed laboratory testing on select samples.

• Cleaned work areas, grouted and capped pavement cores.

• Reviewed and analyzed gathered samples and data.

• Prepared this report, which includes the results of our field exploration, laboratory testing, as well as our recommendations with respect to the proposed pavement rehabilitation, and quality control.

2.0 Project Information

The FDOT 2024 Airfield Pavement Evaluation Report indicates the pavement elements associated with this phase of construction are greater than 20 years old. These elements are contained within Pavement Condition Index (PCI) Sections 3305, 610, 4115, 4125, 4105, 4110, and 505. These sections have 2024 ratings of Poor to Fair with PCI ranging from 42 to 66. Proposed improvements to these areas include rehabilitating the asphalt pavement by milling 2” and overlaying with 2” of new asphalt mix.

3.0 Field Exploration

The subsurface condition within the limits of the proposed pavement rehabilitation areas was explored by performing a total of ten (10) core/SPT borings extending 6.3 to 6.75 feet below the land surface.

The borings were located in the field by the drilling personnel and were referenced from existing features (such as pavement edges, pavement markings, etc.). Therefore, the boring locations should be considered approximate. The following table summarizes the subsurface conditions encountered at each boring location:

SUMMARY OF FIELD EXPLORATION PROGRAM

Boring No.

Coordinates Depth Date Drilled

Method At-Completion Groundwater

Surface Material Notes:

B-01 28.464748° N, 82.452669° W

6’ - 8 5/8” 03/26/2025

Core/SPT (Auto) Not

Encountered

4-5/8” Asphalt over 4” Limerock Base over Sand with silt (SP-SM)

2 asphalt layers (2” over 2- 5/8”)

B-02 28.468245° N, 82.450591° W

6’ – 7 3/4” 03/26/2025

Core/SPT (Auto) Not

Encountered

4-3/4” Asphalt over 4” Limerock Base over Sand with silt (SP-SM)

2 asphalt layers (2” over 2- 3/4”)

B-03 28.472084° N, 82.448326° W

6’ – 6 5/8” 03/26/2025

Core/SPT (Auto) Not

Encountered

3-5/8” Asphalt over 3” Limerock Base over

Sand (SP)

2 asphalt layers (1 over 2- 5/8”)

B-04 28.462274° N, 82.454045° W

6’ – 8 1/2” 03/26/2025

Core/SPT (Auto) Not

Encountered 8-1/2” Asphalt over

Sand (SP)

4 asphalt layers (2” over 2” over 2” over 2-1/2”). No base course encountered

B-05 28.462991° N, 82.453372° W

6’ – 7 3/8” 03/26/2025

Core/SPT (Auto) Not

Encountered

3-3/8” Asphalt over 4” Limerock Base over

Sand (SP)

2 asphalt layers (2” over 1- 3/8”)

B-06 28.463808° N, 82.453241° W

6’ – 5 7/8” 03/26/2025

Core/SPT (Auto) Not

Encountered

1-7/8” Asphalt over 4” Limerock Base over

Sand (SP) Full depth crack

MDGINC.US Page 3 of 8

B-07 28.461996° N, 82.453562° W

6’ – 7 3/8” 03/26/2025

Core/SPT (Auto) Not

Encountered

1-3/8” Asphalt over 6” Limerock Base over

Sand (SP)

B-08 28.462464° N, 82.452948° W

6’ – 5 1/4” 03/26/2025

Core/SPT (Auto) Not

Encountered

2-1/4” Asphalt over 3” Limerock Base over Sand with silt (SP-SM)

B-09 28.463265° N, 82.452549° W

6’ – 4 7/8” 03/26/2025

Core/SPT (Auto) Not

Encountered

1-7/8” Asphalt over 3” Limerock Base over

Sand (SP)

B-10 28.463661° N, 82.452621° W

6’ - 4” 03/26/2025

Core/SPT (Auto) Not

Encountered

1” Asphalt over 3” Limerock Base over Sand with silt (SP-SM)

Full depth crack

Table 1 - Depths referenced from existing land surface. Asphalt core thicknesses measured to the nearest 1/8”.

The sampling and penetration procedures of the SPT borings were accomplished in general accordance with ASTM D-1586, "Penetration Test and Split-Barrel Sampling of Soils", using a power rotary drill rig.

The standard penetration tests were performed by driving a standard 1-3/8" I.D. and 2" O.D. split spoon sampler with a 140-pound hammer falling 30 inches. The number of hammer blows required to drive the sampler a total of 24 inches, in 6-inch increments, were recorded. The penetration resistance or "N" value is the summation of the middle two increments. The N values are illustrated on the attached Record of Core Borings adjacent to their corresponding sample depths. The N values are used as an index to derive soil parameters from various empirical correlations. The borings were performed using a truck-mounted CME-550 drill rig equipped with an automatic hammer.

The attached Record of Core Borings graphically illustrates penetration resistances, groundwater levels, and soil descriptions. It should be noted that the stratification lines and depth designations indicated on these records represent approximate boundaries between soil types. In some instances, the transition between these soils may be gradual.

4.0 Site and Subsurface Conditions

4.1 Site Conditions

The site conditions were observed by MDG on March 31, 2025. The existing asphalt pavement within the area proposed for rehabilitation exhibited signs of distress including weathering, cracking (longitudinal, transverse, alligator, and block cracking), polished aggregate, bleeding, and raveling.

In general, these distress types varied in severity from fair to poor.

4.2 General Site Geology

Published information1 regarding the geology in this area of Pasco County, Florida indicates the site is situated within the undifferentiated Hawthorn Group (Th) of the Miocene epoch. Typically, these undifferentiated sediments are light olive gray and blue gray in unweathered sections, reddish brown in deeply weathered sections, poorly to moderately consolidated, clayey sands to silty clays and relatively pure clays. The sediments are considered part of the intermediate confining unit/aquifer system and provide an effective aquitard for the Floridan Aquifer System (FAS), except where perforated by karst features. Hardrock phosphate deposits are associated with the undifferentiated Hawthorn Group sediments on the eastern flank of the Brooksville Ridge. The hard rock phosphate deposits were formed by the dissolution of phosphate in the Hawthorn sediments and redeposition in karst features.

1 Geologic Map of the State of Florida, Series MS 146, by the Florida Geological Survey (FGS), 2001, revised April 15, 2006 & Open-File Report 80, by FGS dated 2001.

MDGINC.US Page 4 of 8

4.3 General Subsurface Conditions

4.3.1 Taxiway E [Borings B-01 and B-02]

Borings B-01 and B-02 were performed along Taxiway E. These borings indicate the pavement section consists of about 4-3/4 to 4-5/8” of asphalt over 4” of limerock base. Beneath the pavement and base course, the soil profile consisted of alternating layers of grayish brown sand with silt (SP-SM) and grayish brown to gray to tan sand (SP). These soils have loose to medium relative densities with penetration resistance or “N” values ranging from 3 to 14 automatic hammer blows per foot (BPF).

4.3.2 Taxiway B [Borings B-03, B-04, B-06 & B-07]

Borings performed along Taxiway B indicated the pavement section consist of about 1-3/8 to 8- 1/2” of asphalt over 0 to 6” of limerock base. This pavement section is underlain by grayish brown to gray sand (SP). These soils have loose to medium relative density with N values ranging from 3 to 20 BPF.

4.3.3 FBO Apron [Boring B-05]

Boring B-05 performed within the FBO apron disclosed about 3-3/8” of asphalt over 4” of limerock base. This pavement section is underlain by medium dense grayish brown to gray sand (SP) with N values ranging from 9 to 21 BPF.

4.3.4 T-Hangars [Borings B-08, B-09 & B10]

The pavement section along the T-hangars taxilane consists of about 1 to 2-1/4” asphalt over 3” limerock base. The pavement section is underlain by grayish brown sand with silt (SP-SM), gray to tan to brown sand (SP), and/or tan clayey sand (SC). These soils have loose to medium relative density with N values ranging from 3 to 18 BPF.

Refer to photographs of core borings below for more details:

MDGINC.US Page 5 of 8

MDGINC.US Page 6 of 8

MDGINC.US Page 7 of 8

4.4 Groundwater

The depth to the groundwater table was attempted immediately following completion of each boring.

The “at-completion” groundwater was not encountered in any of the borings. It should be noted that due to the relatively short time frame of the field exploration, the groundwater may not have had sufficient time to stabilize. Fluctuation in groundwater levels should therefore be expected due to seasonal climatic changes, construction activity, rainfall variations, surface water runoff, and other site-specific factors not evident at the time of drilling.

5.0 Site Preparation Recommendations

5.1 General

The recommendations presented in this report are based upon available project information and data obtained during our field program. If this information is incorrect or the location of the proposed construction changes, please contact this office so our recommendations may be reviewed and/or revised. Discovery of any site or subsurface condition during construction, which deviates from the data collected during this exploration, must be reported to us for evaluation.

5.2 Drainage Considerations

Adequate drainage should be provided at the site to minimize an increase in the moisture content of the pavement subgrade. Excessive moisture can significantly reduce the soil's bearing capacity and contribute to pavement failure. We recommend that the ground surface be sloped away from paved surfaces to protect the pavement subgrade.

5.3 Pavement Rehabilitation Considerations

The existing pavement section disclosed by borings B-01 through B-10 consisted of about 1 to 8-1/2 inches of asphaltic Concrete over 0 to 6 inches of limerock base. Soils encountered beneath the concrete pavement consisted of sand (SP) or sand with silt (SP-SM) and are considered suitable for the support of the pavement sections.

Based on our findings, it is our recommendation that the existing pavement along Taxiway E, Taxiway B, T-hangar taxilanes, and FBO apron consists of milling the existing asphalt and overlay with new asphalt mix. The main components of the mill/resurface recommendations are as follows:

1. Mill the in-place asphalt pavement to a depth of 2 inches and saw-cut the milled boundaries/tie-ins to a straight neat vertical edge. Removal of 2” of the existing pavement may necessitate

MDGINC.US Page 8 of 8 removal of in place limerock base. Where exposed, the limerock base shall be graded and densified as shown on the plans.

2. Thoroughly clean the milled surface of dust, loose, and broken asphalt using power broom and/or power blower and allow all exposed surfaces to dry prior to the application of tack coat. Spray surfaces being milled with water to cut down on airborne dust.

3. The milled cleaned surface should be inspected and all joints with ½” or greater width should be filled with asphalt prior to placement of the leveling course.

4. Apply tack coat (P-603) to all thoroughly cleaned and dried asphalt milled surfaces at a rate of

0.05 to 0.08 gallons per square yards ensuring full coverage of milled surfaces and all saw-cut edges and allow the tack coat to dry and cure. Where limerock base, apply prime coat (P-602) at a rate of 0.15 gallons per square yard to all compacted and accepted base course surfaces and allow to dry and cure.

5. Place and compact the surface lift of 2 inches of asphaltic concrete (P-403, Gradation 2 with

PG 76-22), and test in accordance with the project specifications.

6.0 Report Limitations

This report has been prepared for the exclusive use of Jacobs Engineering Group, Inc., Tampa, Florida, and the specific application to the project discussed herein. Our conclusions and recommendations have been rendered using generally accepted standards of geotechnical engineering practice in the State of Florida. No other warranty is expressed or implied. MDG is not responsible for the interpretations, conclusions, opinions, or recommendations of others based on the data contained herein. Environmental assessment for the presence of pollutants within the subject site was beyond the scope of this exploration.

APPENDICES

APPENDIX A

Vicinity Map

Exhibit 1

Mohsen Design Group Incorporated

Tampa, Florida 33607

Vicinity Map Airfield Pavement Rehabilitation

MDG, Inc. Project No. JAC25012

APPENDIX B

Boring Location Map

FIELD EXPLORATION PLAN

Project No. JAC25012

SHEETSCALE

1 of 1As Shown

FIGUREDATE

204/07/2025

APPROVED:DRAWN

Zephyrhills Municipal Airport (ZPH)

Airfield Pavement Rehabilitation

Zephyrhills, Florida

MOHSEN DESIGN GROUP INCORPORATED

2202 N WESTSHORE BLVD, SUITE 200

TAMPA, FLORIDA 33607

1000 200 400

GRAPHIC SCALE: 1" = 200'

B-02

B-01

B-08

B-09

B-10

B-07

B-06

B-03

B-05

B-04

TA

X

IW

A Y A

R U N W

A Y

-2

3TA

X

IW

A Y B

TAXIW

AY E

TA

X

IW

A Y C

TAXIW

AY C

ACCESS ROAD

FB

O

TA

X

IW

A Y B

SPT Borings Performed on 03/26/2025

FOR ILLUSTRATION ONLY

NOT FOR CONSTRUCTION

APPENDIX C

Record of Core Borings

FIGURE

RECORD OF CORE BORINGS

SHEETSCALE

DATE

As Shown

04/07/2025

APPROVEDDRAWN

ENGINEERING CLASSIFICATION

Very Loose Less than 4 Less than 3

Loose 4 - 10 3 - 8

Medium Dense 10 - 30 8 - 24

Dense 30 - 50 24 - 40

Very Dense Greater than 50 Greater than 40

Safety Hammer

(SPT N-Value)

Automatic Hammer

(SPT N-Value)

RELATIVE DENSITY of GRANULAR MATERIALS

Very Soft Less than 2 Less than 1

Soft 2 - 4 1 - 3

Firm 4 - 8 3 - 6

Stiff 8 - 15 6 - 12

Very Stiff 15 - 30 12 - 24

Hard Greater than 30 Greater than 24

CONSISTENCY of SILTS & CLAYS

LEGEND:

B.T. Boring Terminated

Existing Ground Surface

N Sta. Penetration Resistance in Blows Per foot (18- inch Spoon, ASTM D-1586)

WOR Weight of Rod

WOH Weight of Hammer

W Moisture Content (%)

OC Organic Content (%)

-200 Fines Passing No. 200 U.S. Sieve (%)

LL Liquid Limit

PI Plasticity Index

Ground Water at Time of Drilling

Wet Season Water Table

(SP) Unified Soil Classification Based on Visual Observation and Laboratory Tests

PWR Partially Weathered Rock

SPOON INSIDE DIAMETER - 1.4"

SPOON OUTSIDE DIAMETER - 2.0"

AVERAGE HAMMER DROP HEIGHT - 30"

HAMMER WEIGHT - 140 pounds

ASTM STANDARD DROP HAMMER (MANUAL & AUTOMATIC)

STANDARD PENETRATION TEST DATA

A.R. Auger Refusal

Topsoil

Sand

(SP)

Sand with silt

(SP-SM)

Sandy Silt

(ML)

Silty sand

(SM)

Clayey sand

(SC)

Sandy clay

(CL)

Clay

(CH)

Asphalt

Weathered

Limestone

FILL

Concrete

Base

D E

P T

H

D E

P T

H

(N Auto) 4-5/8" Asphalt over 4" Limerock Base

B-01

Date Drilled: 03/26/2025

MEDIUM DENSE to LOOSE, dark gray to grayish brown, sand with silt (SP-SM)

B.T. @ 6'-8 5/8"

BORE HOLE GROUTED

4-3-2-2 (5)

2-3-2-2 (5)

NOTES:

1. See Field Exploration Plan for boring locations.

2. Groundwater not encountered in any of the borings.

3. A truck mounted CME 550 drill rig equipped with an automatic hammer was used.

MOHSEN DESIGN GROUP INCORPORATED

2202 N WESTSHORE BLVD, SUITE 200

TAMPA, FLORIDA 33607

Project No. JAC25012

Airfield Pavement Rehabilitation

Zephyrhills Municipal Airport (ZPH)

LOOSE, grayish brown, sand (SP)

Sandy clay/Clay

(CL/CH)

9-7-7-5 (14)

(N Auto) 4-3/4" Asphalt over 4" Limerock Base

B-02

Date Drilled: 03/26/2025

B.T. @ 6'-8 3/4"

BORE HOLE GROUTED

3-2-2-2 (4)

2-2-1-2 (3)

3-6-5-4 (11)

(N Auto) 3-5/8" Asphalt over 3" Limerock Base

B-03

Date Drilled: 03/26/2025

B.T. @ 6'-6 5/8"

BORE HOLE GROUTED

4-6-5-7 (11)

2-2-2-2 (4)

7-5-8-5 (13)

(N Auto) 8-1/2" Asphalt (No Base)

B-04

Date Drilled: 03/26/2025

B.T. @ 6'-8 1/2"

BORE HOLE GROUTED

10-7-8-6 (15)

5-4-4-3 (8)

10-10-10-10 (20)

D E

P T

H

D E

P T

H

(N Auto) 3-3/8" Asphalt over 4" Limerock Base

B-05

Date Drilled: 03/26/2025

B.T. @ 6'-7 3/8"

BORE HOLE GROUTED

8-11-10-9 (21)

6-5-4-4 (9)

10-8-10-10 (18)

(N Auto) 1-7/8" Asphalt over 4" Limerock

Base-

B-06

Date Drilled: 03/26/2025

B.T. @ 6'-5 7/8"

BORE HOLE GROUTED

7-7-6-3 (13)

3-2-1-1 (3)

6-5-4-3 (9)

(N Auto) 1-3/8" Asphalt over 6" Limerock Base

B-07

Date Drilled: 03/26/2025

B.T. @ 6'-7 3/8"

BORE HOLE GROUTED

4-5-6-7 (11)

3-2-1-2 (3)

4-7-5-3 (12)

(N Auto) 2-1/4" Asphalt over 3" Limerock Base

B-08

Date Drilled: 03/26/2025

B.T. @ 6'-5 1/4"

BORE HOLE GROUTED

7-6-5-8 (11)

4-3-3-2 (6)

10-7-11-18 (18)

D E

P T

H

D E

P T

H

(N Auto) 1-7/8" Asphalt over 3" Limerock Base

B-09

Date Drilled: 03/26/2025

B.T. @ 6'-4 7/8"

BORE HOLE GROUTED

4-3-2-3 (5)

3-2-2-2 (4)

4-7-5-4 (12)

(N Auto) 1" Asphalt over 3" Limerock Base

B-10

Date Drilled: 03/26/2025

B.T. @ 6'-4"

BORE HOLE GROUTED

3-2-1-2 (3)

2-2-3-4 (5)

4-5-5-4 (10)

W= 11.9% -200= 5.1%

W= 15.2% -200= 5.2%

W= 6.5% -200= 2.4%

W= 4.7% -200= 2.4%

W= 3.7% -200= 1.4%

W= 7.3% -200= 3.2%

W= 6.3% -200= 2.6%

W= 7.5% -200= 8.7%

W= 7.1% -200= 4.8%

W= 11.6% -200= 4.3%

MEDIUM DENSE, grayish brown, sand with silt (SP-SM)

LOOSE, gray to tan, sand (SP)

MEDIUM DENSE to LOOSE, gray, sand (SP) MEDIUM DENSE, grayish brown to gray, sand (SP)

MEDIUM DENSE, grayish brown to gray, sand (SP)

MEDIUM DENSE to LOOSE, grayish brown to gray, sand (SP)

MEDIUM DENSE, grayish brown, sand with silt (SP-SM)

MEDIUM DENSE, grayish brown, sand with silt (SP-SM)

LOOSE, gray to brown, sand (SP)

MEDIUM DENSE to LOOSE, gray, sand (SP)

LOOSE, tan, clayey sand (SC)

MEDIUM DENSE to LOOSE, grayish brown to grayish tan, sand (SP) MEDIUM DENSE to LOOSE, gray to tan, sand (SP)

ZPH- AIRFIELD PAVEMENT REHABILITATION Page 5 of 5

9. PAVEMENT MARKING

Taxiway markings will be based on AC150/5340-1M. The installation of temporary pavement markings will be after the completion of the milling and resurfacing of the Taxiway. Installation of permanent pavement markings will begin after a minimum 30-day for curing asphalt.

10. CONSTRUCTION SAFETY AND PHASING PLAN (CSPP)

Safety and Security

Since the work areas are on the airfield, safety and security is of paramount importance to the integrity of the Air

Operations Area (AOA). The Contractor will be required to meet all the safety requirements included in the FAA

AC 150/5370-2G, "Operational Safety on Airports During Construction." The Contractor's personnel operating vehicles on site shall receive driver’s training and a temporary construction access badge to the site. Daily safety meetings will be conducted by the Contractor to address any safety and security issues. Weekly progress meetings will also be conducted to discuss various issues, such as upcoming activities and impacts on airport security, access, or closures. The construction documents provide safety and security plans detailing the required information for the Contractor to access the Air Operations Area (AOA). Additionally, the Contractor is required to be familiar with the following FAA requirements:

⬧ AC 150/5370-2G, "Operational Safety on Airports During Construction"

⬧ AC 150/5210-5D, "Painting, Marking, and Lighting of Vehicles Used on an Airport"

⬧ Code of Federal Regulations, 14 CFR Part 77, "Objects Affecting Navigable Airspace"

⬧ AC 150/5210-24, "Airport Foreign Object Debris (FOD) Management"

⬧ AC 150/5200-18D, "Airport Safety Self-Inspection"

Construction Phasing, Sequencing, and Work Staging

A preliminary phasing plan is illustrated in the drawings and has been refined to minimize the number of phases.

11. ENGINEER'S ESTIMATE

The construction cost for this Project is estimated at $676,750

See: Appendix B- Construction Cost Estimate

Item

No.

Spec

No.

Item Description Unit Quantity Unit Price Item Total

1 C-100-1 Contractor Quality Control Program (CQCP) LS 1 15,000.00$ 15,000.00$

2 C-102-1 Temporary Pollution, Erosion, and Siltation Control LS 1 10,000.00$ 10,000.00$

3 C-105-1 Mobilization LS 1 50,000.00$ 50,000.00$

4 P-101-1 Base Removal (0.25" to 0.75") SY 5,350 3.00$ 16,050.00$

4 P-101-2 Nominal Asphalt Milling (1.25" to 2”) SY 14,530 3.00$ 43,590.00$

5 P-101-3 Crack Repair LF 30 90.00$ 2,700.00$

6 P-102-1 Safety, Security, and Maintenance of Airfield Operations LS 1 15,000.00$ 15,000.00$

7 P-103-1 Survey, Stakeout, and As-Built Survey LS 1 15,000.00$ 15,000.00$

8 P-211-1 Regrade/Compact Existing Lime Rock Base Course SY 5,350 10.00$ 53,500.00$

8 P-403-1 Asphalt Mix Pavement TON 1,720 250.00$ 430,000.00$

9 P-603-1 Emulsified Asphalt Tack Coat GAL 1,020 10.00$ 10,200.00$

10 P-620-1 Temporary Markings (30% Application Rate, Non-Reflective White or Yellow)

SF 760 3.00$ 2,280.00$

11 P-620-2 Final Reflective Markings (100% Application Rate, Reflective White or Yellow, Type III Beads)

SF 760 5.00$ 3,800.00$

12 P-620-3 Black Non-Reflective Marking Outlines SF 1,110 3.00$ 3,330.00$

13 T-904 Sodding SY 630 10.00$ 6,300.00$

Total Estimate: 676,750.00$

Construction Cost Estimate ZPH-AirfieldnPavements Rehabilitation

Bid ZPH-Airfield-Pavements-Rehabilitation

Zephyrhills Municipal Airport (ZPH)

4/4/2025 1 of 1

APPENDIX B