Attachment 02 Croatan Ranger Station - Final Specifications.pdf

Croatan Ranger Station March 25, 2024

Project Title Page 000101 - 1

SECTION 000101

PROJECT TITLE PAGE

PROJECT MANUAL

FOR

CROATAN RANGER STATION

241 EAST FISHER AVENUE

NEW BERN, NC 28560

DATE: 03-25-2024

PREPARED BY:

TSW

END OF SECTION

Table of Contents 000110 - 1

SECTION 000110

TABLE OF CONTENTS

PROCUREMENT AND CONTRACTING REQUIREMENTS

1.01 DIVISION 00 -- PROCUREMENT AND CONTRACTING REQUIREMENTS

A. 000101 - Project Title Page

B. 000110 - Table of Contents

C. 000115 - List of Drawing Sheets

D. 003100 - Available Project Information

SPECIFICATIONS

2.01 DIVISION 01 -- GENERAL REQUIREMENTS

A. 011000 - Summary

B. 012000 - Price and Payment Procedures

C. 012500 - Substitution Procedures

D. 013000 - Administrative Requirements

E. 013216 - Construction Progress Schedule

F. 014000 - Quality Requirements

G. 014219 - Reference Standards

H. 015000 - Temporary Facilities and Controls

I. 015713 - Temporary Erosion and Sediment Control

J. 015719 - Temporary Environmental Controls

K. 016000 - Product Requirements

L. 016116 - Volatile Organic Compound (VOC) Content Restrictions

M. 017000 - Execution and Closeout Requirements

N. 017419 - Construction Waste Management and Disposal

O. 017500 - General Commissioning Requirements

P. 017800 - Closeout Submittals

Q. 019113 - General Commissioning Requirements

R. 019114 - Commissioning Authority Responsibilities

S. 019850 - Building Envelope Commissioning

2.02 DIVISION 02 -- SITE WORK

A. 020100 - General requirements

B. 024116 - Site Demolition

C. 024119 - Selective Demolition

2.03 DIVISION 03 -- CONCRETE

A. 030100 - Concrete Testing

B. 030516 - Underslab Vapor Barrier - Stego Industries

C. 031000 - Concrete Forming and Accessories

D. 031521 - Termite Barrier - Stego Industries

E. 032000 - Concrete Reinforcing

F. 033000 - Cast-in-Place Concrete

2.04 DIVISION 04 -- MASONRY

A. 040511 - Masonry Mortaring and Grouting

Table of Contents 000110 - 2

B. 042000 - Unit Masonry

2.05 DIVISION 05 -- METALS

A. 055000 - Metal Fabrications

B. 055133 - Metal Ladders

C. 055213 - Pipe and Tube Railings

2.06 DIVISION 06 -- WOOD, PLASTICS, AND COMPOSITES

A. 060573 - Wood Treatment

B. 061000 - Rough Carpentry

C. 061219 - Structural Insulated Panels

D. 061610 - Wood Structural Sheathing

E. 061753 - Shop-Fabricated Wood Trusses

F. 061800 - Glued-Laminated Construction

G. 062000 - Finish Carpentry

H. 064100 - Architectural Wood Casework

2.07 DIVISION 07 -- THERMAL AND MOISTURE PROTECTION

A. 071400 - Fluid-Applied Waterproofing - Carlisle

B. 072100 - Thermal Insulation

C. 072119 - Foamed-In-Place Insulation

D. 072519 - Rainscreen

E. 074113 - Metal Roof Panels

F. 074646 - Fiber-Cement Siding

G. 076200 - Sheet Metal Flashing and Trim

H. 077123 - Manufactured Gutters and Downspouts

I. 079200 - Joint Sealants

2.08 DIVISION 08 -- OPENINGS

A. 080671 - Door Hardware Schedule

B. 081116 - Aluminum Doors and Frames

C. 081213 - Hollow Metal Frames

D. 081416 - Flush Wood Doors

E. 083100 - Access Doors and Panels

F. 087100 - Door Hardware

G. 088000 - Glazing

H. 088300 - Mirrors

I. 089100 - Louvers

2.09 DIVISION 09 -- FINISHES

A. 090561 - Common Work Results for Flooring Preparation

B. 092116 - Gypsum Board Assemblies

C. 093000 - Tiling

D. 095100 - Acoustical Ceilings

E. 095421 - Metal Pan Ceilings

F. 095423 - Linear Metal Ceilings

Table of Contents 000110 - 3

G. 096340 - Stone Flooring

H. 096500 - Resilient Flooring

I. 096813 - Tile Carpeting

J. 097200 - Wall Coverings

K. 099113 - Exterior Painting

L. 099123 - Interior Painting

M. 099300 - Staining and Transparent Finishing

2.10 DIVISION 10 -- SPECIALTIES

A. 102800 - Toilet, Bath, and Laundry Accessories - ASI

B. 10 7113.13 - Exterior Shutters

C. 107500 - Flagpoles

2.11 DIVISION 12 -- FURNISHINGS

A. 122400 - Window Shades - MechoShade Systems

B. 123600 - Countertops

2.12 DIVISION 13 -- SPECIAL CONSTRUCTION

A. 131200 - Ground Concrete Helistop

2.13 DIVISION 22 -- PLUMBING

A. 220100 - Plumbing General

B. 220800 - Plumbing Commissioning

C. 222500 - Plumbing Insulation

D. 224100 - Plumbing Piping, Valves and Specialties

E. 224400 - Plumbing Fixtures

F. 224600 - Domestic Water Heaters

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

A. 230100 - Mechanical General

B. 230800 - HVAC Systems Commissioning

C. 232500 - Mechanical Insulation

D. 236510 - Split System Air-Conditioning Equipment

E. 238000 - Fans

F. 238900 - Air Distribution System

2.15 DIVISION 26 -- ELECTRICAL

A. 260500 - Basic Electrical Requirements

B. 260519 - Wires and Cables

C. 260526 - Grounding

D. 260533 - Conduits and Boxes

E. 260800 - Electrical Commissioning

F. 260800.1 - Electrical Acceptance Testing

G. 262416 - Panelboards

H. 262420 - Disconnect Switches

I. 262726 - Wiring Devices

J. 263200 - Engine Driven Emergency Power Supply System

Table of Contents 000110 - 4

K. 263210 - Automatic Transfer Switch

L. 265000 - Lighting Fixtures

2.16 DIVISION 27 -- COMMUNICATIONS

A. 270000 - Communications

B. 270510 - FIrestop for Comm Systems

C. 270526 - Grounding & Bonding for Comm Systems

D. 270528 - Pathways for Comm Systems

E. 270543 - Undergrouns Ducts & Raceways for Comm Systems

F. 270553 - Identification for Comm Systems

G. 270800 - Communication Systems Commissioning

H. 271113 - Comm Entrance Protection

I. 271116 - Comm Cabinets, Racks, Enclosures

J. 271119 - Comm Termination Blocks and Patch Panels

K. 271123 - Comm Cable Management and Ladder Rack

L. 271313 - Comm Copper Backbone

M. 271323 - Comm Optical Fiber Backbone Spacing

N. 271513 - Comm Copper Horizontal Cabling

O. 271513 - Comm Copper Horizontal Cabling

P. 271619 - Comm Patch Cords

Q. 274000 - Audio Visual Systems

2.17 DIVISION 28 -- ELECTRONIC SAFETY AND SECURITY

A. 281300 - Access Control Systems

B. 282000 - Video Surveillance Systems

C. 283000 - Security Detection Alarm and Monitoring

D. 283100 - Fire Alarm

2.18 DIVISION 31 -- EARTHWORK

A. 311000 - Site Clearing

B. 312000 - Earth Moving

C. 312301 - Excavating Backfilling and Compacting

D. 312319 - Dewatering

E. 312500 - Erosion and Sedimentation Controls

F. 313116 - Termite Control

G. 315000 - Excavation Support and Protection

2.19 DIVISION 32 -- EXTERIOR IMPROVEMENTS

A. 321123 - Aggregate Base Courses

B. 321216 - Asphalt Paving

C. 321313 - Concrete Paving

D. 321623 - Sidewalks

E. 321713 - Parking Bumpers

F. 321723 - Pavement Markings

G. 321726 - Tactile Warning Surfacing

Table of Contents 000110 - 5

H. 323113 - Chain Link Fences and Gates

I. 329119 - Landscape Grading

J. 329219 - Seeding

K. 329223 - Sodding

L. 329300 - Plants

2.20 DIVISION 33 -- UTILITIES

A. 330500 - Common Work Results for Utilities

B. 331000 - Site Water Distribution Piping

C. 334100 - Storm Drainage

D. 334600 - Subdrainage

E. 33700 - Sanitary Sewers

List of Drawing Sheets 000115 - 1

SECTION 000115

LIST OF DRAWING SHEETS

CS0.0 COVER SHEET

CS0.1 DRAWING INDEX & SYMBOLS

C1.0 COVER SHEET & GENERAL NOTES

C2.0 DEMOLITION PLAN

C3.0 OVERALL LAYOUT & STAKING PLAN

C3.1 ENLARGED LAYOUT & STAKING PLAN

C4.0 GRADING & DRAINAGE PLAN

C4.1 ROOF DRAINAGE PLAN

C5.0 UTILITY PLAN

C6.0 UTILITY PROFILES

C7.0 CONSTRUCTION DETAILS

C7.1 CONSTRUCTION DETAILS

C7.2 CONSTRUCTION DETAILS

EC1.0 ES & PC NOTES

EC1.1 ES & PC NOTES

EC2.0 INITIAL ES & PC PLAN

EC3.0 INTERMEDIATE ES & PC PLAN

EC4.0 FINAL ES & PC PLAN

EC5.0 ES & PC DETAILS

L-0.10 GENERAL NOTES

L-1.00 DEMOLITION PLAN

L-2.00 OVERALL SITE PLAN

L-2.01 LAYOUT PLAN

L-2.02 LAYOUT PLAN

L-2.03 LAYOUT PLAN

L-5.-00 HARDSCAPE SCHEDULE

L-5.10 HARDSCAPE DETAILS

L-5.11 HARDSCAPE DETAILS

L-5.20 HARDSCAPE DETAILS

L-5.30 HARDSCAPE DETAILS

L-5.40 HARDSCAPE DETAILS

LP-1.01 LANDSCAPE PLAN

LP-1.02 LANDSCAPE PLAN

LP-1.03 LANDSCAPE PLAN

LP-1.10 OVERALL PLANT SCHEDULE

LP-2.00 LANDSCAPE DETAILS

A0.1 ABA CODE ACCESSIBILITY NOTES & SPECIFICATIONS

A0.2 ABA CODE ACCESSIBILITY NOTES & SPECIFICATIONS

A0.3 PROJECT DESCRIPTION & CODE SUMMARY

A1.0 DIMENSIONAL SLAB PLAN

List of Drawing Sheets 000115 - 2

A1.1 FIRST LEVEL FLOOR PLAN

A1.2 MECH. PLATFORM PLAN

A1.3 REFELCTED CEILING PLAN

A1.4 LIGHTING FIXTURE LEGEND

A1.5 ROOF PLAN

A2.0 BUILDING ELEVATIONS

A3.0 BUILDING SECTIONS

A3.1 BUILDING SECTIONS

A3.2 BUILDING SECTIONS

A3.3 BUILDING WALL SECTION

A3.4 BUILDING WALL SECTION

A3.5 TYP. DETAILS

A3.6 TYP. DETAILS

A3.7 TYP. DETAILS

A4.0 ENLARGED INTERIOR DETAILS

A4.1 ENLARGED INTERIOR DETAILS

A4.2 ENLARGED INTERIOR DETAILS

A4.3 ENLARGED INTERIOR DETAILS

A4.4 ENLARGED INTERIOR DETAILS

A4.5 ENLARGED INTERIOR DETAILS

A4.6 ENLARGED INTERIOR DETAILS

A4.7 ENLARGED INTERIOR DETAILS

A4.8 ENLARGED INTERIOR DETAILS

A4.9 ENLARGED INTERIOR DETAILS

A4.10 ENLARGED INTERIOR DETAILS

A6.0 DOOR SCHEDULE & DETAILS

A6.1 WINDOW SCHEDULE & DETAILS

A6.2 WALL SCHEDULE

A7.0 FINISH SCHEDULE

S0.1 GENERAL NOTES

S0.2 GENERAL NOTES

S0.3 GENERAL NOTES

S0.4 GENERAL NOTES

S0.5 GENERAL NOTES

S1.1 FOUNDATION PLAN

S2.1 MEZZANINE FRAMING PLAN

S2.1X BRACING PLAN

S3.0 ROOF TRUSS BEARING WALL ANCHORAGE DETAILS

S3.1 ROOF FRAMING PLAN

S4.0A SHEAR WALL ANCHORAGE DETAILS & SECTIONS

S4.0B SHEAR WALL ANCHORAGE DETAILS & SECTIONS

List of Drawing Sheets 000115 - 3

S4.0C SHEAR WALL ANCHORAGE DETAILS & SECTIONS

S4.0D WOOD BEAM, HEADER & STUD WALL SCHEDULES

S6.0 FOUNDATION SECTIONS & DETAILS

S6.1 FOUNDATION SECTIONS & DETAILS

S8.1 ROOF FRAMING SECTIONS & DETAILS

S8.2 ROOF FRAMING SECTIONS & DETAILS

S8.3 ROOF FRAMING SECTIONS & DETAILS

S8.4 ROOF FRAMING SECTIONS & DETAILS

S8.5 ROOF FRAMING SECTIONS & DETAILS

S8.6 ROOF FRAMING SECTIONS & DETAILS

S8.7 ROOF FRAMING SECTIONS & DETAILS

S8.8 ROOF FRAMING SECTIONS & DETAILSS

S9.1 TYPICAL CMU WALL SECTIONS & DETAILS

M0.1 MECHANICAL LEGEND, NOTES, AND SCHEDULES

M0.2 MECHANICAL DETAILS

M1.1 MECHANICAL PLAN

M1.2 MECHANICAL MEZZANINE PLAN

M1.3 MECHANICAL MEZZANINE PLAN PIPING

E0.1 ELECTRICAL LEGEND, NOTES, SCHEDULES AND DETAILS

E0.2 ELECTRICAL SCHEDULES

E1.0 ELECTRICAL SITE PLAN

E1.1 ELECTRICAL POWER PLAN

E1.2 ELECTRICAL MECHANICAL PLATFORM - POWER & LIGHTING

E1.3 ELECTRICAL LIGHTING PLAN

P0.1 PLUMBING LEGEND, NOTE AND RISER DIAGRAM

P0.2 PLUMBING DETAILS & SCHEDULES

P1.1 PLUMBING PLAN-WASTE

P1.2 PLUMBING PLAN-SUPPLY

LV-000 COVER PAGE & LEGENDS

LV-101 SITE PLAN

LV-201 LEVEL 1 - FLOOR PLAN

LV-301 LARGE SCALES

LV-401 ONE-LINE DIAGRAMS

LV-402 ONE-LINE DIAGRAMS

LV-501 DETAILS

LV-502 DETAILS

LV-503 DETAILS

LV-504

LV-505 DETAILS

AV-000 COVER PAGE

AV-201 LEVEL 1 - FLOOR PLAN

List of Drawing Sheets 000115 - 4

AV-301 LARGE SCALES

AV-302 LARGE SCALES

AV-401 ONE-LINE DIAGRAMS

AV-402 ONE-LINE DIAGRAMS

AV-403 ONE-LINE DIAGRAMS

AV-501 DETAILS

AV-502 DETAILS

AV-601 DISPLAY SCHEDULE

H-1 HELISTOP FLIGHT PATH ARRANGEMENT

H-2 HELISTOP GENERAL ARRANGEMENT

S-1 HELISTOP STRUCTURAL ARRANGEMENT

S-2 HELISTOP CONCRETE DETAILS

E-1 HELISTOP ELECTRICAL ARRANGEMENT

E-2 HELISTOP ELECTRICAL ARRANGEMENT AT THE HELISTOPS

E-3 HELISTOP ELECTRICAL DETAILS

E-4 HELISTOP ELECTRICAL SINGLE LINE DIAGRAM

PA-1 HELISTOP PAINT ARRANGEMENT

PA-2 HELISTOP PAINT DETAIL

Available Project Information 003100 - 1

SECTION 003100

AVAILABLE PROJECT INFORMATION

PART 1 GENERAL

1.01 EXISTING CONDITIONS

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

B. Geotechnical Report: Entitled Geotechnical Engineering Report Croatan Ranger Station and Addendum , dated February 23, 2022 and September 14, 2022 .

1. This report identifies properties of below grade conditions and offers recommendations for the design of foundations, prepared primarily for the use of COR.

2. The recommendations described shall not be construed as a requirement of this Contract, unless specifically referenced in Contract Documents.

3. This report, by its nature, cannot reveal all conditions that exist on the site. Should subsurface conditions be found to vary substantially from this report, changes in the design and construction of foundations will be made, with resulting credits or expenditures to the Contract Price accruing to Contracting Officer.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION (NOT USED)

ECS Southeast, LLP Geotechnical Engineering Report Croatan Ranger Station

New Bern, Craven County, North Carolina

ECS Project No. 22:31399

February 23, 2022

February 23, 2022 Mr. Sam Karahalis USDA Forest Service 141 E Fisher Ave.

New Bern, NC 28560

ECS Project No. 22:31399

Reference: Geotechnical Engineering Report

Dear Mr. Karahalis:

ECS Southeast, LLP (ECS) has finished the subsurface exploration and geotechnical engineering analyses for the above-referenced project. Our services were performed in general accordance with our agreed to scope of work. This report presents our understanding of the geotechnical aspects of the project along with the results of the field exploration and our design and construction recommendations.

It has been our pleasure to be of service to the USDA Forest Service during the design phase of this project. We would appreciate the opportunity to remain involved during the continuation of the design phase, and we would like to provide our services during construction phase operations as well to verify subsurface conditions assumed for this report. Should you have questions concerning the information contained in this report, or if we can be of further assistance to you, please contact us.

Respectfully submitted, Mike Delaney, E.I. Winslow Goins, PE Project Manager Principal Engineer MDelaney@ecslimited.com WGoins@ecslimited.com mailto:MDelaney@ecslimited.com mailto:WGoins@ecslimited.com

Croatan Ranger Station February 23, 2022 ECS Project No. 22:31399 Page i

TABLE OF CONTENTS

EXECUTIVE SUMMARY

1.0 INTRODUCTION

2.0 PROJECT INFORMATION

2.1 Project Location/Current Site Use/Past Site Use

2.2 Proposed Construction

3.0 FIELD EXPLORATION testing

3.1 Subsurface Characterization

3.2 Groundwater Observations

4.0 DESIGN RECOMMENDATIONS

4.1 Deep Foundations ................................................................... Error! Bookmark not defined.

4.2 Pavements

5.0 SITE CONSTRUCTION RECOMMENDATIONS

5.1 Subgrade Preparation

5.1.1 Stripping and Grubbing

5.1.2 Proofrolling

5.1.3 Site Temporary Dewatering

5.2 Earthwork Operations

5.2.1 Structural Fill

5.3 Utility Installations

6.0 CLOSING

APPENDICES

Appendix A – Drawings & Reports

• Site Location Diagram

• Exploration Location Diagram

Appendix B – Field Operations

• Reference Notes for CPT Soundings

• Cone Penetration Test Sounding Logs (S-1 and S-2)

• Reference Notes for Boring Logs

• Hand Auger Logs (K-1 through K-3)

• Kessler DCP Test Results (K-1 throughK-3)

Appendix C – Supplemental Report Documents

• GBA Document

ECS Project No. 22:31399 Page 1

EXECUTIVE SUMMARY

The following summarizes the main findings of the exploration, particularly those that may have a cost impact on the planned development. Further, our principal foundation recommendations are summarized. Information gleaned from the executive summary should not be utilized in lieu of reading the geotechnical report.

• The geotechnical exploration performed for the site included two (2) electronic cone penetration test (CPT) soundings drilled to termination depths ranging from approximately 35 to 45 feet.

Three (3) Kessler dynamic cone penetrometer (DCP) tests with hand auger borings were performed in the proposed pavements.

• The proposed structure can be supported on a deep foundation system consisting of 8-inch round tip timber piles embedded to depths of 36 feet beneath existing grades for an axial capacity of 18 kips. Alternative embedment depths and their respective capacities are listed in section 4.1 of this report.

• Groundwater was encountered in the soundings and borings at depths ranging from approximately 3.25 to 3.67 feet below existing grade. Groundwater was not encountered in hand auger borings K-1 and K-3 at the depths explored.

• Due to the near-surface soft CLAY (CL) encountered in the hand auger borings, ECS recommends undercutting to depths of 2 feet beneath existing grades and backfilling with approved structural fill prior to the construction of pavements and placement of fill.

Please note this Executive Summary is an important part of this report and should be considered a “summary” only. The subsequent sections of this report constitute our findings, conclusions, and recommendations in their entirety.

ECS Project No. 22:31399 Page 2

1.0 INTRODUCTION

The purpose of this study was to provide geotechnical information for the design of foundations for the proposed new ranger station off of East Fisher Avenue in New Bern, North Carolina. The recommendations developed for this report are based on project information supplied by Mr. Sam Karahalis of the USDA Forest Service.

Our services were provided in accordance with our Proposal Nos. 22:25942.Rev1 and 22:25959 dated February 7, 2022, as authorized by authorized by Mr. Sam Karahalis on February 10, 2022, which includes our Terms and Conditions of Service.

This report contains the procedures and results of our subsurface exploration programs, review of existing site conditions, engineering analyses, and recommendations for the design and construction of the project.

The report includes the following items.

• A brief review and description of our field test procedures and the results of testing conducted;

• A review of surface topographical features and site conditions;

• A review of subsurface soil stratigraphy with pertinent available physical properties;

• Deep foundation recommendations including embedment depths, axial and uplift capacities;

• Site development recommendations;

• Pavement design recommendations;

• Suitability of soils for use as fill material;

• Discussion of groundwater impact;

• Compaction recommendations;

• Site vicinity map;

• Exploration location plan;

• Hand auger boring logs with Kessler DCP test results; and

• CPT sounding logs.

ECS Project No. 22:31399 Page 3

2.0 PROJECT INFORMATION

2.1 PROJECT LOCATION/CURRENT SITE USE/PAST SITE USE

The proposed site is located off of E Fisher Avenue in New Bern, Craven County, North Carolina. The site is bounded on the west by the National Forest Work Center, on the south by E Fisher Avenue, and on the north and east by wooded land and the Neuse River. Figure 2.1.1 below shows an image of where the site is located.

Figure 2.1.1 Site Location

At the time of our exploration, the site had been cleared. Based on our site visit and approximate elevations from Google Earth, the site is relatively level with typical elevations on site ranging from approximately 26 to 27 feet.

2.2 PROPOSED CONSTRUCTION

The following information explains our understanding and assumptions of the planned development including proposed buildings and related infrastructure. Additional information including anticipated structural loading and grading information was not available at the time of this report.

SUBJECT DESIGN INFORMATION / ASSUMPTIONS

Usage Ranger Station Column Loads Up to 50 kips Wall Loads Up to 3 kips per linear foot (klf)

ECS understands the project consists of construction of a new approximately 6,000 square-foot ranger station with associated paved parking and drives.

ECS Project No. 22:31399 Page 4

3.0 FIELD EXPLORATION TESTING

Our exploration procedures are explained in greater detail in Appendix B including the Reference Notes for Cone Penetration Soundings. Our scope of work included performing two (2) CPT soundings and three

(3) hand auger borings with Kessler DCP tests. Our approximate CPT soundings and hand auger boring locations are shown on the Exploration Location Diagram in Appendix A.

3.1 SUBSURFACE CHARACTERIZATION

The subsurface conditions encountered were generally consistent with published geological mapping.

The following sections provide generalized characterizations of the soil. Please refer to the CPT sounding logs and hand auger boring logs in Appendix B.

The site is located in the Coastal Plain Physiographic Province of North Carolina. The Coastal Plain is composed of seven terraces, each representing a former level of the Atlantic Ocean. Soils in this area generally consist of sedimentary materials transported from other areas by the ocean or rivers. These deposits vary in thickness from a thin veneer along the western edge of the region to more than 10,000 feet near the coast. The sedimentary deposits of the Coastal Plain rest upon consolidated rocks similar to those underlying the Piedmont and Mountain Physiographic Provinces. In general, shallow unconfined groundwater movement within the overlying soils is largely controlled by topographic gradients.

Recharge occurs primarily by infiltration along higher elevations and typically discharges into streams or other surface water bodies. The elevation of the shallow water table is transient and can vary greatly with seasonal fluctuations in precipitation.

Table 3.1.1 Subsurface Stratigraphy

Approximate Depth Range

Stratum Description Ranges of N*-Values(1) blows per foot (bpf)

0 to (0.67-0.75) N/A Topsoil was encountered on-site with an observed thickness of approximately 8 to 9 inches. Deeper topsoil or organic laden soils are most likely present in wet, poorly drained areas and potentially unexplored areas of the site.

N/A

(0.67-0.75) to 23.0 I Very Soft to Firm, Sandy Lean, Silty, and Fat CLAY (CL, CL- ML, CH); Moist to saturated

1 to 5

23.0 to 30.0 II Loose to Dense, Silty and Clean SAND (SM, SP); Saturated 9 to 45

30.0 to 43.0 III Medium Dense, Silty SAND (SM) and Firm to Stiff, Sandy SILT (ML); Saturated

10 to 25

43.0 to 44.5 IV Very Dense, Silty and Clean SAND (SM, SP); Saturated 25 to 50

Notes: (1) Equivalent Corrected Standard Penetration Test Resistances

3.2 GROUNDWATER OBSERVATIONS

Water levels were measured in our CPT soundings are shown in Appendix B. Groundwater depths measured at the time of drilling ranged from 3.25 to 3.67 feet below the ground surface. Groundwater was not encountered in hand auger borings K-1 and K-3 at the depths explored. Variations in the long-term water table may occur as a result of changes in precipitation, evaporation, surface water runoff, construction activities, and other factors.

ECS Project No. 22:31399 Page 5

4.0 DESIGN RECOMMENDATIONS

4.1 DEEP FOUNDATIONS

The proposed construction can be supported on a deep foundation system consisting of driven timber piles. The following table shows the allowable pile capacity for 8-inch tip round timber piles with 12-inch butts. The embedment depth listed is in reference to the existing grade at the time the sounding was performed.

Table 4.1.1: 8-Inch Tip Round Timber Piles (Tapered) Embedment Depth

(Feet) Axial Capacity

(kips) Uplift (kips)

25 10 1.8

28 12 2.5

34 17 3.8

36 18 4.3

In our opinion, piles installed to depths shallower than recommended depths, would not provide long-term stability of the proposed structure. Piles embedded at depths between the recommended depths will not support axial loads. Pile capacity analyses were performed assuming a free head condition and the provided compression and tension capacities are based on a factor of safety of 2.0 and 3.0, respectively. It is recommended that minimum spacing of the piles be equal to 36 inches (center to center).

We recommend that the pile driving hammer used to install each timber pile have a rated energy blow of 9,000 foot-pounds or higher. Driving criteria and bearing elevations should be established prior to driving piles. Based on the subsurface conditions, we recommend that the piles installed be limited to a pre-auger depth of approximately 10 feet below existing grades.

It is suggested that several over length piles be driven prior to the start of production pile driving, to establish the driving criteria, pile lengths to be ordered and to determine if auger “pilot” holes are justified. Production piles should not be ordered until the pile lengths can be determined. Two over length piles are recommended for the structure.

The over length piles could be driven in production pile locations. Pile installation operations and load tests, if necessary, should be monitored by a senior soil technician working under the supervision of a Licensed Engineer. ECS would be pleased to develop driving criteria for the project once the method of installation and the contractor has been selected.

ECS Project No. 22:31399 Page 6

4.2 PAVEMENTS

Subgrade Characteristics: Based on the results of our hand auger borings, it appears that the pavement subgrades will consist mainly of Approved Structural Fill. Due to the near-surface soft CLAY (CL) encountered in the hand auger borings, ECS recommends undercutting to depths of 2 feet beneath existing grades and backfilling with approved structural fill prior to the construction of pavements and placement of fill.

California Bearing Ratio (CBR) values were obtained from the Kessler DCP tests performed on site adjacent to the hand auger borings. For preliminary design purposes, provided subgrade preparation recommendations and in-place densification recommendations are followed, we recommend assuming a preliminary CBR value of 10.

We were not provided traffic loading information, so we have assumed loadings typical of this type of project. Our recommended pavement sections are based on up to 25,000 ESALs over a 20 year design life for light duty and up to 75,000 ESALs over a 20 year design life for heavy duty.

The preliminary pavement sections below are guidelines that may or may not comply with local jurisdictional minimums.

PROPOSED PAVEMENT SECTIONS

FLEXIBLE PAVEMENT RIGID PAVEMENT

MATERIAL Heavy Duty Light Duty Heavy Duty Light Duty

Portland Cement Concrete (f’c = 4000 psi) - - 6.5 in. 5 in.

Asphalt Surface Course 3 in 2 in - - Aggregate Base Course (ABC) 8 in 6 in 4 in. -

In general, heavy duty sections are areas that will be subjected to trucks, buses, or other similar vehicles including main drive lanes of the development. Light duty sections are appropriate for vehicular traffic and parking areas.

Large, front loading trash dumpsters frequently impose concentrated front wheel loads on pavements during loading. This type of loading typically results in rutting of asphalt pavement and ultimately pavement failures. For preliminary design purposes, we recommend that the pavement in trash pickup areas consist of a 6.5-inch thick, 4,000 psi, reinforced concrete slab overlying 4 inches of ABC stone. When traffic loading becomes available ECS or the Civil Engineer can design the pavements.

Prior to subbase placement and paving, CBR testing of the subgrade soils (both natural and fill soils) should be performed to determine the soil engineering properties for final pavement design. The soil subgrade should be smooth-rolled and proofrolled prior to ABC placement. Areas that pump, rut, or are otherwise unstable should be re-compacted or undercut and replaced. The ABC should conform to the gradation, liquid limit, plasticity index, resistance to abrasion, and soundness per Section 1005 of the 2012 NCDOT Standard Specifications for Roads and Structures.

ECS Project No. 22:31399 Page 7

5.0 SITE CONSTRUCTION RECOMMENDATIONS

5.1 SUBGRADE PREPARATION

5.1.1 Stripping and Grubbing

The subgrade preparation should consist of stripping vegetation, rootmat, topsoil, and soft or loose materials from the 10-foot expanded building and 5-foot expanded pavement limits. Borings performed in undisturbed areas of the site encountered approximately 8 to 9 inches of topsoil. Deeper topsoil or organic laden soils may be present in wet, poorly drained areas of the site. ECS should be retained to verify that the topsoil and unsuitable surficial materials have been removed prior to the placement of structural fill or construction of structures.

5.1.2 Proofrolling

Prior to fill placement or other construction on subgrades, the subgrades should be evaluated by an ECS field technician. The exposed subgrade should be proofrolled with construction equipment having a minimum axle load of 10 tons [e.g. tandem-axle dump truck loaded to capacity]. Proofrolling should be traversed in two perpendicular directions with overlapping passes of the vehicle under the observation of an ECS technician. This procedure is intended to assist in identifying localized yielding materials.

Where proofrolling identifies areas that are unsteady or “pumping” subgrade those areas should be repaired prior to the placement of subsequent Structural Fill or other construction materials. Methods of stabilization include undercutting and moisture conditioning. The situation should be discussed with ECS to determine the appropriate procedure. Test pits may be excavated to explore the shallow subsurface materials to help in determining the cause of the observed unsteady materials, and to assist in the evaluation of appropriate remedial actions to stabilize the subgrade. Due to the near-surface soft CLAY (CL) encountered in the hand auger borings, ECS recommends undercutting to depths of 2 feet beneath existing grades and backfilling with approved structural fill prior to the construction of pavements and placement of fill.

5.1.3 Site Temporary Dewatering

Perched Groundwater: After periods of precipitation, surface water can be characterized as being broadly perched above less permeable materials. In low-lying areas, the presence of perched water is more pronounced after rain events. Once the site is graded to drain and storm features are installed, ECS anticipates the perched conditions will become less pronounced after rain events.

Temporary Dewatering: Temporary dewatering operations can be handled by the use of conventional submersible pumps directly in the excavation or temporary trenches to direct the flow of water and to remove water from the excavation. If temporary sump pits are used, we recommend they be established at an elevation 3 to 5 feet below the bottom of the excavation subgrade or bottom of footing. A perforated 55-gallon drum or other temporary structure could be used to house the pump. We recommend continuous dewatering of the excavations using pumps during construction.

ECS Project No. 22:31399 Page 8

5.2 EARTHWORK OPERATIONS

5.2.1 Structural Fill

Prior to placement of Structural Fill, bulk samples (about 50 pounds) of on-site and/or off-site borrow should be submitted to ECS for laboratory testing, which typically include Atterberg limits, natural moisture content, grain-size distribution, and moisture-density relationships (i.e., Proctors) for compaction. Import materials should be tested prior to being hauled to the site to determine if they meet project specifications. Alternatively, Proctor data from other accredited laboratories can be submitted if the test results are within the last 90 days.

Structural Fill Materials: Materials selected for use as structural fill should consist of inorganic soils with the following engineering properties and compaction requirements.

STRUCTURAL FILL INDEX PROPERTIES

Subject Property

Building and Pavement Areas LL < 40, PI<10

Max. Particle Size 3 inches

Fines Content Max. 20 %

Max. organic content 5% by dry weight

STRUCTURAL FILL COMPACTION REQUIREMENTS

Subject Requirement

Compaction Standard Standard Proctor, ASTM D698

Required Compaction 98% of Max. Dry Density

Maximum Dry Density >100 pcf

Moisture Content -2 to +2 % points of the soil’s optimum value

Loose Thickness 8 inches prior to compaction

On-Site Borrow Suitable: No significant natural deposits of possible fill material are present on the site.

Fill Placement: Fill materials should not be placed on frozen soils, on frost-heaved soils, and/or on excessively wet soils. Borrow fill materials should not contain frozen materials at the time of placement, and frozen or frost-heaved soils should be removed prior to placement of structural fill or other fill soils and aggregates. Excessively wet soils or aggregates should be scarified, aerated, and moisture conditioned.

5.3 UTILITY INSTALLATIONS

Utility Subgrades: The soils encountered in our exploration are not expected to be generally adequate for support of utility pipes. The pipe subgrades should be observed and probed for stability by ECS. Loose or unsteady materials encountered should be removed and replaced with compacted Structural Fill, or pipe stone bedding material.

ECS Project No. 22:31399 Page 9

Utility Backfilling: The granular bedding material (AASHTO #57 stone) should be 4 inches thick, but not less than that specified by the civil engineer’s project drawings and specifications. We recommend that the bedding materials be placed up to the springline of the pipe. Fill placed for support of the utilities, as well as backfill over the utilities, should meets the requirements for structural fill and fill placement.

Excavation Safety: Excavations and slopes should be constructed and maintained in accordance with OSHA excavation safety standards. The contractor is solely responsible for designing, constructing, and maintaining steady temporary excavations and slopes. The contractor’s responsible person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor’s safety procedures. The slope height, slope inclination, or excavation depth, including utility trench excavation depth, should not exceed those specified in local, state, and federal safety regulations. ECS is providing this information solely as a service to our client. ECS is not assuming responsibility for construction site safety or the contractor’s activities; such responsibility is not being implied and should not be inferred.

ECS Project No. 22:31399 Page 10

6.0 CLOSING

ECS has prepared this report to guide the geotechnical-related design and construction aspects of the project. We performed these services in accordance with the standard of care expected of professionals in the industry performing similar services on projects of like size and complexity at this time in the region.

No other representation, expressed or implied, and no warranty or guarantee is included or intended in this report.

The description of the proposed project is based on information provided to ECS by Mr. Sam Karahalis of the USDA Forest Service. If this information is untrue or changes, either because of our interpretation of the documents provided or site or design changes that may occur later, ECS should be contacted so we can review our recommendations and provide additional or alternate recommendations that reflect the proposed construction.

We recommend that ECS review the project plans and specifications so we can confirm that those plans/specifications are in accordance with the recommendations of this geotechnical report.

Field observations and quality assurance testing during earthwork and foundation installation are an extension of, and integral to, the geotechnical design. We recommend that ECS be retained to apply our expertise throughout the geotechnical phases of construction, and to provide consultation and recommendation should issues arise.

ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in

APPENDIX A – Diagrams & Reports

Site Location Diagram Exploration Location Diagram

2/1 8/2

Se rvi ce La ye r C red its

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A

BO

RI

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LO

CA

TIO

N

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RA

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Fe et

AS

N

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APPENDIX B – Field Operations

Reference Notes for CPT Sounding Logs Cone Penetration Test Sounding Logs (S-1 and S-2) Reference Notes for Boring Logs Hand Auger Boring Logs (K-1 through K-3) Kessler DCP Test Results (K-1 through K-3)

REFERENCE NOTES FOR CONE PENETRATION

TEST (CPT) SOUNDINGS

In the CPT sounding procedure (ASTM-D-5778), an electronically instrumented cone penetrometer is hydraulically advanced through soil to measure point resistance (qc), pore water pressure (u2), and sleeve friction (fs). These values are recorded continuously as the cone is pushed to the desired depth. CPT data is corrected for depth and used to estimate soil classifications and intrinsic soil parameters such as angle of internal friction, preconsolidation pressure, and undrained shear strength. The graphs below represent one of the accepted methods of CPT soil behavior classification (Robertson, 1990).

1. Sensitive, Fine Grained 6. Clean Sands to Silty Sands

2. Organic Soils-Peats 7. Gravelly Sand to Sand

3. Clays; Clay to Silty Clay 8. Very Stiff Sand to Clayey Sand

4. Clayey Silt to Silty Clay 9. Very Stiff Fine Grained

5. Silty Sand to Sandy Silt

The following table presents a correlation of corrected cone tip resistance (q�) to soil consistency or relative density:

SAND SILT/CLAY

Corrected Cone Tip Resistance (q�) (tsf) Relative Density Corrected Cone Tip

Resistance (q�) (tsf) Relative Density

<20 Very Loose <5 Very Soft 20-40 Loose 5-10 Soft

40-120 Medium Dense 10-15 ���� 15-30 Stiff

120-200 Dense 30-45 Very Stiff

>200 Very Dense 45-60 Hard >60 Very Hard

Pore Pressure Ratio, Bq

C on e R es is ta nc e, Q t

C on e R es is ta nc e, Q t

Friction Ratio, Fr (%)

SUBSURFACE EXPLORATION PROCEDURE:

CONE PENETRATION TESTING (CPT)

ASTM D 5778

In the CPT sounding procedure, an electronically instrumented cone penetrometer is hydraulically advanced through soil to measure point resistance (qc), pore water pressure (U2), and sleeve fric�on (fs). These values are recorded con�nuously as the cone is pushed to the desired depth. CPT data is corrected for depth and used to es�mate soil classifica�ons and intrinsic soil parameters such as angle of internal fric�on, pre-consolida�on pressure, and undrained shear strength.

� Involves the direct push of an electronically instrumented cone penetrometer* through the soil

� Values are recorded con�nuously

� CPT data is corrected and correlated to soil parameters

*CPT Penetrometer Size May Vary

CPT Procedure:

P ro je c t:

C ro a ta n R a n g e r S ta ti o nE

C S

S o u th e a s t, L L P

N e th e rl a n d s

D ri v e

W ilm in g to n N

C

E C S P ro je ct

:3

T o ta l d e p th

.6 f t, D a te

/1

/2

E F is h e r

A v e n u e

N e w B e rn

N

C

C o n e T y p e

D D

G

C o n e O p e ra to r:

D e v o n H ig h fi e ld

C P

T

S -1

L o c a ti o n : C o n e r e s is ta n c e

T ip r e s is ta n c e ts f)3

Depth (ft)

086420

C o n e r e s is ta n c e

S le e v e f r ic ti o n

F ri c ti o n ts f)

Depth (ft)

086420

S le e v e f r ic ti o n P o r e p r e s s u r e u

P re s s u re p s i)

Depth (ft)

086420

P o r e p r e s s u r e u S

P T

N

N b lo w s /f t)

Depth (ft)

086420

S P

T N

N o r m

S o il

B e h a v io u r T y p e

S B

T n

R o b e rt s o n

)1

Depth (ft)

086420N o r m

S o il

B e h a v io u r T y p e

S ilt y sa nd s an dy s ilt V er y de ns e/ st iff s oi l

C la y

O rg an ic s oi l

O rg an ic s oi l

C la y

C la y s ilt y cl ay

C la y s ilt y cl ay

C la y s ilt y cl ay S ilt y sa nd s an dy s ilt

S an d s ilt y sa nd

S ilt y sa nd s an dy s ilt

S an d s ilt y sa nd

S ilt y sa nd s an dy s ilt

S an d s ilt y sa nd

S an d s ilt y sa nd

S ilt y sa nd s an dy s ilt S an d

C P e T -I

T v

.2 .0

.1 .1

C P T U d a ta p re se n ta ti o n i n te rp re ta ti o n s o ft w a re

R e p o rt c re a te d o n

/1

/2

:3

:3

P

M

P ro je ct f ile

P ro je c t:

C ro a ta n R a n g e r S ta ti o nE

C S

S o u th e a s t, L L P

N e th e rl a n d s

D ri v e

W ilm in g to n N

C

E C S P ro je ct

:3

T o ta l d e p th

.9 f t, D a te

/1

/2

E F is h e r

A v e n u e

N e w B e rn

N

C

C o n e T y p e

D D

G

C o n e O p e ra to r:

D e v o n H ig h fi e ld

C P

T

S -2

L o c a ti o n : C o n e r e s is ta n c e

T ip r e s is ta n c e ts f)

Depth (ft)

0987654321

C o n e r e s is ta n c e

S le e v e f r ic ti o n

F ri c ti o n ts f)

.5

.5

Depth (ft)

0987654321

S le e v e f r ic ti o n P o r e p r e s s u r e u

P re s s u re p s i)

Depth (ft)

0987654321

P o r e p r e s s u r e u S

P T

N

N b lo w s /f t)

Depth (ft)

09876543210

S P

T N

N o r m

S o il

B e h a v io u r T y p e

S B

T n

R o b e rt s o n

)1

Depth (ft)

0987654321N o r m

S o il

B e h a v io u r T y p e

S ilt y sa nd s an dy s ilt

V er y de ns e/ st iff s oi l

C la y

C la y s ilt y cl ay

C la y C la y s ilt y cl ay

C la y s ilt y cl ay

C la y

C la y s ilt y cl ay

S ilt y sa nd s an dy s ilt

S an d s ilt y sa nd

S ilt y sa nd s an dy s ilt

S an d s ilt y sa nd

S ilt y sa nd s an dy s ilt

S ilt y sa nd s an dy s ilt

C P e T -I

T v

.2 .0

.1 .1

C P T U d a ta p re se n ta ti o n i n te rp re ta ti o n s o ft w a re

R e p o rt c re a te d o n

/1

/2

:3

:2

P

M

P ro je ct f ile

REFERENCE NOTES FOR BORING LOGS

MATERIAL1,2

1Classifications and symbols per ASTM D 2488-17 (Visual-Manual Procedure) unless noted otherwise.

2To be consistent with general practice, “POORLY GRADED” has been removed from GP, GP-GM, GP-GC, SP, SP-SM, SP-SC soil types on the boring logs.

3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol [Ex: (SM-FILL)].

4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf).

5Standard Penetration Test (SPT) refers to the number of hammer blows (blow count) of a 140 lb. hammer falling 30 inches on a 2 inch OD split spoon sampler required to drive the sampler 12 inches (ASTM D 1586). “N-value” is another term for “blow count” and is expressed in blows per foot (bpf). SPT correlations per 7.4.2 Method B and need to be corrected if using an auto hammer.

6The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in granular soils. In clay and cohesive silts, the determination of water levels may require several days for the water level to stabilize. In such cases, additional methods of measurement are generally employed.

7Minor deviation from ASTM D 2488-17 Note 14.

8Percentages are estimated to the nearest 5% per ASTM D 2488-17.

Reference Notes for Boring Logs (09-02-2021).doc © 2021 ECS Corporate Services, LLC. All Rights Reserved

COHESIVE SILTS & CLAYS

UNCONFINED

COMPRESSIVE

STRENGTH, QP4

<0.25

0.25 - <0.50

0.50 - <1.00

1.00 - <2.00

2.00 - <4.00

4.00 - 8.00

>8.00

SPT5

(BPF)

CONSISTENCY7

(COHESIVE)

GRAVELS, SANDS & NON-COHESIVE SILTS

SPT5

DENSITY

<5 5 - 10

11 - 30 31 - 50

>50

Very Loose Loose

Medium Dense Dense

Very Dense

WATER LEVELS6

RELATIVE

AMOUNT7

Trace

With

Adjective (ex: “Silty”)

COARSE

GRAINED

(%)8

<5

FINE

GRAINED

(%)8

<5

DRILLING SAMPLING SYMBOLS & ABBREVIATIONS

PARTICLE SIZE IDENTIFICATION

DESIGNATION PARTICLE SIZES

Hollow Stem Auger Power Auger (no sample) Bulk Sample of Cuttings Wash Sample Shelby Tube Sampler Split Spoon Sampler

Rock Quality Designation % Rock Sample Recovery % Rock Core, NX, BX, AX Rock Bit Drilling Pressuremeter TestSS

ST

WS

BS

PA

HSA

RQD

PM

RD

RC

REC

Boulders Cobbles

Gravel:

Sand:

Silt & Clay (“Fines”) Fine Medium

Coarse Fine Coarse

0.074 mm to 0.425 mm (No. 200 to No. 40 sieve) <0.074 mm (smaller than a No. 200 sieve)

0.425 mm to 2.00 mm (No. 40 to No. 10 sieve)

2.00 mm to 4.75 mm (No. 10 to No. 4 sieve)

4.75 mm to 19 mm (No. 4 sieve to ¾ inch) ¾ inch to 3 inches (19 mm to 75 mm) 3 inches to 12 inches (75 mm to 300 mm) 12 inches (300 mm) or larger

>50 31 - 50 16 - 30

9 - 15 5 - 8 2 - 4 <2

Very Hard Hard

Very Stiff

Stiff Firm Soft

Very Soft

ASPHALT

CONCRETE

GRAVEL

TOPSOIL

VOID

BRICK

AGGREGATE BASE COURSE

GW

GP

GM

GC

SW

SP

SM

SC

ML

MH

CL

CH

OL

OH

PT

WELL-GRADED GRAVEL

gravel-sand mixtures, little or no fines

POORLY-GRADED GRAVEL

gravel-sand mixtures, little or no fines

SILTY GRAVEL

gravel-sand-silt mixtures

CLAYEY GRAVEL

gravel-sand-clay mixtures

WELL-GRADED SAND

gravelly sand, little or no fines

POORLY-GRADED SAND

gravelly sand, little or no fines

SILTY SAND

sand-silt mixtures

CLAYEY SAND

sand-clay mixtures

SILT

non-plastic to medium plasticity

ELASTIC SILT

high plasticity

LEAN CLAY

low to medium plasticity

FAT CLAY

high plasticity

ORGANIC SILT or CLAY non-plastic to low plasticity

ORGANIC SILT or CLAY high plasticity

PEAT

highly organic soils

WL (First Encountered)

WL (Completion)

WL (Seasonal High Water)

WL (Stabilized)

FILL POSSIBLE FILL PROBABLE FILL ROCK

FILL AND ROCK

25 - 45

10 - 20

30 - 45

10 - 25

DE

PT

H (F

T)

W

AT

ER

L

EV

EL

S

EL

EV

AT

IO

N (F

T)

DESCRIPTION OF MATERIAL

Topsoil Thickness[8.00"]

(CL) SANDY LEAN CLAY, gray, moist

END OF DRILLING AT 4.0 FT

EX

CA

VA

TI

O N

E

FF

O

RT

DC

P

SA

M

PL

E

N U

M

BE

R

FI

N

ES

C

O N

TE

N

T

M O

IS

TU

RE

C

O N

TE

N

T

CLIENT: PROJECT NO.:

USDA Forest Service 22:31399

PROJECT NAME: HAND AUGER NO.:

Croatan Ranger Sta on - Drilling K-01

SITE LOCATION:

East Fisher Ave, New Bern, North Carolina 28560

NORTHING: EASTING:

SHEET:

SURFACE ELEVATION:

STATION:

REMARKS:

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL

EXCAVATION EFFORT: E - EASY M - MEDIUM D - DIFFICULT VD - VERY DIFFICULT

WL (First Encountered) WL (Seasonal High) ECS REP: DATE COMPLETED: UNITS: CAVE-IN-DEPTH:

WL (Comple on) Feb 15 2022 English

HAND AUGER LOG

DCP TEST DATA

Project: Croatan Ranger Station Date: 15-Feb-22

Location: K-1 Soil Type(s): CLAY (CL)

No. of Accumulative Type of

Blows Penetration Hammer

(mm)

0 0 1

3 187.96 1

5 340.36 1

5 563.88 1

5 701.04 1

5 779.78 1

5 840.74 1

4 886.46 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H in

CBR

D E

P T

H m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D E

P T

H m m

BEARING CAPACITY, psi

D E

P T

H in

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of Concrete Airport Pavement, Portland

Cement Association, page 8, 1955)

H (F

T)

W

AT

ER

L

EV

EL

S

EL

EV

AT

IO

N (F

T)

DESCRIPTION OF MATERIAL

Topsoil Thickness[9.00"]

(CL) SANDY LEAN CLAY, gray/ orange, moist to saturated

END OF DRILLING AT 4.0 FT

EX

CA

VA

TI

O N

E

FF

O

RT

DC

P

SA

M

PL

E

N U

M

BE

R

FI

N

ES

C

O N

TE

N

T

M O

IS

TU

RE

C

O N

TE

N

T

CLIENT: PROJECT NO.:

USDA Forest Service 22:31399

PROJECT NAME: HAND AUGER NO.:

Croatan Ranger Sta on - Drilling K-02

SITE LOCATION:

East Fisher Ave, New Bern, North Carolina 28560

NORTHING: EASTING:

SHEET:

SURFACE ELEVATION:

STATION:

REMARKS:

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL

EXCAVATION EFFORT: E - EASY M - MEDIUM D - DIFFICULT VD - VERY DIFFICULT

WL (First Encountered) WL (Seasonal High) ECS REP: DATE COMPLETED: UNITS: CAVE-IN-DEPTH:

WL (Comple on) 3.25 Feb 15 2022 English

Location: K-2 Soil Type(s): CLAY (CL)

No. of Accumulative Type of

Blows Penetration Hammer

(mm)

0 0 1

1 154.94 1

3 238.76 1

5 378.46 1

3 558.8 1

3 716.28 1

3 845.82 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H in

CBR

D E

P T

H m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D E

P T

H m m

BEARING CAPACITY, psi

D E

P T

H in

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

H (F

T)

W

AT

ER

L

EV

EL

S

EL

EV

AT

IO

N (F

T)

DESCRIPTION OF MATERIAL

Topsoil Thickness[8.00"]

(CL) SANDY LEAN CLAY, gray, moist

END OF DRILLING AT 4.0 FT

EX

CA

VA

TI

O N

E

FF

O

RT

DC

P

SA

M

PL

E

N U

M

BE

R

FI

N

ES

C

O N

TE

N

T

M O

IS

TU

RE

C

O N

TE

N

T

CLIENT: PROJECT NO.:

USDA Forest Service 22:31399

PROJECT NAME: HAND AUGER NO.:

Croatan Ranger Sta on - Drilling K-03

SITE LOCATION:

East Fisher Ave, New Bern, North Carolina 28560

NORTHING: EASTING:

SHEET:

SURFACE ELEVATION:

STATION:

REMARKS:

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDRY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL

EXCAVATION EFFORT: E - EASY M - MEDIUM D - DIFFICULT VD - VERY DIFFICULT

WL (First Encountered) WL (Seasonal High) ECS REP: DATE COMPLETED: UNITS: CAVE-IN-DEPTH:

WL (Comple on) Feb 15 2022 English

Location: K-3 Soil Type(s): CLAY (CL)

No. of Accumulative Type of

Blows Penetration Hammer

(mm)

0 0 1

1 154.94 1

3 340.36 1

3 457.2 1

5 637.54 1

5 734.06 1

5 807.72 1

5 866.14 1

0.1 1.0 10.0 100.0

0.1 1.0 10.0 100.0

D E

P T

H in

CBR

D E

P T

H m m

10.1 lbs.

17.6 lbs.

Both hammers used

Soil Type

CH

CL

All other soils

Hammer

0 14 28 42 56 69 83

0 2000 4000 6000 8000 10000 12000

D E

P T

H m m

BEARING CAPACITY, psi

D E

P T

H in

BEARING CAPACITY, psf

Based on approximate interrelationships of CBR and Bearing values (Design of

APPENDIX C – Supplemental Report Documents

GBA Document

Geotechnical-Engineering Report Important Information about This

Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.

While you cannot eliminate all such risks, you can manage them. The following information is provided to help.

The Geoprofessional Business Association (GBA) has prepared this advisory to help you – assumedly a client representative – interpret and apply this geotechnical-engineering report as effectively as possible. In that way, clients can benefit from a lowered exposure to the subsurface problems that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed below, contact your GBA-member geotechnical engineer.

Active involvement in the Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project.

Geotechnical-Engineering Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical-engineering study conducted for a given civil engineer will not likely meet the needs of a civil-works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical-engineering report is unique, prepared solely for the client. Those who rely on a geotechnical-engineering report prepared for a different client can be seriously misled. No one except authorized client representatives should rely on this geotechnical-engineering report without first conferring with the geotechnical engineer who prepared it. And no one

– not even you – should apply this report for any purpose or project except the one originally contemplated.

Read this Report in Full Costly problems have occurred because those relying on a geotechnical-engineering report did not read it in its entirety. Do not rely on an executive summary. Do not read selected elements only. Read this report in full.

You Need to Inform Your Geotechnical Engineer about Change Your geotechnical engineer considered unique, project-specific factors when designing the study behind this report and developing the confirmation-dependent recommendations the report conveys. A few typical factors include:

• the client’s goals, objectives, budget, schedule, and risk-management preferences;

• the general…