B08_Atch__1_SAMO_Rebuild_Paramount_Ranch_100__Final_CD_Specifications.pdf

SANTA MONICA MOUNTAINS NATIONAL

RECREATION AREA

CALIFORNIA

REBUILD PARAMOUNT RANCH

SAMO

PMIS NO. 303051

100% Final Construction Documents

PROJECT SPECIFICATIONS

NATIONAL PARK SERVICE

July 15, 2022

This page intentionally blank

SAMO - 303051 00 01 07 - 1

SEALS PAGE

SECTION 00 01 07- SEALS PAGE

1.1 DESIGN PROFESSIONALS OF RECORD

ARCHITECT Deborah Cooper, FAIA

Architectural Resources Group Pier 9 The Embarcadero, San Francisco, CA 94111

Ph. 415-421-1680

STRUCTURAL

ENGINEER

Farshad Khodayari, SE

SOHA Engineers 594 Howard Street, Suite 400 San Francisco, CA 94105

Ph. 415.989.9900

CIVIL

Jimmy Galvez

Sherwood Design Engineers 2301 E. 7th Street, Suite A-238, Los Angeles CA 90023

Ph. 213.921.4623

LANDSCAPE

ARCHITECT

René Bihan

SWA Group 530 Bush Street, 6th Floor San Francisco, CA 94108

Ph. 510.502.0462

SAMO - 303051 00 01 07 - 2

SEALS PAGE

ELECTRICAL

Thomas Jun, P.E.

Interface Engineering, Inc.

135 Main Street, Suite 400

Ph. 415.489.7240

MECHANICAL

Rick Russell, P.E.

Interface Engineering, Inc.

135 Main Street, Suite 400

Ph. 415.489.7240

END OF SECTION 00 01 07

SAMO – 303051 TOC-1

TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 11 00 Summary of Work

Appendix 1: Geotechnical Investigation Report, Proposed Paramount Ranch Rebuild, Santa Monica Mountains National Recreation Areas SAMO, Los Angeles County, California” prepared by Kleinfelder, updated August 30, 2021, 46 pages.

01 26 01 Contract Modification Procedures 01 27 00 Definition of Contract Line Items 01 31 00 Project Management & Coordination 01 32 16 Construction Schedule 01 32 33 Photographic Documentation 01 33 23 Submittal Procedures 01 35 13.22 Archeological Protection 01 35 23 Safety Requirements 01 40 00 Quality Requirements 01 42 00 Reference Standards 01 50 00 Temporary Facilities and Controls 01 56 39 Temporary Tree and Plant Protection 01 57 19.11 Indoor Air Quality Management 01 57 19.12 Noise & Acoustics Management 01 57 23 Temporary Storm Water Pollution Prevention 01 67 00 Product Requirements 01 73 40 Execution 01 74 19 Construction Waste Management and Disposal 01 77 00 Closeout Procedures 01 78 23 Operation and Maintenance Data 0179 00 Demonstration and Training 01 81 13 Sustainable Design Requirements 01 91 14 Total Building Commissioning

DIVISIONS 02 - EXISTING CONDITIONS

02 41 00 Selective Demolition

DIVISION 03 - CONCRETE

03 10 00 Concrete Forming and Accessories 03 20 00 Concrete Reinforcing 03 30 00 Cast-in-Place Concrete

DIVISION 04 - MASONRY

Not Used

DIVISION 05 - METALS

05 12 00 Structural Steel Framing 05 52 13 Pipe and Tube Railings

SAMO – 303051 TOC-2

DIVISION 6 – WOOD, PLASTICS AND COMPOSITES

06 10 00 Rough Carpentry 06 13 00 Heavy Timber Construction 06 13 26 Timber Trusses 06 16 00 Sheathing 06 20 00 Finish Carpentry 06 20 13 Exterior Finish Carpentry for Landscape Elements

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 21 00 Building Insulation 07 25 00 Weather Barriers 07 41 13 Metal Roof Panels 07 42 13 Metal Wall Panels 07 46 46 Fiber Cement Siding 07 62 00 Sheet Metal Flashing And Trim 07 90 05 Joint Sealants

DIVISION 8 - OPENINGS

08 14 33 Solid Core Wood Doors with Decorative Wood Facings 08 31 00 Access Doors And Panels 08 52 00 Wood Windows 08 71 00 Door Hardware 08 91 00.19 Fixed Louvers and Vents

DIVISION 09 – FINISHES

09 21 16 Gypsum Board 09 78 00 Interior Wall Paneling 09 91 13 Exterior Painting 09 91 23 Interior Painting 09 93 00 Staining and Transparent Finishes

DIVISION 10 - SPECIALITIES

10 14 00 Signage 10 21 13.19 Plastic Toilet Compartments 10 28 00 Toilet Accessories 10 44 00 Fire Protection Specialties

DIVISION 11 – FOODSERVICE EQUIPMENT

11 40 00 Food Service Equipment 11 40 01 Custom Fabricated Foodservice Equipment

DIVISION 12 - FURNISHINGS

12 36 00 Countertops

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DIVISIONS 13 - 20

DIVISION 21 - FIRE SUPPRESSION

21 00 00 Fire Suppression Basic Requirements 21 05 00 Common Work Results For Fire Suppression 21 13 00 Fire Suppression Sprinkler Systems 21 13 19 Fire Suppression Deluge Sprinkler Systems

DIVISION 22 - PLUMBING

22 00 00 Plumbing Basic Requirements 22 05 19 Plumbing Devices 22 05 23 General-Duty Valves For Plumbing Piping 22 05 29 Hangers And Supports For Plumbing Piping And Equipment 22 05 53 Identification For Plumbing Piping And Equipment 22 07 00 Plumbing Insulation 22 10 00 Plumbing Piping 22 30 00 Plumbing Equipment 22 40 00 Plumbing Fixtures

DIVISION 23 - HEATING, VENTILATING, AND AIR-CONDITIONING (HVAC)

23 00 00 Heating, Ventilating And Air Conditioning (HVAC) Basic Requirements 23 05 13 Common Motor Requirements For HVAC Equipment 23 05 29 Hangers And Supports For HVAC Ductwork And Equipment 23 05 48 Vibration And Seismic Controls For HVAC Equipment 23 05 53 Identification For HVAC Piping, Ductwork And Equipment 23 05 93 Testing, Adjusting, And Balancing For HVAC 23 07 00 HVAC Insulation 23 08 00 Commissioning Of HVAC 23 09 33 Electric And Electronic Control System For HVAC 23 21 13 HVAC Piping 23 31 00 HVAC Ducts And Casings 23 33 00 Air Duct Accessories 23 34 00 HVAC Fans 23 37 00 Air Outlets And Inlets 23 40 00 HVAC Air Cleaning Devices

DIVISIONS 24-25

Not Used

DIVISION 26 - ELECTRICAL

26 00 00 Electrical Basic Requirements 26 00 05 Electrical Pre-Closeout Checklist 26 05 09 Equipment Wiring

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26 05 19 Low-Voltage Electrical Power Conductors And Cables 26 05 26 Grounding And Bonding For Electrical Systems 26 05 29 Hangers And Supports For Electrical Systems And Equipment 26 05 33 Raceways 26 05 34 Boxes 26 05 43 Electrical Vaults And Underground Raceways 26 05 53 Identification For Electrical Systems 26 05 73 Electrical Distribution System Studies 26 08 05 Electrical Acceptance Testing 26 08 10 Building Lighting Acceptance Testing And Documentation 26 09 25 Digital Lighting Controls 26 24 13 Switchboards 26 24 16 Panelboards 26 27 13 Electrical Metering 26 27 26 Wiring Devices 26 28 00 Overcurrent Protective Devices 26 28 16 Enclosed Switches And Circuit Breakers 26 33 23 Central Battery Equipment 26 43 00 Surge Protective Devices 26 51 00 Lighting

DIVISION 27 - COMMUNICATIONS

27 00 00 Communications Basic Requirements 27 05 28 Pathways For Communications Systems 27 05 28.28 Firestopping For Communications Systems 27 05 43 Underground Ducts And Raceways For Communication Systems 27 11 00 Communication Equipment Rooms 27 13 00 Communications Backbone Cabling 27 15 00 Communications Horizontal Cabling 27 41 16 Integrated Audio-Video Systems And Equipment 27 51 29 Emergency Responder Radio Coverage System (Errcs) 27 53 20 Cable Television Distribution System

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 00 00 Electronic Safety And Security Basic Requirements 28 08 01 Commissioning And Testing Of Security System 28 10 00 Access Control And Intrusion Detection 28 23 00 Video Surveillance 28 31 00 Fire Detection And Alarm

DIVISIONS 29-30

Not Used

DIVISION 31 - EARTHWORK

31 10 00 Erosion Control 31 23 16 Structure Excavation 31 23 33 Utility Trenching And Backfill

SAMO – 303051 TOC-5

31 30 00 Earthwork And Grading 31 22 19 Landscape Grading

DIVISION 32: EXTERIOR IMPROVEMENTS

32 12 16 Asphalt Paving 32 13 13 Concrete Paving 32 15 00 Aggregate Surfacing 32 33 00 Site Furnishings 32 84 00 Planting Irrigation 32 91 13 Soil Preparation 32 93 00 Planting 32 98 13 Landscape Establishment

DIVISION 33: UTLITIES

33 14 16 Water Utilities For Potable And Non Potable Systems 33 30 00 Sanitary Sewer 33 40 00 Storm Drainage Utilities 33 46 00 Subdrainage

DIVISIONS 34-48

SAMO – 303051 TOC-6

SAMO - 303051 01 11 00 - 1

051121 SUMMARY OF WORK

SECTION 01 11 00 - SUMMARY OF WORK

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes the following:

1. Work Covered by Contract Documents

2. Work Phases

3. Work Under Other Contracts

4. Contractor Use of Site

5. Public Use of Site

6. Occupancy Requirements for Buildings

7. Conduct of Operations

8. Work Restrictions

9. Special Construction Requirements

10. Soils Investigation Report

11. Additional Reports

1.2 WORK COVERED BY CONTRACT DOCUMENTS

A. Project Location: Paramount Ranch, Santa Monica Mountains National Recreation, 2903 Cornell Road, Agoura Hills, CA 91301. The project site is generally on the western side of Medea Creek within the Park, across the Medea Creek Bridge from the group of Park buildings that include the Longhorn Ranger Station, Restroom Building and Mill Building. Access is via the main public Park entrance on Cornell Road.

B. The Work consists of:

1. The project is a rebuilding of a portion of Paramount Ranch where buildings were lost in the Woolsey Fire in 2018. Major components of the work include four new structures, related site grading and landscape improvements, new utility infrastructure, and new accessible parking.

C. Project will be constructed under a single prime contract.

1.3 WORK PHASES

A. The Work shall be conducted in a single phase.

1.4 WORK UNDER OTHER CONTRACTS

A. General: Cooperate with separate contractors so work on those contracts may be carried out smoothly, without interfering with or delaying work under this Contract. Coordinate Work of this Contract with work performed under separate contracts.

SAMO - 303051 01 11 00 - 2

1.5 CONTRACTOR USE OF SITE

A. General: Contractor shall have limited use of site for construction operations. Limit use of premises to Construction limits indicated on drawings, along with designated parking and staging areas as determined by the Contracting Officer. Do not disturb portions of Project site beyond areas in which the Work is indicated.

B. Storage of Materials: Confine storage of materials to the Construction limits indicated on drawings, along with potential areas shown on the drawings west of Medea Creek. Additional staging areas may be available east of Medea Creek as well. Confirm final areas to be used for staging with the Contracting Officer.

C. Parking: Confine parking to the Construction limits indicated on drawings, along with designated parking areas east of Medea Creek as determined by the Contracting Officer.

D. Preservation of Natural Features:

1. Prevent damage to natural surroundings. Restore damaged areas, repairing or replacing damaged trees and plants, at no additional expense to the Government.

2. Provide temporary barriers to protect existing trees and plants and root zones.

3. Do not remove, injure, or destroy trees or other plants without prior approval. Consult with

Contracting Officer (CO) and remove agreed-on roots and branches that interfere with construction.

4. Do not fasten ropes, cables, or guys to existing trees.

5. Carefully supervise excavating, grading, filling, and other construction operations near trees to prevent damage.

E. Driveways and Entrances: Keep driveways and entrances serving premises clear and available to Government employees, and emergency vehicles at all times. Do not use for parking or storage of materials.

1. Schedule deliveries to minimize use of driveways and entrances.

2. Schedule deliveries to minimize space and time requirements for storage of materials and equipment on-site.

F. Construction Camp: Establishment of a camp within park will not be permitted.

G. Hauling Restrictions: Comply with legal load restrictions in hauling of materials. Load restrictions on park roads are identical to state load restrictions with such additional regulations as may be imposed by the Park Superintendent. Information regarding rules and regulations for vehicular traffic on park roads may be obtained from the Office of the Park Superintendent. A special permit will not relieve Contractor of liability for damage which may result from moving of equipment.

H. Bridge Restrictions beyond NPS Property: Identify jurisdictions, load restrictions, permit requirements, time and calendar restrictions as outlined.

I. Bridge Restrictions on NPS Property: The Medea Creek Bridge between the east and west sides of Medea Creek has a Operating Rating (Maximum Load) of weight limit of 37.0 tons. Loading

SAMO - 303051 01 11 00 - 3

and unloading can also take place as needed on the east side of Medea Creek upon approval of the Contracting Officer.

1.6 PUBLIC USE OF SITE

A. The Medea Creek Bridge will remain open to the public during construction and the public can use areas west of the creek beyond the limits of construction. Coordinate needed temporary closures for utility and site improvement work with the Contracting Officer.

B. Contractor shall conduct his operations to ensure the least inconvenience to public. Road closures may be permitted, when required, upon specific approval of Contracting Officer.

1.7 OCCUPANCY REQUIRMENTS FOR BUILIDINGS

A. New Buildings

1. Government Occupancy of Completed Areas of Construction: Government reserves right to occupy and to place and install equipment in completed areas of building, provided such occupancy does not interfere with completion of the Work. Such placement of equipment and partial occupancy shall not constitute acceptance of the entire project.

a. Contracting Officer will prepare a Beneficial Occupancy letter for each specific portion of the Work to be occupied before Government occupancy.

b. Obtain a Certificate of Occupancy from National Park Service (NPS) before Government occupancy.

c. Before partial Government occupancy, mechanical and electrical systems shall be fully operational, and required tests and inspections shall be successfully completed.

On occupancy, Government will operate and maintain mechanical and electrical systems serving occupied portions of building.

d. On occupancy, Government will assume responsibility for maintenance and custodial service for occupied portions of building.

1.8 CONDUCT OF OPERATIONS

A. Contractor shall conduct his operations in conformance with rules and regulations promulgated by the Secretary of the Interior for the National Park Service, and applicable park rules and regulations prescribed by Park Superintendent.

B. Work on Saturdays, Sundays, Federal holidays or at night may not be performed unless stated in the Work Restrictions below or without prior consent from the Contracting Officer. Submit requests 3 business days in advance of the work to the Contracting Officer for approval.

C. No signs or advertisements (except those specified herein) shall be displayed on the construction site or within the park unless approved by the Contracting Officer.

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1.9 WORK RESTRICTIONS

A. On-Site Work Hours: Work shall be generally performed during normal business working hours of 7 a.m. to 5 p.m., Monday through Friday, except when otherwise indicated.

1. Weekend Hours: With approval of the Contracting Officer.

2. Early Morning Hours: Not permitted.

3. Hours for noisy activities: 8 a.m. to 5 p.m.

B. Existing Utilities

1. Existing Utilities: Notify Contracting Officer and utility companies of proposed locations and times for excavation.

2. Contractor shall be responsible for locating and preventing damage to known utilities. If damage occurs, repair utility at no additional expense to the Government.

3. If damage occurs to an unknown utility, repair utility. An equitable adjustment will be made in accordance with the Changes clause of the contract.

C. Existing Utility Interruptions: Do not interrupt utilities serving facilities occupied by Government or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated:

1. Notify Contracting Officer not less than 3 business days in advance of proposed utility interruptions.

2. Do not proceed with utility interruptions without Contracting Officer’s written permission.

3. Hours and length of Utility Shutdowns: During regular work hours and up to a 4 hour duration.

D. Nonsmoking Building/Tobacco Use/Vaping: Smoking is not permitted within building or within 25 feet of entrances, operable windows, or outdoor air intakes. Tobacco use and vaping is restricted to designated locations to be determined by the Contracting Officer.

1.10 SPECIAL CONSTRUCTION REQUIREMENTS

A. Project Website: A project website administered by NPS will be used for purposes of managing communication and documents during construction stage.

1. See Section 01 31 00 "Project Management and Coordination" for requirements on using Project Website.

B. Equipment Decontamination Procedures: The Contractor shall incorporate decontamination procedures for all vehicles, trucks, and equipment used at the site to control and prohibit the transfer of noxious weeds and plants into the park environment or movement of contaminants into or out of the site. Vehicles and equipment will be inspected by Park Representative prior to entry into the park for mud, weeds, and other unwanted substances. Steam clean earth-moving equipment (including haul vehicles) of mud and weed seed. Subsequent entries of hauling vehicles will not require cleaning unless they have been to another work site. Notify Park Representative a minimum of 48 hours prior to entry of vehicles and equipment.

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C. Refuse Containers: Provide trash dumpsters with animal proof cover lids to contain construction debris. Maintain all food products and scented products in bear proof containers.

D. Vehicle Operation and Fluids: Do not operate or park equipment outside construction limits or on topsoil areas, except as approved by Contracting Officer. Do not operate or store vehicles and equipment leaking oil, gas, or antifreeze within park boundaries. Do not drain oil, hydraulic fluids, antifreeze, or other chemicals onto ground within park boundaries. Completely contain diesel fuel at work site.

E. Utility Crossing Support at Bridge: Contractor shall coordinate final utility crossing support on the Medea Creek Bridge in conformance with utility company requirements. A deferred design submittal shall be provided with shop drawings and calculations stamped and signed by the Contractor’s design engineer. Design shall be by a structural or civil engineer licensed in the State of California.

1.11 SOILS INVESTIGATION REPORT

A. The report “Geotechnical Investigation Report, Proposed Paramount Ranch Rebuild, Santa Monica Mountains National Recreation Areas SAMO, Los Angeles County, California,” prepared by Kleinfelder, updated August 30, 2021, is attached to the end of this section.

B. In case of conflict between report and drawings or specifications, the drawings and specifications govern.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION (Not Used)

END OF SECTION 01 11 00

SAMO - 303051 01 11 00 - 6

20170255.001A/FRE21R127363 Page i of iv June 25, 2021 © 2021 Kleinfelder

GEOTECHNICAL INVESTIGATION REPORT

PROPOSED PARAMOUNT RANCH REBUILD

SANTA MONICA MOUNTAIN NATIONAL

RECREATION AREA SAMO

LOS ANGELES COUNTY, CALIFORNIA

PROJECT NO. 20170255.001A

June 25, 2021 Updated August 30, 2021

Copyright 2021 Kleinfelder

All Rights Reserved

ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE SPECIFIC

PROJECT FOR WHICH THIS REPORT WAS PREPARED.

20170255.001A/FRE21R127363 Page i of iv June 25, 2021

KLEINFELDER 3731 W. Ashcroft Ave., Fresno, CA 93722 p| 559.486.0750 f| 559.442.5081

June 25, 2021+

Job No.: 20170255.001

Ms. Deborah Cooper Architectural Resources Group Pier 9, The Embarcadero, Suite 107 San Francisco, California 94111

SUBJECT: Geotechnical Investigation Report

Proposed Paramount Ranch Rebuild Santa Monica Mountain National Recreation Area SAMO Los Angeles County, California

Dear Ms. Cooper:

Kleinfelder is pleased to present the attached Geotechnical Investigation Report for the proposed Paramount Ranch Rebuild to be located in Los Angeles County, California. The report describes the study, findings, conclusions, and recommendations for use in project design and construction. Kleinfelder’s services included investigation and exploration of the site, evaluating the subsurface conditions, and developing geotechnical engineering recommendations to aid in project design and construction as described in our proposal dated December 30, 2020.

It is Kleinfelder’s professional opinion that the proposed site is geotechnically suitable for construction of the proposed project using conventional grading and shallow foundation systems. The primary geotechnical design and construction issues associated with the project is presence of disturbed soil from previous demolition activities and near surface soils with low to moderate expansion potential. The designer(s) and contractor(s) should be aware of the site subsurface conditions, as they will affect design and construction. Specific recommendations regarding the geotechnical aspects of project design and construction are presented in the following report.

Kleinfelder appreciates the opportunity to provide geotechnical engineering services to Joseph Chow and Associates and the National Park Service (NPS). We trust this information meets your current needs. If there are any questions concerning the information presented in this report, please contact this office at your convenience.

Sincerely, KLEINFELDER, INC.

Adam AhTye, PE Stephen P. Plauson, PE, GE Staff Engineer Principal Geotechnical Engineer

20170255.001A/FRE21R127363 Page ii of iv June 25, 2021

A Report Prepared for:

Architectural Resources Group Pier 9, The Embarcadero, Suite 107 San Francisco, California 94111

GEOTECHNICAL INVESTIGATION REPORT

PROPOSED PARAMOUNT RANCH REBUILD

SANTA MONICA MOUNTAIN NATIONAL RECREATION AREA SAMO

LOS ANGELES COUNTY, CALIFORNIA

Kleinfelder Job No.: 20170255.001A

Prepared by:

Adam AhTye, PE Staff Engineer

Stephen P. Plauson, PE, GE Principal Geotechnical Engineer

KLEINFELDER, INC.

3731 W. Ashcroft Avenue Fresno, California 93722

(559) 486-0750

June 25, 2021

20170255.001A/FRE21R127363 Page iii of iv June 25, 2021

TABLE OF CONTENTS

CHAPTER PAGE

1 INTRODUCTION

1.1 GENERAL

1.2 PROPOSED CONSTRUCTION

1.3 PURPOSE AND SCOPE OF SERVICES

2 FIELD EXPLORATION

2.1 FIELD EXPLORATION

2.2 FIELD and laboratory TESTS

2.2.1 Field Testing

2.2.2 Laboratory Tests

3 SITE CONDITIONS

3.1 SURFACE

3.2 FEMA FLOOD ZONE

3.3 EARTH MATERIALS

3.4 GROUNDWATER CONDITIONS

4 GEOLOGIC CONDITIONS

4.1 REGIONAL GEOLOGY

4.2 2018 IBC SEISMIC DESIGN CRITERIA

4.2.1 Site Class

4.2.2 Seismic Design Parameters

4.3 LIQUEFACTION

5 EARTHWORK

5.1 GENERAL

5.2 SITE PREPARATION

5.2.1 Demolition of Structures

5.2.2 Stripping

5.2.3 Disturbed Soil, Undocumented Fill and Subsurface Obstructions

5.2.4 Over-Excavation

5.2.5 Scarification and Compaction

5.3 ENGINEERED FILL

5.3.1 Materials

5.3.2 Compaction Criteria

5.3.3 Construction Considerations

5.4 TEMPORARY EXCAVATIONS

5.4.1 General

5.4.2 Excavations and Slopes

5.4.3 Construction Considerations

5.5 TRENCH BACKFILL

5.5.1 Materials

5.5.2 Compaction Criteria

6 DESIGN RECOMMENDATIONS

6.1 GENERAL

6.2 FOUNDATIONS

6.2.1 Allowable Vertical Bearing Pressures and Settlements

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6.2.2 Lateral Resistance

6.2.3 Design and Construction Considerations

6.3 RETAINING STRUCTURES

6.4 CONCRETE SLABS-ON-GRADE

6.4.1 Subgrade Preparation

6.4.2 Capillary and Moisture/Vapor Break

6.4.3 Conventional Slab Design

6.4.4 Thickened Interior Concrete Slab at Partition Walls

6.5 CORROSION POTENTIAL

6.6 PAVEMENTS

6.6.1 Design R-value and Traffic Assumptions

6.6.2 Asphalt Concrete Pavement Design

6.6.3 Moisture Considerations

6.7 SITE DRAINAGE

7 ADDITIONAL SERVICES

7.1 PLANS AND SPECIFICATIONS REVIEW

7.2 CONSTRUCTION OBSERVATION AND TESTING

8 LIMITATIONS

FIGURES

EXPLORATION LOCATION PLAN AND VICINITY MAP 1

APPENDICES

LOG KEY A-1/A-2

BORING LOGS A-3/A-6

LABORATORY TEST SUMMARY REPORT B-1

SIEVE ANALYSIS B-2

RESISTANCE VALUE B-3

DIRECT SHEAR B-4

CORROSIVITY TESTING RESULTS

20170255.001A/FRE21R127363 Page 1 of 29 June 25, 2021

1 INTRODUCTION

1.1 GENERAL

This report presents the results of a geotechnical investigation for the proposed rebuilding of Paramount Ranch that is located west of Paramount Ranch Road and Cornell Road in Los Angeles County, California. The purpose of the investigation was to explore and evaluate the subsurface conditions at the site and to develop geotechnical engineering recommendations to aid in project design and construction.

This report includes recommendations related to the geotechnical aspects of project design and construction. Conclusions and recommendations presented in this report are based on the subsurface conditions encountered at the locations of the exploration and the provisions and requirements outlined in the “Additional Services” and “Limitations” Sections of this report.

Recommendations presented herein should not be extrapolated to other areas or used for other projects without prior review.

1.2 PROPOSED CONSTRUCTION

Kleinfelder’s understanding of the project is based upon a review of the email request for the project, including project plans, a scope of services provided by the National Park Service (NPS) and an email correspondence with Architectural Resources Group and SOHA Engineering. It is understood that previous fires burned the structures in the Paramount Ranch backlot area located west of Madea Creek. Current project plans are intended to reconstruct the previously burned structures, which includes four single-story, wood-framed structures consisting of approximately a 1,200, 1,920, 2,000, and 5,760 square foot buildings and a 5,550 square foot covered pavilion. The structures are anticipated to be supported on conventional spread footings and concrete slab-on-grade floors. Maximum wall and column loads are anticipated to be less than 3 kips per foot and 30 kips; respectively. Appurtenant improvements are anticipated to include asphalt pavements, underground utilities, hardscape, and landscaping. The building areas were previously developed and grades established, therefore proposed cuts and fills are anticipated to be minimal, on the order of 1 to 2 feet to achieve pad grade and positive site drainage.

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1.3 PURPOSE AND SCOPE OF SERVICES

The purpose of this investigation was to explore the site subsurface conditions and develop recommendations and opinions to assist in project design and construction. To accomplish these purposes, Kleinfelder’s scope of services includes the following:

• Review of existing geologic and geotechnical data for the site vicinity.

• Drilling and sampling of five soil borings to explore subsurface conditions and to obtain samples for laboratory testing.

• Laboratory testing of selected samples to assess pertinent geotechnical properties.

• Evaluation of the available data to develop conclusions and recommendations to guide geotechnical aspects of design and construction.

• Preparation of this report.

Environmental evaluations and analyses, including detailed review of possible contaminants in the foundation soils, are outside of our scope of services.

This report addresses the following items:

• A description of the proposed project, including a vicinity map showing the location of the site and a site plan showing the locations of the exploration points for this study

• A description of the site surface and subsurface conditions encountered during the field investigation, including boring logs

• A summary of the field exploration and laboratory testing program

• Ground motion parameters for use in structure design based on the 2018 IBC and ASCE 7-16

• Comments on liquefaction potential and liquefaction induced settlement

• Recommendations for site preparation and earthwork, including the use of on-site soils for engineered fill and recommended import fill specifications

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• Recommendations for design of shallow foundations including the bearing capacity of foundation soil for sustained loading, total combined loading, and anticipated settlement

• Modulus of subgrade reaction for design of foundations as a beam on an elastic foundation

• Recommendations for resistance of lateral loads, including passive pressure and friction coefficient

• Recommendations to aid in the design of concrete slabs-on-grade, including a modulus of subgrade reaction

• Comments on the corrosion potential of on-site soils to buried metal and concrete

• Recommendations for asphalt concrete pavements based on a range of truck traffic indexes

• Comments on general site drainage

20170255.001A/FRE21R127363 Page 4 of 29 June 25, 2021

2 FIELD EXPLORATION

2.1 FIELD EXPLORATION

The field exploration was conducted on May 11, 2021 and consisted of drilling four (4) exploratory test borings and conducting a site reconnaissance by a staff engineer. The test borings were drilled with CME 75 truck-mounted drill rigs, using hollow stem drilling techniques.

The borings were completed to depths of 16.5 and 51.5 feet below the existing ground surface (bgs). The approximate locations of the test borings are indicated on the Exploration Location Plan and Vicinity Map, Figure 1, located at the end of this report.

The soils encountered in the boring were visually classified in the field and a continuous log was recorded. Soil samples were collected from the test borings at selected depths by driving a 1.4-inch I.D. standard penetrometer into the undisturbed soil with a 140-pound automatic hammer free falling a distance of 30 inches. The sampler was driven 18 inches in accordance with ASTM D1586 test procedures and was used without liners. Resistance to sampler penetration was noted on the boring logs as the number of blows per foot over the last 12 inches of sampler penetration. The blow counts listed in the boring logs have not been corrected for the effects of overburden pressure, rod length, sampler size, or hammer efficiency.

2.2 FIELD AND LABORATORY TESTS

2.2.1 Field Testing

Penetration rates determined in general accordance with ASTM D1586 were used to aid in evaluating the consistency, compression, and strength characteristics of the foundation soils.

Correlation to the penetration rates were also used in the engineering analyses.

2.2.2 Laboratory Tests

Kleinfelder performed laboratory tests on selected near surface samples to evaluate their physical characteristics. The following laboratory tests were used to aid in developing the design geotechnical parameters:

• Unit Weight (ASTM D2937)

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• Moisture Content (ASTM D2216)

• Sieve Analysis (ASTM C136)

• Expansion Index (ASTM D4829)

• Direct Shear (ASTM D3080)

• pH and Minimum Resistivity (California Test Method No. 532)

• Soluble Sulfate Content (California Test Method No. 417)

• Soluble Chloride Content (California Test Method No. 422)

• Resistance Value (California Test Method No. 301)

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3 SITE CONDITIONS

3.1 SURFACE

The existing project site consisted of vacant a land situated just west of the Madea Creek and was surrounded by vacant land and mature vegetation to the north, a church building to the south, and a building to the west of the site. The ground surface supported a moderate growth of annual grasses and weeds with no visible evidence of the previous Paramount Ranch structures. The general topography of the proposed building sites appeared to be relatively flat and at a similar elevation to the areas immediately surrounding the proposed building locations.

The topography beyond the immediate project site consists of the Santa Monica Mountains ascending to the west and the site descends downward to the stream channel of Madea Creek to the east.

3.2 FEMA FLOOD ZONE

According to the Federal Emergency Management Act (FEMA), the project site lies within two flood designations (Map Number 06037C1507G dated April 4, 2018). Flood Zone X indicating areas of minimal flood hazard and Flood Zone X indicating areas of 0.2 percent annual chance flood hazard, areas of 1 percent annual chance flood with average depth less than one foot or with drainage areas of less than one square mile. The project civil designer should confirm if the flood designations are of concern for the civil design of the site grading and drainage of the site.

3.3 EARTH MATERIALS

The borings were performed within the location of the proposed structures. The following description provides a general summary of the subsurface conditions encountered during the field exploration and as further evaluated through the laboratory testing program. For a more thorough description of the actual conditions encountered at specific boring locations, refer to the boring logs presented in Appendix A. The soils were classified according to the Unified Soil Classification System (ASTM D2487).

The subsurface soils consist early Holocene aged alluvial deposits consisting of gravels, sands, and clay of flood plains. The general soil profile encountered by the subsurface exploration consisted primarily of sandy clay and clayey sand extending to the depth of exploration, 20170255.001A/FRE21R127363 Page 7 of 29 June 25, 2021 approximately 51.5 feet bgs with traces of gravel in the upper 3 feet. The granular soils had a relative consistency of medium dense to very dense and the fine-grained soils had a relative consistency of very stiff to hard.

3.4 GROUNDWATER CONDITIONS

Groundwater was not encountered within the depth of exploration, 51.5 feet bgs. Research utilizing the California Department of Water Resources (DWR) website indicate groundwater levels to be greater than 50 feet bgs. It is possible that groundwater conditions at the site could change at some time in the future due to variations in the water surface elevation in the adjacent Madea Creek, rainfall, groundwater withdrawal, construction activities, or other factors not apparent at the time of our field reconnaissance.

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4 GEOLOGIC CONDITIONS

4.1 REGIONAL GEOLOGY

The project site and its vicinity are in an area traditionally characterized by low to moderate seismic activity. Faulting and seismic ground shaking is usually associated with known fault systems. The site is not located in an Alquist-Priolo Earthquake Fault Zone as established by the Alquist-Priolo Fault Zone Act (Section 2622 of Chapter 7.5, Division 2 of the California Public Resources Code).

Based on a review of published data and a current understanding of the geologic framework and tectonic setting of the proposed facility, there are no known faults which traverse through the local soils in or near the site. The primary source of seismic shaking is anticipated to be the Malibu Coast, which is located about 6 miles south of the project site.

4.2 2018 IBC SEISMIC DESIGN CRITERIA

4.2.1 Site Class

Based on information obtained from this investigation, published geologic literature and maps, and on our interpretation of the 2018 International Building Code (IBC) criteria, it is our opinion that the project site may be classified as Site Class D, Stiff Soil, according to Section 1613.3.2 of 2018 IBC and Table 20.3-1 of ASCE 7-16 (2016). Site Class D is defined as a profile consisting of stiff soil with a shear wave velocity between 600 feet per second and 1,200 feet per second, standard penetration test (SPT) blow counts (N-value) between 15 and 50 blows per foot, or undrained shear strength between 1,000 and 2,000 pounds per square foot in the top 100 feet.

4.2.2 Seismic Design Parameters

Approximate coordinates for the site are noted below.

• Latitude: 34.115702°N

• Longitude: -118.75658°W

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This section provides seismic design parameters based on the 2018 IBC. For 2018 IBC based design, seismic design requirements are based on ASCE 7-16. The general seismic design parameters are obtained based on the site class, site coordinates, and the risk category of the building using the OSHPD seismic design maps website. Mapped spectral accelerations for 0.2 second and 1 second periods (SS and S1), associated soil amplification factors (Fa and Fv), and mapped peak ground acceleration (PGA) are presented in Table 5-1 below.

Since the mapped S1 value is greater than 0.2g and the site is classified as Site Class D, per 2018 IBC, a site-specific ground motion hazard analysis is required unless Exception 2 is taken by the structural engineer, per Section 11.4.8 of ASCE 7-16. Should the project design team take the exception, a site-specific ground motion hazard analysis is not needed. As such, Kleinfelder is providing general procedure seismic design parameters consistent with Chapter 11 of ASCE 7-16, Supplement 1 of ASCE 7-16, and the 2018 IBC as follows.

TABLE 4.2-1

Ground Motion Parameters Based on 2019 CBC

Parameter Value ASCE 7-16 Reference

SS 1.492 g Fig 22-1

S1 0.527 g Fig 22-2

Site Class D Table 20.3-1

Fa 1.000 Table 11.4-1

Fv NA1 Table 11.4-2, Supplement 1

PGA 0.623g Fig 22-9

SMS 1.492g Eq. 11.4-1

SM1 NA1 Eq. 11.4-2

SDS 0.995 g Eq. 11.4-3

SD1 NA1 Eq. 11.4-4

FPGA 1.100 Table 11.8-1

PGAM 0.686g Eq. 11.8-1

CRS 0.925 Fig 22-18A

CR1 0.920 Fig 22-19A

TL 8 seconds 1N/A = Not Applicable; Section 11.4.8 of ASCE 7-16 requires a site-specific ground motion hazard analysis be performed for Site Class D sites with S1 greater than or equal to 0.2g unless exceptions are taken. If exceptions are taken, then a Fv value of 1.773 shall be used only to calculate the Ts value.

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4.3 LIQUEFACTION

For liquefaction of soils due to ground shaking to occur, it is generally accepted that four conditions will exist:

• The subsurface soils are in a relatively loose state,

• The soils are saturated,

• The soils are granular, and

• Ground shaking is of sufficient intensity should occur to act as a triggering mechanism.

Saturated granular sediments can experience liquefaction if subject to seismically induced ground motion of sufficient intensity and duration. The absence of groundwater within the upper 50 feet of site would preclude the occurrence of liquefaction. Based on the ground shaking which may be expected at this site, the relative density and geologic age of the sediments, analysis utilizing Youd (2001) indicates liquefaction, seismically induced settlement, or bearing loss is considered unlikely, even if there should be a substantial increase in groundwater levels.

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5 EARTHWORK

5.1 GENERAL

Based on the laboratory data, field exploration, and geotechnical analyses conducted by Kleinfelder for this study, it is geotechnically feasible to construct the proposed development, as currently envisioned. The proposed building and overall site improvements can be developed using conventional grading and foundation construction techniques.

The investigation has revealed a surface horizon of low to moderately expansive clayey sand soils. These soils expansive soils are susceptible to volume changes associated with changes in soil moisture content. The potential for future differential movement resulting from these soils can be reduced to normally tolerable levels by following the foundation and moisture conditioning and compaction recommendations presented in this report.

Recommendations regarding site grading are presented in subsequent sections of this report.

All reference to relative compaction, maximum density, and optimum moisture is based on ASTM Test Method D1557.

5.2 SITE PREPARATION

5.2.1 Demolition of Structures

The site previously supported various structures, foundation systems (i.e., concrete slabs/footings), pavements, and associated underground utilities. All remaining foundation systems, associated underground utilities, and other unsuitable structures encountered during the site preparation should be entirely removed.

Following removal of any remaining foundations, utilities, buried structures, etc. all disturbed soils should be mitigated as described in Sections 5.2.3 and 5.2.4.

5.2.2 Stripping

At the time of the site reconnaissance, a light to moderate growth of seasonal vegetation was present on the site. It is likely the amount of surface vegetation will vary with time. Any surface

20170255.001A/FRE21R127363 Page 12 of 29 June 25, 2021 vegetation, miscellaneous surface obstructions, pavements etc. should be removed from the project area, prior to any site grading. Based on site observation, stripping of vegetation will likely involve the upper 1 to 2 inches of surface soil.

Surface strippings should not be incorporated into fill unless they can be sufficiently blended to result in an organic content less than 3% by weight (ASTM D2974). Stripped topsoil, with an organic content between 3% and 12% by weight, may be stockpiled and used as non-structural fill (i.e., landscaped areas). If used in landscape areas soil with an organic content between 3% and 12% should be placed within 2 feet of finished grade and at least 5 feet outside of building and pavement perimeters. Soil with an organic content greater than 12% by weight should be excluded from fill.

5.2.3 Disturbed Soil, Undocumented Fill and Subsurface Obstructions

Initial site grading should include a reasonable search to locate soil disturbed by previous activity, any undocumented fill soils, abandoned underground structures, or existing utilities that may exist within the area of construction. Any subsurface obstructions should be removed from the project area. Any areas or pockets of soft or loose soils, void spaces made by burrowing animals, undocumented fill, or other disturbed soil that are encountered, should be excavated to expose firm native material approved by a representative of the Geotechnical Engineer.

5.2.4 Over-Excavation

The demolition of previous structures, foundations, and pavements along with removal of existing utilities is anticipated to have disturbed the near surface soils within the project area, which could lead to non-uniform bearing conditions and differential settlement of the proposed site improvements. As such, if the proposed improvements (e.g., proposed fill placement and new structures and pavements) are to be located within the footprint of the existing structures, the disturbed areas should be overexcavated or cleared of loose soil as necessary. It is anticipated the depth of overexcavation to remove soils loosened by demolition may be on the order of 18 inches bgs. The over-excavation should extend beyond the perimeter of the improvements a minimum distance of 3 feet. The over-excavation is recommended to repair any near surface loose/disturbed soils. The undisturbed foundation soils are capable of supporting the proposed improvements, therefore, foundations that extend below the recompaction depth discussed in Sections 5.2.4 and 5.2.5 may derive bearing on firm, 20170255.001A/FRE21R127363 Page 13 of 29 June 25, 2021 undisturbed native soils approved by the geotechnical engineer without further over-excavation below the footing.

5.2.5 Scarification and Compaction

After stripping the site and performing necessary removals and required overexcavation, all areas to receive fill or to support proposed improvements should be scarified at least 8 inches below exposed subgrade elevation. The subgrade soil should be uniformly moisture conditioned to at, or above optimum moisture, proof rolled to detect soft or pliant areas, and compacted to the requirements for engineered fill (Section 5.4). Soft or pliant areas should be excavated to expose competent, stable, and undisturbed soil.

The expansive soil condition will necessitate moisture conditioning to a depth of 6 inches below footings and 18 inches below exterior concrete slabs-on-grade (refer to Sections 6.2 and 6.4).

Therefore, additional over-excavation and scarification may be necessary to achieve the required moisture content below footings.

5.3 ENGINEERED FILL

5.3.1 Materials

All backfill soils should be nearly free of organics (less than 3% by weight per ASTM D 2974) or other deleterious debris and less than 3 inches in maximum dimension. Oversize particles (larger than 3 inches) should be screened from excavated on-site soil prior to use as engineered backfill.

Any imported fill materials to be used for engineered fill should be sampled and tested by the project Geotechnical Engineer prior to being transported to the site. Table 5.3-1 provides general criteria for imported soil.

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TABLE 5.3-1

SOIL MATERIALS TEST PROCEEDURES

Gradation Test Procedures

Sieve Size Percent Passing ASTM1 Caltrans2

76 mm (3 inch) 100 C136 202 19 mm (¾ inch) 80 – 100 C136 202 No. 4 60 - 100 C136 202

No. 200 20 – 70 C136 202

Plasticity Liquid Limit

Plasticity Index

< 40 < 25 D4318 204

Soluble Sulfates < 1500 ppm - 417

Soluble Chloride <250 ppm - 422

Resistivity >1000 ohm x cm - 532

Notes:

1American Society for Testing and Materials Standards (latest edition) 2 State of California, Department of Transportation, Standard Test Methods (latest edition)

5.3.2 Compaction Criteria

Soils used as engineered fill should be uniformly moisture conditioned to at least the percentages above optimum moisture indicated in Table 5.3-2, placed in horizontal lifts less than 8 inches in loose thickness, and compacted to within the required range of relative compaction indicated in Table 5.3-2. Discing and/or blending may be required to uniformly moisture-condition soils used for engineered fill. The actual level of moisture conditioning and compaction will be based on the expansion potential and moisture density relationships determined during grading. The general intent is to bring the expansive material to about 80 to

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85 percent saturation at the time of construction. Preliminary design with use of on-site soil should consider criteria for the EI range of 21 – 41 (PI between 9 and 15).

TABLE 5.3-2

MOISTURE CONDITIOING AND COMPACTION

Soils Relative Compaction (min – max)

Minimum Moisture Conditioning (% Over

Optimum) PI EI

9 – 15 21 – 41 90-95% + 3% 16 – 25 41 – 80 88-92% + 4%

> 25 > 80 88-92% + 5%

5.3.3 Construction Considerations

Should site grading be performed during or subsequent to wet weather, near-surface site soils may be significantly above optimum moisture content. These conditions could hamper equipment maneuverability and efforts to compact site soils to the recommended compaction criteria. Disking to aerate, chemical treatment, replacement with drier material, stabilization with a geotextile fabric or grid, or other methods may be required to mitigate the effects of excessive soil moisture and facilitate earthwork operations. Any consideration of chemical treatment (e.g., lime) to facilitate construction would require additional soil chemistry evaluation and could affect landscape areas and some construction materials (e.g., aluminum).

If construction is performed during dry, hot or windy weather, it may be necessary to periodically apply surface watering to counter evaporative loss or re-establish moisture prior to constructing structures.

5.4 TEMPORARY EXCAVATIONS

5.4.1 General

All excavations must comply with applicable local, State, and Federal safety regulations including the current OSHA Excavation and Trench Safety Standards. Construction site safety generally is the responsibility of the Contractor, who shall also be solely responsible for the means, methods, and sequencing of construction operations. The information provided is a

20170255.001A/FRE21R127363 Page 16 of 29 June 25, 2021 service to the client. Under no circumstances should the information provided be interpreted to mean that Kleinfelder is assuming responsibility for construction site safety or the Contractor's activities; such responsibility is not being implied and should not be inferred.

5.4.2 Excavations and Slopes

The Contractor should be aware that slope height, slope inclination, or excavation depths (including utility trench excavations) should in no case exceed those specified in local, State, and/or Federal safety regulations (e.g., OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, or successor regulations). Such regulations are strictly enforced and, if they are not followed, the Owner, Contractor, and/or earthwork and utility subcontractors could be liable for substantial penalties.

All excavations should be constructed and maintained in conformance with current OSHA requirements (29 CFR Part 1926) for a Type C soil. If excavations encounter saturated soils, temporary excavations will have to be laid back or shored and the trench dewatered to maintain stability.

5.4.3 Construction Considerations

Heavy construction equipment, building materials, excavated soil, and vehicular traffic should be kept sufficiently away from the top of any excavation to prevent any unanticipated surcharging.

If it is necessary to encroach upon the top of an excavation, Kleinfelder can provide comments on slope gradients or loads on shoring to address surcharging, if provided with the geometry.

Shoring, bracing, or underpinning required for the project (if any), should be designed by a professional engineer registered in the State of California.

During wet weather, earthen berms or other methods should be used to prevent runoff water from entering all excavations. All runoff should be collected and disposed of outside the construction limits.

5.5 TRENCH BACKFILL

5.5.1 Materials

Pipe zone backfill (i.e., material beneath and in the immediate vicinity of the pipe) should consist of soil compatible with design requirements for the specific types of pipes. It is recommended

20170255.001A/FRE21R127363 Page 17 of 29 June 25, 2021 the project designer or pipe supplier develop the material specifications based on planned pipe types, bedding conditions, and other factors beyond the scope of this study. Randomly excavated near surface soil will likely be Class III and IVA material (clayey sand/sandy clay) per

ASTM D2321.

Trench zone backfill (i.e., material placed between the pipe zone backfill and finished subgrade) may consist of native soil which meets the requirements for engineered fill.

5.5.2 Compaction Criteria

All trench backfill should be placed and compacted in accordance with recommendations provided for engineered fill. Reduced compaction (85% minimum) could be specified for trench zone backfill in non-structural areas located a distance equal to the depth of the trench from any structures and appurtenant improvements. Mechanical compaction is recommended; ponding or jetting should not be used.

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