2024-08-09 BSFD 3 - DD Project Manual.pdf

BIG SKY FIRE DEPARTMENT – STATION 3

SOUTH FORK ROAD, BIG SKY, MT 59716

DESIGN DEVELOPMENT

AUGUST 9TH 2024

Project No. 123149 Big Sky Fire Department – Station 3

TABLE OF CONTENTS

8/9/2024 Design Development

TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 3100 AVAILABLE PROJECT INFORMATION

Geotechnical Report

00 5000 CONTRACTING FORMS AND SUPPLEMENTS

00 6000 PROJECT FORMS

Architect’s Project Forms

DIVISION 01 - GENERAL REQUIREMENTS

01 1000 SUMMARY

01 2000 PRICE AND PAYMENT PROCEDURES

01 2500 SUBSTITUTION PROCEDURES

Architect’s Substitution Request Form

01 2600 CONTRACT MODIFICATION PROCEDURES

01 3000 ADMINISTRATIVE REQUIREMENTS

01 4000 QUALITY REQUIREMENTS

01 4100 REGULATORY REQUIREMENTS

01 4216 DEFINITIONS AND EXPLANATIONS

01 4533 CODE-REQUIRED SPECIAL INSPECTIONS AND PROCEDURES

01 5000 TEMPORARY FACILITIES AND CONTROLS

01 5713 TEMPORARY EROSION AND SEDIMENT CONTROL

01 6000 PRODUCT REQUIREMENTS

01 7000 EXECUTION AND CLOSEOUT REQUIREMENTS

01 7800 CLOSEOUT SUBMITTALS

DIVISION 02 - EXISTING CONDITIONS

02 4113 SELECTIVE SITE DEMOLITION

DIVISION 03 - CONCRETE

03 3500 CONCRETE FLOOR FINISHING

03 4513 PRECAST ARCHITECTURAL CONCRETE

DIVISION 04 - MASONRY

04 4313.13 STONE MASONRY VENEER

DIVISION 05 - METALS

05 5000 METAL FABRICATIONS

05 5100 METAL STAIRS

05 5200 METAL RAILINGS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 2000 FINISH CARPENTRY

06 4100 ARCHITECTURAL WOOD CASEWORK

06 8316 FIBERGLASS REINFORCED PLASTIC (FRP) PANELS

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8/9/2024 Design Development

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 1113 BITUMINOUS DAMPPROOFING

07 1300 SHEET WATERPROOFING

07 1400 FLUID-APPLIED WATERPROOFING

07 2100 THERMAL INSULATION

07 2113 THERMAL WALL INSULATION SYSTEM

07 2119 FOAMED-IN-PLACE INSULATION

07 2613 ABOVE-GRADE VAPOR RETARDERS

07 4113 METAL ROOF PANELS

07 4213 METAL WALL PANELS

07 4623 WOOD SIDING

07 6200 SHEET METAL FLASHING AND TRIM

07 7200 ROOF ACCESSORIES

07 7616 ROOF DECKING PAVERS

07 8400 FIRESTOPPING

07 9200 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 1113 HOLLOW METAL DOORS AND FRAMES

08 1416 FLUSH WOOD DOORS

08 3510 FOLDING PANEL DOORS

08 4313 ALUMINUM-FRAMED STOREFRONTS

08 7100 DOOR HARDWARE

08 8000 GLAZING

DIVISION 09 - FINISHES

09 0571 ACOUSTICAL UNDERLAYMENT

09 2116 GYPSUM BOARD ASSEMBLIES

09 3000 TILING

09 5100 ACOUSTICAL CEILINGS

09 6500 RESILIENT FLOORING

09 6513 RESILIENT BASE

09 6813 TILE CARPETING

09 9113 EXTERIOR PAINTING

09 9123 INTERIOR PAINTING

09 9300 STAINING AND TRANSPARENT FINISHING

DIVISION 10 - SPECIALTIES

10 1419 DIMENSIONAL SIGN CHARACTERS

10 1456 CODE-REQUIRED SIGNAGE

10 2813 TOILET AND UTILITY ACCESSORIES

10 2819 TUB AND SHOWER ENCLOSURES

10 4116 EMERGENCY KEY BOXES

10 5113 METAL LOCKERS

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DIVISION 12 - FURNISHINGS

12 2400 WINDOW SHADES

12 3600 COUNTERTOPS

DIVISION 14 – CONVEYING SYSTEMS

14 2400 HYDRAULIC ELEVATORS

DIVISION 21 – FIRE SUPPRESSION

21 0500 BASIC FIRE SUPPRESSION REQUIREMENTS

21 0503 THROUGH PENETRATION FIRESTOPPING (NOT APPROPRIATE LOCATION – SEE

07 8400)

21 0529 FIRE SUPPRESSION SUPPORTS AND ANCHORS

21 0550 SEISMIC REQUIREMENTS FOR EQUIPMENT AND SUPPORTS

21 0553 FIRE SUPPRESSION IDENTIFICATION

21 1302 FIRE PROTECTION SYSTEMS

DIVISION 22 - PLUMBING

22 0500 BASIC PLUMBING REQUIREMENTS

22 0503 THROUGH PENETRATION FIRESTOPPING (NOT APPROPRIATE LOCATION – SEE

07 8400)

22 0516 PLUMBING EXPANSION COMPENSATION

22 0529 PLUMBING SUPPORTS AND ANCHORS

22 0548 PLUMBING VIBRATION ISOLATION

22 0550 SEISMIC REQUIREMENTS FOR EQUIPMENT AND SUPPORTS

22 0553 PLUMBING IDENTIFICATION

22 0593 PLUMBING TESTING, ADJUSTING, AND BALANCING

22 0719 PLUMBING PIPING INSULATION

22 0900 INSTRUMENTATION

22 1000 PLUMBING PIPING

22 1030 PLUMBING SPECIALTIES

22 1123 DOMESTIC WATER PUMPS

22 1429 SUMP PUMPS

22 3000 PLUMBING EQUIPMENT

22 4000 PLUMBING FIXTURES

DIVISION 23 - HVAC

23 0500 BASIC HVAC REQUIREMENTS

23 0513 MOTORS

23 0515 VARIABLE FREQUENCY DRIVES

23 0529 HVAC SUPPORTS AND ANCHORS

23 0530 ROOF SUPPORT AND WIND BRACING

23 0550 SEISMIC REQUIREMENTS FOR EQUIPMENT AND SUPPORTS

23 0553 HVAC IDENTIFICATION

23 0593 TESTING, ADJUSTING, AND BALANCING

23 0713 DUCTWORK INSULATION

23 0716 HVAC EQUIPMENT INSULATION

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8/9/2024 Design Development

23 0719 HVAC PIPING INSULATION

23 0801 COMMISSIONING OF HVAC

23 0900 CONTROLS

23 0913 INSTRUMENTATION

23 2100 HYDRONIC PIPING

23 2116 HYDRONIC SPECIALTIES

23 2123 HVAC PUMPS

23 2500 CHEMICAL (WATER) TREATMENT

23 3100 DUCTWORK

23 3300 DUCTWORK ACCESSORIES

23 3423 POWER VENTILATORS

23 3700 AIR INLETS AND OUTLETS

23 4000 AIR CLEANING

23 5733 GEOTHERMAL HEAT EXCHANGERS

23 5733.10 GEOTHERMAL LOOP TESTING REQUIREMENTS

23 6433 MODULAR WATER CHILLERS

23 7200 ENERGY RECOVERY DEVICES

23 7313 INDOOR MODULAR AIR HANDLING UNITS

23 8126 SPLIT SYSTEM AIR CONDITIONING UNITS

23 8200 TERMINAL HEAT TRANSFER UNITS

23 8216 AIR COILS

23 8300 RADIANT FLOOR HEATING SYSTEMS

DIVISION 26 - ELECTRICAL

26 0500 COMMON WORK RESULTS FOR ELECTRICAL

26 0503 THROUGH PENETRATION FIRESTOPPING (NOT APPROPRIATE LOCATION – SEE 07

8400)

26 0513 WIRE AND CABLE

26 0517 ELECTRIC HEAT TRACE AND SNOW MELT

26 0526 GROUNDING AND BONDING

26 0527 SUPPORTING DEVICES

26 0533 CONDUIT AND BOXES

26 0548 SEISMIC REQUIREMENTS FOR EQUIPMENT AND SUPPORTS

26 0553 ELECTRICAL IDENTIFICATION

26 0933 LIGHTING CONTROL SYSTEMS

26 2000 SERVICE ENTRANCE

26 2200 DRY TYPE TRANSFORMERS

26 2413 SWITCHBOARDS

26 2416 PANELBOARDS

26 2726 WIRING DEVICES

26 2813 FUSES

26 2816 DISCONNECT SWITCHES

26 3213 PACKAGED ENGINE GENERATOR SYSTEMS

26 3600 TRANSFER SWITCHES

26 4300 SURGE PROTECTION DEVICES

26 5119 LED LIGHTING

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DIVISION 27 - COMMUNICATIONS

27 0500 BASIC COMMUNICATIONS SYSTEMS REQUIREMENTS

27 0526 COMMUNICATIONS BONDING

27 0528 INTERIOR COMMUNICATIONS PATHWAYS

27 0553 IDENTIFICATION

27 1100 COMMUNICATION EQUIPMENT ROOMS (CER)

27 1500 HORIZONTAL CABLING REQUIREMENTS

27 1710 TESTING

27 1720 STRUCTURED CABLING SYSTEM WARRANTY

27 5113 IP PAGING SYSTEMS

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

28 0500 BASIC ELECTRONIC SAFETY AND SECURITY SYSTEM REQUIREMENTS

28 1300 ELECTRONIC ACCESS CONTROL

28 2300 VIDEO SURVEILLANCE

28 3100 FIRE ALARM AND DETECTION SYSTEMS

DIVISION 31 - EARTHWORK

31 2300 EARTHWORK (NOT INCLUDED)

END OF TABLE OF CONTENTS

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Project No. 123149 00 3100 - 1 8/9/2024 Big Sky Fire Department - Station 3 AVAILABLE PROJECT INFORMATION Design Development

SECTION 00 3100

AVAILABLE PROJECT INFORMATION

PART 1 GENERAL

1.01 EXISTING CONDITIONS

A. Certain information relating to existing surface and subsurface conditions and structures is available to Contractor but will not be part of Contract Documents, as follows:

B. Geotechnical Report: Geotechnical Engineering Investigation, South Fork Road Fire Station, Madison County, Montana ; prepared by CTL / Thompson, Inc. ; Project No. MT011040.000-125 , dated June 7, 2024 .

1. A copy is included immediately following this Section .

2. General Information:

a. This report identifies properties of below grade conditions and offers recommendations for the design of foundations and other construction elements, prepared primarily for use of Architect and other design team consultants.

b. Recommendations contained in this document shall not be construed as requirements of Contract Documents.

c. Interpretation: Report is provided only for information and convenience. Owner and Architect disclaim responsibility for accuracy, true location and extent of subsurface conditions that have been evaluated and reported by others. Owner and Architect further disclaim responsibility for interpretation of report data by Contractor; including but not limited to projecting soil bearing values, rock profiles, soil stability, or presence, level, and extent of underground water or other potentially deleterious substances.

d. Applicable Requirements: Specific and variable recommendations contained in this document are subject to acceptance by Owner for incorporation in Contract Documents prepared by Architect and other design team consultants. Comply with requirements specified in Contract Documents for earthwork, paving systems, and other applicable work scope items.

1.02 TESTED ASSEMBLY DATA

A. Tested assembly data for specified fire-resistive assemblies and systems is required to be provided as part of the building permit documents.

1. This data is included in the Drawings.

B. Interpretation: Tested assembly data is provided for information and convenience. Owner and Architect disclaim responsibility for data that has been prepared by others. Owner and Architect further disclaim responsibility for interpretation of the data.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION (NOT USED)

END OF SECTION

CTL|Thompson, Inc.

Denver, Fort Collins, Colorado Springs, Glenwood Springs, Pueblo, Summit County – Colorado

Cheyenne, Wyoming and Bozeman, Montana

SOUTH FORK ROAD FIRE STATION

MADISON COUNTY, MONTANA

Prepared for:

CH SP ACQUISITION, LLC

P.O. Box 160040

Big Sky, MT 59716

Attention:

Jon Olsen, P.E.

Project No. MT01140.000-125

June 7, 2024

GEOTECHNICAL ENGINEERING INVESTIGATION

https://ctlthompson.com/ https://ctlthompson.com/denver https://www.ctlthompson.com/fortcollins https://www.ctlthompson.com/coloradosprings https://www.ctlthompson.com/glenwoodsprings https://www.ctlthompson.com/pueblo https://www.ctlthompson.com/summitcounty https://www.ctlthompson.com/cheyenne https://www.ctlthompson.com/bozeman

Table of Contents

CH SP ACQUISITION, LLC Page i of ii

SOUTH FORK ROAD FIRE STATION

CTL|T PROJECT NO. MT01140.000-125

SCOPE

SITE CONDITIONS

PROPOSED CONSTRUCTION

SITE GEOLOGY

Seismicity

SUBSURFACE CONDITIONS

EARTHWORK

Excavation

Subexcavation and Structural Fill

Site Grading Fill

Foundation Wall Backfill

Utility Trench Backfill

Pavement Subgrade

Permanent Slope Construction

BUILDING FOUNDATION

SLAB-ON-GRADE CONSTRUCTION

BUILDING FOUNDATION WALLS

SITE EARTH RETAINING WALLS

SURFACE DRAINAGE

SUBSURFACE DRAINAGE

CONCRETE

PAVEMENTS

CONSTRUCTION OBSERVATIONS

GEOTECHNICAL RISK

LIMITATIONS

FIGURE 1 – VICINITY MAP

FIGURE 2 – AERIAL PHOTOGRAPH

FIGURE 3 – PROPOSED DEVELOPMENT

FIGURE 4 – SUMMARY LOGS OF EXPLORATORY PITS

FIGURE 5 – SUMMARY LOGS OF EXPLORATORY BORINGS

FIGURE 6 AND 7 – SWELL-CONSOLIDATION TEST RESULTS

FIGURE 8 – GRADATION TEST RESULTS

Table of Contents, Continued

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SOUTH FORK ROAD FIRE STATION

CTL|T PROJECT NO. MT01140.000-125

TABLE I – SUMMARY OF LABORATORY TESTING

APPENDIX A – EXPLORATORY PIT PHOTOGRAPHS

APPENDIX B – SOIL SAMPLE PHOTOGRAPHS

APPENDIX C – PAVEMENT MATERIALS AND CONSTRUCTION RECOMMENDATIONS

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CTL|T PROJECT NO. MT01140.000-125

SCOPE

CTL|Thompson, Inc. (CTL|T) has completed a geotechnical engineering investigation for the South Fork Road Fire Station that is proposed within the Spanish Peaks development in

Gallatin County, Montana. We conducted this investigation to evaluate subsurface conditions at the site and provide geotechnical engineering recommendations for design and construction of the building. Our geotechnical engineering recommendations were developed with data from our field exploration, laboratory testing, engineering analysis, and our experience with similar conditions. The recommendations in this report are based on the construction as currently planned. Revisions to the planned construction could affect our recommendations. CTL|T should be contacted to participate in design-team meetings so we can provide geotech-nical/geo-structural engineering input.

SITE CONDITIONS

The South Fork Road Fire Station is proposed east of the intersection of South Fork

Road and Inspiration Point Road within the Spanish Peaks Development. A vicinity map with the location of the site is included as Figure 1. The site is bounded by South Fork Road to the south and Inspiration Point Road to the west and north. Vacant land is east of the site. An aerial pho-tograph (dated June 2014) of the site is shown on Figure 2. The site is near the base of a hill that slopes down to the southwest at grades of about 10 to 15 percent. The site has sparse co-niferous trees and ground cover consists of native grass and shrubs. A vehicle pullout is present on the west side of the site.

PROPOSED CONSTRUCTION

CTL|T was provided with schematic design plans for the fire station by OZ Architecture

(OZ) dated March 29, 2024. A plan view of the proposed construction is shown on Figure 3. The fire station will be a two-story building that is partially below-grade on the uphill (northeast) side.

The building will have three apparatus bays for fire trucks, vehicles, and equipment storage. The building will include offices, restrooms, and living quarters. An exterior staircase is planned at the northwest corner of the building. The building will be surrounded by paved parking and ac-cess drives to the south, east and west. Access to the site will be from South Fork Road and In-spiration Point Road.

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The northeast side of the building will be below-grade. The proposed finished floor ele-vation is 6467 feet, which is about 22 feet below existing grades at the northeast corner. We an-ticipate excavation depth of about 30 feet will be needed at the northeast corner to reach the bottom of proposed subexcavation elevations to facilitate the currently planned construction. We anticipate the contractor intends to lay the temporary excavation back at safe slopes per OSHA standards. It appears fill depths up to about 10 feet are planned at the southwest side of the building. Permanent slopes are planned at inclinations of 2:1 (horizontal:vertical).

Site plans indicate permanent retaining walls are planned east of the building, above the parking area. We were not provided with retaining wall details. It appears a three-tier retaining wall is contemplated, with a total maximum height of about 13 feet. Existing slopes with grades of about 10 to 15 percent are above the proposed retained slope.

SITE GEOLOGY

As part of our geotechnical investigation, we reviewed geologic mapping by the Montana

Bureau of Mines and Geology (MBMG) titled, “Geologic Map of the Sphinx Mountain quadrangle and adjacent parts of the Cameron, Cliff Lake, and Hebgen Dam quadrangles, Montana” by

Russell G. Tysdal (dated 1990). The mapping indicates the site is underlain by bedrock of the

Mowry Shale Formation that is near the ground surface.

The Mowry Shale Formation is described as slope-forming, dark-gray mudstone and silty mudstone, and a few interbeds of siltstone, sandstone, bentonite, coal and coaly shale in the upper part. The lower part of the formation is predominantly gray green, yellow, and brown, or-ange mudstone, bentonitic mudstone, porcellanite; welded tuff and siltstone. The claystone ob-served in our exploratory borings appears to be consistent with the described mudstone in the upper part of the formation. The natural overburden soils encountered in our borings appear to be directly derived from weathering of the underlying bedrock.

Geologic constraints mapping by Treadwell & Rollo (T&R) shows the proposed fire sta-tion site is about 200 feet southeast of the southeastern extent of a mapped landslide desig-nated as LS-13. We do not believe the subject site is at risk of significant lateral ground move-ment.

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Seismicity

Based on criteria set forth in ASCE/SEI7-16, we estimate a Seismic Site Class C for the proposed fire station site. Assuming a Risk Category II for the structure, we estimate a peak ground acceleration (PGA) of 0.369, a maximum earthquake spectral response acceleration for the short period (SS) of 0.852, and a maximum spectral response acceleration for the 1-second period (S1) of 0.272. A geophysical consultant can utilize field testing methods, such as multi-channel analysis of surface waves (MASW), to measure the shear wave velocity in the upper

100 feet of the subsurface profile. This would provide data to determine whether a Site Class B can be used for structural design.

SUBSURFACE CONDITIONS

We investigated subsurface conditions at the site by observing excavation of two explor-atory pits (TP-1 and TP-2) in proposed pavement areas and drilling three exploratory borings

(TH-1, TH-2, and TH-3) near the proposed structure footprint. Approximate locations of the ex-ploratory pits and borings are shown on Figures 2 and 3. The pits were excavated with a track-hoe on March 7, 2024. The borings were drilled on March 11 and 12, 2024 with a track-mounted, CME-45 drill rig and 6-inch diameter, hollow-stem auger.

Exploratory excavation and drilling operations were directed by our engineer, who logged subsurface conditions encountered and obtained representative samples of the soils and bedrock. Summary logs of subsurface conditions encountered in our exploratory pits and bor-ings are included as Figures 4 and 5, respectively.

Subsurface conditions encountered in our pits consisted of about 12 inches of topsoil or

18 inches of sandy clay fill underlain by slightly sandy clay with gravel over weathered and com-paratively unweathered claystone bedrock to the maximum explored depth of 10 feet. The clay was highly plastic, with liquid limits of 68 and 87 and plasticity indices of 52 and 63 in two sam-ples. We encountered weathered claystone at a depth of about 4.5 feet and relatively unweath-ered claystone at a depth of 9.5 feet in TP-2. We did not encounter water in the pits at the time of excavation. Photographs of subsurface conditions encountered in our exploratory pits are in

Appendix A. The pits were backfilled immediately after excavation operations were completed.

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Bulk samples were obtained from the excavated soils. Photographs of soil samples from our pits are included in Appendix B.

Subsurface conditions encountered in our exploratory borings consisted of about 6 to 12 inches of topsoil underlain by slightly sandy clay over weathered to comparatively unweathered claystone bedrock to the maximum explored depth of 27.5 feet. We encountered practical auger refusal in TH-3 at a depth of 10 feet. We did not encounter water in our borings during drilling.

Samples were obtained from our borings with a 2.5-inch outer diameter (OD) California-barrel sampler and a 2.0-inch outer diameter (OD) Split-spoon sampler, as well as from the auger cut-tings. The borings were backfilled immediately after exploratory drilling operations were com-pleted.

Samples of the soils obtained from our exploratory pits and borings were returned to our laboratory for pertinent testing. Laboratory testing included swell-consolidation, particle grada-tion analysis (full gradation and passing No. 200 sieve), Atterberg limits, and water-soluble sul-fates. Three claystone samples swelled 0.6 to 1.6 percent when wetted under an appleied pres-sure of 1,000 psf.. The clay and claystone were lean to highly plastic, with liquid limits of 34 to

55 and plasticity indices of 18 to 30 in three samples. Swell test results are shown on Figures 6 and 7. GThe gradation test result is shown on Figure 8. Laboratory testing is summarized on

Table I.

EARTHWORK

Excavation

We anticipate maximum excavation depths for the fire station foundation will be on the order of 30 feet. We expect excavations at the site can be accomplished using conventional, heavy-duty excavation equipment. The foundation excavation at the north side of the building can likely be constructed without excavation retention, provided the temporary excavation face is no steeper than 1:1 (horizontal:vertical).

Sides of excavations must be sloped or braced to meet local, state, and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards. We believe the soils at this site will likely classify as Type B soils based on OSHA standards, which typically

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require maximum side slope inclinations of 1:1 for temporary excavations deeper than 4 feet in dry conditions. Groundwater seepage can cause slumps and sloughing and the need for flatter excavation slopes. The contractor’s “competent person” is required to review excavation condi-tions and refer to OSHA Standards when worker exposure is anticipated.

We do not anticipate excavations for the planned construction at the site will penetrate a free groundwater table. Our experience in similar geology and topography in the area indicates the upper soils may become saturated during snowmelt in spring and early summer. Significant water flow into excavations could occur during this period. We recommend against excavation during periods of snowmelt. Water from seepage, precipitation, and snowmelt can likely be miti-gated by sloping excavations to gravity discharges, or to temporary sumps, where water can be removed by pumping.

Subexcavation and Structural Fill

Our subsurface information indicates the natural clay soils and claystone bedrock have potential for expansion when wetted under building loads. This presents risk of damaging move-ments below foundations, floor slabs, pavements, and other improvements. We judge that foot-ings are suitable for the building, provided the soils are subexcavated to a depth of at least 3 feet below bottom of foundation and floor slab elevations. Footing and floor slab elevations can be re-attained with properly compacted, granular, structural fill. The subexcavated areas should extend laterally at least 1 foot beyond the perimeter of the building footprint. CTL|T should be called to observe conditions in the subexcavated areas, prior to placement of structural fill. If soft or loose soils are present at excavation bottoms, they will need to be stabilized, prior to fill placement.

We recommend structural fill consist of an imported pit run with a maximum rock size of

4 inches and 10 to 30 percent silt and clay size material. Pit run material from the Morgan Pit and Moonlight Pit have been successfully used on many projects within Spanish Peaks. Poten-tial import material should be submitted to our office for approval prior to importing to the site.

Topsoil and organics should be stripped from areas to receive fill. Structural fill should be placed in loose lifts of 8 inches thick or less, moisture conditioned to within 2 percent of optimum

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moisture content, and compacted to at least 98 percent of standard Proctor (ASTM D 698) max-imum dry density. Moisture content and density of structural fill should be checked by a repre-sentative of our firm during placement. Fill placement and compaction should not be conducted when the fill material or subgrades are frozen. Observation of the compaction procedure is nec-essary.

Site Grading Fill

Topsoil and organics should be stripped from areas to receive fill. The on-site soils can be used for site grading fill in landscape areas that will not support structures. Site grading fill should be placed in loose lifts of 8 inches or less, moisture conditioned to within 2 percent of op-timum moisture content, and compacted to at least 95 percent of standard Proctor (ASTM D

698) maximum dry density. Moisture content and density of site grading fill should be checked by a representative of our firm during placement.

Foundation Wall Backfill

Proper placement and compaction of foundation backfill is important to reduce infiltration of surface water and settlement of backfill. However, excessive compaction of the backfill soils adjacent to concrete walls may result in cracking of the wall. The potential for cracking will vary depending on many factors, including the degree of compaction achieved, the weight and type of compaction equipment utilized, the structural design of the wall, the strength of concrete at the time of backfill compaction, and the presence of temporary or permanent bracing.

We expect the soils excavated at the site can be used as backfill material, provided they are free of rocks larger than 4 inches in diameter, organics, and debris. Backfill should be placed in loose lifts of approximately 10 inches thick or less, moisture-conditioned to within 2 percent of optimum moisture content, and compacted to at least 95 percent of standard Proctor

(ASTM D 698) maximum dry density. Moisture content and density of the backfill should be checked by CTL|T during placement. Observation of the compaction procedure is necessary.

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Utility Trench Backfill

We expect underground utilities may be constructed beneath pavements and flatwork providing access to the building. Compaction of utility trench backfill will have a significant effect on the life and serviceability of overlying pavements and exterior flatwork. Improper compaction of trench backfill can cause excessive settlement of backfill soils, leading to potential severe pavement deformity. The on-site soils free of rocks larger than 4 inches in diameter, organics, and debris can generally be used as utility trench backfill.

Trench backfill soils should be placed in loose lifts of 10 inches thick or less, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 per-cent of standard Proctor (ASMT D 698) maximum dry density. Special care is needed for backfill adjacent to manholes and vertical riser pipes. Our representative should test moisture content and density of the backfill during placement. Observation of the compaction procedure is neces-sary.

Pavement Subgrade

To enhance performance of pavements, we recommend subexcavation of the subgrade soils below pavement sections to a depth of at least 18 inches. The excavated soils free of rocks larger than 4 inches in diameter, organics, and debris can be reused as fill in subexca-vated pavement areas. Fill below pavements should be placed in loose lifts of 8 inches thick-ness or less, moisture-conditioned to within 2 percent of optimum moisture-content, and com-pacted to at least 95 percent of standard Proctor (ASTM D 698) maximum dry density. Moisture content and density of structural fill should be checked by a representative of our firm during placement. Observation of the compaction procedure is necessary.

After the subgrade has been compacted and tested, these areas should be proof-rolled to check for soft or deflecting areas. We recommend proof-rolling with a heavy, pneumatic-tired vehicle, such as a loaded dump truck or water truck. The proof-roll should be performed while moisture contents of the subgrade are still within recommended limits. Our representative should be called to observe proof-rolling. Drying of the subgrade prior to proof-roll or paving should be avoided. Areas of soft subgrade should be stabilized. We can provide geotechnical engineering input if areas require stabilization.

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Permanent Slope Construction

Permanent slopes at an inclination of 2:1 or less steep should be stable provided they are constructed properly, and erosion control measured are designed, constructed, and main-tained during and after construction.

Topsoil and organics should be stripped from areas to receive fill. Where fill will be placed on slopes exceeding 20 percent (5:1), it should be placed on benches at 3- to 5-foot height intervals to expose firm soils. Fill slopes should be over-built and cut back to desired grade. The fill material for permanent slopes should be in accordance with recommendations in

Site Grading Fill.

Erosion protection should be designed, constructed, and maintained during and after construction. The contractor should provide and maintain positive site drainage during earth-work operations to maintain integrity of the surface soils. Cut and fill slopes should receive tem-porary matting, such as RollMaxTM EroNet SC150 or similar. Slope matting should be installed according to the manufacturer’s specifications. Many erosion control measures are available that can assist re-vegetation in the alpine environment. We recommend installation of erosion control and slope vegetation as soon as earthwork operations are completed.

BUILDING FOUNDATION

The natural soils and claystone bedrock at this site have potential for expansion when wetted under building loads. We judge a footing foundation is appropriate for the fire station building, provided recommended measures are implemented to mitigate potential for heave-re-lated damage. To reduce potential for damaging movements due to expansive soils and bed-rock, we recommend subexcavation to a depth of 3 feet below foundations and floor slabs. The subexcavated soils should be replaced with properly compacted, granular, structural fill as de-scribed in the Subexcavation and Structural Fill section.

Recommended design and construction criteria for footings are below. These criteria were developed based on our analysis of field and laboratory data as well as our engineering experience.

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1. Footings should be supported on properly-compacted, granular, structural fill that is at least 3 feet thick as described in Subexcavation and Structural Fill.

2. Footings placed on properly-compacted, structural fill can be designed for a max-imum allowable bearing pressure of 3,000 psf.

3. A friction factor of 0.45 can be used to calculate resistance to sliding between concrete footings and structural fill.

4. Continuous wall footings for the building should have a minimum width of at least

16 inches. Footing pads for isolated columns should have minimum dimensions of 24 inches by 24 inches. Larger sizes may be required based on structural loads.

5. Footings and foundation walls should be well-reinforced. We recommend rein-forcement sufficient to span an unsupported distance of at least 10 feet.

6. Soils under exterior footings should be protected from freezing. We recommend the bottom of footings and pads be constructed at a depth of at least 42 inches below finished exterior grades. The Madison County building department should be consulted regarding required frost protection requirements.

SLAB-ON-GRADE CONSTRUCTION

We anticipate a slab-on-grade floor will be used for the structure. Slab-on-grade floors can be utilized in the building, provided the soils below the slabs are subexcavated to a depth of at least 3 feet below the bottom of slabs. The subexcavated soils should be replaced with properly-compacted structural fill in accordance with recommendations in the Subexcavation and Structural Fill section.

Based on our analysis of field and laboratory data, as well as our engineering experi-ence, we recommend the following precautions for slab-on-grade construction at this site.

1. Slabs should be separated from footings and column pads with slip joints which allow free vertical movement of the slabs.

2. Underslab plumbing should be pressure tested for leaks before the slabs are constructed. Plumbing and utilities which pass through slabs should be isolated from the slabs with sleeves and provided with flexible couplings to slab supported appliances.

3. Exterior slabs should be isolated from the building. These slabs should be well-reinforced to function as independent units.

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4. Frequent control joints should be provided, in accordance with American Con-crete Institute (ACI) recommendations, to reduce problems associated with shrinkage and curling.

5. We recommend a 4-inch layer of clean gravel be placed beneath the slab to pro-vide a flat, uniform subgrade. This material should consist of minus 2-inch aggre-gate with at least 50% retained on the No. 4 sieve and less than 2% passing the No. 200 sieve.

6. The 2018 International Building Code (IBC R506) states that a 4-inch basecourse layer consisting of clean graded sand, gravel, crushed stone, or crushed blast furnace slag shall be placed beneath below slab-on-grade floors (unless the un-derlying soils are free-draining), along with a vapor retarder. The IBC may require a vapor retarder be placed between the base course or subgrade soils and the concrete slab-on-grade floors. The merits of installation of a vapor retarder below floor slabs depend on the sensitivity of floor coverings and building to moisture. A properly installed vapor retarder (10 mil minimum) is more beneficial below con-crete slab-on-grade floors where floor coverings will be sensitive to moisture.

BUILDING FOUNDATION WALLS

Foundation walls in the building that will retain earth should be designed for lateral earth pressures. Many factors affect the values of the design lateral earth pressure. These factors in-clude, but are not limited to, the type, compaction, slope, and drainage of the backfill, and the rigidity of the wall against rotation and deflection. Most building walls are designed to be rigid with the expectation of negligible deflection. In this circumstance, an “at-rest” lateral earth pres-sure should be used in design.

For backfill soils conforming to recommendations in the Foundation Wall Backfill sec-tion that are not saturated, we recommend design of the building walls at this site using 60 pcf for the on-site soils. These equivalent fluid densities do not include allowances for sloping back-fill, surcharges or hydrostatic pressures.

SITE EARTH RETAINING WALLS

Free-standing, tiered, earth retaining walls are proposed east of the fire station building.

We anticipate the tiered walls will have a total height of about 13 feet. In our opinion, several earth retention systems could be utilized at the site. These include mechanically stabilized earth

(MSE) structures, large-block retaining walls, and reinforced concrete retaining walls. Brief com-ments on each of these systems are below.

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An MSE structure consists of alternating layers of compacted structural fill and geogrid reinforcement. Mobilized friction between the geogrid and structural fill results in a zone or rein-forced earth that essentially acts as a gravity retaining structure. The structure is faced with ma-sonry blocks that are connected to the geogrid reinforcement. The facing blocks prevent erosion and sloughing of the materials at the front of the reinforced earth zone and create an aestheti-cally pleasing wall. The bottom course of blocks is typically placed on a layer of densely-com-pacted, granular structural fill. A drainage layer is required behind the facing blocks. MSE struc-tures are relatively tolerant to ground movement.

Large-block earth retaining walls (e.g., Redi-rock) are constructed with pre-cast concrete blocks that are available in a variety of styles and colors. Walls with maximum heights of 9 feet can often be designed without geogrid reinforcement behind the wall. For this type of wall, the weight and interlocking nature of the blocks provides resistance to earth pressures in the re-tained slope. The bottom course of blocks is typically placed on a layer of densely-compacted, granular, structural fill. A drainage layer and some backfill soils are required behind the blocks.

Large-block retaining walls can accommodate a significant amount of ground movement.

A reinforced concrete retaining wall is a potential alternative to consider. These walls are constructed with two-sided forms, which must be stripped after the wall is cast. This could result in personnel in a trench-type situation between the wall and the excavation slope. OSHA guide-lines for trench safety apply. The footing foundation for the wall would likely need to be sup-ported on a 2-foot thickness of densely-compacted, granular structural fill. A drain system is re-quired behind reinforced concrete earth retaining walls to reduce potential hydrostatic pressure.

We recommend the equivalent fluid pressures in the table below be used for design of a rein-forced concrete site earth retaining wall.

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LATERAL EARTH PRESSURES FOR SITE EARTH RETAINING WALLS

Imported Structural Fill Native Soils

Earth Pressure Condition Equivalent Fluid Pressure (Static Condition)

Equivalent Fluid Pressure (Static Condition)

Active 40 45 Passive 345 250

CTL|T can assist with design of any of these earth retention systems. We can provide additional recommendations as plans are further developed.

SURFACE DRAINAGE

Surface drainage is critical to the performance of foundations, floor slabs, and concrete flatwork. Site grading should be designed and constructed to rapidly convey surface water away from the structure. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils that support foundations and slabs-on-grade. Positive drainage away from the foundation and avoidance of irrigation near the foundation also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pres-sures, due to increased weight and reduced strength of the backfill. We recommend the follow-ing precautions.

1. The ground surface surrounding the exterior of the building should be sloped to drain away from the building in all directions. We recommend a minimum con-structed slope of at least 12 inches in the first 10 feet (10 percent) around the structure.

2. Backfill around the foundation and foundation walls should be moisture-condi-tioned and compacted according to the recommendations in the Foundation Wall Backfill section.

3. We recommend the building be provided with roof gutters and downspouts. The downspouts should discharge well beyond the limits of all backfill. Splash blocks and/or extensions should be provided at all downspouts so water discharges onto the ground beyond the backfill. We recommend against burial of downspout discharge pipes.

SUBSURFACE DRAINAGE

Our experience in similar geology and topography in the area indicates the upper soils become saturated during snowmelt in spring and early summer months. Frozen ground during

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spring runoff can also create a perched condition. Additionally, water from precipitation, snow-melt, and irrigation frequently flows through relatively permeable backfill placed adjacent to a residence and collects on the surface of less permeable soils at the bottom of foundation exca-vations. These sources of water can cause wet or moist conditions in below-grade areas after construction. To reduce the likelihood water pressure will develop outside foundation walls, we recommend provision of a foundation wall drain around the perimeter of the structure.

The foundation wall drain should consist of 4-inch diameter, slotted PVC pipe encased in free-draining gravel. A prefabricated drainage composite should be placed adjacent to founda-tion wall exteriors. Care should be taken during backfill operations to prevent damage to drain-age composites. The drain should discharge via a positive gravity outlet. The gravity outlet should not be susceptible to clogging or freezing. We recommend installation of a clean-out along the drainpipe. CTL|T should be called to check that the drain is constructed properly, prior to backfilling.

CONCRETE

Concrete in contact with soil can be subject to sulfate attack. We measured a water-sol-uble sulfate concentration of 0.11 percent in one sample of the clay from the site. Pursuant to

ACI 318-19, the sulfate exposure class is Moderate or S1 as indicated on the table below.

SULFATE EXPOSURE CLASSES PER ACI 318-19

Exposure Classes Water-Soluble Sulfate (SO4) in

Soil A

Not Applicable S0 < 0.10 Moderate S1 0.10 to 0.20 Severe S2 0.20 to 2.00

Very Severe S3 > 2.00 A) Percent sulfate by mass in soil determined by ASTM C1580

For this level of sulfate concentration, ACI 318-19 Code Requirements indicates there are no special cement type requirements for sulfate resistance as indicated in the table below.

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CONCRETE DESIGN REQUIREMENTS FOR SULFATE EXPOSURE PER ACI 318-19

Exposure Class

Maximum Water/

Cement Ratio

Minimum Compressive

Strength (psi)

Cementitious Material Types A Calcium

Chloride Ad-mixtures

ASTM

C150/

C150M

ASTM

C595/

C595M

ASTM

C1157/

C1157M

S0 N/A 2500 No Type Re-strictions

No Type Re-strictions

No Type

Restrictions No Restrictions

S1 0.50 4000 IIB Type with (MS) Designation MS No Restrictions

S2 0.45 4500 V B Type with (HS) Designation HS Not Permitted

S3 Option 1 0.45 4500 V + Pozzolan or Slag Cement C

Type with (HS) Designation plus Pozzolan or Slag

Cement C

HS + Pozzolan or Slag Cement C Not Permitted

S3 Option 2 0.4 5000 V D Type with (HS) Designation HS Not Permitted

A) Alternate combinations of cementitious materials shall be permitted when tested for sulfate resistance meet-ing the criteria in section 26.4.2.2(c).

B) Other available types of cement such as Type III or Type I are permitted in Exposure Classes S1 or S2 if the C3A contents are less than 8 or 5 percent, respectively.

C) The amount of the specific source of pozzolan or slag to be used shall not be less than the amount that has been determined by service record to improve sulfate resistance when used in concrete containing Type V cement. Alternatively, the amount of the specific source of the pozzolan or slab to be used shall not be less than the amount tested in accordance with ASTM C1012 and meeting the criteria in section 26.4.2.2(c) of

ACI 318.

D) If Type V cement is used as the sole cementitious material, the optional sulfate resistance requirement of

0.040 percent maximum expansion in ASTM C150 shall be specified.

Superficial damage may occur to the exposed surfaces of highly permeable concrete, even though sulfate levels are relatively low. To control this risk and to resist freeze-thaw deteri-oration, the water-to-cementitious materials ratio should not exceed 0.50 for concrete in contact with soils that are likely to stay moist due to surface drainage or high-water tables. Concrete should have a total air content of 6 percent ± 1.5 percent. We advocate damp-proofing of all foundation walls and grade beams in contact with the subsoils.

PAVEMENTS

Site grading fill below pavements should be in accordance with recommendations in the

Pavement Subgrade section. Based our laboratory testing, the on-site soils generally have an

AASHTO soil classification of A-7-6, which is considered relatively poor subgrade. We estimate an R-value of 5 for these soils.

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Traffic loading numbers were not available at this writing. Much of the pavement will be subject to traffic from fire trucks. We estimated a 20-year Equivalent Single Axle Load (ESAL)

Value of 73,000 for the automobile parking areas and a 30-year ESAL of 164,000 for fire truck traffic areas. We should be provided with design traffic numbers when available so that we can review and/or refine our recommendations. Based on our calculations, we recommend the mini-mum pavement sections on the table below.

SUMMARY OF RECOMMENDED MINIMUM PAVEMENT ALTERNATIVES

Anticipated Traffic Type

Hot-Mix Asphalt

(HMA)

Hot-Mix Asphalt + Aggregate Base Course

(HMA + ABC)

Portland Cement Concrete

(PCC)

Automobile Parking Only 6” HMA 4” HMA + 6” ABC 6” PCC

Access Drives and Fire/Truck Lanes Not recommended Not recommended 7” PCC

Our experience indicates problems with asphalt pavements can occur in areas where heavy trucks drive and turn at low speeds. In areas of concentrated loading and turning move-ments by fire trucks and garbage trucks, we recommend Portland cement concrete pavement that is 7-inches or thicker.

The performance of a pavement system depends on the quality of the paving materials and construction, as well as the support characteristics of the subgrade. If the pavement system is constructed of inferior material, then the life and serviceability of the pavement will be sub-stantially reduced. We have included recommendations for pavement materials and construc-tion in the attached Appendix C.

A primary cause of early pavement deterioration is water infiltration into the pavement system. The addition of moisture usually results in softening of base course and subgrade and the eventual failure of the pavement. We recommend drainage be designed for rapid removal of surface runoff from pavement surfaces. Final grading should be carefully controlled so that de-sign cross-slope is maintained and low spots in the subgrade which could trap water are elimi-nated. Portland cement concrete drainage pans with subsurface drains should be considered in areas where water will be flowing across pavement surfaces.

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The asphalt should consist of a mixture of aggregate, filler, and asphalt cement. The as-phalt should be a batched hot mix, approved by the engineer, and placed and compacted to a density of 92 to 96 percent of the maximum theoretical density. We recommend asphalt be placed in lifts with a minimum thickness of 1.5 inches and maximum thickness of 3 inches.

All concrete should be based on a mix design established by a qualified engineer. The design mix should consist of aggregate Portland cement, water, and additives which will meet the requirements contained in this section. The concrete should have a modulus of rupture of third point loading of 630 psi. Normally, concrete with a 28-day compressive strength of 4,000 psi will meet this value. The concrete should contain joints not greater than 15 feet on-centers.

Joints should be sawed or formed by pre-molded filler. The joints should be at least ¼ of the slab thickness. Expansion joints should be provided at the end of each construction sequence and between the concrete slab and adjacent structures. Expansion joints, where required, should be filled with a ½-inch thick asphalt impregnated fiber. Concrete should be cured by pro-tecting against loss of moisture, rapid temperature changes, and mechanical injury for at least three days after placement.

CONSTRUCTION OBSERVATIONS

We recommend that CTL|T be retained to provide construction observation and materi-als testing services for the project. This would allow us the opportunity to verify whether soil conditions are consistent with those found during this investigation. If others perform these ob-servations, they must accept responsibility to judge whether the recommendations in this report remain appropriate. It is also beneficial to projects, from economic and practical standpoints, when there is continuity between engineering consultation and the construction observation and materials testing phases.

GEOTECHNICAL RISK

The concept of risk is an important aspect of any geotechnical evaluation. The primary reason for this is that the analytical methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions.

Our analysis must be tempered with engineering judgment and experience. Therefore, the rec-ommendations in any geotechnical evaluation should not be considered risk-free. We cannot

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provide a guarantee that the interaction between the soils and the proposed structures will lead to performance as desired or intended. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structure will perform satisfacto-rily. It is critical that all recommendations in this report are followed.

LIMITATIONS

This report has been prepared for the exclusive use of CH SP Acquisition, LLC. The in-formation, conclusions, and recommendations provided herein are based upon consideration of many factors including, but not limited to, the type of structure proposed, the geologic setting, and the subsurface conditions encountered. Standards of practice evolve in geotechnical engi-neering. The recommendations provided in this report are appropriate for about three years. If the proposed project is not constructed within about three years, we should be contacted to de-termine if we should update this report.

Our exploratory pits and borings provide a reasonable characterization of subsurface conditions at the site. Variations in the subsurface conditions not indicated by the exploratory pits and borings will occur. The recommendations in the report are based on the construction as currently planned. CTL|T should be contacted to participate in design-team meetings so we can provide geotechnical/geo-structural engineering input.

This geotechnical engineering investigation was conducted in a manner consistent with that level of care and skill ordinarily exercised by geotechnical engineers currently practicing un-der similar conditions in the locality of this project. No warranty, express or implied, is made.

Please contact us if we can be of service in discussing the contents of this report.

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CTL|THOMPSON, INC.

Leyla Safari, P.E.

Project Manager lsafari@ctlthompson.com

Reviewed By:

Alan J. Lisowy, P.E. James D. Kellogg, P.E.

Principal Engineer Principal Engineer alisowy@ctlthompson.com jkellogg@ctlthompson.com

LS:AJL:JDK

cc: jolsen@lonemountainland.com tdecker@lonemountainland.com

6/7/2024

6/7/2024 mailto:lsafari@ctlthompson.com mailto:alisowy@ctlthompson.com mailto:jkellogg@ctlthompson.com mailto:jolsen@lonemountainland.com mailto:tdecker@lonemountainland.com

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