Stafford Fire and Rescue Station #8 Stafford County, Virginia

PROJECT MANUAL

Volume 1 | Divisions 00 – 14

Bid Submission

May 8, 2026

BOARMAN KROOS VOGEL GROUP, INC.

Minneapolis | Chicago | Washington DC | Dallas

Architecture/Engineering/Interior Design/Landscape

1054 31st Street NW Canal Square, Suite 410 Washington DC 20007

(202) 595-3173

BKV Commission No. 2540.03 © 2026

This page intentionally left blank.

Stafford County, Virginia

CERTIFICATIONS

Bid Submission

May 8, 2026

BOARMAN KROOS VOGEL GROUP, INC.

Minneapolis | Chicago | Washington DC | Dallas

Architecture/Engineering/Interior Design/Landscape

1054 31st Street NW Canal Square, Suite 410 Washington DC 20007

(202) 595-3173

BKV Commission No. 2540.03 © 2026

XX/XX/XXXX4/22/26

masif Snapshot masif Snapshot masif Snapshot masif Snapshot masif Snapshot masif Snapshot masif Snapshot masif Stamp masif Snapshot masif Snapshot

Stafford Fire and Rescue Station #8 Table of Contents - Volume 1

2540.03 - Bid Submission 00 01 10 - 1

SECTION 00 01 10

TABLE OF CONTENTS

Bid Submission | May 8, 2026

COVER & TABLE OF CONTENTS - VOLUME 1

00 01 01 - Project Title Page - Volume 1 00 01 05 - Project Title Page - Certifications 00 01 10 - Table of Contents - Volume 1

DIVISION 00 — PROCUREMENT AND CONTRACTING REQUIREMENTS

00 31 00 - Available Project Information 00 31 00.10 - Stafford Fs 8 - Geotech Report

DIVISION 01 — GENERAL REQUIREMENTS

01 02 00 - General Sitework Requirements 01 10 00 - Summary 01 13 21 - Electronic Files and CAD Release Form 01 21 00 - Allowances 01 31 00 - Project Management and Coordination 01 32 00 - Construction Progress Documentation 01 33 00 - Submittal Procedures 01 40 00 - Quality Requirements 01 41 00 - Special Inspections and Tests 01 42 00 - References Standards and Definitions 01 50 00 - Temporary Facilities and Controls 01 60 00 - Product Requirements 01 60 01 - Product Substitution Request Form - Construction Phase 01 70 00 - Execution Requirements 01 74 19 - Construction and Demolition Waste Management and Disposal 01 77 00 - Closeout Procedures 01 78 23 - Operation and Maintenance Data 01 78 39 - Project Record Documents 01 79 00 - Demonstration and Training 01 81 13 - Sustainable Design Requirements 01 81 13.01 - Stafford Fs8 - LEED Scorecard 2026.05.07 01 91 13 - General Commissioning Requirements

DIVISION 02 — EXISTING CONDITIONS

02 41 13 - Selective Site Demolition

DIVISION 03 — CONCRETE

03 30 00 - Cast-In-Place Concrete 03 35 00 - Concrete Finishing 03 35 43 - Polished Concrete Finishing

DIVISION 04 — MASONRY

04 20 00 - Unit Masonry 04 72 00 - Cast Stone Masonry

DIVISION 05 — METALS

05 12 00 - Structural Steel Framing 05 21 00 - Steel Joist Framing 05 31 00 - Steel Decking 05 40 00 - Cold-Formed Metal Framing Delegated Design 05 44 00 - Cold-Formed Metal Trusses 05 50 00 - Metal Fabrications

2540.03 - Bid Submission 00 01 10 - 2

05 51 00 - Metal Stairs 05 52 13 - Pipe and Tube Railings

DIVISION 06 — WOOD, PLASTICS, AND COMPOSITES

06 10 53 - Miscellaneous Rough Carpentry 06 16 00 - Sheathing 06 40 00 - Architectural Woodwork

DIVISION 07 — THERMAL AND MOISTURE PROTECTION

07 11 13 - Bituminous Dampproofing 07 21 00 - Thermal Insulation 07 27 26 - Fluid-Applied Membrane Air Barriers, Vapor Retarding 07 46 46 - Fiber-Cement Siding 07 52 16 - Modified Bituminous Membrane Roofing 07 61 13 - Standing-Seam Sheet Metal Roofing 07 62 00 - Sheet Metal Flashing and Trim 07 72 00 - Roof Accessories 07 84 13 - Penetration Firestopping 07 84 43 - Joint Firestopping 07 92 00 - Joint Sealants

DIVISION 08 — OPENINGS

08 11 13 - Hollow Metal Doors and Frames 08 14 00 - Wood Doors 08 31 13 - Access Doors and Frames 08 35 19 - Folding Garage Doors 08 41 13 - Aluminum-Framed Entrances and Storefronts 08 51 13 - Aluminum Windows 08 71 00 - Door Hardware 08 71 10 - Door Hardware Schedule 08 80 00 - Glazing 08 83 00 - Mirrors 08 91 00 - Architectural Louvers

DIVISION 09 — FINISHES

09 21 16 - Gypsum Board Assemblies 09 22 16 - Non-Structural Metal Framing 09 30 00 - Tiling 09 51 23 - Acoustical Tile Ceilings 09 65 00 - Resilient Flooring 09 65 66 - Resilient Athletic Surfacing 09 72 00 - Wall Coverings 09 77 33 - FRP Wall Paneling 09 91 13 - Exterior Painting 09 91 23 - Interior Painting 09 96 00 - High-Performance Coatings

DIVISION 10 — SPECIALTIES

10 14 00 - Signage 10 26 00 - Wall and Door Protection 10 28 00 - Toilet and Bath Accessories 10 44 00 - Fire Protection Specialties 10 51 00 - Lockers 10 51 43 - Wire Mesh Storage Lockers 10 56 13 - Metal Storage Shelving 10 73 13 - Awnings 10 75 00 - Flagpoles 10 90 00 - Miscellaneous Specialties

2540.03 - Bid Submission 00 01 10 - 3

DIVISION 11 — EQUIPMENT

11 31 00 - Residential Appliances 11 40 00 - Foodservice Equipment 11 96 00 - Fire Station Equipment 11 96 50 - High Volume Low Speed Fans

DIVISION 12 — FURNISHINGS

12 20 00 - Window Treatments 12 36 61 - Simulated Stone Countertops 12 48 00 - Entrance Flooring

Stafford Fire and Rescue Station #8 Available Project Information

2540.03 - Bid Submission 00 31 00 - 1

SECTION 00 31 00

AVAILABLE PROJECT INFORMATION

PART 1 - GENERAL

1.1 AVAILABLE PROJECT INFORMATION, GENERAL

A. Coordinate with Architect to obtain Available Project Information for bidding.

1.2 GEOTECHNICAL REPORT

A. A report prepared for BKV Group by Timmons Group dated March 13, 2025 is included as available Project information following this Section.

B. Borings: Soil Borings have been made at the site to assist in the design process. Soil Data and/or Logs are included in the Documents for the information and convenience of Bidders.

C. Data Use Limitations: Because the sub-surface conditions indicated by the borings are a sampling in relation to the entire construction area, neither the Owner nor the firm reporting the sub-surface conditions based on the borings warrants that the conditions below the depths of the borings, or the strata logged from the borings, are necessarily typical of the entire site.

D. Bidder Responsibility: Persons using information described herein shall accept full responsibility for its use in preparing Bids and obtaining additional geotechnical information, which may be required.

E. Extra Payment: No consideration for extra payment will be given for conditions occurring which could have been anticipated from the geotechnical information. If conditions occur resulting in extra work, which could not have been anticipated or reasonably inferred from the geotechnical information, the Conditions of the Contract shall apply.

PART 2 - PRODUCTS (NOT USED)

PART 3 - EXECUTION (NOT USED)

END OF SECTION

GEOTECHNICAL ENGINEERING REPORT

STAFFORD COUNTY FIRE STATION #8

MOUNTAIN VIEW ROAD

STAFFORD COUNTY, VIRGINIA

JOB NUMBER: 61165.002

PREPARED FOR:

BKV GROUP

1054 31ST STREET, NW, SUITE 410

WASHINGTON, DC 10007

March 13, 2025

TABLE OF CONTENTS

EXECUTIVE SUMMARY ..............................................................................................A

1. PROJECT INFORMATION

2. FIELD EXPLORATION

3. LABORATORY TESTING

4. SITE GEOLOGY

5. SUBSURFACE CONDITIONS

5.1 Ground Surface Cover

5.2 Residual Soils

5.3 Auger Refusal Materials

5.4 Groundwater

6. CONCLUSIONS AND RECOMMENDATIONS

6.1 Primary Geotechnical Concerns

6.2 Site Preparation

6.2.1 General

6.2.2 Subgrade Evaluation

6.2.3 Potential Subgrade Repairs

6.2.4 Highly Plastic Soils

6.3 Excavations

6.4 Re-use of On-site Soils as Structural Fill

6.5 Structural Fill

6.6 Foundations

6.7 Foundation Settlement

6.8 Slab-On-Grade

6.9 Seismic Site Classification

6.10 Pavement Support

7. LIMITATIONS OF REPORT

8. CLOSURE

APPENDICES

Appendix A - Figures

Appendix B - Boring Logs

Appendix C - Laboratory Test Results

A

EXECUTIVE SUMMARY

For your convenience, this report is summarized in outline form below. This brief summary should not be used for design or construction purposes without reviewing the more detailed conclusions and recommendations contained in this report.

1. The subsurface exploration included a visual site reconnaissance, performance of ten (10)

Standard Penetration Test borings to depths of approximately 10 to 20 feet below the ground surface, and quantitative laboratory testing.

2. Borings encountered approximately 7 to 9 inches of surficial topsoil. Below topsoil, undisturbed residual soils (typically low to high plasticity clays) were encountered. Materials refusing auger advancement were encountered in one boring at a depth of approximately 13.5 feet below the ground surface. Water was encountered in most borings at depths ranging from approximately 8 to 14 feet below the ground surface.

3. The clays encountered in the borings are very moisture sensitive and were measured to be very wet of optimum compaction moisture. We recommend that site grading be conducted during the typically warmer summer months.

4. Relatively lightweight soils were encountered on the site. Frequent challenges with these types of soils are that they can deteriorate very quickly under construction traffic and often exhibit relatively high moisture. As such, frequent repairs to these soils can be needed, especially during poor prevailing weather conditions. Repairs can become extensive during poor weather. We recommend that appropriate project budget contingencies be appropriated for this potential risk.

5. In cut-to-grade areas of the building pad, highly plastic soils should be undercut to a depth of

2 feet or lime stabilized.

6. On-site low plasticity soils, excluding topsoil and debris-laden soils, should be suitable for re-use as structural fill. Highly plastic soils should not be re-used as structural fill within 3 feet of finished soil subgrades in the building area. If suitable low-plasticity soils are not available on site for use in the building area, importing of these materials will be required. Again, the near-surface clays were measured to be very wet of optimum compaction moisture and are likely to require drying prior to their re-use as structural fill. The addition of lime (AASHTO M216) can be used to aid in the drying process.

7. The proposed building may be supported on shallow foundations bearing in approved undisturbed soils or new structural fill overlying undisturbed soils.

8. Recommended pavement sections are presented in the body of the report. Due to the presence of relatively weak on-site soils, we recommend that the subgrade soils beneath heavy-duty pavements be lined with a woven geotextile fabric (Mirafi HP270 or similar).

9. If actual structural loading and finished grade elevations differ from those assumed in this report, we must be contacted to confirm or modify the recommendations of this report.

1001 Boulders Parkway

Suite 300

Richmond, VA 23225

P 804.200.6500

F 804.560.1016 www.timmons.com

March 13, 2025

BKV Group

1054 31st Street, NW, Suite 410

Washington, DC 10007

Attention: Mr. Mark Manetti

Re: Geotechnical Engineering Report

Stafford County Fire Station #8

Mountain View Road

Stafford County, Virginia

Timmons Group Project No. 61165.002

Mr. Manetti:

Timmons Group is pleased to submit this geotechnical engineering report for the referenced project. The objectives of our services were to explore subsurface conditions and provide our geotechnical recommendations for site grading, foundation support, and pavement support.

1. PROJECT INFORMATION

The project site is located on Mountain View Road, just west of its intersection with Rock Hill

Church Road, in Stafford County, Virginia. Based on Stafford County GIS mapping the site is identified as Parcel 17J 1A. The site is bordered by Mountain View Road to the south, tree lines to the north and east, and an empty field to the west. A Site Vicinity Map is shown on Figure 1 in

Appendix A. Currently the project site consists of an existing agricultural field.

The proposed development at this site is expected to consist of a new single-story fire station building, asphalt drive aisles and parking areas, and a stormwater management pond. Based on information provided by the project team, we have assumed the maximum column and wall loads for the proposed building will not exceed roughly 100 kips and 6 kips per linear foot, respectively.

Based on the grading plan provided to use at the time of this report, we expect the Finished Floor

Elevation (FFE) of the building to be 314.5 feet Mean Sea Level (MSL). Furthermore, based on this grading plan, we expect maximum cut and fill depths will not exceed approximately 5 feet.

Geotechnical Engineering Report Project No. 61165.002

Stafford County Fire Station #8 � Stafford County, VA March 13, 2025

2. FIELD EXPLORATION

The field exploration included a visual site reconnaissance by a representative of Timmons Group and performance of ten (10) Standard Penetration Test (SPT) borings (B-01 through B-10). Boring locations were selected by Timmons Group. A representative of Timmons Group established boring locations in the field by using GPS equipment and measuring from existing landmarks.

Approximate boring locations are shown on Figure 2 in Appendix A.

Borings were performed to depths of approximately 10 to 20 feet below the existing ground surface using hollow stem auger drilling techniques with a CME-20 drill rig. Refusal drilling conditions were encountered in Boring B-06 at a depth of approximately 13.5 feet below existing grades.

Split-spoon samples of subsurface soils were taken within soil test borings at approximate 2-foot intervals above a depth of 10 feet and at 5-foot intervals below 10 feet. Several bulk samples of near-surface soil cuttings were also collected from select boring locations. Standard Penetration

Tests (SPT) were conducted in conjunction with split-spoon sampling in general accordance with

ASTM D 1586.

The CME-20 drill rig is equipped with a hydraulic automatic hammer. Standard Penetration Tests were performed with the autohammer and not with a traditional rope, cathead and safety hammer.

Research has shown that the Standard Penetration resistance (N-value) determined by the autohammer is different than the N-value determined by the safety hammer method. Most correlations that are published in the technical literature are based on the N-value determined by the safety hammer method. This is commonly termed N60 as the rope and cathead with a safety hammer delivers about 60 percent of the theoretical energy delivered by a 140-pound hammer falling 30 inches. Several researchers have proposed correction factors for the use of hammers other than the safety hammer. The correction is made by the following equation:

N60 = Nfield *CE

Nfield is the value recorded in the field and N60 is the value to be used in correlation. CE is the energy correction factor for the hammer used. A correction factor of 1.6 should be used for borings performed with the CME-20 drilling rig. The N-values reported on Test Boring Records are the actual, field derived blow counts (Nfield). However, only corrected results should be used for analysis. For example, a field recorded SPT N-value of 5 blows per foot on this project may be corrected to 8 blows per foot for analysis, and so on.

Water levels were measured in open boreholes at the time of drilling. Upon completion, boreholes were backfilled up to the original ground surface with drill cuttings. Representative portions of split-spoon soil samples and the bulk samples were returned to our laboratory for quantitative

Stafford County Fire Station #8 � Stafford County, VA March 13, 2025 testing and visual classification in general accordance with Unified Soil Classification System

(USCS) guidelines.

Boring logs and a generalized soil profile (Figure 3), which present specific information from the borings, are included in the Appendices. Stratification lines shown on the boring logs and profile are intended to represent approximate depths of changes in soil types. Naturally, transitional changes in soil types are often gradual and cannot be defined at particular depths. Ground surface elevations shown on these documents were estimated using a topographic survey of the site and should be considered approximate.

3. LABORATORY TESTING

Laboratory testing was performed on representative split-spoon and bulk soil samples obtained from the borings. This testing consisted of natural moisture content, Atterberg limits, grain size analyses, Standard Proctor, and California Bearing Ratio (CBR) tests. Laboratory tests were performed in general accordance with applicable ASTM procedures. A summary of laboratory test data and individual laboratory test data sheets are provided in Appendix C.

Based on the Atterberg limits testing and visual classifications, near-surface soils are generally of low to high plasticity. Based on comparison of natural moisture contents to the optimum moisture contents of the bulk samples, near-surface soils appear near to very wet of optimum compaction moisture. Moisture manipulation of some of the near-surface soils will likely be required prior to their re-use as fill. The time of year the grading occurs will likely have a significant impact on the moisture levels of near-surface soils.

It should be noted that relatively low CBR values were obtained during laboratory testing of two highly plastic soil samples.

4. SITE GEOLOGY

According to the 1993 Geologic Map of Virginia, the site is located in the Piedmont Physiographic

Province. Within the upland areas, soils within the Piedmont Province are the residual product of in-place chemical and physical weathering of parent rock materials and are termed �residual soils.� The typical residual soil profile consists of finer grain silts and clays near the ground surface which gradually transition to coarser and denser material with depth. In many locations, the transition zone between soil and rock is not well defined. Locally, the transition zone is termed weathered rock. For engineering purposes, weathered rock is defined as residual material in which

Standard Penetration Test N-values are 60 blows per foot or greater. Locally, the site appears to be underlain by the Garrisonville Mafic Complex, with primary rock types consisting of amphibolite and hornblendite.

Stafford County Fire Station #8 � Stafford County, VA March 13, 2025

5. SUBSURFACE CONDITIONS

The following is a summary of subsurface conditions encountered during the exploration.

5.1 Ground Surface Cover

The borings encountered approximately 7 to 9 inches of surficial topsoil material. Topsoil thicknesses are expected to vary across the site and may extend deeper in some areas.

5.2 Residual Soils

Beneath the existing topsoil, undisturbed residual soils were encountered in the borings to depths of about 10 to 20 feet below the ground surface. The residual soils consisted of medium stiff to very stiff lean and fat CLAY (CL, CH), medium stiff to very stiff SILT and Elastic SILT (ML, MH), and loose to very dense Silty and Clayey SAND (SM, SC). The encountered soils contained varying amounts Gravel. SPT N-values within the soil profile ranged from 3 to 43 blows per foot

(bpf).

5.3 Auger Refusal Materials

Materials refusing auger advancement were encountered in boring B-06 at a depth of approximately 13.5 feet below the ground surface. We expect that the auger refusal materials represent a boulder or mass rock.

5.4 Groundwater

At the time of exploration, water encountered in all the borings, with the exception of Boring B-

06. Groundwater depths encountered in the borings ranged from approximately 8 to 14 feet below the ground surface. It is important to realize that groundwater levels will fluctuate with changes in rainfall and evaporation rates. In addition, perched groundwater could be encountered within near-surface soils particularly after rainfall.

Stafford County Fire Station #8 � Stafford County, VA March 13, 2025

6. CONCLUSIONS AND RECOMMENDATIONS

The following conclusions and recommendations are based upon our borings, laboratory testing, engineering analysis, and past experience with similar projects and subsurface conditions.

6.1 Primary Geotechnical Concerns

The primary geotechnical concerns at this site consist of the following:

• Presence of soils with relatively low maximum dry density (i.e., �lightweight� soils) and their potential effect on stability of soil subgrades.

• Presence of highly plastic soils and their potential for shrink and swell behavior below the building�s slab-on-grade and foundations.

• Relatively weak support properties of on-site soils for support of pavements.

Recommendations for addresses these primary concerns are discussed in this report.

6.2 Site Preparation

6.2.1 General

Site grading will be difficult during periods of extended rainfall and low temperatures that generally occur during the late autumn to early spring months. Near-surface soils generally consist of fine-grained clays that are very moisture sensitive. If grading is conducted during a wet time period, soils will tend to rut and pump under rubber-tired traffic and provide poor subgrade support for pavements and the building slab-on-grade. Heavy rubber-tired construction equipment should not be allowed to operate on wet or unstable subgrades at this site due to the potential for rutting and other damage to the soils. To reduce potential earthwork problems, site preparation and grading should be scheduled during the typically warmer summer months, if possible. We recommend that exposed subgrades be sloped and sealed at the end of each day to promote runoff and reduce infiltration from rainfall.

Site preparation should begin with the stripping of topsoil and removal of any other unsuitable materials. Approximately 7 to 9 inches of surficial topsoil was encountered in the borings. These topsoil depths are expected to vary across the site and could extend deeper in some areas. Also, topsoil stripping activities often mix near-surface materials with underlying �clean� soils and cause stripping depths to be greater than actual ground surface cover depths, particularly during wet periods of the year. Topsoil and any other unsuitable materials should be stockpiled outside the proposed construction limits or wasted from the site.

Stafford County Fire Station #8 � Stafford County, VA March 13, 2025

6.2.2 Subgrade Evaluation

After stripping, exposed soil subgrades in areas to receive fill and finished subgrades should be evaluated by the Geotechnical Engineer or his representative. To aid the engineer during this evaluation, exposed soil subgrades should be proofrolled with a loaded tandem axle dump truck or equivalent. Proofrolling will help to reveal the presence of unstable or otherwise unsuitable surface materials. The following methods are typically used to repair soil subgrades that are observed to rut, pump, or deflect excessively during proofrolling:

1) Undercut the unstable soils to firm soils and replace them with suitable, well compacted fill.

2) In-place repair of near-surface soils by scarifying, drying and re-compacting, when weather conditions are suitable. The addition of lime (quicklime or hydrated lime) can be used to aid in the drying process. If lime is used, it should meet the requirement of AASHTO

M216, and mixing should be conducted in accordance with the latest edition of the VDOT

Road and Bridge Specifications.

6.2.3 Potential Subgrade Repairs

The laboratory test data indicates soils of relatively low Standard Proctor maximum dry density

(ASTM D698). Soil with maximum dry densities of approximately 90 pcf or lower are generally considered to be relatively lightweight. Frequent challenges with these types of soils are that they can deteriorate very quickly under construction traffic and often exhibit relatively high moisture.

As such, frequent repairs to these soils can be needed, especially during poor prevailing weather conditions. Repairs can become extensive during poor weather. We recommend that appropriate project budget contingencies be appropriated for this potential risk.

6.2.4 Highly Plastic Soils

Highly plastic soils are anticipated to be present at finished soil subgrade across a significant portion of the site. The highly plastic soils were measured in our laboratory to have relatively high swell potential and low CBR values. There is risk in bearing the building foundations, the building slab-on-grade, and pavements on these soils. Shrink and swell behavior could cause structural damage to the building (foundation and slab heaving or slab cracking) and pavements (cracking and formation of depressions/potholes). It is debatable whether soil moisture conditions directly beneath the building or pavements would change considerably over time due to the �sealing� effect of the slab and pavements. However, our experience indicates unforeseen conditions can lead to lateral migration of water beneath slabs-on-grade, thus increasing soil moisture below the slab.

Asphalt pavements gradually experience normal age-related cracking, which allows runoff to infiltrate into the subgrade soils during rain events. The following sections provide our recommendations for these soils beneath the proposed building and pavement areas. Our recommendations for highly plastic soils are provided below.

Stafford County Fire Station #8 � Stafford County, VA March 13, 2025

Highly Plastic Soils Beneath the Building - Highly plastic soils are susceptible to shrink and swell behavior. To reduce the potential for heaving of the building slab�s subgrade soils, we recommend one of the following measures for the building pad.

1) We recommend that the top 2 feet of highly plastic soils relative to finished soil subgrade beneath the building pad be undercut and replaced with suitable low plasticity on-site structural fill or imported structural fill material, as described in Structural Fill section of this report.

2) An alternative to undercutting would be to lime stabilize the upper 2 feet of highly plastic soils below the slab to reduce their expansion potential and allow them to remain in place.

This alternative would require additional laboratory testing of the on-site soils to determine the required percentage of lime required for stabilization. Lime stabilization should be conducted in general accordance with the most recent edition of the VDOT Road and

Bridge Specifications.

Highly Plastic Soils Beneath Pavements - It is our opinion that there is less overall risk in supporting pavements on the highly plastic soils. This is because heaving or shrinkage of the pavement structure is likely to be unnoticed compared to the potential effects that heaving could have on the building slab. However, the effect of heaving would likely be a gradual softening of the subgrade soils beneath the pavement. The effects of supporting pavements on highly plastic soils will likely be a reduced pavement life, due to the considerations discussed above. The life of the pavement can be extended with good maintenance practices, such as routine sealing of pavement cracks and repair of potholes. Possible methods to mitigate again a reduced pavement life to due highly plastic soils could include the following:

1) Lime stabilize the upper 12 inches of subgrade soils in pavement areas.

2) Undercut highly plastic soils that exist at the finished pavement subgrade to a depth of at least 12 inches and replace with low plasticity structural fill.

3) Install a subgrade stabilization geotextile, such as Mirafi HP270 or equivalent, between the pavement section and the underlying subgrade soils. The geotextile would offer additional subgrade support due to the potential gradual softening effects mentioned above.

For this project, we recommend Item 3 above beneath heavy-duty pavements.

6.3 Excavations

Excavations of up to 5 feet are anticipated across the site during mass grading. Utility excavations may extend deeper in some areas. Based on these anticipated excavation depths, excavations will

Stafford County Fire Station #8 � Stafford County, VA March 13, 2025 extend through low to moderate consistency soils. Past experience indicates that moderate consistency soils can be excavated by routine earth moving equipment.

Soil types with respect to trench safety must be evaluated on a case-by-case basis. The Contractor should be responsible for all site safety, including the determination of appropriate trench safety measures according to OSHA guidelines.

Water was encountered at depths of 8 to 14 feet below the ground surface in most of the borings.

It is noted that these groundwater levels are expected to be below the required excavation depths.

However, it is important to realize that groundwater levels will fluctuate with changes in rainfall and evaporation rates. Perched groundwater could be encountered within near-surface soils, particularly after rainfall. The contractor should be prepared to control and remove groundwater seepage that occurs within excavations.

6.4 Re-use of On-site Soils as Structural Fill

Low plasticity soils encountered in the borings, excluding topsoil or debris-laden soils, may be re-used as structural fill, provided their moisture content can be properly controlled. Highly plastic soils may be re-used as structural fill, provided the compaction moisture can be properly controlled, but they should not be placed within 3 feet of finished soil subgrade in the building area. Re-use of highly plastic soils in pavement areas is subject to the risk previously described.

The soils encountered in the borings may require drying by way of disking/aerating or lime treatment if they prove to be wet of optimum moisture and therefore unable to achieve the appropriate degree of compaction at their current moisture levels. The lime percentage needed would be determined by the moisture level of soils at the time of fill placement. If lime is used to dry soils, the lime should meet the requirement of AASHTO M216 and lime mixing should be in accordance with the most recent edition of the VDOT Road and Bridge Specifications. Highly plastic soils can be very difficult to manipulate and dry when they are at moisture levels significantly above optimum moisture.

Prevailing weather conditions will have a significant impact on the amount of moisture manipulation (i.e., drying or wetting) required prior to fill placement. At the time of our exploration, near-surface soils appeared very wet of optimum compaction moisture.

6.5 Structural Fill

On-site soils used for structural fill should be free of debris, contain less than 5 percent organics, have a maximum particle size of 3 inches, have a maximum liquid limit (LL) of 50, and have a maximum plasticity index (PI) of 30. Imported materials used as structural fill should consist of

Stafford County Fire Station #8 � Stafford County, VA March 13, 2025 sands (USCS types SC, SM, SP) or well-graded gravels (GM), have a maximum LL of 30, have a maximum PI of 15, and otherwise meet the requirements above. Highly plastic soils may be re-used as structural fill, provided the compaction moisture can be properly controlled, but they should not be placed within 3 feet of finished soil subgrade in the building area. Re-use of highly plastic soils in pavement areas is subject to the risk previously described.

Structural fill should be placed in maximum 8 to 10-inch loose lifts and compacted to at least 95 percent of the Standard Proctor maximum dry density (ASTM D 698). The final 12 inches of structural fill relative to finished subgrade should be compacted to at least 98 percent of the

Standard Proctor maximum dry density. Structural fill should be maintained within 3 percent of optimum moisture during placement and compaction.

Site preparation, including fill placement and compaction, should be observed by a qualified soils technician working under the direction of the Geotechnical Engineer. During fill placement, a sufficient amount of in-place density tests should be conducted to confirm that compaction and fill moisture is in accordance with our recommendations.

6.6 Foundations

Based upon information provided by the project team and our experience with similar projects, we have assumed that the maximum column and wall loads for the proposed structure will not exceed roughly 100 kips and 6 kips per linear foot, respectively. Based on the assumed loading, the borings, laboratory testing, and our engineering analysis, the proposed building may be supported on shallow foundations bearing in approved undisturbed soils or new structural fill overlying undisturbed materials. Shallow foundations may be designed using an allowable bearing pressure of 2,000 psf. Foundations should bear at least 36 inches below finished exterior grade due to the presence of highly plastic soils, to provide frost protection, and to develop the required bearing capacity. Individual column and wall foundations should have minimum widths of 24 inches and

18 inches, respectively.

Foundation excavations should be evaluated by the Geotechnical Engineer or his representative prior to reinforcing steel and concrete placement. The evaluation should involve probing of foundation bearing surfaces, advancing shallow hand auger borings, and dynamic cone penetrometer (DCP) testing. If soft soils, or otherwise unsuitable soils are encountered at the design foundation bearing level, they should be overexcavated and replaced with VDOT No. 57 stone.

If groundwater or surface water runoff collects in any excavation, it should be removed promptly.

Care should be exercised during construction of foundations in order not to disturb bearing soils and reduce their bearing strength. Concrete for the footings should be placed as soon as practical

Stafford County Fire Station #8 � Stafford County, VA March 13, 2025 following excavation. If concrete placement is delayed, placement of a concrete �mud mat� should be considered in order to protect exposed foundation bearing soils.

6.7 Foundation Settlement

Based on the assumed structural loads and our analysis, we expect that total foundation settlements for the proposed building additions will be one inch or less, provided that foundations are constructed in accordance with the recommendations presented in this report. Differential settlements should be less should be less than ½ inches for footings bearing on similar materials.

6.8 Slab-On-Grade

The building slab-on-grade can be adequately supported on suitable in-place, low plasticity soils or new low plasticity structural fill, provided the site preparation and fill placement procedures outlined in this report are implemented. It is our opinion that a modulus of subgrade reaction of

100 pci is applicable for slab-on-grade design. This modulus of subgrade reaction applies for concentrated slab point loads and distributed loads of 200 psf or less.

In addition, we recommend that a minimum of 6 inches of VDOT 21B stone be considered for placement beneath concrete slabs to provide greater uniformity in slab subgrade support. We recommend that the stone be compacted to at least 98 percent of its Standard Proctor maximum dry density (ASTM D 698). A vapor barrier should be installed beneath the slabs in accordance with ACI 302.1 (Guide to Concrete Floor and Slab Construction).

Exposure to the environment and construction activities will weaken the floor slab subgrade soils.

Therefore, we recommend that subgrade soils in slab areas be evaluated prior to aggregate base material placement. If deterioration of soils has occurred, undercutting may be necessary.

6.9 Seismic Site Classification

Based on the results of our borings and our past experience, it is our opinion the site should be considered Seismic Site Classification D in accordance with the most recent edition of the Virginia

Building Code.

6.10 Pavement Support

Based on our laboratory testing and past experience with soils similar to those encountered at this site, a design California Bearing Ratio (CBR) value of 2 percent can be used for pavement design assuming the in-place subgrade soils are compacted to at least 98 percent of their Standard Proctor maximum dry density. In addition, due to the low design CBR value, it is our recommendation that the subgrade soils beneath heavy-duty pavements be lined with a woven geotextile fabric

(Mirafi HP270 or similar).

Stafford County Fire Station #8 � Stafford County, VA March 13, 2025

Based on our analysis and past experience, we recommend the light-duty and heavy-duty asphalt pavement sections and heavy-duty concrete pavement sections shown in the tables below. Light-duty pavements are those that generally experience a low to moderate frequency of car traffic, such as car parking spaces. Heavy-duty pavements are those that experience channelized car traffic and heavy vehicles, such as delivery trucks, dumpster vehicles, fire trucks, etc. Pavement life can be extended through good maintenance practices, such as routine sealing of pavement cracks and repair of potholes.

Recommended Asphalt Pavement Sections

Light-Duty Parking Bays Heavy-Duty Drive Aisles

2 inches VDOT SM-9.5A

(placed in one lift)

2 inches VDOT SM-9.5A

(placed in one lift)

2.5 inches VDOT BM-25.0A 5 inches VDOT BM-25.0A

8 inches VDOT 21B 8 inches VDOT 21B*

* Heavy-duty pavement underlain by a woven geotextile fabric (Mirafi HP270 or similar)

Recommended Concrete Pavement Section

Heavy-Duty Concrete

(Fire Truck Drive Aisles)

8 inches VDOT A3a Paving Concrete

(continuous two-way rebar reinforcement)

6 inches VDOT 21B*

*Underlain by a woven geotextile fabric (Mirafi HP270 or similar)

As shown in the concrete pavement table, we recommend the heavy-duty concrete pavement for fire truck drive aisles be continuously reinforced with rebar. Our experience is that No. 4 rebar, spaced at 12 inches on center, is typically used for concrete pavement of the recommended thickness above.

All materials and construction methods should conform to the latest edition of the VDOT Road and Bridge Specifications. To confirm that the base aggregate has been uniformly compacted and meets VDOT density requirements, in-place density tests should be performed by a qualified soils technician and the area should be thoroughly proofrolled under their observation.

Important factors regarding pavement performance are the condition of subgrade soils at time of construction and post construction drainage. We recommend that all pavement subgrade areas be evaluated prior to base course stone placement. Any areas which deflect or rut during proofrolling must be repaired prior to stone placement. Sufficient testing and observation should be performed

APPENDIX A

FIGURES

FIGURE

SITE VICINITY MAP

STAFFORD COUNTY FIRE STATION #8

MOUNTAIN VIEW ROAD

STAFFORD COUNTY, VA

SCALE:

PLOTTED BY:

DATE:

NTS

CHECKED BY: JNR

DLC

2-18-2025 PROJECT NUMBER: 61165.002

Source: Google Earth

NORTH

APPROXIMATE

SITE LOCATION

FOT

S1 8°

'2

5" W

.2

7'

S3 8°

'32

"W

4.7

6'

S87°31'36"W 426.23'L1

S9 °0

0'

.1 0'

S3 8°

'32

4.7

6'

S9 °0

0'

.1 0'

217.72'

L3

JOB NO.

SHEET NO.

SCALE

DESIGNED BY

CHECKED BY

D A

TE

DRAWN BY

DATE

R

EV

IS

IO

N D

ES

C R

IP

TI

O

N

YO

UR

V

IS

IO

N

AC

HI

EV

ED

T

HR

O

UG

H O

UR

S.

Th es e pl an s an d as so ci at ed d oc um en ts a re th e ex cl us iv e pr op er ty o f T

IM

M O

N S

G R

O U

P a nd m ay n ot b e re pr od uc ed in w ho le o r i n pa rt an d sh al l n ot b e us ed fo r a ny p ur po se w ha ts oe ve r, in cl us iv e, b ut n ot lim ite d to c on st ru ct io n, b id di ng

, a nd

/o r c on st ru ct io n st ak in g w ith ou t t he e xp re ss w rit te n co ns en t o f T

IM

M

O N

S G

R O

U P

2/18/2025

S

TA

FF

O

R D

C O

U N

TY

F

IR

E

S

TA

TI

O

N

S

TA

FF

O

R D

C O

U N

TY

V R

IG

IN

IA

61165.002

B O

R

IN

G L

O C A

TI

O N

P

LA

N

D. CLEMMONS

J. REEVES

TH

IS

D

RA

W

IN

G P

RE

PA

RE

D

A T

TH

E

Co rp or at e He ad qu ar te rs

B ou ld er s

Pa rk w ay

R ic hm on d, V A

TE

L

4.

0.

F

AX

.5

.1 w w w .t im m on s.

co m

Y :\8

\G eo te ch ni ca l\P

R O

JE

C

TS

\2

P ro je ct s\

5.

2_

_S ta ffo rd

F ire

S ta tio n

#8

M ou nt ai n V ie w

R oa d\ D ra fti ng \B or in g Lo ca tio n P la n.

dw g

| P lo tte d on

/1 8/

:2

P

M by D av is

C le m m on s

AS SHOWN

SCALE 1"=80'

160'80'

APPROXIMATE LOCATION OF TEST BORING

N A

D

Topsoil High Plasticity Clay

Silty Sand Elastic Silt

Low Plasticity Clay Silt

Clayey Sand

Lithology Symbols

At End of Drilling

Groundwater Symbols

At 24 Hours

53% 98%(RQD REC)

(N-Value)

(Exploration ID)

Exploration Symbols

B-01

E le va tio n ft)

Timmons Group 430 Southlake Boulevard Suite B15 Richmond, VA 23236

Stafford County Fire Station #8 Stafford County, Virginia

DATE DRAWNDRAWN BY

FIGURE

Subsurface Soil Profile

APPROVED BY

DLC

JNR

2/26/2025

PROJECT NUMBER

61165.002

VERTICAL SCALE NTS

HORIZONTAL SCALE NTS

50/0"

B-01

B-02 B-03

B-04

B-05

B-06 B-07

B-08 B-09

B-10

APPENDIX B

BORING LOGS

SANDS WITH

FINES

LIQUID LIMIT

LESS THAN 50

LIQUID LIMIT

GREATER THAN 50

HIGHLY ORGANIC SOILS

NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

GW

GP

GM

GC

SW

SP

SM

SC

ML

CL

OL

MH

CH

OH

PT

GRAVEL

AND

GRAVELLY

SOILS

CLAYEY GRAVELS, GRAVEL - SAND -

CLAY MIXTURES

WELL-GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR NO

FINES

SILTY SANDS, SAND - SILT

MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS AND VERY FINE

SANDS, ROCK FLOUR, SILTY OR

CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY

CLAYS, LEAN CLAYS

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR

SILTY SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY

SILTS

AND

CLAYS

MORE THAN 50%

OF MATERIAL IS

LARGER THAN

NO. 200 SIEVE

SIZE

MORE THAN 50%

OF MATERIAL IS

SMALLER THAN

NO. 200 SIEVE

SIZE

MORE THAN 50%

OF COARSE

FRACTION

PASSING ON NO.

4 SIEVE

MORE THAN 50%

OF COARSE

FRACTION

RETAINED ON NO.

4 SIEVE

SOIL CLASSIFICATION CHART

(APPRECIABLE

AMOUNT OF FINES)

(APPRECIABLE

AMOUNT OF FINES)

(LITTLE OR NO FINES)

FINE

GRAINED

SOILS

SAND

AND

SANDY

SOILS

SILTS

AND

CLAYS

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC SILTS

PEAT, HUMUS, SWAMP SOILS WITH

HIGH ORGANIC CONTENTS

LETTERGRAPH

SYMBOLS

MAJOR DIVISIONS

COARSE

GRAINED

SOILS

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -

SAND MIXTURES, LITTLE OR NO

FINES

POORLY-GRADED GRAVELS,

GRAVEL - SAND MIXTURES, LITTLE

OR NO FINES

SILTY GRAVELS, GRAVEL - SAND -

SILT MIXTURES

CLEAN

GRAVELS

GRAVELS WITH

FINES

CLEAN SANDS

(LITTLE OR NO FINES)

KEY TO BORING LOG TERMINOLOGY

Relative Density – Used for soils with less than 50% passing No. 200 sieve

Consistency – Used for soils with 50 percent or more passing No. 200 sieve

Relative Density SPT N-Value

(blows/ft) Consistency

SPT N-Value (blows/foot)

Very Loose 0 to 3 Very Soft 0 to 1

Loose 4 to 9 Soft 2 to 4

Medium Dense 10 to 29 Medium Stiff 5 to 8

Dense 30 to 50 Stiff 9 to 15

Very Dense Greater than 50 Very Stiff 16 to 30

Hard 31 to 50

Very Hard Greater than 50

*Auto Hammer correction factor of 1.6 was applied to SPT N-values for Relative Density/Consistency correlations.

Grain Size Terminology (U.S. Standard Sieves) Natural Moisture Content

Term Particle Size

Boulder 12 inches + Dry

Very little apparent moisture, dusty Cobble 3 to 12 inches

Coarse Gravel ¾ to 3 inches

Moist Damp, but no free water visible Fine Gravel #4 to ¾ inches

Coarse Sand #10 to #4

Medium Sand #40 to #10

Wet Visible free water, or in cohesive soil, clearly saturated Fine Sand #200 to #40

Silt and Clay <#200

8-inches Topsoil FAT CLAY, (CH): brown, moist, medium stiff to stiff, trace fine sand, trace fine gravel

SILTY SAND, (SM): orangeish gray, fine to medium grained, moist to wet, loose, trace clay

Bottom of borehole at 10.0 feet.

S-1, SPT

1-2-3 (5)

S-2, SPT

3-3-3 (6)

S-3, SPT

2-2-2 (4)

S-4, SPT

2-1-2 (3)

E

LE

V A

T

IO

N (f t)

LAB TESTS

D E

P T

H (f t)

S Y

M B

O L

MATERIAL DESCRIPTION REMARKS

R E

C O

V E

R Y

)SAMPLING

BLOW COUNTS

(N-VALUE)

BORING B-01

GROUND ELEVATION 315 ft

LOGGED BY D Clemmons

DRILLING CONTRACTOR Bridger Drilling

CHECKED BY N. Reeves, P.E.

HOLE DEPTH 10 feet

BOREHOLE WATER LEVELS:

NOTES

AT 24 HOURS DRILLING ---

DRILLING METHOD Hollow Stem Auger

DATE STARTED 2/1/2025 COMPLETED 2/1/2025

CAVE DEPTH

AT TIME OF DRILLING 9.00 ft / Elev 306.00 ft

PROJECT NAME Stafford County Fire Station #8

PROJECT LOCATION Stafford County, Virginia

PROJECT NUMBER 61165.002

CLIENT BKV Group

T G

G E

O T

E C

H B

H L

O G

V 2.

G

IN

T S

T D

U S

L A

B .G

D T

/2

/2

8:

Y :\8

\G

E O

T E

C H

N

IC

A L\

P R

O

JE

C T

S \2

P R

O

JE

C T

S \6

.0

S

T A

F F

O R

D F

IR

E

S T

A T

IO

N

M

O U

N T

A

IN

V

IE

W R

O A

D \L

O G

S \S

T A

F F

O R

D F

S

8.

G

P J

Timmons Group 430 Southlake Boulevard Suite B15 Richmond, VA 23236

FAT CLAY, (CH): gray, moist, medium stiff, little fine sand, trace fine gravel

ELASTIC SILT, (MH): grayish brown, moist, medium stiff, trace fine sand

SANDY ELASTIC SILT, (MH): brown, moist to wet, stiff

SILTY SAND, (SM): orangeish brown, fine to medium grained, wet, medium dense, trace clay

Bottom of borehole at 10.0 feet.

S-1, SPT

1-1-2 (3)

S-2, SPT

2-2-2 (4)

S-3, SPT

2-3-5 (8)

S-4, SPT

3-5-6 (11)

E

LE

V A

T

IO

N (f t)

LAB TESTS

D E

P T

H (f t)

S Y

M B

O L

MATERIAL DESCRIPTION REMARKS

R E

C O

V E

R Y

)SAMPLING

BLOW COUNTS

(N-VALUE)

BORING B-02

GROUND ELEVATION 308 ft

LOGGED BY D Clemmons

DRILLING CONTRACTOR Bridger Drilling

CHECKED BY N. Reeves, P.E.

HOLE DEPTH 10 feet

BOREHOLE WATER LEVELS:

NOTES

AT 24 HOURS DRILLING ---

DRILLING METHOD Hollow Stem Auger

DATE STARTED 2/1/2025 COMPLETED 2/1/2025

CAVE DEPTH

AT TIME OF DRILLING 8.00 ft / Elev 300.00 ft

PROJECT NAME Stafford County Fire Station #8

PROJECT LOCATION Stafford County, Virginia

PROJECT NUMBER 61165.002

CLIENT BKV Group

T G

G E

O T

E C

H B

H L

O G

V 2.

G

IN

T S

T D

U S

L A

B .G

D T

/2

/2

8:

Y :\8

\G

E O

T E

C H

N

IC

A L\

P R

O

JE

C T

S \2

P R

O

JE

C T

S \6

.0

S

T A

F F

O R

D F

IR

E

S T

A T

IO

N

M

O U

N T

A

IN

V

IE

W R

O A

D \L

O G

S \S

T A

F F

O R

D F

S

8.

G

P J

Timmons Group

9-inches Topsoil

LEAN CLAY, (CL): brown, moist, stiff, trace fine sand

FAT CLAY, (CH): gray, moist, medium stiff, trace fine sand

SANDY ELASTIC SILT, (MH): brown, moist, very stiff

SILTY SAND, (SM): brown, fine to medium grained, moist to wet, medium dense, trace clay

Bottom of borehole at 10.0 feet.

S-1, SPT

2-3-3 (6)

S-2, SPT

2-2-3 (5)

S-3, SPT

3-5-7 (12)

S-4, SPT

4-4-6 (10)

E

LE

V A

T

IO

N (f t)

LAB TESTS

D E

P T

H (f t)

S Y

M B

O L

MATERIAL DESCRIPTION REMARKS

R E

C O

V E

R Y

)SAMPLING

BLOW COUNTS

(N-VALUE)

BORING B-03

GROUND ELEVATION 308.5 ft

LOGGED BY D Clemmons

DRILLING CONTRACTOR Bridger Drilling

CHECKED BY N. Reeves, P.E.

HOLE DEPTH 10 feet

BOREHOLE WATER LEVELS:

NOTES

AT 24 HOURS DRILLING ---

DRILLING METHOD Hollow Stem Auger

DATE STARTED 2/1/2025 COMPLETED 2/1/2025

CAVE DEPTH

AT TIME OF DRILLING 10.00 ft / Elev 298.50 ft

PROJECT NAME Stafford County Fire Station #8

PROJECT LOCATION Stafford County, Virginia

PROJECT NUMBER 61165.002

CLIENT BKV Group

T G

G E

O T

E C

H B

H L

O G

V 2.

G

IN

T S

T D

U S

L A

B .G

D T

/2

/2

8:

Y :\8

\G

E O

T E

C H

N

IC

A L\

P R

O

JE

C T

S \2

P R

O

JE

C T

S \6

.0

S

T A

F F

O R

D F

IR

E

S T

A T

IO

N

M

O U

N T

A

IN

V

IE

W R

O A

D \L

O G

S \S

T A

F F

O R

D F

S

8.

G

P J

Timmons Group

7-inches Topsoil sand

ELASTIC SILT, (MH): orangeish brown, moist, stiff, trace fine sand

SANDY SILT, (ML): orangeish gray, moist, medium stiff

SILTY SAND, (SM): orangeish gray, fine to medium grained, moist to wet, loose, trace clay

Bottom of borehole at 10.0 feet.

S-1, SPT

4-3-4 (7)

S-2, SPT

2-3-3 (6)

S-3, SPT

2-2-3 (5)

S-4, SPT

2-2-2 (4)

E

LE

V A

T

IO

N (f t)

LAB TESTS

D E

P T

H (f t)

S Y

M B

O L

MATERIAL DESCRIPTION REMARKS

R E

C O

V E

R Y

)SAMPLING

BLOW COUNTS

(N-VALUE)

BORING B-04

GROUND ELEVATION 318 ft

LOGGED BY D Clemmons

DRILLING CONTRACTOR Bridger Drilling

CHECKED BY N. Reeves, P.E.

HOLE DEPTH 10 feet

BOREHOLE WATER LEVELS:

NOTES

AT 24 HOURS DRILLING ---

DRILLING METHOD Hollow Stem Auger

DATE STARTED 2/1/2025 COMPLETED 2/1/2025

CAVE DEPTH

AT TIME OF DRILLING 10.00 ft / Elev 308.00 ft

PROJECT NAME Stafford County Fire Station #8

PROJECT LOCATION Stafford County, Virginia

PROJECT NUMBER 61165.002

CLIENT BKV Group

T G

G E

O T

E C

H B

H L

O G

V 2.

G

IN

T S

T D

U S

L A

B .G

D T

/2

/2

8:

Y :\8

\G

E O

T E

C H

N

IC

A L\

P R

O

JE

C T

S \2

P R

O

JE

C T

S \6

.0

S

T A

F F

O R

D F

IR

E

S T

A T

IO

N

M

O U

N T

A

IN

V

IE

W R

O A

D \L

O G

S \S

T A

F F

O R

D F

S

8.

G

P J

Timmons Group

7-inches Topsoil FAT CLAY, (CH): orangeish brown, moist, stiff, trace fine sand, trace fine gravel

ELASTIC SILT, (MH): orangeish gray, moist to wet, stiff, little fine sand

Bottom of borehole at 10.0 feet.

S-1, SPT

2-3-5 (8)

S-2, SPT

2-3-4 (7)

S-3, SPT

2-3-5 (8)

S-4, SPT

3-4-3 (7)

E

LE

V A

T

IO

N (f t)

LAB TESTS

D E

P T

H (f t)

S Y

M B

O L

MATERIAL DESCRIPTION REMARKS

R E

C O

V E

R Y

)SAMPLING

BLOW COUNTS

(N-VALUE)

BORING B-05

GROUND ELEVATION 313 ft

LOGGED BY D Clemmons

DRILLING CONTRACTOR Bridger Drilling

CHECKED BY N. Reeves, P.E.

HOLE DEPTH 10 feet

BOREHOLE WATER LEVELS:

NOTES

AT 24 HOURS DRILLING ---

DRILLING METHOD Hollow Stem Auger

DATE STARTED 2/1/2025 COMPLETED 2/1/2025

CAVE DEPTH

AT TIME OF DRILLING 10.00 ft / Elev 303.00 ft

PROJECT NAME Stafford County Fire Station #8

PROJECT LOCATION Stafford County, Virginia

PROJECT NUMBER 61165.002

CLIENT BKV Group

T G

G E

O T

E C

H B

H L

O G

V 2.

G

IN

T S

T D

U S

L A

B .G

D T

/2

/2

8:

Y :\8

\G

E O

T E

C H

N

IC

A L\

P R

O

JE

C T

S \2

P R

O

JE

C T

S \6

.0

S

T A

F F

O R

D F

IR

E

S T

A T

IO

N

M

O U

N T

A

IN

V

IE

W R

O A

D \L

O G

S \S

T A

F F

O R

D F

S

8.

G

P J

Timmons Group sand

CLAYEY SAND, (SC): gray, fine to coarse grained, moist, medium dense, trace fine gravel

SILTY SAND, (SM): brown, fine to medium grained, moist, loose, trace clay

*No Recovery on the 13.5 feet sample

Refusal at 13.5 feet.

Bottom of borehole at 13.5 feet.

*Boring was terminated due to Auger Refusal at 13.5 feet. This refusal condition was likely caused by a boulder.

S-1, SPT

2-3-5 (8)

S-2, SPT

4-5-6 (11)

S-3, SPT

2-2-2 (4)

S-4, SPT

2-3-3 (6)

S-5, SPT

50/0"

E

LE

V A

T

IO

N (f t)

LAB TESTS

D E

P T

H (f t)

S Y

M B

O L

MATERIAL DESCRIPTION REMARKS

R E

C O

V E

R Y

)SAMPLING

BLOW COUNTS

(N-VALUE)

BORING B-06

GROUND ELEVATION 314.5 ft

LOGGED BY D Clemmons

DRILLING CONTRACTOR Bridger Drilling

CHECKED BY N. Reeves, P.E.

HOLE DEPTH 13.5 feet

BOREHOLE WATER LEVELS:

NOTES

AT 24 HOURS DRILLING ---

DRILLING METHOD Hollow Stem Auger

DATE STARTED 2/1/2025 COMPLETED 2/1/2025

CAVE DEPTH

AT TIME OF DRILLING --- *Not Encountered

PROJECT NAME Stafford County Fire Station #8

PROJECT LOCATION Stafford County, Virginia

PROJECT NUMBER 61165.002

CLIENT BKV Group

T G

G E

O T

E C

H B

H L

O G

V 2.

G

IN

T S

T D

U S

L A

B .G

D T

/2

/2

8:

Y :\8

\G

E O

T E

C H

N

IC

A L\

P R

O

JE

C T

S \2

P R

O

JE

C T

S \6

.0

S

T A

F F

O R

D F

IR

E

S T

A T

IO

N

M

O U

N T

A

IN

V

IE

W R

O A

D \L

O G

S \S

T A

F F

O R

D F

S

8.

G

P J

Timmons Group

LEAN CLAY, (CL): orangeish brown, moist, stiff, trace fine sand

FAT CLAY, (CH): gray, moist to wet, stiff, little fine sand

*Trace fine gravel in the 8.5 - 10 feet sample.

SILTY SAND, (SM): brown, fine to medium grained, wet, medium dense, trace clay

SANDY SILT, (ML): dark gray, wet, very stiff

Bottom of borehole at 20.0 feet.

S-1, SPT

2-2-4 (6)

S-2, SPT

3-3-4 (7)

S-3, SPT

2-3-4 (7)

S-4, SPT

2-4-4 (8)

S-5, SPT

3-4-6 (10)

S-6, SPT

4-5-7 (12)

E

LE

V A

T

IO

N (f t)

LAB TESTS

D E

P T

H (f t)

S Y

M B

O L

MATERIAL DESCRIPTION REMARKS

R E

C O

V E

R Y

)SAMPLING

BLOW COUNTS

(N-VALUE)

BORING B-07

GROUND ELEVATION 314 ft

LOGGED BY D Clemmons

DRILLING CONTRACTOR Bridger Drilling

CHECKED BY N. Reeves, P.E.

HOLE DEPTH 20 feet

BOREHOLE WATER LEVELS:

NOTES

AT 24 HOURS…