B08_Atch__3_SAMO_Rebuild_Rocky_Oaks_100__Final_CD_Specifications.pdf

SANTA MONICA MOUNTAINS NATIONAL

RECREATION AREA

CALIFORNIA

REBUILD ROCKY OAKS

SAMO

PMIS NO. 310132

100% Final Construction Documents

PROJECT SPECIFICATIONS

NATIONAL PARK SERVICE

August 12, 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 - 310132 TOC-1

TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 11 00 Summary of Work

Appendix 1: Geotechnical Investigation Report, Proposed Rocky Oaks Rebuild, Santa Monica Mountains National Recreation Areas SAMO, Los Angeles County, California” Prepared by Kleinfelder, updated March 29, 2022, 66 pages.

01 26 01 Contract Modifications 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 01 79 00 Demonstration and Training 01 81 13 Sustainability Requirements 01 91 14 Total Building Commissioning

DIVISIONS 02 - EXISTING CONDITIONS

Not used.

DIVISION 03 – CONCRETE

03 10 00 Concrete Forming and Accessories 03 20 00 Concrete Reinforcing 03 30 00 Cast-in-Place Concrete 03 54 13 Gypsum Cement Underlayment

DIVISION 04 - MASONRY

04 20 00 Unit Masonry 04 43 00 Stone Masonry 04 73 00 Manufactured Stone Veneer

SAMO - 310132 TOC-2

DIVISION 05 – METALS

05 12 00 Structural Steel Framing 05 50 00 Metal Fabrications 05 52 16 Premanufactured Aluminum Railings

DIVISION 6 – WOOD, PLASTICS AND COMPOSITES

06 10 00 Rough Carpentry 06 13 00 Heavy Timber Construction 06 16 00 Sheathing 06 17 53 Shop-Fabricated Wood Trusses 06 40 23 Interior Architectural Woodwork

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 21 00 Thermal Insulation 07 25 00 Weather Barriers 07 31 13 Asphalt Shingles 07 46 00 Siding and Soffits 07 62 00 Sheet Metal Flashing and Trim 07 92 00 Joint Sealants

DIVISION 8 - OPENINGS

08 11 13 Hollow Metal Doors and Frames 08 14 00 Wood Doors 08 31 00 Access Doors and Frames 08 50 00 Windows 08 71 00 Door Hardware 08 80 00 Glazing 08 91 19 Fixed Louvers

DIVISION 09 – FINISHES

09 05 61 Common Work Results for Flooring Preparation 09 24 00 Cement Plastering 09 29 00 Gypsum Board 09 30 13 Ceramic Tiling 09 51 00 Acoustical Ceilings 09 51 53 Direct-Applied Acoustical Ceilings 09 65 13 Resilient Base and Accessories 09 65 19 Resilient Tile Flooring 09 65 66 Resilient Athletic Flooring 09 91 00 Painting 09 91 18 Wastewater Systems Painting

DIVISION 10: SPECIALITIES

10 14 00 Signage 10 26 00 Wall and Door Protection

SAMO - 310132 TOC-3

10 28 00 Toilet and Bath Accessories 10 44 16 Fire Extinguishers

DIVISION 11 – EQUIPMENT

11 30 13 Residential Appliances

DIVISION 12:- FURNISHINGS

12 32 00 Manufactured Wood-Veneer-Faced Casework 12 36 00 Countertops

DIVISIONS 13 - 20

Not used.

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

DIVISION 22 - PLUMBING

22 00 00 Plumbing Basic Requirements 22 05 16 Expansion Fittings and Loops for Plumbing Piping 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 23 General-Duty Valves for HVAC Piping 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 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

SAMO - 310132 TOC-4

23 37 00 Air Outlets and Inlets 23 40 00 HVAC Air Cleaning Devices 23 62 01 Variable Refrigerant Flow - Volume (VRF VRV) Systems 23 81 26 Small Split System and Unitary HVAC Equipment

DIVISIONS 24-25

Not used.

DIVISION 26 - ELECTRICAL

26 00 00 Electrical Basic Requirements 26 05 09 Equipment Wiring 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 00 Commissioning of Electrical 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 24 18 Residential Type Multi-Meter Center 26 26 53 Electrical Vehicle Charging Equipment 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 33 Conduits, Back Boxes, Pull Boxes, and Ceiling Hatches 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 53 20 Cable Television Distribution System

SAMO - 310132 TOC-5

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 00 00 Electronic Safety and Security Basic Requirements 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 33 Utility Trenching and Backfill 31 30 00 Earthwork and Grading

DIVISION 32: EXTERIOR IMPROVEMENTS

32 12 16 Asphalt Paving 32 13 13 Concrete Paving 32 13 13 Landscape Concrete Paving 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 07 00 Trenching and Pipe Installation 33 14 16 Water Utilities for Potable and Non-Potable Systems 33 30 00 Sanitary Sewer 33 31 00 Wastewater Piping and Appurtenances 33 32 00 Wastewater Handling Equipment 33 39 00 Wastewater Structures 33 40 00 Storm Drainage Utilities 33 46 00 Subdrainage

DIVISIONS 34-48

Not used.

SAMO - 310132 TOC-6

SAMO - 310132 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: Rocky Oaks, Santa Monica Mountains National Recreation, 31915 Mulholland Highway, Agoura Hills, CA 91301. The project site is on the western side of the Park, and incorporates the UCLA La Kretz Center for California Conservation Science Field Station.

B. The Work consists of:

1. The project is a rebuilding of a portion of Rocky Oaks Park where buildings were lost in the Woolsey Fire in 2018. Major components of the work include two new structures, related site grading and landscape improvements, new utility infrastructure, and new parking. One building is for administrative/office use and the other building is residential with four apartments.

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 - 310132 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. The LaKretz building will typically be closed during construction but the Contracting Officer may negotiate access with the Contractor.

C. Storage of Materials: Confine storage of materials to the Construction limits indicated on drawings, along with designated and staging areas east of Medea Creek as determined by the Contracting Officer.

D. 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.

E. 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.

F. 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.

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

H. 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.

I. Bridge Restrictions: Identify jurisdictions, load restrictions, permit requirements, time and calendar restrictions as outlined.

SAMO - 310132 01 11 00 - 3

1.6 PUBLIC USE OF SITE

A. The area of the construction limits will be closed to the public during construction.

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.

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.

SAMO - 310132 01 11 00 - 4

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.

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.

SAMO - 310132 01 11 00 - 5

1.11 SOILS INVESTIGATION REPORT

A. The report “Geotechnical Investigation Report, Proposed Rocky Oaks Rebuild, Santa Monica Mountains National Recreation Area SAMO, Los Angeles County, California, prepared by Kleinfelder, March 29, 2022 is attached as an appendix to 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 - 310132 01 11 00 - 6

20213030.001A/FRE22R138507 Page i of iv March 29, 2022 © 2022 Kleinfelder

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

March 29, 2022 Job No.: 20213030.001

Mr. Gary Koll Architectural Resources Group Pier 9, The Embarcadero, Suite 107 San Francisco, California 94111

SUBJECT: Geotechnical Investigation Report Proposed Rocky Oaks Rebuild Santa Monica Mountain National Recreation Area SAMO Los Angeles County, California

Dear Mr. Koll:

Kleinfelder is pleased to present the attached Geotechnical Investigation Report for the proposed Rocky Oaks 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 August 16, 2021.

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.

Pedro Rivas, EIT Stephen P. Plauson, PE, GE Staff Engineer Principal Geotechnical Engineer

20213030.001A/FRE22R138507 Page i of iv March 29, 2022

GEOTECHNICAL INVESTIGATION REPORT

PROPOSED ROCKY OAKS REBUILD

SANTA MONICA MOUNTAIN NATIONAL RECREATION AREA SAMO

LOS ANGELES COUNTY, CALIFORNIA

PROJECT NO. 20213030.001A

Copyright 2022 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.

20213030.001A/FRE22R138507 Page ii of iv March 29, 2022

A Report Prepared for:

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

GEOTECHNICAL INVESTIGATION REPORT

PROPOSED ROCKY OAKS REBUILD

SANTA MONICA MOUNTAIN NATIONAL RECREATION AREA SAMO

Kleinfelder Job No.: 20213030.001A

Prepared by:

Pedro Rivas, EIT Staff Engineer

Stephen P. Plauson, PE, GE Principal Geotechnical Engineer

KLEINFELDER

3731 W. Ashcroft Avenue Fresno, California 93722

(559) 486-0750

20213030.001A/FRE22R138507 Page iii of iv March 29, 2022

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 Borehole Testing

2.2.2 Infiltration Tests

2.2.3 Laboratory Tests

3 SITE CONDITIONS

3.1 SURFACE

3.2 EARTH MATERIALS

3.3 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

20213030.001A/FRE22R138507 Page iv of iv March 29, 2022

6.1 GENERAL

6.2 FOUNDATIONS

6.2.1 Allowable Vertical Bearing Pressures and Settlements

6.2.2 Lateral Resistance

6.2.3 Design and Construction Considerations

6.3 RETAINING STRUCTURES

6.4 PIER FOUNDATIONS

6.4.1 Allowable Vertical Axial Capacity and Settlement

6.4.2 Lateral Resistance

6.4.3 Design and Construction Considerations

6.5 CONCRETE SLABS-ON-GRADE

6.5.1 Subgrade Preparation

6.5.2 Capillary and Moisture/Vapor Break

6.5.3 Conventional Slab Design

6.6 PAVEMENTS

6.6.1 Design R-value and Traffic Assumptions

6.6.2 HMA Asphalt Concrete Pavement

6.6.3 Portland Cement Concrete Pavement

6.6.4 Gravel Pavement Design

6.6.5 Design Criteria

6.6.6 Moisture Considerations

6.7 SITE DRAINAGE

7 ADDITIONAL SERVICES

7.1 PLANS AND SPECIFICATIONS REVIEW

7.2 CONSTRUCTION OBSERVATION AND TESTING

8 LIMITATIONS

FIGURES

BORING LOCATION PLAN AND VICINITY MAP

TEST PIT LOCATION PLAN

APPENDICES

LOG KEY ...............................................................................................................................................A-1/A-2 BORING LOGS ...................................................................................................................................A-3/A-11 TEST PIT LOGS ................................................................................................................................A-12/A-17 LABORATORY TEST SUMMARY REPORT ..................................................................................................... B-1 SIEVE ANALYSIS .......................................................................................................................................... B-2 COMPACTION CURVE ................................................................................................................................ B-3 RESISTANCE VALUE ................................................................................................................................... B-4 INFILTRATION TESTS .......................................................................................................................... C-1/C-6

20213030.001A/FRE22R138507 Page 1 of 32 March 29, 2022

1 INTRODUCTION

1.1 GENERAL

This report presents the results of a geotechnical investigation for the proposed rebuilding of Rocky

Oaks that is located north of Mulholland Highway and west of Kanan 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. It is understood that the Woolsey Fire burned the structures in the Rocky Oaks area. Current project plans are intended to reconstruct the Rocky Oaks site, which includes a four-plex housing unit, administrative building, and associated site work and utilities.

The proposed buildings are anticipated to consist of a two-story, 3,192 square foot four-plex housing unit and a single-story, 2,556 square foot administrative building consisting of wood-framed modular buildings supported on shallow spread footings and concrete slab-on-grade floors. Maximum wall and column loads are anticipated to be less than 5 kips per foot and 50 kips; respectively. Appurtenant improvements are anticipated to include gravel and asphalt concrete pavements, underground utilities, hardscape, and landscaping. 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.

20213030.001A/FRE22R138507 Page 2 of 32 March 29, 2022

Upgrades to the existing septic system are planned, however, other that the infiltration testing performed as part of this investigation, design recommendations are not a part of the geotechnical investigation.

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 four (4) soil borings within proposed building areas, four (4) soil borings within to pavement areas, one (1) soil boring in the leach field area to explore subsurface conditions and to obtain samples for laboratory testing.

• Excavating six (6) test pits within proposed leach field areas and performing an infiltration test in each test pit for use by others for the design of leach field improvements.

• 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

20213030.001A/FRE22R138507 Page 3 of 32 March 29, 2022

• Ground motion parameters for use in structure design based on the 2018 IBC

• 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

• 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 elastic analysis of foundations

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

• Recommended active, braced, and at-rest earth pressures for use in design of above and below grade earth retaining structures

• Recommended axial and lateral capacity of pole type foundations for support of light poles and canopies

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

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

• Comments on general site drainage

20213030.001A/FRE22R138507 Page 4 of 32 March 29, 2022

2 FIELD EXPLORATION

2.1 FIELD EXPLORATION

The field exploration conducted on May 11, 2021, consisted of drilling nine (9) exploratory test borings, excavation of 6 test pits, and conducting a site reconnaissance by a staff engineer. The test borings were drilled with CME 75 truck-mounted drill rig, using hollow stem drilling techniques. The borings were completed to depths ranging from 3 and 20 feet below the existing ground surface (bgs). The test pits were excavated using rubber tire backhoe equipped with a 36-inch bucket to depths of 3½ feet below existing grade. The approximate locations of the test borings and test pits are indicated on the

Boring Location Plan and Vicinity Map and Test Pit Location Plan, Figures 1 and 2, located at the end of this report.

The soils encountered in the borings and test pits 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. Bulk samples were also obtained from excavated soils at various depths.

Infiltration tests were performed in each of the test pits following Los Angeles County Department of

Public Health requirements for leach lines and leach bed dispersal systems.

2.2 FIELD AND LABORATORY TESTS

2.2.1 Borehole 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.

20213030.001A/FRE22R138507 Page 5 of 32 March 29, 2022

2.2.2 Infiltration Tests

A total of six (6) field percolation tests were performed in general conformance with Los Angeles County

Public Health requirements. The tests were performed at a depth of 3½ feet below existing grade. The test procedure consists of excavating a 12-inches x 12 inches in plan dimension by 12 inches deep (1-cubic foot hole) into the undisturbed soil at the bottom of each test pit. The holes are initially filled with water the day before to be thoroughly presoaked and then refilled and allowed to drop noting the time taken for each inch interval. The test procedure calculates the infiltration rate in minutes/inch.

Table 2.2-1 provides a summary of the test results. No factors of safety have been applied. The approximate test locations are provided on the attached Figure 1 and individual test sheets are provided on Appendix C.

TABLE 2.2-1

SUMMARY OF INFILTRATION RATES

Water Level Drop

(inches)

Elapsed Time (Minutes)

Reserve Leach Field Existing Leach Field

TP-1 TP-2 TP-3 TP-4 TP-5 TP-6

0-1 Fail1 52 Fail1 36 36 37

1-2 - 90 - 37 55 56

2-3 - 105 - 38 69 67

3-4 - 119 - 41 77 76

4-5 - 134 - 42 86 92

5-6 - 147 - 45 102 102

Total Time - 647 - 239 425 430

Note 1: Indicates tests that did not fully empty during the 24 hours allowed for presoak and are considered to have failed under the test procedure by Los Angeles County.

The infiltration test results in the existing leach field area ranged from about 20 inches per day to 36 inches per day and the infiltration in the reserve leach field area was up to 13 inches per day. These values are based on clear water absorption and should be adjusted for effluent absorption for use in design. The likely variation in the testing is due to subtle variations in soil gradation, fines content, and density. Additional testing will be needed in the reserve to find suitable soils.

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2.2.3 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: Some of the laboratory tests were not complete at the time this report was prepared. A final report will be submitted when the laboratory testing is complete.

• Unit Weight (ASTM D2937)

• Moisture Content (ASTM D2216)

• Sieve Analysis (ASTM C136)

• Expansion Index (ASTM D4829)

• 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 land surrounding the La Kretz Facility building situated north of Mulholland Highway and west of Kanan Road. The ground surface supported a moderate growth of annual grasses and weeds with little evidence of the previous Rocky Oaks structures. The elevation of the project site overall has an upward gradient from south to north and the general topography of the proposed building sites appeared to be relatively flat. The existing and proposed reserve leach field areas were gently sloped downward to the west. The topography beyond the immediate project site consists of the Santa Monica Mountains ascending to the north.

3.2 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 underlain by basaltic flows and breccias. The general soil profile encountered by the subsurface exploration consisted primarily of sandy clay and clayey sand before transitioning to weathered bedrock at a depth of 5 to 10 feet, The weathered bedrock continued to the maximum exploration depth of 20 feet before encountering practical auger refusal 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.

3.3 GROUNDWATER CONDITIONS

Groundwater was not encountered within the depth of exploration, 20 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

20213030.001A/FRE22R138507 Page 8 of 32 March 29, 2022 future due to variations in the water surface elevation due to 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 Fault, which is located about 4 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 C, Very Dense Soil and Soft Rock, according to Section 1613.3.2 of

2018 IBC and Table 20.3-1 of ASCE 7-16 (2016). Site Class C is defined as a profile consisting of very dense soil and soft rock with a shear wave velocity between 1,200 feet per second and 2,500 feet per second, standard penetration test (SPT) blow counts (N-value) greater than 50 blows per foot, or undrained shear strength greater than 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: 34.097304°N

• Longitude: -118.815939°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.

TABLE 4.2-1

GROUND MOTION PARAMETERS BASED ON 2018 IBC

Parameter Value ASCE 7-16 Reference

SS 1.481 g Fig 22-1

S1 0.520 g Fig 22-2

Site Class C Table 20.3-1

Fa 1.200 Table 11.4-1

Fv 1.480 Table 11.4-2, Supplement 1

PGA 0.625g Fig 22-9

SMS 1.777g Eq. 11.4-1

SM1 0.770 Eq. 11.4-2

SDS 1.184g Eq. 11.4-3

SD1 0.513 Eq. 11.4-4

FPGA 1.200 Table 11.8-1

PGAM 0.750g Eq. 11.8-1

CRS 0.919 Fig 22-18A

CR1 0.920 Fig 22-19A

TL 8 seconds

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 and shallow, very dense formational materials of the site would generally preclude the occurrence of

20213030.001A/FRE22R138507 Page 11 of 32 March 29, 2022 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 improvements, 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 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.

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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 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. All 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 arear, which could lead to non-uniform bearing conditions and differential settlement of the proposed site improvements. As such, all areas proposed for improvements (e.g., proposed fill placement, new structures, pavements, and other site improvements that may be sensitive to settlement) should be overexcavated or cleared of loose or disturbed soil. It is anticipated the depth of overexcavation to remove soils loosened by previous demolition and site use 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 exposed subgrade should be observed and approved by a representative of the geotechnical engineer prior to placement of fill or to support improvements.

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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, 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 5.3). 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 – 50 C136 202

Plasticity

Liquid Limit

Plasticity Index

< 30 < 12 D4318 204

Soluble Sulfates

< 1500 ppm - 417

Soluble Chloride

<250 ppm - 422

Resistivity

>1000 ohm x cm - 532

Notes:

American Society for Testing and Materials Standards (latest edition) 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

20213030.001A/FRE22R138507 Page 16 of 32 March 29, 2022 material to about 80 to 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 16 and 25).

TABLE 5.3-2

MOISTURE CONDITIONING AND COMPACTION

Soils Relative Compaction (min – max)

Minimum Moisture Conditioning (% Over

Optimum) PI EI

Less than 9 Less Than 20 Minimum 90 + 0%

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 service to the client. Under no

20213030.001A/FRE22R138507 Page 17 of 32 March 29, 2022 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…