QAS ARSR Embankment Repair Project - SOW.pdf

Federal Aviation Administration

NAS DEFENSE PROGRAMS

NDP RESOURCE SERVICES TEAM

AJW-B710

INFRASTRUCTURE PROGRAM

EMBANKMENT REPAIR

PROJECT

FAA-NDP-QAS-SOW

ANGEL PEAK, NV

QAS ARSR

STATEMENT OF WORK

MARCH 2024

FEDERAL AVIATION ADMINISTRATION MARCH 2024

NAS DEFENSE PROGRAM

Embankment Repair Project QAS ARSR Page 1 of 13

Table of Contents

1.0 GENERAL

1.1 SCOPE

1.2 APPLICABLE DOCUMENTS

1.3 DEFINITIONS

1.4 CONSTRUCTION CONDITIONS

1.5 SAFETY

2.0 CONTRACTOR-FURNISHED MATERIAL AND EQUIPMENT

2.1 MATERIAL DELIVERIES

2.2 STORAGE AND PROTECTION

2.3 PERTINENT INFORMATION

3.0 EXECUTION

3.1 WORK SEQUENCE

3.2 CONTRACTOR USE OF PREMISES

ATTACHMENTS

ATTACHMENT 1 Exhibit 1 Proposed Embankment Repair Plan – Conceptual

ATTACHMENT 2 Photos Existing Conditions

ATTACHMENT 3 Geotechnical Evaluation Geotek, Inc. (January 12, 2024)

ATTACHMENT 4 FAA Order JO 3900.63A Air Traffic Organization Fall

Protection Program

QAS ARSR Page 2 of 13

SUMMARY OF WORK

1.0 GENERAL

1.1 SCOPE

The Federal Aviation Administration (FAA) is contracting the design and installation of retaining wall system at the QAS ARSR Facility in Clark County Nevada.

The selected Contractor shall furnish all labor, products, equipment, materials, supplies, services, and supervision necessary to design, fabricate, deliver, and construct a new retaining wall system. “Construction” includes but is not limited to constructing a retaining wall system, retaining wall drainage, grading areas immediately surrounding the wall, a guardrail system for the retaining wall, and reinforcing the repairing areas around the transformers. Prior to “construction,” all the equipment and materials shall be reviewed and accepted by an FAA representative.

The following items are a summary of the project and are provided solely for the purpose of describing the general nature of the work. The Contractor is responsible for accomplishing all items of work identified in the applicable specifications and provisions of the contract.

A. General

1. All work shall be coordinated with the FAA and be accomplished on a “Not to interfere with FAA operations” basis. Work is to be performed during normal working hours unless otherwise approved in advance. Contractor shall inform the FAA at least 10 days in advance of the proposed work schedule.

2. Equipment and materials for this work shall be stored only in FAA approved areas.

3. The Contractor shall clean up and restore the site grounds to its original condition after the work has been performed.

B. Work Location

1. The site of construction installation is in Clark County, Nevada in the Las Vegas Metropolitan area of Nevada and northeast of Charleston Peak. The approximate coordinates for the project site are:

Site Coordinates

36° 19' 06.7" N / 115° 34' 32.8" W (Latitude / Longitude)

QAS ARSR Page 3 of 13

C. Background

The FAA requires a retaining wall system to be installed to combat the erosion that has taken place on the northeast site of the ARSR building. Select areas and beyond, underneath the concrete pad that support the site’s transformers has eroded away. A repair of this area is needed and necessary to prevent any future erosions that will decrease the integrity of the support under the transformers.

D. Demolition/Site Prep

1. Design will identify site prep that is required. General guidelines are as follows:

a. Protection measures for existing transformers and equipment for construction.

b. Locate and protect all other utilities and elements to remain. If necessary, temporary support systems and measures may be utilized during retaining wall construction. Permanent supports shall be installed once wall construction has completed.

c. Identify elements such as above ground utility supports and stairs that need to be relocated, temporarily supported, temporarily removed or reinstalled, or reconstructed to allow for retaining wall installation work.

E. Design

1. Design shall utilize the geotechnical information that will be provided with this Statement of Work. See attached Exhibit 1 Proposed Embankment Repair Plan - Conceptual for the new retaining wall system minimum project requirements.

General guidelines are as follows:

a. Prior to construction, plans must be submitted and approved by the FAA.

Submittals shall include, but not be limited to the following:

1) Design Drawings – Contractor shall provide plan and elevation views showing all retaining wall details and dimensions. The drawings should also cover grading information of the surrounding wall area, fill of eroded areas underneath the transformer concrete pad, and detail drainage methodology for the area behind the retaining wall.

If the contractor chooses to design a guardrail system, instead of selecting a perfricated system for installation, drawings shall also provide plans and details with the guardrail design information. At a minimum, the guardrail system shall meet the requirements set forth by the attached FAA Order

QAS ARSR Page 4 of 13

3900.63A – Air Traffic Organization Fall Protection Program (Effective Date: 01/26/2021) for guardrail systems. A guardrail system on the wall shall be required anywhere wall heights exceed 30-inches from finish ground locations immediately surrounding the new retaining wall, unless more rigidly defined in applicable codes.

(a) All drawings must be legible B-size drawings, 11 inch x 17 inch, at a minimum, and delivered in .pdf format for review purposes.

2) Prior to submitting orders, the contractor shall submit specifications for each new component of the installation for approval. During the project, Contractor shall provide submittals for samples, certificates, reports, catalog cuts, letters, shop drawings, maintenance, and operations manuals, etc. as required. All documents shall be submitted to the COR for review and approval prior to moving on.

3) Calculations — Calculations must include, but not be limited to, structural design calculations. All design calculations must be indexed and arranged in an orderly manner, with appropriate sketches, so that any element can be easily identified. All design loads must be identified; design methods and assumptions must be indicated. When computer printouts form a portion of the design calculations, the manufacturer must include all input diagrams and information needed to relate printout to design elements. Computer programs utilized must be identified and a brief description of each must be included.

4) Other data as necessary to clearly describe design, materials, sizes, layouts, details, fasteners, and construction.

F. Installation/Construction

Design will identify extent of installation/construction required. Construct retaining wall system, guard rail system, drainage, grading, and restore site elements to working condition as detailed in the FAA approved design documents for the project site.

G. Quality Assurance

The Contractor will be responsible for the costs of any delays and/or replacement of any components damaged due to damage or carelessness on their part or on the part of any subcontractor when around this facility.

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1.2 APPLICABLE DOCUMENTS

A. Applicable Documents - All FAA, Military, Federal, and industrial codes or standards, specifications, and contract drawings referenced in this statement of work and the following divisions form a part of this specification and are applicable only to the extent they were used as a basis of this design. All references to codes, standards, specifica-tions, and construction drawings refer to the latest editions (and any supplements) in effect on the date of the contract.

B. Applicable Publications - The publications listed below form a part of this specification to the extent referenced. The publications are referenced to in the text by basic designation only.

1. Code of Federal Regulations (CFR):

a. OSHA General Industry Safety and Health Standards (29 CFR 1910), OSHA

Construction Industry Standards (29 CFR 1926). OSHA 2202 is a condensed version of 29 CFR 1926. Each is for sale by the Superintendent of Documents, U.S. Government Printing Office, Washington DC 20402.

b. National Emission Standards for Hazardous Air Pollutants (40 CFR, Part 61).

2. Federal Standards

a. 313A - Preparation and the Submission of Material Safety Data Sheets

b. FAA-STD-019f – Lightning Grounding Bonding Standard

c. FAA Order JO 3900-63A – Air Traffic Organization Fall Protection Program

3. American Society of Civil Engineers (ASCE) 7-10: Minimum Design Loads for Buildings and Other Structures (latest revision)

4. International Building Code (latest revision)

5. Southern Nevada Amendments to the 2018 IBC

6. American Concrete Institute (ACI 318) Building Code Requirements (latest revision)

7. 2008 Post-Tensioning Institute (PTI) Standard Requirements for Design of Shallow

Post-Tensioned Concrete Foundations on Expansive Soils

8. Clark County Department of Air Quality and Environmental Management

C. Drawings

These listed drawings are for information only, expressing existing conditions and/or construction details. The contractor shall verify dimensions, locations, and sizes on the applicable drawings prior to installation.

EXHIBIT 1 Proposed Embankment Repair Plan – Conceptual

QAS ARSR Page 6 of 13

1.3 DEFINITIONS

A. Federal Aviation Administration (FAA) - The terms "Federal Aviation Administration" (FAA) and "government" as used herein denotes the "owner".

B. Project Engineer (PE) - The term "Project Engineer (PE)” as used herein denotes the "Government’s representative".

C. Contracting Officer (CO) - The term "Contracting Officer" (CO) as used herein denotes the person designated to act for the Government in the performance of this contract.

D. Contracting Officers Representative (COR) - The term COR as used herein denotes the representative of the Contracting Officer at the job site.

E. Contractor and Subcontractor - The term "Contractor" as used herein denotes the firm who will perform and complete the work required by the Contract. The term "subcontractor" as used herein denotes the person or firm retained by the Contractor to perform a particular unit of work required by the Contractor. Subcontractors shall be required to meet all specifications required of the Contractor.

1.4 CONSTRUCTION CONDITIONS

A. Pre-construction Conference - The Contractor shall attend a pre-construction conference at the time and location specified by the RE/COR. Requirements for material disposal, security and safety will be discussed. Use of facility restrooms, water, and power will also be discussed. Compliance with these procedures while on site is mandatory.

B. Submittals - Samples, certificates, reports, catalog cuts, letters, shop drawings, maintenance, and operations manuals, etc. required shall be submitted to the Resident Engineer.

1. As-built Drawings- Contractor shall provide as-built drawings at the conclusion of construction. The format of the drawings shall be compatible with AutoCad 2019. B-size hard copies shall be delivered to the FAA as well as the electronic files.

C. Conflict Resolution - The Contractor shall meet standards, specifications, and drawings as specified herein. In the event of dimensional discrepancies or omissions, the Contractor shall field verify and correct the information, and notify the COR. No work shall be done until agreement has been made with the COR.

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D. Inspection

1. Access for Inspection - The Contractor shall allow the COR complete access to all portions of the work. Portions of the work buried, enclosed, or disguised, shall be inspected by the COR before being obscured by the next operation of the Contractor.

In all cases, the COR shall be informed accordingly and given access to the work.

Work obscured before inspection and acceptance by the COR, may, at the option of the COR be opened for inspection at no additional cost to Government.

The COR will inspect all work in progress up to completion and final Contractor’s Acceptance Inspection (CAI) including all materials, tools, and equipment. Such inspection may extend to all or a part of the work for the preparation, fabrication or manufacture of the materials to be used. The COR will notify the Contractor of any non-compliance with the contract specifications and/or drawings and may reject workmanship or materials accordingly.

2. Contractor's Acceptance Inspection (CAI) - After substantial completion of all the Contractor's work, a CAI will be conducted between the Contractor and Government.

The COR will review the contract documents and verify that the Contractor has completed all required work. If work remains to be completed, an itemized list will be prepared, and the contractor at no additional cost to the Government shall complete the remaining tasks correctly. A Joint Acceptance Inspection (JAI) requires FAA personnel to be present. It may be held concurrently with the CAI.

E. Project Coordination - The Contractor shall be required to coordinate his/her construction activities with the FAA through the COR. All work which affects the SAW ASR facility shall be coordinated and approved by FAA personnel through the COR at least forty-eight (48) hours in advance of the scheduled work. Failure to notify and obtain the necessary approval may result in a rescheduling of the work. If weather conditions or aircraft operations preclude a scheduled shutdown of an existing FAA facility, the Contractor shall reschedule the work. The Contractor will be required to coordinate all power shutdowns of existing facilities with the FAA, through the COR, 72 hours in advance. Each shutdown shall be limited to off peak hours. Off-peak hours shall be required for testing or power shutdowns, with the facility placed back in service at the end of the workday, or as stipulated by the FAA.

F. Layout of Work - The Contractor shall field verify measurements and work from the established base lines and benchmarks indicated on the drawings and shall be responsible for all measurements in connection therewith. The Contractor shall furnish, at his/her own expense, all stakes, templates, platforms, equipment, tools, materials, and labor as

QAS ARSR Page 8 of 13 may be required in laying out any part of the work from the base lines and benchmarks previously established. The Contractor will be held responsible for the execution of the work as detailed in the plans and specifications. It shall be the responsibility of the Contractor to maintain and preserve all stakes and other marks previously established until authorized to remove them.

G. Permits, Inspection, Licenses, Certificates - The Contractor shall obtain and pay fees for permits, inspections, licenses, or certificates required by Federal, State and City/Town officials as necessary to perform the work, prior to starting construction, and in a timely manner to avoid delays in starting the job. The Contractor shall submit evidence that they have obtained all required permits, inspections, licenses, and/or certificates.

H. Compliance with Local and Other Codes - The Contractor shall comply with local and other codes and standards. Where the requirements of the specifications and drawings exceed those of the local or other codes, the Contractor shall comply with the requirements of the specifications and drawings.

I. Stop Work Orders - When the Contractor or subcontractors are notified by the COR of any non-compliance with the provisions of the contract and the action(s) to be taken, the Contractor shall correct the unsafe or unhealthy condition. Life threatening or other serious violations shall be corrected immediately. Non-serious violations shall be corrected within 24 hours of the non-compliance notice. The COR may stop the work with a “stop work order” if the Contractor fails to comply promptly with all or any part of the work being performed. When, in the opinion of the COR, satisfactory corrective action has been taken to correct the unsafe and unhealthy condition, the Contractor may resume work. The Contractor shall not be allowed any extension of time or compensation for damages by reason of or in connection with such work stoppage.

J. Protection of Existing Vegetation, Improvements and Structures - The Contractor shall take all precautions necessary to protect the existing facilities, equipment, buildings, foundations, vegetation, etc., during construction. Any areas damaged by the Contractor or any subcontractors, shall be repaired or replaced to their original conditions by the Contractor at no additional cost to the government. Repairs shall be approved by the COR and shall match to original finish. The Contractor shall provide all temporary covers, enclosures, barricades, etc., required to protect the existing facilities.

K. Schedules

1. Schedule - The Contractor shall, within ten (10) calendar days from date of award of contract, submit to the CO for approval a practical project schedule. The schedule

QAS ARSR Page 9 of 13 shall show the order in which the Contractor proposes to carry out the work, the date on which he/she will start the several salient features (including procurement of materials, plant and equipment) and the contemplated dates for completing the work.

The schedule shall be in the form of a progress chart of suitable scale to indicate the approximate percentage of work scheduled for completion at any time. The Contractor shall enter on the chart the actual progress at such intervals as directed by the CO. The project schedule shall include a milestone schedule for payments. The milestones should be stated with requested reimbursement for each milestone (based upon actual costs, overhead and profit).

2. Progress Schedule - The Contractor, if requested by the CO, shall submit a progress schedule at such intervals as directed by the CO. If the Contractor fails to submit a progress schedule within three (3) business days, the CO may withhold approval of progress payment estimates until the Contractor submits the required progress schedule.

3. Hours of Work – All work shall be accomplished during normal business hours 7:00 AM – 4:30 PM, unless otherwise approved by the COR and agreed upon at the pre-construction conference.

L. Site Access - Access to the site will be via a pre-determined route identified and agreed upon at the pre-construction conference.

M. Special Permits - The Contractor shall obtain and submit evidence of all necessary permits for the work. The Contractor shall abide by all requirements dictated by the city, state, federal, airport authority or municipality for such permits without any additional cost to the government.

N. Waste Disposal - The Contractor shall provide on-site containers for the collection of construction waste materials, debris and rubbish and their daily removal from the site.

Any spillage on access and haul routes shall be cleaned up immediately. All spoil, waste and debris removed from the work site and not specified for reuse or identified as salvageable items, or identified as contaminated contents shall be disposed of off site in areas authorized by the applicable County, State and/or Local agencies and in accordance with current rules and regulations governing the disposal of such waste. The Contractor, at no additional cost to the government, shall pay disposal fees and miscellaneous charges. Copies of all documentation of the disposal of any fuel or hazardous wastes will be submitted to the COR.

QAS ARSR Page 10 of 13

O. Cleanup - The work site shall be kept clean and orderly during the progress of work.

After final inspection, but before final acceptance of the work, all exterior surfaces of the equipment shall be cleaned of dirt, mud, or oil accumulations. All debris shall be removed from the general site area.

P. O & M - Upon completion of the facility construction activities, the Contractor shall provide operation and maintenance instructions for all new equipment. This information will then be retained by the COR (and the FAA) and used to reflect the as-constructed conditions.

Q. Warranties - Documentation for the warranties shall be provided to the government upon completion of the project.

1.5 SAFETY

OSHA and FAA safety standards will be enforced. In keeping with such standards, the Contractor shall, at a minimum, provide:

A. Safety Plan - The Contractor shall have and submit a Safety Plan with the purpose of maintaining a safe working environment for construction workers employed on site. The safety plan shall require a statement that the current Occupation Safety and Health Act (OSHA) regulations on safety in the construction industry, OSHA Title 29, Part 1910 and Part 1926, as well as FAA safety regulations are followed. The plan will be used by the COR to ensure that the work is accomplished in accordance with accepted safety practices.

B. Trained Personnel - Personnel shall be properly trained in the usage of all equipment for which they will be required to use during the Contract. The COR may request documentation or other evidence of training at any time. Personnel without adequate training will be prohibited from using such equipment.

C. Lock Out / Tag Out – The Contractor shall employ and detail lock-out / tag-out procedures to employees working with and around electrical systems. When accessing an electrical panel, a FAA technician must be present prior to interrupting and energizing the breakers.

D. Safety Data Sheets - The Contractor shall have Safety Data Sheets (SDS) conforming to Federal Standard 313A, written by the manufacturer, for all materials containing chemicals or other substances which may pose a hazard. One (1) copy of each SDS shall be submitted to the COR and one (1) copy of each SDS shall be kept on file at the job site at all times. The Contractor and subcontractors will be prohibited from handling any material which does not have an applicable SDS on file at the site until such SDS arrives on site.

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E. Safety Equipment - The Contractor shall provide safety equipment including, but not limited to, a Red Cross approved First-Aid kit and the appropriate number of annually inspected, charged fire extinguishers with the proper NFPA rating.

F. HAZCOM Program - The Contractor shall have a hazard communications (HAZCOM) program. The Contractor and each subcontractor shall submit a copy of their HAZCOM program as well as a copy of their current OSHA 200 form, if requested.

G. Work Practices - Although OSHA regulations and the Contractor's Safety Plan will usually apply, the COR may consider certain work practices to be unsafe in accordance with Public Law 91-596, Part 5a and 5b. The COR may stop any operation which is in violation of the OSHA standards or fails to comply with the safety plan or other safe work practices.

H. Designated Foreman - When any construction activity is conducted at the site, the presence of a designated, competent contractor’s foreman is required at the job site. The foreman must be qualified and capable of organizing and coordinating all activities of the Contractor and his subcontractors and keeping a safe job site.

I. Work Force - The Contractor shall, at all times, when construction activities are conducted, have a substantial number of workers for each task to proceed expeditiously and without generating delay, for lack of manpower.

2.0 CONTRACTOR-FURNISHED MATERIAL AND EQUIPMENT

2.1 MATERIAL DELIVERIES

All material deliveries made under this contract shall be arranged for delivery to the Contractor's material staging area. This area shall be located as determined at the pre-construction conference.

2.2 STORAGE AND PROTECTION

The Contractor, through the COR, shall secure from FAA all necessary clearances for storage areas on site, including any time limitations upon the use of such areas. The storage and protection of Contractor material shall be the sole responsibility of the Contractor. The Contractor shall provide at his/her own expense all fencing, shelters and security personnel as may be necessary for the protection of the material and equipment.

2.3 PERTINENT INFORMATION

Any pertinent information listed about the contractor-furnished material and equipment shall be submitted to the COR.

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3.0 EXECUTION

3.1 WORK SEQUENCE

All work shall be coordinated and accomplished on a “Not to interfere with FAA operations” basis.

Prior to the start of work, contractor shall submit a detailed schedule and work plan for approval. This project contains multiple stages of work, each requiring careful coordination with FAA and associated manufacturers of the equipment. Work shall always be performed with the overall project goals in mind.

3.2 CONTRACTOR USE OF PREMISES

A. Use of the Site - Do not disturb portions of the site beyond the areas in which work is required.

B. Driveways and Entrances: Keep driveways and entrances serving the premises clear and available to the Government, the Government’s employees, and emergency vehicles at all times. Do not use these areas for parking or storage of materials. Schedule deliveries to minimize space and time requirements for storage of materials and equipment on-site.

C. Use of the Existing Building - Maintain the existing building in a watertight/existing condition throughout the construction period. Repair damage caused by construction operations. Take all precautions necessary to protect the building during the construction period.

END OF SECTION

ATTACHMENTS

ATTACHMENT 1

Exhibit 1 Proposed Embankment Repair Plan - Conceptual

Exhibit 1 Proposed Embankment Repair Plan - Conceptual Angel Peak, Nevada QAS ARSR

QAS ARSR SITE LAYOUT PLAN

NOT TO SCALE

REPAIR GROUND

UNDERNEATH CONCRETE

PAD IN THIS AREA

CONSTRUCT

RETAINING WALL

AND DRAINAGE.

MINIMUM WALL

DIMENSIONS

40-FEET LONG BY

4-FEET TALL.

GRADE SMOOTH TO

DRAIN BOTH IN FRONT

AND BEHIND WALL,

TYPICAL.

KEEP/CONSTRUCT

ENTRANCE STAIRWELL IN

WALL DESIGN.

DESIGN OR SELECT

GUARDRAIL SYSTEM

ALONG TOP OF WALL AS

REQUIRED BY FAA

ORDER 3900.63A,

TYPICAL.

ATTACHMENT 2

Photos Existing Conditions

Photo 1 – Erosion under transformer concrete pad

Photo 2 – Embankment view from South

Photo 3 – Embankment view from North

ATTACHMENT 3

Geotechnical Evaluation Geotek, Inc. (January 12, 2024)

GEOTEK, INC.

GEOTECHNICAL EVALUATION

ANGEL PEAK RADAR STATION

36.3185ºN, -115.5757ºW

NORTHWEST OF ANGEL PEAK PLACE AND

ANGEL PEAK VIEW ROAD

CLARK COUNTY, NEVADA

January 12, 2024

GeoTek Project No. 17886-LV

Prepared For:

FEDERAL AVIATION ADMINISTRATION

2200 South 216th Street Des Moines, WA 98198

TABLE OF CONTENTS

SCOPE OF SERVICES

SITE DESCRIPTION

PROPOSED DEVELOPMENT

FIELD STUDIES

REGIONAL GEOLOGY

EARTH MATERIALS

Artificial Fill Colluvial Soils Bedrock

SURFACE & GROUND WATER

TECTONIC FAULTING AND REGIONAL SEISMICITY

Liquefaction Secondary Seismic Constraints Summary

RESULTS OF LABORATORY TESTING

PARTICULATE EMISSION POTENTIAL

CONCLUSIONS

RECOMMENDATIONS-EARTHWORK CONSTRUCTION

General Removals/Processing - General Excavation Difficulty Fill Placement Rock Correction Fill Material Observation and Testing Earthwork Settlements Slope Stability Earthwork Balance

RECOMMENDATIONS – FOUNDATIONS

General Retaining and Block Walls Design Wall Foundation Construction Restrained Walls Cantilevered Walls Stacked Walls

Expected Wall Movements Wall Backfill and Drainage

DEVELOPMENT CRITERIA

Site Improvements Landscape Maintenance and Planting Soil Corrosion Mining of Construction Materials Drainage

PLAN REVIEW

LIMITATIONS

Enclosures:

Figure 1, Site Location Map Figure 2, Geotechnical Map

Figure 3, Retaining Wall Detail Figure 4, Wall Surcharge Detail Figure 5, Site Drainage Detail

Appendix A, References Appendix B, Exploration Logs

Appendix C, Laboratory Test Results

January 12, 2024

Project No. 17886-LV

FEDERAL AVIATION ADMINISTRATION

2200 South 216th Street Des Moines, WA 98198

Subject: Geotechnical Evaluation Angel Peak Radar Station 36.3185ºN, -115.5757ºW Northwest of Angel Peak Place and Angel Peak View Road Clark County, Nevada

In accordance with your request, GeoTek, Inc. (GeoTek) has completed a geotechnical evaluation to evaluate the geotechnical conditions within the subject property concerning the proposed method to mitigate the ongoing erosion and drainage issues. The purpose of our study was to evaluate the earth materials underlying the site and to provide recommendations for project design and construction of the proposed development based on our findings. This report outlines the geologic and geotechnical conditions of the site based on current data and provides earthwork and construction recommendations with respect to those conditions. The Clark County Assessor’s Parcel Number associated with the site is 128-10-000-002 (a portion of) and -003 (a portion of).

SCOPE OF SERVICES

The scope of our services has included the following:

1. Review of soils and geologic reports and maps for the site (Appendix A).

2. Site reconnaissance and geotechnical mapping.

3. Review of aerial photographs.

4. Advancing and logging of four exploratory test pits (Appendix B).

5. Obtaining samples of representative earth materials, as the explorations were advanced.

6. Performing laboratory testing to measure physical and chemical properties on representative soil samples (Appendix C).

7. Assessment of potential geologic constraints.

8. Engineering and geologic analysis regarding foundation settlement, site preparation, and foundation design/construction.

9. Preparation of this report.

FEDERAL AVIATION ADMINISTRATION JANUARY 12, 2024

ANGEL PEAK RADAR STATION PAGE 2

PROJECT NO. 17886-LV

SITE DESCRIPTION

The site consists of approximately 5.81± acres of land developed with a radar station consisting of radar equipment, multiple buildings, highly eroded pavement, and associated improvements. The site is irregularly shaped and is located at approximately 36.3185ºN, -115.5757ºW, which is within the Spring Mountain Range on top of Angel Peak, Nevada. The main part of the radar station is located at the peak of Angel Peak Mountain with the additional accessory buildings located on the slopes below the main radar station. The road Angel Peak Place encircles the radar station as well as forest terrain of the Spring Mountains National Recreation Area. (Figures 1 and 2). Based on a review of historic aerial photographs, the radar station was constructed sometime before 1973, which is the oldest aerial photo available. From a review of elevation data presented within Google Maps software, the elevation of the site is approximately 8,825 to 8,877 feet above mean sea level and topography generally directs surface runoff away from the surrounding structures and down the sides of the mountain. The vegetation of the surrounding area is lush with varying species of pine and juniper trees and low brush.

PROPOSED DEVELOPMENT

It is our understanding that site development would consist of performing typical cut and fill earthwork to attain the desired graded configuration(s) for the construction of a retaining wall or another method to mitigate the ongoing erosion and drainage issues. Dead and live foundation loading conditions are expected to up to 3 kips per lineal foot for wall loads. It is further assumed that the final site grade will be within 2 feet of existing grade.

FIELD STUDIES

Subsurface conditions were explored using a rubber-tired backhoe. Four exploratory test pits were advanced onsite. Logs of each exploration are included with this report in Appendix B. The locations and elevations reported on each log are estimates acquired from topographic mapping software and were not surveyed in the field. Field studies were completed in December 2023 by Staff Geologist, Sarah Gresh, G.I.T. per Southern Nevada Building Code Amendments Section 1803.6.5, meets the qualifications to make a visual-manual evaluation classification of soils per ASTM D 2488. The Unified Soil Classification System (USCS) was used to visually classify the subgrade soils. Ms. Gresh conducted field mapping, logged the explorations, and obtained samples of representative material for laboratory testing. The approximate locations of the explorations are indicated on the enclosed Geotechnical Map (Figure 2).

REGIONAL GEOLOGY

The subject site is situated on the eastern side of the Spring Mountain Range in upper Kyle Canyon.

The Spring Mountains are bound by Las Vegas Valley to the east, the Pahrump Valley to the west, the Ivanpah Valley to the South, and the Spotted Range and Indian Springs Valley to the north. The area represents a transitional zone between the Basin and Range Structural Province to the west and the Colorado Plateau to the east. The Spring Mountain Range was created by east lateral movement of the Keystone and Red Spring thrust faults. These faults are Mesozoic in age and are currently inactive.

The faulting has caused thick sequences of limestone, sandstone, and conglomerate, Cambrian through Devonian in age, to be exposed along steep cliffs and ridges with bedding dipping generally to the west.

Tertiary high angle normal faulting has crosscut the thrust faults in numerous locations with subsequent erosion and deposition within the interior drainages and alluvial fans along the lower slopes of the range. The higher portions of the range have rugged topography with vertical cliffs hundreds of feet high.

ANGEL PEAK RADAR STATION PAGE 3

Between the ridges of bedrock which form the high range are long alluvial slopes. The alluvial fan is composed of many coalescing fans dissected by numerous drainage channels. The upper boundary is generally clearly defined by an abrupt change in slope and by the exposed rock outcroppings. The lower end of the boundary is generally obscured because the slope is relatively lobate and because of the migrational nature of the deposits (alluvial fan) lateral limits. The fan piedmonts are generally covered with a relatively thin layer of loose and compressible material which in turn are underlain with poorly sorted gravelly, cobbly, silty sand which at several locations is cemented. Deposition typically started during the late Tertiary and continues today.

EARTH MATERIALS

Artificial Fill Fill soils (up to approximately 1.5 feet deep) were encountered in our explorations and observed across the entirety of the site. Deeper fills may be encountered locally. The fill observed onsite appeared to consist of asphalt overlain with gravel. The soils underlaying the asphalt are silty sands and gravel, similar in nature to the native soils onsite. The artificial fill is not considered competent to support the proposed improvements in its present state. All artificial fill should be removed, processed, cleaned of debris, moisture conditioned, and properly compacted.

Colluvial Soils Colluvial material typically consisted of gravel with varying amounts of silt and sand. The moisture content was typically slightly moist. The consistency of the coarse-grained material was typically medium dense. The boring logs presented in Appendix B should be referred to for more detailed information.

Bedrock Bedrock was encountered within the explorations advanced at depths as shallow as 1.0 foot below existing grade. The bedrock encountered onsite is mapped as the as the Bird Spring Formation – Lower Member, which is lower Permian to upper Mississippian in age.

The Bird Spring formation typically consists of medium-gray and yellowish gray bioclastic and arenaceous limestone, dolomite and chert, with thinly bedded shale deposits. The bedrock encountered on site was generally weak in consistency and will require extraordinary excavation equipment (i.e., rocksaw, hoeram, etc.) when excavated to design grade. The exploration logs presented in Appendix B should be referred to for more detailed information regarding the subsurface conditions.

Per conversations with the client, it is our understanding that the site is experiencing ongoing erosion and drainage/flooding issues. Based on site observations, the bedrock outcrops were observed to be highly weathered. The erosional issues appear to be caused by the freeze-thaw cycles affecting the weathering bedrock. Recommendations to help mitigate effects of this situation are provided in the “Recommendations – Foundations” section of the geotechnical evaluation report.

SURFACE & GROUND WATER

Surface water was not observed during our evaluation and topography directs surface runoff away from the surrounding structures and down the sides of the mountain. The project’s design civil engineer should evaluate the potential for flooding. Seeps, springs, or other indications of high ground water levels were not noted on the subject property.

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Ground water was not encountered within the subsurface explorations advanced onsite and is not anticipated to adversely affect planned development, provided that earthwork construction methods and/or foundation systems comply with the recommendations contained in this report or those made subsequent to review of the improvement plan(s). These observations reflect conditions at the time of this investigation and do not preclude changes in local ground water conditions in the future from natural causes, damaged structures (lines, pipes etc.), or heavy irrigation.

TECTONIC FAULTING AND REGIONAL SEISMICITY

Geologic mapping of the area does not indicate any faults or earth fissures crossing the site. The nearest mapped Quaternary aged fault (active or potentially active) is depicted as approximately 2.2 miles west of the site, at its nearest point. No evidence of faulting onsite was observed during our field reconnaissance and review of historic aerial photos. The possibility of ground acceleration or shaking at the site may be considered as approximately similar to the Southern Nevada region as a whole.

It is reasonable to assume that structures built in this area will be subject to at least one seismic event during their life; therefore, it is recommended that all structures be designed and constructed in accordance with the International Building Code (IBC). The site area is not covered by the Clark County seismic map; however, based on our experience in the area and the geologic conditions, a Site Class “C” may be used for seismic design of the site.

The site is located at approximately 36.3185º N Latitude and 115.5753º W Longitude. The mapped spectral response accelerations (SA) for 0.2 second and 1.0 second periods for Site Class “D” at the site was determined from the ATC, Hazards by Location, Interpolated Probabilistic Ground Motion for the Conterminous 48 States by Latitude/Longitude, ASCE 7-16 reference document. The results are presented in the following table:

Mapped Spectral Response Acceleration (SA) % of g

0.2 sec period Mapped Spectral Acceleration (SS) 47.5

1.0 sec period Mapped Spectral Acceleration (S1) 17.1

0.2 sec period Design Spectral Acceleration (SDS) – Site Class C 41.1

1.0 sec period Design Spectral Acceleration (SD1) – Site Class C 17.1

Liquefaction

Per Appendix O of the Southern Nevada Amendments to the 2021 IBC, the site was evaluated for the potential for liquefaction. According to the USGS National Water Information System, the closest well information to this parcel is USGS 361622115350501 212 S19 E57 28ADA 1 and was located approximately 3.2 miles south of the site. According to the well data, groundwater was approximately 505 feet below grade at the time of the most recent monitoring. Based on the screening process in Appendix O, liquefaction potential may be considered low when no saturated soils are present within the upper 50 feet. Based on the depth of water in the reference published well data and our experience with groundwater in the area, we consider the potential for liquefaction to be low.

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Secondary Seismic Constraints

The following list includes other potential seismic related hazards that have been evaluated with respect to the site, but in our opinion, the potential for these seismically related constraints to affect the site is considered negligible.

* Dynamic Settlements

* Surface Fault Rupture

* Ground Lurching or Shallow Ground Rupture

Summary

As stated previously, the erosion occurring is likely through the generation of colluvium from repeated freeze-thaw cycles within the weathered bedrock onsite. This colluvium is then eroded by either means of gravity or during rain events. To mitigate the effects of this erosion, retaining walls can be constructed around the perimeter of the site to prevent soil loss.

Additionally, it is important to keep in perspective that if a seismic event were to occur on any major fault, intense ground shaking could be induced to this general area. Potential damage to any settlement sensitive structures would likely be greatest from the vibrations and impelling force caused by the inertia of the structures mass than that created from secondary seismic constraints. Considering the subsurface soil conditions and local seismicity, it is estimated that the site has a very low risk associated with the potential for these phenomena to occur and adversely affect surface improvements. These potential risks are no greater at this site than they are for other structures and improvements developed on the alluvial materials in this vicinity.

RESULTS OF LABORATORY TESTING

Laboratory tests were performed on representative samples of the onsite earth materials in order to evaluate their physical and chemical characteristics. The tests performed and the results obtained are presented in Appendix C.

PARTICULATE EMISSION POTENTIAL

Based upon review of our laboratory data, our observations of the subject project, and the Particulate Emission Potential (PEP) Flowchart, Figure 1, of the Construction Activities Notebook, by Clark County Department of Air Quality & Environmental Management, adopted March 18, 2003; the particulate emission potential for this project is categorized as “Low”.

CONCLUSIONS

Based on our field exploration, laboratory testing, engineering and geologic analyses, it is our opinion that the subject site is suited for development from a geotechnical engineering and geologic viewpoint.

The recommendations presented herein should be incorporated into the final design, grading, and construction phases of development. The engineering analyses performed concerning site preparation and the recommendations presented below have been completed using the information provided to us regarding site development. In the event that the information concerning proposed development is not correct, the conclusion and recommendations contained in this report shall not be considered valid unless the changes are reviewed, and conclusions of this report are modified or approved in writing by this office.

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RECOMMENDATIONS-EARTHWORK CONSTRUCTION

General All grading should conform to the 2018 International Building Code (IBC) and the requirements of Clark County except where specifically superseded in the text of this report. During earthwork construction all removals, overexcavation, and grading procedures should be observed, and the fill selectively tested by a representative of GeoTek.

If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered. It is recommended that the earthwork contractor(s) perform their own independent reconnaissance of the site to observe field conditions firsthand. If the contractor(s) should have any questions regarding site conditions, site preparation, or the remedial recommendations provided, they should contact an engineer at GeoTek for any necessary clarifications prior to submitting earthwork bids. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met.

Removals/Processing - General Presented below are removal/processing recommendations for the various earth materials encountered on the project. Debris, vegetation, and other deleterious material should be stripped/removed from areas proposed for structural fill placement and disposed of offsite prior to the start of construction. More diligent and effective clearing and grubbing procedures will need to be employed by the contractor and “root pickers” should be anticipated. All root systems should be completely removed, and some root systems may extend to a depth of 3 feet or more. All artificial fill should be removed to expose competent native material. If existing improvements or property line restrictions limit removals, condition specific recommendations would be provided on a case-by-case basis. Additionally, depending on when construction is performed, any frozen solids should be removed from the areas proposed for structural fill placement.

Based on a review of the exploratory logs and our site reconnaissance, at a minimum, removals/processing into colluvial materials should be accomplished to a depth of 12 inches across the site. If the left in place soils can be scarified to encounter a competent layer below, they may be processed in place, otherwise, they should be removed to competent material. Locally deeper removals/processing may be necessary based on the conditions exposed (e.g., areas near natural drainages, etc.).

For support of any retaining walls, based on a review of the exploratory logs and the shallowness of the bedrock observed, the retaining wall footings should be founded into competent bedrock where possible. However, in order to avoid the potential for differential settlement, the entire foundation would need to be supported entirely on competent bedrock. Locally deeper removals/processing may be necessary to accomplish this based on the conditions exposed (e.g. areas near natural drainages, etc.).

If the recommendations above are not possible and the retaining wall footings are founded into colluvial soils, then bottom of the footings must be embedded below the frost layer. This can be achieved by embedding the footings a minimum of 36-inches below the adjacent ground surface with a minimum of 24-inches of engineered fill for adequate and mor uniform support conditions. Processing should extend at least five feet laterally beyond proposed structures and improvements (e.g., flatwork, block walls, etc.). During overexcavation for the fill blanket, the exposed ground surface should be moisture conditioned and compacted to generate any near surface settlements.

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Excavation Difficulty

Bedrock was encountered during the subsurface explorations at depths as shallow as 1 foot below existing grade and generally consisting of limestone. Generally, the bedrock material consists of weak limestone. A majority of the bedrock material is likely to be strong to very strong and may require extraordinary excavation measures (i.e., rock saw or hoe-ram). Refer to the boring logs presented in Appendix B of this report for the depth, thickness (where accessible), and relative consistency of the bedrock material encountered onsite.

Fill Placement

Subsequent to completing the recommended removals/processing and ground preparation, excavated onsite soils may be placed in relatively thin lifts (with a maximum lift thickness of 12 inches), cleaned of vegetation and debris, brought to at least optimum moisture content, and compacted to a minimum relative compaction of 90 percent of the laboratory standard ASTM D-1557.

It should be noted that the maximum lift thickness requirement to meet both the minimum relative compaction and moisture content requirements is a function of several variables including (but not limited to) the type of soil (e.g., clay, silt, sand, gravel, cobbles, etc.), type and size of compaction equipment (e.g., sheep’s foot roller, scraper, jumping jack, etc.), number of passes, frequency of operation of compaction equipment, moisture content, confinement (e.g., relatively soft bottom versus bedrock), etc. Thus, the maximum lift thickness can vary considerably and still achieve proper moisture content and relative compaction.

The maximum lift thickness should be appropriately decreased based on the factors listed above. It is left to a representative of GeoTek (e.g., grading/field technician) to determine the appropriate lift thickness based on observation and testing of the fill. Excessive lift thickness (in the judgment of a GeoTek representative) will result in issuing of non-compliance.

A sufficient number of field density tests shall be performed to provide an opinion to the degree of compaction achieved. Field density tests should be performed at a minimum rate of one test for every 1000 cubic yards of material placed, one for every two vertical feet of material placed, or where there is a change in material, whichever is greater. For residential grading, one finished pad grade density test should also be taken for the lot/pad.

If needed, when testing the fill for dry density and moisture content, a pothole/test pit should be excavated to a minimum depth to remove any loose surficial material. The area should then be leveled prior to performing a density test. A failing soil density test is based on either a dry density of less than 90% relative compaction and/or moisture content less than the soil’s optimum moisture content as determined by ASTM D-1557.

Rock Correction

Swell potential can be corrected to account for inert material that will be included in the fill matrix. As expansion potential is determined by testing material passing the No. 4 sieve, calculations can be made to account for the non-expansive material within the soil sample.

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Should these corrections be made, material retained on the No. 4 sieve must be rock and should exclude gravel-sized particles comprised of fine-grained material that can be further broken down (i.e., mudstones, claystones, etc.). Correction of the expansion potential can be conducted by screening the sample over a No. 4 sieve and calculating the mass passing as a percentage of the entire sample mass.

This percentage, expressed as a decimal, can then be applied to the following equation:

Swell (Corrected) = (Swell) x (% passing No. 4 sieve) x (1.1)

The…