Addendum 2 02242023

ADDENDUM NO. 2

February 24, 2023

A NEW MULTI-PURPOSE FACILITY

Located on the

HEARD COUNTY HIGH SCHOOL CAMPUS

Franklin, Georgia

MANDATORY PRE-PROPOSAL MEETING

[The Attendance Sign-in Sheet for the Mandatory Pre-proposal Meeting held on Wednesday, February 22, 2023 @ 10:00 am is included in Addendum No.2 as Attachment No.1.]

CHANGES TO SPECIFICATIONS:

SECTION 000020 – PROJECT DIRECTORY

Owner

CHANGE street address to Read:

[131 East Court Square]

SECTION 015000 – TEMPORARY FACILITIES AND CONTROLS

Page 015000-1/ paragraphs B & C

CHANGE TO READ:

[B. Water Service & Sewer: Contractor shall arrange for and pay for all water & sewer for construction operations.

C. Electric Power Service: Contractor shall arrange for and pay for all electric power for construction operations.]

SECTION 033000 – CAST-IN-PLACE CONCRETE

Page 033000-9/ paragraph 2.13.C.1

CHANGE TO READ:

[1. Minimum Compressive Strength: 4,000 psi (27.6 MPa) at 28 days]

Page 033000-9/ paragraph 2.13.C.4

ADD:

[See drawing where Synthetic Fiber & #3 rebar @ 18” O.C. both ways is required in Weight Room 101.]

Page 033000-9/ paragraph 2.13.D

ADD:

[D. Exterior slab-on-grade: Proportion normal-weight (150 pcf) concrete mixture as follows:

1. Minimum Compressive Strength: 4,500 psi (31.0 MPa) at 28 days.]

SECTION 074110 – METAL ROOF, WALL & SOFFIT PANELS

Page 074110-3/ paragraph 2.11

CHANGE TO READ:

[A. Provide 24 gauge wall panels. Color as selected by Owner from full/complete range of colors.

B. Panel profile design shall be R-Panel.

C. Wall panel finish shall be the same as the roof panels.]

SECTION 083310 – OVERHEAD COILING DOOR

ADDENDUM NO. 1

DELETE contents of paragraph 2.2. A. 1 & 2 ADD the following:

[A. Insulated Rolling Service Doors

1. Curtain: Interlocking roll-formed slats. Endlocks shall be attached to each end of alternate slats to prevent lateral movement.

a. Front slats

1) Steel 18 gauge (0.047 inch minimum thickness)

b. Back slat

1) Steel 24 gauge (0.023 inch minimum thickness)

c. Slat cavity filled with CFC-free foamed-in-place polyurethane insulation, minimum R value: R=7

2. Color and Finish:

a. Powdercoat finish

1) Color: Dark Bronze or Black as selected by the Owner.]

SECTION 133420 – METAL BUILDING SYSTEMS

Page 133420-7/ paragraph 2.1.A

ADD the following names:

[ACI Building Systems – Batesville, Mississippi American Building Company – Eufala, Alabama American Standard Steel Building Systems – Aurora, Colorado Bigbee Steel Buildings Inc. – Muscle Shoals, Alabama ]

SECTION 312300 – EARTHWORK

Page 312300-1/ paragraph 1.1.C

ADD the following:

[C. Subsurface Soil Report prepared by Contour Engineering, 4816 Highway 5, Douglasville, Georgia 30135, 770-794-0266 is included in Addendum No.2 as Attachment No.2.]

CHANGES TO DRAWINGS:

SHEET C2.1

SITE DEMOLITION PLAN

CLARIFICATION

[See revised note regarding extent of asphalt removal:

SHEET C3.1

SITE LAYOUT PLAN

FENCED EQUIPMENT AREA

ADD NOTE BELOW:

[See Detail 5 on Sheet C7.1 for requirements for concrete sidewalk & concrete within the Equipment Area.]

SHEET C7.2

DETAIL 8

DELETE references to the size and anchorage of the wood nailer.

ADD

[See Detail 3/A9.05 for size of wood nailer and method of anchorage. Contractor to provide nailer, coordinated with the Owner’s sports turf provider.]

SHEET A2.01

PLAN 1/A2.01

[ADD THE DETAIL SHOWN BELOW:

ADD PLAN 2/2.01 shown below:

SHEET A2.02

PLAN 1/A2.02

[The area (shown below) between the edge of the east perimeter wall at the field and the edge of the asphalt drive is to be 4 inch thick concrete reinforced with 6 x 6 x10/10 wwm. See the partial plan below and section below.

SHEET A3.01

PLAN 1/A3.01

OFFICE 104 & 106

CHANGE interior window symbol to Read:

SHEET A4.01

DOOR AND FRAME SCHEDULE

DOORS 101D, 101E, 101F, & 110B

CHANGE Material type to Read:

[Steel]

DOOR 110B

CHANGE Size to Read:

[10’-0” x 10’-4” +/-]

SHEET A4.01

DETAIL 5/A4.01

ADD THE FOLLOWING NOTE:

[The channel frame around the 14 gauge stainless steel 2 x 2 mesh opening, with anodized coating to match the storefront, is to be formed out of 16 gauge stainless steel with anodized coating to match storefront.]

SHEET A5.01

PLAN 1/A5.01

[CHANGE 24’ DIA FAN LOCATIONS TO BE AS SHOWN BELOW AND AS SHOWN ON

SHEET E3.01

SHEET A7.03

COURTYARD PLAN 1/A7.03

ADD the details below:

See next page for additional details.

SHEET A8.01

SECTION 2/A8.01

[CHANGE THE OVERHEAD FAN LOCATIONS AS SHOWN BELOW:

SHEET A8.01

DETAIL 2/A8.01

MODIFY DETAIL AS SHOWN BELOW:

SHEET A9.01

DETAILS 1/A9.01, 2/A9.01, & 3/A9.01

ADD FRAMING NOTES TO SOFFIT CONSTRUCTION BELOW:

SHEET A9.01

SECTIONS 1/A9.01, 2/A9.01, & 3/A9.01

CLARIFICATION:

[The Z girts shown on the wall sections are to be 3”, 16 gauge, as manufactured by Clark Dietrich or equal.]

SECTIONS 4/A9.01

CLARIFICATION:

[Delete the reference to steel channel reinforcing above the top concrete block. Change the detail above the block to match the HSS 8 x 8 steel tube shown on Detail G/S1.04]

SHEET A9.02

DETAILS 3/A9.02 4/A9.02 & 5/A9.02

SHEET A9.03

DETAILS 2/A9.03 & 3/A9.03

SHEET A9.04

DETAIL 2/A9.04

MODIFY DETAIL AS SHOWN BELOW:

DETAIL 12/A9.04 (Detail added in Addendum No.1)

CHANGE DETAIL NUMBER TO READ:

[13/A9.04]

DETAIL 14/A9.04

ADD THE DETAIL BELOW:

SHEET S1.02

FOUNDATION PLAN A/S3.01

CHANGE TO READ:

[FOUNDATION PLAN A/S1.02]

CHANGE: All detail symbols labeled:

F/S1.03, H/S1.03, J/A1.03, & M/S1.03

TO READ:

[F/S1.04, H/S1.04, J/A1.04, & M/S1.04]

CHANGE: The two Details located on Column line 1 labeled L/S1.03

TO READ:

[Y/S1.04]

SHEET S1.04

SECTION E/S1.04

ADD THE ANCHORAGE INFORMATION AS SHOWN BELOW:

SECTION G/S1.04

ADD THE ANCHORAGE INFORMATION AS SHOWN BELOW:

SECTION P/S1.04

ADD THE ANCHORAGE INFORMATION AS SHOWN BELOW:

SECTION H/S1.04

CHANGE AS SHOWN BELOW:

SHEET S1.04

SECTION M/S1.04

REPLACE THIS SECTION WITH THE DETAIL BELOW:

SECTION V/S1.04

CHANGE 4000 PSI CONCRETE TO READ:

[3000 PSI CONRETE]

SECTION Y/S1.04

ADD THE DETAIL BELOW:

SHEET E3.01

PLAN 1/E3.01

DELETE:

[All references on this Sheet regarding Deductive Alternate No.1]

ATTACHMENTS:

Attachment No.1 – Mandatory Pre-Proposal Meeting Sign-in Sheet Attachment No.2 – Subsurface Soil Report by Contour Engineering

END OF ADDENDUM NO. 2

Rex Text Box

ATTACHMENT NO. 1

1955 Vaughn Road, Suite 101 Kennesaw, Georgia 30144 (770) 794-0266 fax (770) 794-9483 www.contoureng.com

REPORT OF PRELIMINARY

GEOTECHNICAL EXPLORATION

HCHS Indoor Practice Facility

Franklin, Heard County, Georgia Contour Project No: G22HEC01

March 14, 2022

Prepared For:

Heard County Schools 131 East Court Square

PO Box 1330 Franklin, Georgia 30217

Rex

ATTACHMENT NO. 2

1955 Vaughn Road, Suite 101 Kennesaw, Georgia 30144 (770) 794-0266 fax (770) 794-9483 www.contoureng.com

March 14, 2022

Heard County Schools 131 East Court Square PO Box 1330 Franklin, Georgia 30217

Attention: Mr. Rodney Kay Superintendent

RE: Report of Preliminary Geotechnical Exploration

HCHS Indoor Practice Facility

Contour Project No: G22HEC01

Dear Rodney, Contour Engineering, LLC (Contour) has completed the preliminary geotechnical exploration for the project referenced above in general accordance with the scope of services outlined in Contour’s Proposal Number: G22HEA-223, dated February 15, 2022. The following report includes a summary of the project information and the findings from our subsurface investigation and evaluation.

We appreciate the opportunity to work with you on this project and look forward to assisting you with any future projects. Should you have any questions regarding this report or if we may be of further service, please contact our office.

Sincerely, Contour Engineering, LLC

Auston O. McLeod Jason G. Gosdin, P.E.

Project Engineer Principal Engineer

Copies Submitted Via Email: Addressee

TABLE OF CONTENTS

1.0 EXECUTIVE SUMMARY

2.0 INTRODUCTION

2.1 Site and Project Description

2.2 Scope of Work

3.0 FIELD EXPLORATION AND LABORATORY PROGRAM

3.1 Field Exploration

3.2 Laboratory Program

4.0 SITE AND SUBSURFACE CONDITIONS

4.1 Area Geology

4.2 Soil Survey

4.3 Subsurface Conditions

4.4 Groundwater Conditions

5.0 PRELIMINARY EARTHWORK RECOMMENDATIONS

5.1 Site Preparation

5.2 Excavation Conditions

5.3 Structural Fill

5.4 Groundwater and Drainage Considerations

6.0 PRELIMINARY DESIGN RECOMMENDATIONS

6.1 Foundation Support

6.2 Floor Support

6.3 Concrete Retaining/Below Grade Wall Design

6.4 Slope Recommendations

6.5 Seismic Recommendations

7.0 QUALIFICATION OF RECOMMENDATIONS

APPENDIX

Figure 1 – Site Vicinity Map Figure 2 – Aerial View of Site Figure 3 – Boring Location Plan Subsurface Profile Plate Boring Log Records (8) Soil Classification Chart Important Information about This Geotechnical-Engineering Report

HCHS Indoor Practice Facility March 14, 2022 Heard County Schools Contour Project No: G22HEC01

1.0 EXECUTIVE SUMMARY

Site Description: The subject site lies within the eastern portion of the Heard County High School campus, which is located at 545 Main Street in Franklin, Heard County, Georgia. The proposed area of development is located directly east of the existing tennis courts. Currently, the site primarily consists of a relatively flat pre-graded lot and an existing fill slope overgrown with pine trees near the eastern site border. Other site features include various existing utilities within the limits of the proposed development area.

Project Description: Based on the provided concept plan, it is our understanding that the proposed development will consist of an indoor practice facility and associated infrastructure.

Grading information and structural loads are not currently available. However, based on our experience with similar structures, we have assumed that the proposed facility will have maximum column loads of 200 kips and wall loads of 3 kips per linear foot. Because the site has been previously graded, we have also assumed minimal cuts and fills (less than 5 feet) will be required during site construction.

Subsurface Conditions: Beneath the surficial topsoil layer or initially at the ground surface, the soil test borings encountered fill materials, residual soils, partially weathered rock, and auger refusal material to their respective termination or refusal depths ranging from 22 feet to 30 feet beneath the existing ground surface.

Excavation Conditions: Partially weathered rock was encountered in five (5) of the borings at initial depths ranging from approximately 3 feet to 27 feet below the existing ground surface.

Auger refusal material (rock) was encountered in four (4) of the soil test borings at depths ranging from approximately 22 to 27 feet below the existing ground surface. Depending on final grading plans, difficult excavation could be encountered in these areas, especially in underground utility excavations.

Existing Fill Materials: Existing fill was encountered in five (5) soil test borings to depths up to approximately 17 feet below existing ground surface. Existing fill materials with low consistencies (SPT values less than 7 bpf) were encountered within the proposed building footprint in boring B-2.

Foundation Recommendations: Based on boring data, assumed loading conditions, and after the completion of recommended site preparation, the proposed building may be supported on a conventional shallow foundation system. A maximum allowable net bearing pressure of 2,500 pounds per square foot should be available for the design of the shallow foundation systems bearing on residual soils and/or properly evaluated structural fill.

Additional Information: Once site and grading plans and building structural loads are finalized, we recommend that a copy be forwarded to Contour so that we may review them in relation to the encountered subsurface conditions during our field exploration. At that time, we will review our recommendations regarding site preparation, excavation conditions, groundwater considerations, foundations, and floor support. Additionally, it may be necessary to perform additional borings and/or test pits to further evaluate subsurface conditions on the site.

HCHS Indoor Practice Facility March 14, 2022 Heard County Schools Contour Project No: G22HEC01

2.0 INTRODUCTION

2.1 Site and Project Description

The subject site lies within the eastern portion of the Heard County High School campus, which is located at 545 Main Street in Franklin, Heard County, Georgia. The proposed area of development is located directly east of the existing tennis courts. Based on a review of historical imagery, the site was undeveloped woodlands until sometime in 2007. At that point, the site underwent grading activities. Currently, the site primarily consists of a relatively flat pre-graded lot and an existing fill slope overgrown with pine trees near the eastern site border. Other site features include various existing utilities within the limits of the proposed development area. A

Site Vicinity Map (Figure 1) and Aerial View of the Site (Figure 2) are included in the Appendix.

Based on the provided concept plan, it is our understanding that the proposed development will consist of an indoor practice facility and associated infrastructure. Grading information and structural loads are not currently available. However, based on our experience with similar structures, we have assumed that the proposed facility will have maximum column loads of 200 kips and wall loads of 3 kips per linear foot. Because the site has been previously graded, we have also assumed minimal cuts and fills (less than 5 feet) will be required during site construction.

2.2 Scope of Work

This report presents the results of our preliminary geotechnical exploration and evaluation performed for the Heard County High School Indoor Practice Facility in Franklin, Heard County, Georgia. The purpose of this study was to perform a geotechnical exploration within the proposed area of development and provide preliminary recommendations for site design and construction.

Our services were provided in general accordance with the scope of services outlined in Contour’s

Proposal Number: G22HEA-223, dated February 15, 2022. Moreover, the services rendered by this firm included a site reconnaissance, drilling and sampling of eight (8) soil test borings, engineering analyses of obtained information, and preparation of this report. Specifically, our geotechnical report addresses the following:

Description of existing conditions including detailed boring records, soil profiles, site maps, and a boring location plan;

A description of the area and site geologic conditions;

Preliminary recommendations for site preparation, excavation and grading, backfilling and compaction;

HCHS Indoor Practice Facility March 14, 2022 Heard County Schools Contour Project No: G22HEC01

Preliminary recommendations for subgrade preparation and slab-on-grade construction recommendations;

Preliminary recommendations for foundation design and construction including allowable bearing pressure and settlements;

Preliminary recommendations for temporary and permanent slopes;

Excavation conditions and the presence of very dense materials and the degree of difficulty of excavation;

Frost depth and minimum foundation bearing depth; and

Seismic information based on the International Building Code 2018.

Note: The scope of our geotechnical services did not include any environmental assessment or exploration for the presence or absence of hazardous or toxic materials in the soil, groundwater, or surface water within or beyond the site.

HCHS Indoor Practice Facility March 14, 2022 Heard County Schools Contour Project No: G22HEC01

3.0 FIELD EXPLORATION AND LABORATORY PROGRAM

3.1 Field Exploration

The field exploration consisted of a site reconnaissance and performing eight (8) soil test borings.

More specifically the boreholes were performed in the following locations:

Proposed Building Footprint: Eight (8) soil test borings, designated as B-1 through B-8, were performed within the proposed building footprint and extended to planned termination or refusal depths ranging from 22 feet to 30 feet beneath the existing ground surface.

Each soil test boring location was plotted on the provided site plan that was overlain onto a

Google Earth Map. The locations of the soil test borings were determined in the field by a Contour professional measuring distances and approximating right angles from existing site features.

Therefore, the boring locations should be considered approximate. If more exact locations are desired, we recommend that a surveyor field locate the boring locations. The location of each soil test boring is depicted on the Boring Location Plan included in the Appendix of this report as

Figure 3.

The sampling and penetration procedures of the soil test borings were performed in accordance with ASTM D-1586, using a power rotary drill. The standard penetration tests were accomplished by driving a standard 1-3/8" I.D. and 2" O.D. split spoon sampler with an automatic 140-pound hammer falling 30 inches. The number of hammer blows required to drive the sampler a total of

18 inches, in 6-inch increments, was recorded. The Standard Penetration Test (SPT) value or "N" value is the summation of the last two 6-inch increments and is illustrated on the Boring Log

Records adjacent to their corresponding depths, included in Appendix of this report. In very dense soils or weathered rock, the sample is driven a few inches rather than the 6-inch increment and the number of blows required versus the penetration depth is recorded. The penetration resistance or SPT value is used as an index to derive soil parameters from various empirical correlations. Automatic hammers have higher efficiency than manual hammers, thus yielding lower standard penetration resistance values. We recognize this and account for it in our evaluation. However, the field-recorded penetration resistances and consistency terms based on the field values are presented on our test boring logs.

At the conclusion of our subsurface drilling, each of the boreholes was backfilled with soil cuttings prior to demobilization from the site. All recovered soil samples will be held in storage for up to three (3) months within Contour Engineering, LLC’s facility in Kennesaw, Georgia.

HCHS Indoor Practice Facility March 14, 2022 Heard County Schools Contour Project No: G22HEC01

3.2 Laboratory Program

Representative portions of each recovered split-spoon sample were transported to our laboratory for further visual classification and testing. Using the Unified Soil Classification System (ASTM D-2487), the subsoil conditions are stratified and described in an illustrated form of soil profiles on the Boring Log Records included in the Appendix of this report.

HCHS Indoor Practice Facility March 14, 2022 Heard County Schools Contour Project No: G22HEC01

4.0 SITE AND SUBSURFACE CONDITIONS

4.1 Area Geology

Published information concerning the geology of the area indicates that the Site is located in the Piedmont Physiographic Province of Georgia. The Piedmont Physiographic Province is bounded on the northwest by the Blue Ridge Range of the Appalachian Mountains, and on the southeast by the leading edge of Coastal Plain sediments, commonly referred to as the “Fall Line”. Numerous episodes of crystal deformation have produced varying degrees of metamorphism, folding and shearing in the underlying rock. The resulting metamorphic rock types in this area of the Piedmont are predominantly a series of Precambrian age schists and gneisses, with scattered granitic or quartzite intrusions.

Surficial soils in the Piedmont Region are derived from residual products of the in-place weathering of the parent rock. The residual soils are sometimes overlain by alluvial soils, which were transported and deposited by flowing water, or by man placed filled materials. The underlying rocks are primarily metamorphic gneiss, schist, and granite. The residual soils are generally clayey silts near the ground surface underlain by sandy silts and silty sands.

The boundaries between zones of soil, partially weathered rock (PWR) and bedrock are erratic and poorly defined. Weathering is often more advanced next to fractures and joints that transmit water, and in mineral bands that are more susceptible to decomposition. Boulders and rock lenses are sometimes encountered within the overlying PWR or soil matrix.

4.2 Soil Survey

According to the Natural Resources Conservation Service (NRCS) On-line Soil Surveys of Coweta, Heard and Troup Counties, Georgia, soils at the site are designated as Pacolet sandy clay loams with 15 to 25 percent slopes. A description of the identified on-site soil series is detailed below:

The Pacolet series consists of very deep, well drained, moderately permeable soils that formed in residuum weathered mostly from felsic igneous and metamorphic rocks of the

Piedmont uplands. Slopes commonly are 15 to 25 percent but range from 2 to 60 percent.

4.3 Subsurface Conditions

Beneath the surficial topsoil layer or initially at the ground surface, the soil test borings encountered fill materials, residual soils, partially weathered rock, and auger refusal material to their respective termination or refusal depths ranging from 22 feet to 30 feet beneath the existing ground surface. The surficial topsoil layer ranged in thickness from minimal to approximately 2 inches.

HCHS Indoor Practice Facility March 14, 2022 Heard County Schools Contour Project No: G22HEC01

Fill materials, soils that have been placed by man, were encountered in borings B-2 and B-5 through B-8 and extended to depths ranging from approximately 3 to 17 feet below the ground surface. The sampled fill materials were classified as silty sands (SM) and clayey sands (SC) with

Standard Penetration Test (SPT) values ranging from 5 to 21 blows per foot (bpf). It should be noted, some of the encountered fill materials contained varying amounts of rock fragments and the fill materials encountered at B-8 contained varying amounts of asphalt fragments, so blow counts may be amplified due to the presence of these materials in the fill.

Residual (virgin) soils, formed by in-place weathering of the parent rock, were encountered beneath the surface layer, fill soils, and/or PWR lenses in all of the soil test borings. The residual soils extended to PWR/soil interface, auger refusal, or termination depths. The residual soils were classified as silty sands (SM) with Standard Penetration Test (SPT) values ranging from 6 to 84 blows per foot (bpf).

Partially weathered rock (PWR) and/or PWR lenses, locally defined as very dense soil/highly weathered rock with blow counts over 100 per foot, were encountered in borings B-1 through B-

5 at initial depths ranging from approximately 3 to 27 feet below existing grades. The partially weathered rock was classified as silty sand (SM).

Auger refusal material (rock) was encountered in borings B-2 through B-5 at depths ranging from

22 to 27 feet below existing grades.

4.4 Groundwater Conditions

During our field activities, the measurement to the depth below the existing ground surface to the groundwater table was attempted immediately after the completion of each boring.

Groundwater was not encountered at the time of boring in all of the soil test borings.

Groundwater in this area will fluctuate in response to local variations of precipitation and temperature and may be different at other times and areas.

Individual soil boring profiles are depicted on the Boring Log Records included in the Appendix.

A Subsurface Profile Plate illustrating the subsurface soil is also included Appendix. Additionally, stratification lines represent the approximate boundaries between soil types. The actual transitions may be more gradual than depicted. No topographic information was provided;

therefore, no elevation data is shown on the boring logs, subsurface profiles, or boring logs.

HCHS Indoor Practice Facility March 14, 2022 Heard County Schools Contour Project No: G22HEC01

5.0 PRELIMINARY EARTHWORK RECOMMENDATIONS

5.1 Site Preparation

Prior to the commencement of construction, all vegetation, topsoil, utilities, existing buildings, foundations, and any other non-soil deleterious materials that fall within the limits of the proposed construction should be removed. Upon completion of the clearing and stripping, all subgrade areas should be proof rolled with a 20-ton loaded tandem-axle dump truck or other pneumatic-tired vehicle of similar size and weight. The purpose of the proof roll is to locate soft, weak, or excessively wet soils present at the time of construction. Any unstable subgrades or unsuitable materials observed during proof rolling operations (materials that exhibit excessive pumping or rutting) should be undercut and replaced with structural fill or stabilized in place with crushed stone prior to building/slab and pavement construction and/or additional fill placement.

Existing Fill Material

Existing fill was encountered in five (5) soil test borings to depths up to approximately 17 feet below existing ground surface. Existing fill materials with low consistencies (SPT values less than

7 bpf) were encountered within the proposed building footprint in boring B-2. Any under compacted or unsuitable soils within the building areas should be completely removed and replaced with structural fill.

5.2 Excavation Conditions

Partially weathered rock was encountered in five (5) of the borings at initial depths ranging from approximately 3 feet to 27 feet below the existing ground surface. Auger refusal material (rock) was encountered in four (4) of the soil test borings at depths ranging from approximately 22 to 27 feet below the existing ground surface. Depending on final grading plans, difficult excavation could be encountered in these areas, especially in underground utility excavations.

At this site, the partially weathered rock and rock profiles are irregular and the depth of the partially weathered rock and rock can vary dramatically over a short distance. Within the partially weathered rock, rock lenses may be encountered and require difficult excavation techniques for removal. Rock may also be encountered closer to the surface than indicated by the soil test borings or intermediate of the boring locations.

We have provided the following definitions for rock as a general guideline for rock quantification in the project specifications:

MASS EXCAVATION

Any material that cannot be excavated with a single-tooth ripper mounted on a crawler tractor having a minimum draw bar pull rated no less than 80,000 pounds (Caterpillar D-8 or equivalent)

HCHS Indoor Practice Facility March 14, 2022 Heard County Schools Contour Project No: G22HEC01 and having an original volume of at least one (1) cubic yard. These materials will require blasting techniques for removal.

CONFINED EXCAVATION

Any materials that cannot be excavated with a large backhoe having a curling force of no less than 40,000 pounds (John Deere 790 or equivalent) and having an original volume of at least one-half (1/2) cubic yard.

Once final grading and utility plans have been completed, we recommend that Contour be forwarded a set of plans in order to update our recommendations pertaining to excavation conditions.

5.3 Structural Fill

All structural fill should be free of organics, with a maximum particle size of 3 inches, and moisture conditioned to maintain a moisture content within two percentage points above or below the soil’s optimum moisture content as determined by the Standard Proctor tests (ASTM D-698).

Off-site borrow materials may also be used as structural fill provided that they have a liquid limit (LL) and a plastic index (PI) not exceeding 40 and 20 percent, respectively. All structural fill should be free of organics and moisture conditioned to maintain a moisture content within two percentage points above and below the soil’s optimum moisture content.

All structural fill to be used on site should be evaluated and approved by the geotechnical engineer to confirm that the material meets the specified requirements. Laboratory tests including Standard Proctors (ASTM D-698), sieve analysis (ASTM D-6913) and Atterberg Tests (ASTM D-4318) will be required during construction on the proposed fill soils to evaluate the soil’s suitability to be reused as structural fill.

Off-Site Borrow Materials Off-site borrow material or imported fill may also be used if it has a liquid limit (LL) and a plastic index (PI) not exceeding 40 and 20 percent, respectively. Therefore, laboratory tests including standard Proctors (ASTM D-698), soil particle size analysis (ASTM D-6913) and Atterberg Limits Test (ASTM D 4318), etc. will be required during construction on the proposed borrow/fill soils to verify that their characteristics match the specified criteria.

Suitability of On-Site Soils The on-site residual soils and existing fill materials (free of organics) appear suitable for re-use as structural fill provided that the soils are placed in accordance to the recommendations outlined in this report. Some of the residual soils encountered were described as having various amounts of mica. Micaceous soils are typically moisture sensitive and may require moisture conditioning depending on the weather conditions at the time of construction.

HCHS Indoor Practice Facility March 14, 2022 Heard County Schools Contour Project No: G22HEC01

Soil Placement and Compaction Requirements Structural fill should be placed in thin loose lifts not exceeding 8 inches in thickness and tested by a soils technician to determine the compaction percentage. Contour recommends that the following minimum level of compaction:

Building Area - Compact the fill to 98 percent of the soil's maximum standard Proctor density value (ASTM D-698). In cut areas, the subgrade should be proofrolled and if found unstable, it should be scarified and re-compacted to 98 percent of the soil's maximum standard Proctor density value.

Pavement Areas - Compact the upper 18 inches of subgrade in fill areas and the upper

12 inches in cut areas to 98 percent of the soil’s maximum standard Proctor density value (ASTM D-698) and 95 percent of the soil's maximum standard Proctor density value below this level.

5.4 Groundwater and Drainage Considerations

Grading and utility plans were not available at the time of this report; however, the measurement to the groundwater table was attempted immediately following the completion of each boring.

Based on the results of the soil test borings, groundwater was not encountered in any of the borings. Should groundwater be encountered during site development, the contractor should implement dewatering techniques to maintain groundwater levels a minimum of 2 feet below working subgrades.

Site drainage should be planned and maintained to promote drainage away from all improvements during and after construction. Moreover, permanent site drainage should be established to prevent subgrade soils beneath pavements and slabs from becoming saturated and to minimize potential distress. Surface drainage should be directed away from proposed building structures. All roof drains should be tied directly to a storm sewer by closed pipes.

Landscape irrigation should also be minimized to reduce future maintenance problems.

Additionally, maximum practical grades should be utilized to reduce the likelihood of ponding water on or adjacent to flatworks. Care should be taken to properly seal and maintain all flatwork that abuts building structures to minimize the intrusion of water.

HCHS Indoor Practice Facility March 14, 2022 Heard County Schools Contour Project No: G22HEC01

6.0 PRELIMINARY DESIGN RECOMMENDATIONS

6.1 Foundation Support

Based on boring data, assumed loading conditions, and after the completion of recommended site preparation, the proposed building may be supported on a conventional shallow foundation system. A maximum allowable net bearing pressure of 2,500 pounds per square foot may be used for the design of the shallow foundation systems bearing on residual soils and/or new structural fill. If structural loads are higher than the assumed loads, these foundation recommendations should be re-evaluated.

In the event that partially weathered rock or refusal material is encountered during footing construction, we recommend that the footings be undercut a minimum of 12-inches below planned subgrade elevation and backfilled with structural fill to provide a uniform bearing surface and prevent point loading.

To reduce the possibility of shear failure, wall bearing and column foundations should be designed with a minimum width of 18 and 24 inches, respectively. For frost protection, exterior wall bearing and column foundations should be designed with a minimum embedment depth of

18 inches, while interior foundations should be designed with a minimum embedment depth of

12 inches. The embedment depth should be measured from the base of the foundation to lowest adjacent outside grade.

Bottoms of foundation excavations should be evaluated by a geotechnical engineer prior to placement of reinforcing steel and concrete to verify that adequate bearing materials are present and that all debris, mud, and loose, frozen or water-softened soils are removed. In the event that soft soils are encountered in foundation excavations at individual locations, it will be necessary to undercut them and replace with structural fill. A geotechnical engineer will make actual recommendations, as conditions warrant.

Foundation excavations should be concreted as soon as practical after they are excavated. Water should not be allowed to pond in any excavation. If an excavation is left open for an extended period, a thin mat of lean concrete should be placed over the bottom to minimize damage to the bearing surface from weather or construction activities. Foundation concrete should not be placed on frozen or saturated subgrades.

No MSE structures or retaining walls were shown on the provided documents. Once grading plans are more advanced and the locations of any of these structures are known, a Supplemental

Geotechnical Investigation may be required in order to provide design criteria. Foundation information provided in this report does not apply to any MSE structures or retaining walls.

HCHS Indoor Practice Facility March 14, 2022 Heard County Schools Contour Project No: G22HEC01

6.2 Floor Support

Upon completion of the recommended site preparation, the floor slab for the proposed building may be supported directly on residual soils and/or structural fill. A modulus reaction (K) of 100 pounds per cubic inch (pci, pounds per square inch per inch of deflection) may be used for slab design for slab loads of less than 200 psf.

6.3 Concrete Retaining/Below Grade Wall Design

Any below grade or on-site concrete below grade walls will be subjected to lateral earth pressures. Walls that are relatively rigid or fixed at the top and bottom may be subjected to “at-rest” earth pressures. Walls that are allowed to have sufficient movement and not fixed at the top will be subjected to “active” pressures.

The following lateral earth pressure parameters are recommended for design in residual soils or structural fill.

Earth Pressure Coefficient Earth Pressure Value Equivalent Fluid Density (pcf)

At-Rest (KO) 0.53 63.6

Active (KA) 0.36 43.2

Passive (KP) 2.77 332

These values assume that the wall has horizontal backfill and no surcharge loads such as from adjacent structures. A moist unit weight of 120 pounds cubic foot, a phi angle of 28 degrees and a sliding coefficient of 0.53 may be used in the ultimate design value of retaining walls. Typically, a factor of safety of 1.5 is used for the passive earth pressure and coefficient of friction.

The recommended equivalent fluid pressures assume that constantly functioning drainage systems are installed between walls and soil backfill to prevent the accidental buildup of hydrostatic pressures and lateral stresses in excess of those stated. If a functioning drainage system is not installed, then lateral earth pressures should be determined using the buoyant weight of the soil

(approximately 58 pcf). Hydrostatic pressures calculated with the unit weight of water (62.4 pcf) should be added to these earth pressures to obtain the total stresses for design.

The surcharge and lateral loads from tractors and other heavy equipment operating within 10 feet of below grade walls should be added to the lateral loads cited in this section of the report. If foundations or other surcharge loadings are located a short distance outside below grade walls, they may also exert appreciable additional lateral pressures that must be considered.

HCHS Indoor Practice Facility March 14, 2022 Heard County Schools Contour Project No: G22HEC01

The retaining wall/below grade wall recommendations listed above should not be correlated with soil parameters for use in Segmental Retaining Wall/MSE Wall design. In the event that Retaining

Walls are constructed as MSE Walls, we recommend that design soil parameters be established through appropriate laboratory testing by the wall designer.

6.4 Slope Recommendations

Temporary Slope Recommendations

Temporary slopes not exceeding 10 feet in height for confined areas and constructed in the residual soils (virgin soils) or structural fill, should be configured no steeper than 1.5(H):1.0(V) provided no water is observed seeping from the sides of the excavation. These temporary slopes should be regularly monitored for signs of movement or unsafe conditions. Temporary slopes below the groundwater table will require shoring / bracing. Additionally, construction excavation should comply with OSHA Guidelines outlined in the Code of Federal Regulations Federal Register Volume

54, Number 209 (October 1989) “Construction Standards for Excavation, 29CFR Part 1926, Subpart

P.” Also, the contractor should have a designated “qualified engineer” as defined by OSHA on-site during the excavation to observe the slopes for signs of possible failure.

Proper management of groundwater seepage and surface water runoff around the excavations will also contribute to the stability of temporary slopes. Material removed from excavations should not be stockpiled within a distance of twenty (20) feet from the crest of temporary excavations.

Furthermore, positive drainage should also be maintained with ditches or channels at the top and bottom of the slope. It is also very important to always keep these drainage channels free of dirt, debris and vegetation.

Permanent Slope Recommendation

Permanent slopes less than 20 feet in height and constructed in residual soils or structural fill that are placed in accordance with the recommendations outlined in this report should be constructed no steeper than 2(H):1(V). For slopes greater than 20 feet, the slopes may require to be constructed at a 3.0(H):1(V) configuration and/or include a 10-foot bench at mid-height of the slope. Therefore, slopes greater than 20 feet in height will require a slope stability analysis.

To prevent erosion and saturation of the slopes, we recommend that a trench drain/diversion ditch be constructed adjacent to and along the top of the embankment (sloping toward the trench drain) to ensure that water drains away from the slope. Depending on site conditions, a toe drain or french drain may also be constructed at the toe of cut slopes to collect water seepage. A protective cover of grass or other vegetation should be established on the slopes as soon as possible for erosion protection.

HCHS Indoor Practice Facility March 14, 2022 Heard County Schools Contour Project No: G22HEC01

Buildings should have a minimum setback of 10 feet from the slope shoulders. A minimum setback of 5 feet is recommended for the pavement curbs.

6.5 Seismic Recommendations

Based on the 2018 International Building Code (IBC), the boring data gathered during this exploration, and the geological features of the Piedmont Physiographic Province of Georgia, it is our opinion that the Seismic Site Classification is “D”. The soil profile named “Stiff Soil Profile” was determined from Chapter 20 of ASCE-7.

HCHS Indoor Practice Facility March 14, 2022 Heard County Schools Contour Project No: G22HEC01

7.0 QUALIFICATION OF RECOMMENDATIONS

This report has been prepared based on currently accepted geotechnical engineering principles and practices in the local area for the specific application of this project.

The analyses and recommendations presented in this report are based upon preliminary information and our understanding of the Site and the data obtained from our field exploration.

If there are any revisions to the plans for this project, we should be permitted to determine if the recommendations must be modified. The nature and extent of variations between borings will not be evident until the course of construction. If such variations become evident, it may be necessary to submit supplementary recommendations.

Regardless of the thoroughness of a geotechnical study, there is always a possibility that subsurface conditions will be different from those at the boring locations; that conditions will not be as anticipated by the designers or contractors; or that the construction process will alter soil conditions. Therefore, the geotechnical engineer’s representative should observe and confirm that the conditions indicated by the geotechnical exploration actually exist.

Once final design plans and specifications are complete, and loading criterion for each building has been determined, we recommend that Contour Engineering, LLC be provided the opportunity to review the final design and specifications in order that earthwork and foundation recommendations are properly interpreted and implemented.

This report and all of the contents herein are issued exclusively for use by Heard County Schools.

No other person or entity may rely on this report without written authorization from Contour

Engineering, LLC. Any use, reliance on, or decisions to be made based on this report by a third party are the responsibilities of such third parties.

APPENDIX

Figure 1 – Site Vicinity Map Figure 2 – Aerial View of Site

Figure 3 – Boring Location Plan Subsurface Profile Plate Boring Log Records (8) Soil Classification Chart

Important Information about This Geotechnical-Engineering Report

SITE

LEGEND

Scale: Not to Scale

Franklin, GA Quadrangle

FIGURE 1: SITE VICINITY MAP

Source: USGS Topographic Map -

PROJECT

Preliminary Geotechnical Exploration HCHS Indoor Practice Facility

Franklin, Heard County, Georgia Project No.: G22HEC01

AutoCAD SHX Text

MAG-DATE

SITE

LEGEND

Scale: Not to Scale

FIGURE 2: AERIAL VIEW OF SITE

Franklin, GA Source: Google Earth 2022

PROJECT

Preliminary Geotechnical Exploration

HCHS Indoor Practice Facility Franklin, Heard County, Georgia

Project No.: G22HEC01

AutoCAD SHX Text

MAG-DATE

B-1 B-6

B-4

B-7B-2

B-5

B-8B-3

LEGEND

FIGURE 3: BORING LOCATION PLAN

NOTE: Site Plan Provide by Others

- Approximate Boring Locations

Scale: Not to Scale

PROJECT

Preliminary Geotechnical Exploration

HCHS Indoor Practice Facility

Project No.: G22HEC01

N-Value B-1

50/2"

N-Value B-2

50/4"

50/4"

50/2"

26 AUGER REFUSAL

N-Value B-3

50/6"

50/6"

50/2"

50/0"

25 AUGER REFUSAL

N-Value B-4

50/5"

27 AUGER REFUSAL

N-Value B-5

50/2"

22 AUGER REFUSAL

N-Value B-6

30 TERMINATED

N-Value B-7

30 TERMINATED

N-Value B-8

30 TERMINATED

De pt h Fe et

Depth Feet

30 TERMINATED

B-2 B-3 B-4 B-5 B-6 B-7 B-8

B-1

SUBSURFACE PROFILE

Franklin, Heard County, Georgia

NOTE: This profile is a visual representation of the soil test borings and does not represent actual horizontal alignment of the borings

Silty Sand (SM)Topsoil

LEGEND

PROJECT # DATE PLATE

HCHS Indoor Practice Facility

G22HEC01 3/2/2022

Borehole Boring Depth Termination or Refusal

Fill Materials Auger Refusal Material

Partially Weathered Rock

0.0' -0.2'

-27.0'

-30.0'

TOPSOIL: 2 inches 0.2'

RESIDUUM: Loose, brown-tan-white, silty SAND (SM), trace mica

Medium dense, brown-gray-white, silty SAND (SM), trace mica

Very dense, brown-gray-white, silty SAND (SM), trace mica

27.0' PARTIALLY WEATHERED ROCK: Sampled as very dense, brown-gray-white, silty SAND (SM), trace mica

Boring terminated at 30 feet

3-3-3

2-2-4

4-5-5

4-4-4

5-6-9

5-9-11

8-18-36

50/2"

PROJECT: HCHS Indoor Practice Facility PROJECT NO.: G22HEC01 LOG OF BORING No. CLIENT: Heard County Schools

PROJECT LOCATION: Franklin, Heard County, Georgia

B-1ELEVATION: LOGGED BY: Auston McLeod

DRILLING METHOD: Hollow Stem Auger DATE: 3/1/2022

GROUNDWATER DEPTH: INITIAL NE 24 HOURS: NM CAVE IN:

D ep th

(f ee t)

El ev

(f ee t)

G ra p h ic

Description

Sa m p le

N o

B lo w

C o u n ts

10 20 30 40 50 70 90 SPT N-Value -

Moisture Content, % -

Percent Passing #200 Sieve -

Plastic Limit Liquid Limit

T h is i n fo rm at io n p e rt ai n s o n ly t o t h is b o ri n g an d s h o u ld n o t b e i n te rp re te d a s b e in g in d ic at iv e o f th e s it e

0.0' -0.2'

-3.0'

-12.0'

-26.0'

TOPSOIL: 2 inches 0.2'

FILL: Loose, brown-gray, silty SAND (SM), trace mica

3.0' RESIDUUM: Medium dense to dense, brown-gray-white, silty SAND (SM), trace mica

12.0' PARTIALLY WEATHERED ROCK: Sampled as very dense, gray-white, silty SAND (SM), trace mica

Auger refusal at 26 feet

3-2-3

6-10-12

9-15-10

6-17-29

34-50/4"

41-50/4"

50/2"

PROJECT: HCHS Indoor Practice Facility PROJECT NO.: G22HEC01 LOG OF BORING No. CLIENT: Heard County Schools

PROJECT LOCATION: Franklin, Heard County, Georgia

B-2ELEVATION: LOGGED BY: Auston McLeod

DRILLING METHOD: Hollow Stem Auger DATE: 3/1/2022

GROUNDWATER DEPTH: INITIAL NE 24 HOURS: NM CAVE IN:

D ep th

(f ee t)

El ev

(f ee t)

G ra p h ic

Description

Sa m p le

N o

B lo w

C o u n ts

10 20 30 40 50 70 90 SPT N-Value -

Moisture Content, % -

Percent Passing #200 Sieve -

Plastic Limit Liquid Limit

T h is i n fo rm at io n p e rt ai n s o n ly t o t h is b o ri n g an d s h o u ld n o t b e i n te rp re te d a s b e in g in d ic at iv e o f th e s it e

0.0' -0.2'

-3.0'

-6.0'

-8.0'

-12.0'

-17.0'

-25.0'

TOPSOIL: 2 inches 0.2'

RESIDUUM: Medium dense, brown-gray, silty SAND (SM), trace mica

3.0' PARTIALLY WEATHERED ROCK: Sampled as very dense, gray-white, silty SAND (SM), trace mica

6.0' RESIDUUM: Dense, gray-white, silty SAND (SM), trace mica 8.0'

PARTIALLY WEATHERED ROCK: Sampled as very dense, gray-white, silty SAND (SM), trace mica

12.0' RESIDUUM: Very dense, gray-white-brown, silty SAND

(SM), trace mica, trace rock fragments

17.0' PARTIALLY WEATHERED ROCK: Sampled as very dense, gray-brown, silty SAND (SM), trace mica

- No recovery sample

Auger refusal at 25 feet

2-3-15

50/6"

26-26-19

34-50/6"

17-38-46

50/2"

50/0"

PROJECT: HCHS Indoor Practice Facility PROJECT NO.: G22HEC01 LOG OF BORING No. CLIENT: Heard County Schools

PROJECT LOCATION: Franklin, Heard County, Georgia

B-3ELEVATION: LOGGED BY: Auston McLeod

DRILLING METHOD: Hollow Stem Auger DATE: 3/1/2022

GROUNDWATER DEPTH: INITIAL NE 24 HOURS: NM CAVE IN:

D ep th

(f ee t)

El ev

(f ee t)

G ra p h ic

Description

Sa m p le

N o

B lo w

C o u n ts

10 20 30 40 50 70 90 SPT N-Value -

Moisture Content, % -

Percent Passing #200 Sieve -

Plastic Limit Liquid Limit

T h is i n fo rm at io n p e rt ai n s o n ly t o t h is b o ri n g an d s h o u ld n o t b e i n te rp re te d a s b e in g in d ic at iv e o f th e s it e

0.0'

-22.0'

-27.0'

RESIDUUM: Medium dense and loose, red-brown, silty SAND (SM), trace mica

Medium dense, brown-tan-white, silty SAND (SM), trace mica

22.0' PARTIALLY WEATHERED ROCK: Sampled as very dense, gray-white, silty SAND (SM), trace mica

Auger refusal at 27 feet

6-5-7

4-3-5

4-4-5

6-5-6

8-6-7

6-7-7

12-28-50/5"

PROJECT: HCHS Indoor Practice Facility PROJECT NO.: G22HEC01 LOG OF BORING No. CLIENT: Heard County Schools

PROJECT LOCATION: Franklin, Heard County, Georgia

B-4ELEVATION: LOGGED BY: Auston McLeod

DRILLING METHOD: Hollow Stem Auger DATE: 3/1/2022

GROUNDWATER DEPTH: INITIAL NE 24 HOURS: NM CAVE IN:

D ep th

(f ee t)

El ev

(f ee t)

G ra p h ic

Description

Sa m p le

N o

B lo w

C o u n ts

10 20 30 40 50 70 90 SPT N-Value -

Moisture Content, % -

Percent Passing #200 Sieve -

Plastic Limit Liquid Limit

T h is i n fo rm at io n p e rt ai n s o n ly t o t h is b o ri n g an d s h o u ld n o t b e i n te rp re te d a s b e in g in d ic at iv e o f th e s it e

0.0'

-3.0'

-17.0'

-22.0'

FILL: Loose, white-brown, silty SAND (SM), trace mica, some rock fragments

3.0' RESIDUUM: Loose to medium dense, brown-white-red, silty SAND (SM), trace mica

Medium dense to loose, brown-white-tan, silty SAND (SM), trace mica

17.0' PARTIALLY WEATHERED ROCK: Sampled as very dense, gray-white, silty SAND (SM), trace mica

Auger refusal at 22 feet

9-6-3

4-3-4

4-6-6

5-5-6

4-4-5

50/2"

PROJECT: HCHS Indoor Practice Facility PROJECT NO.: G22HEC01 LOG OF BORING No. CLIENT: Heard County Schools

PROJECT LOCATION: Franklin, Heard County, Georgia

B-5ELEVATION: LOGGED BY: Auston McLeod

DRILLING METHOD: Hollow Stem Auger DATE: 3/1/2022

GROUNDWATER DEPTH: INITIAL NE 24 HOURS: NM CAVE IN:

D ep th

(f ee t)

El ev

(f ee t)

G ra p h ic

Description

Sa m p le

N o

B lo w

C o u n ts

10 20 30 40 50 70 90 SPT N-Value -

Moisture Content, % -

Percent Passing #200 Sieve -

Plastic Limit Liquid Limit

T h is i n fo rm at io n p e rt ai n s o n ly t o t h is b o ri n g an d s h o u ld n o t b e i n te rp re te d a s b e in g in d ic at iv e o f th e s it e

0.0' -0.2'

-6.0'

-30.0'

TOPSOIL: 2 inches 0.2'

FILL: Loose, red-brown, silty SAND (SM), trace mica, trace rock fragments

Medium dense, red-brown, clayey SAND (SC), trace mica

6.0' RESIDUUM: Medium dense to loose, red-tan, silty SAND

(SM), trace mica

Loose, brown-tan, silty SAND (SM), trace mica

Medium dense, brown-white-gray, silty SAND (SM), trace mica

Boring terminated at 30 feet

5-3-5

3-5-8

5-5-7

4-3-5

3-4-4

3-4-5

5-5-6

4-6-8

PROJECT: HCHS Indoor Practice Facility PROJECT NO.: G22HEC01 LOG OF BORING No. CLIENT: Heard County Schools

PROJECT LOCATION: Franklin, Heard County, Georgia

B-6ELEVATION: LOGGED BY: Auston McLeod

DRILLING METHOD: Hollow Stem Auger DATE: 3/1/2022

GROUNDWATER DEPTH: INITIAL NE 24 HOURS: NM CAVE IN:

D ep th

(f ee t)

El ev

(f ee t)

G ra p h ic

Description

Sa m p le

N o

B lo w

C o u n ts

10 20 30 40 50 70 90 SPT N-Value -

Moisture Content, % -

Percent Passing #200 Sieve -

Plastic Limit Liquid Limit

T h is i n fo rm at io n p e rt ai n s o n ly t o t h is b o ri n g an d s h o u ld n o t b e i n te rp re te d a s b e in g in d ic at iv e o f th e s it e

0.0' -0.2'

-17.0'

-30.0'

TOPSOIL: 2 inches 0.2'

FILL: Loose, white-brown, silty SAND (SM), trace mica, with rock fragments

Loose, red-brown, silty SAND (SM), trace mica, some rock fragments

Medium dense to loose, red-brown, clayey SAND (SC), trace mica, some rock fragments

Medium dense, red-brown, silty SAND (SM), trace mica, trace rock fragments, trace organics

17.0'…