8-2461 - Re-Bid Specifications - 2026.03.16.pdf

Arcari + Iovino Architects, P.C. 2461 – Sussex County Dennis Branch Library Addition and Renovations

TABLE OF CONTENTS 00 00 01-1

SECTION 00 00 01 - TABLE OF CONTENTS

DIVISION 1 - GENERAL REQUIREMENTS

01 10 00 Summary

01 10 00.1 Geotechnical Report

01 10 00.2 Environmental Inspection Report

01 23 00 Alternates

01 25 00 Substitution Procedures

01 26 00 Contract Modification Procedures

0 129 00 Payment Procedures

01 31 00 Project Management and Coordination

01 32 00 Construction Progress Documentation

01 32 33 Photographic Documentation

01 33 00 Submittal Procedures

01 40 00 Quality Requirements

01 42 00 References

01 50 00 Temporary Facilities and Controls

01 60 00 Product Requirements

01 73 00 Execution

01 77 00 Closeout Procedures

01 78 23 Operation and Maintenance Data

01 78 39 Project Record Documents

01 79 00 Demonstration and Training

DIVISION 2 – EXISTING CONDITIONS

02 41 19 Selective Demolition

Asbestos Abatement

DIVISION 3 – CONCRETE

03 54 16 Hydraulic Cement Underlayment

DIVISION 4 – MASONRY

04 20 00 Concrete Unit Masonry

DIVISION 5 – METALS

Dwg. S.001 Structural Steel

Dwg. S.001 Steel Decking

Dwg. S.002 Cold-Formed Metal Framing

05 50 00 Metal Fabrications

05 51 13 Metal Pan Stairs

DIVISION 6 - WOOD AND PLASTIC

06 10 00 Rough Carpentry

06 16 00 Sheathing

06 41 16 Plastic-Laminate-Clad Architectural Cabinets

Arcari + Iovino Architects, P.C. 2461 – Sussex County Dennis Branch Library Addition and Renovations

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DIVISION 7 - THERMAL AND MOISTURE PROTECTION

07 11 13 Bituminous Dampproofing

07 14 16 Cold Fluid-Applied Waterproofing

07 21 00 Thermal Insulation

07 26 00 Vapor Retarders

07 27 26 Fluid-Applied Membrane Air Barriers

07 31 39 Synthetic Slate Shingles

07 42 46 Cementitious Wall Panels

07 54 23 Thermoplastic Polyolefin (TPO) Roofing

07 71 00 Roof Specialties

07 72 00 Roof Accessories

07 72 53 Snow Guards

07 84 13 Penetration Firestopping

07 84 43 Joint Firestopping

07 92 00 Joint Sealants

DIVISION 8 - DOORS AND WINDOWS

08 06 71 Door Hardware Schedule

08 11 13 Hollow Metal Doors and Frames

08 14 16 Flush Wood Doors

08 31 13 Access Doors and Frames

08 42 13 Aluminum-Framed Entrances

08 44 13 Glazed Aluminum Curtain Walls

08 51 13 Aluminum Windows

08 71 00 Door Hardware

08 80 00 Glazing

08 88 13 Fire-Rated Glazing

DIVISION 9 – FINISHES

09 21 16.23 Gypsum Board Shaft Wall Assemblies

09 22 16 Non-Structural Metal Framing

09 29 00 Gypsum Board

09 30 13 Ceramic Tiling

09 51 13 Acoustical Panel Ceilings

09 65 13 Resilient Base and Accessories

09 65 19 Resilient Tile Flooring

09 91 13 Exterior Painting

09 91 23 Interior Painting

DIVISION 10 – SPECIALTIES

10 14 19 Dimensional Letter Signage

10 14 23.16 Room Identification Panel Signage

10 28 00 Toilet Accessories

10 44 13 Fire Protection Cabinets

10 44 16 Fire Extinguishers

DIVISION 11 - EQUIPMENT (Not used)

Arcari + Iovino Architects, P.C. 2461 – Sussex County Dennis Branch Library Addition and Renovations

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DIVISION 12 – FURNISHINGS

12 24 13 Roller Window Shades

12 36 61.16 Solid Surfacing Countertops

DIVISION 13 - SPECIAL CONSTRUCTION (Not used)

DIVISION 14 - CONVEYING SYSTEMS

14 24 00 Hydraulic Elevators

DIVISION 21 – FIRE SUPPRESSION

21 05 17 Sleeves and Sleeve Seals for Fire Suppression Piping

21 05 18 Escutcheons for Fire Suppression Piping

21 05 23 General-Duty Valves for Fire Protection Piping

21 05 53 Identification for Fire Suppression Piping and Equipment

21 13 13 Wet-Pipe Sprinkler Systems

DIVISION 22 - PLUMBING

22 05 17 Sleeves and Sleeve Seals for Plumbing Piping

22 05 18 Escutcheons for Plumbing Piping

22 05 23 General-Duty Valves for Plumbing Piping

22 05 24 Ball Valves for Plumbing Piping

22 05 25 Check 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 19 Plumbing Piping Insulation

22 11 16 Domestic Water Piping

22 11 19 Domestic Water Piping Specialties

22 13 16 Sanitary Waste and Vent Piping

22 13 19 Sanitary Waste Piping Specialties

22 34 00 Fuel-Fired, Domestic Water Heaters

22 40 00 Plumbing Fixtures

DIVISION 23 - MECHANICAL

23 05 00 Comon Work Results for HVAC

23 05 18 Escutcheons for HVAC Piping

23 05 29 Hangers and Supports for HVAC Piping and Equipment

23 05 53 Identification for HVAC Piping and Equipment

23 05 93 Testing, Adjusting, and Balancing for HVAC

23 07 13 Duct Insulation

23 07 19 HVAC Piping Insulation

23 09 23 Direct Digital Controls (DDC) System for HVAC

23 09 93.11 Sequence of Operations for HVAC DDC

23 21 13 Hydronic Piping

23 23 00 Refrigerant Piping

23 31 13 Metal Ducts

23 33 00 Air Duct Accessories

23 33 46 Flexible Ducts

23 34 33.13 Commercial Air Curtains

23 37 13.23 Diffusers Registers and Grilles

Arcari + Iovino Architects, P.C. 2461 – Sussex County Dennis Branch Library Addition and Renovations

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23 74 16.13 Packaged, Rooftop Air-Conditioning Units

23 74 33 Dedicated Outdoor-Air Unit

23 81 26 Split-System Air Conditioners

23 81 27 Single Zone Heat Pump HVAC Split Systems

23 81 29 Variable Refrigerant Flow HVAC Systems

DIVISION 26 – ELECTRICAL

26 05 19 Low-Voltage Electrical Power Conductors and Cables

26 05 23 Control-Voltage Electrical Power Cables

26 05 26 Grounding and Bonding for Electrical Systems

26 05 29 Hangers and Supports for Electrical Systems

26 05 33 Raceways and Boxes for Electrical Systems

26 05 44 Sleeves and Sleeve Seals for Electrical Raceways and Cabling

26 05 53 Identification for Electrical Systems

26 05 73.13 Short-Circuit Studies

26 05 73.16 Coordination Studies

26 05 73.19 Arc-Flash Hazard Analysis

26 09 23 Lighting Control Devices

26 24 13 Switchboards

26 24 16 Panelboards

26 27 26 Wiring Devices

26 28 13 Fuses

26 28 16 Enclosed Switches and Circuit Breakers

26 43 13 Surge Protection for Low-Voltage Electrical Power Circuits

26 51 19 LED Interior Lighting

26 52 13 Emergency and Exit Lighting

DIVISION 27 – COMMUNICATIONS (Not Used)

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

28 05 13 Conductors and Cables for Electronic Safety and Security

28 05 26 Grounding and Bonding for Electronic Safety and Security

28 05 28 Pathways for Electronic Safety and Security

28 05 44 Sleeves and Sleeve Seals for Electronic Safety and Security Pathways and Cabling

28 31 11 Digital, Addressable Fire-Alarm System

DIVISION 31 - EARTHWORK

31 11 10 Site Clearing

31 22 13 Rough Grading

31 23 16 Excavation

31 23 23.13 Backfilling

31 23 33 Trenching

DIVISION 32 - EXTERIOR IMPROVEMENTS

32.11.23.16 Recycled Concrete Aggregate Base Course

32 12 16 Asphaltic Concrete Paving

32 13 13.33 Portland Cement Concrete Sidewalk

32 16 13 Portland Cement Concrete Curb

32 17 28 Pavement Markings – Traffic Paint

32 91 19 13 Topsoil Placement and Grading

Arcari + Iovino Architects, P.C. 2461 – Sussex County Dennis Branch Library Addition and Renovations

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DIVISION 33 - UTILITIES

33 13 00 Disinfection of Water Utility Distribution

33 14 11 Water Utility Distribution Piping

33 14 17 Water Service Connections

33 31 11 Sanitary Sewerage Gravity Piping

33 41 16 Corrugated Polyethylene Piping

33 41 24.24 PVC Drainage Pipe

33 44 13.13 Precast Concrete Catch Basins and Field Inlets

33 49 23.23 Linear Leaching Chambers

Arcari + Iovino Architects, P.C. 2461 – Sussex County Dennis Branch Library Addition and Renovations

SUMMARY 011000 - 1

SECTION 01 10 00 - SUMMARY

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. Section Includes:

1. Project information.

2. Work covered by Contract Documents.

3. Contractor's use of site and premises.

4. Coordination with occupants.

5. Work restrictions.

6. Specification and Drawing conventions.

7. Miscellaneous provisions.

B. Related Requirements:

1. Section 015000 "Temporary Facilities and Controls" for limitations and procedures governing temporary use of Owner's facilities.

2. Section 017300 "Execution" for coordination of Owner-installed products.

1.3 PROJECT INFORMATION

A. Project Identification: #2461 – Sussex County Dennis Library Addition and Renovations.

1. Project Location: 101 Main Street, Newton, NJ 07860

B. Owner: County of Sussex, One Spring Street, Newton, NJ 07860

1. Owner's Representative: Keith Nelson, Director, Division of Facilities Management

C. Architect: Arcari + Iovino Architects, P.C., One Katherine Street, Little Ferry, NJ 07643

1. Architect's Representative: Todd Hause, Partner

1.4 WORK COVERED BY CONTRACT DOCUMENTS

A. The Work of Project is defined by the Contract Documents and includes, but is not limited to, the following:

1. Construction of a three-story addition, including an elevator.

2. Alterations and renovations within the existing building, including replacement of the heating system with an HVAC system.

3. Removal of Asbestos Containing Pipe Insulation in Basement.

4. All other Work indicated in the Contract Documents.

B. Type of Contract:

1. Project shall be constructed under a single prime contract.

Arcari + Iovino Architects, P.C. 2461 – Sussex County Dennis Branch Library Addition and Renovations

SUMMARY 011000 - 2

1.5 CONTRACTOR'S USE OF SITE AND PREMISES

A. Unrestricted Use of Site: Contractor shall have full use of Project site for construction operations during construction period. Contractor's use of Project site is limited only by Owner's right to perform work or to retain other contractors on portions of Project.

B. Limits on Use of Site: Limit use of Project site to areas within the Contract limits. Do not disturb portions of Project site beyond areas in which the Work is indicated.

1. Driveways, Walkways and Entrances: Keep driveways and entrances serving premises clear and available to Owner and emergency vehicles at all times. Do not use these areas for parking or for storage of materials.

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

C. Condition of Existing Building: Maintain portions of existing building affected by construction operations in a weathertight condition throughout construction period. Repair damage caused by construction operations.

D. Condition of Existing Grounds: Maintain portions of existing grounds, landscaping, and hardscaping affected by construction operations throughout construction period. Repair damage caused by construction operations.

1.6 COORDINATION WITH OCCUPANTS

A. Owner Limited Occupancy of Completed Areas of Construction: Owner reserves the right to place and install equipment in completed portions of the Work, prior to Substantial Completion of the Work, provided such occupancy does not interfere with completion of the Work. Such placement of equipment and limited occupancy shall not constitute acceptance of the total Work.

1.7 WORK RESTRICTIONS

A. Comply with restrictions on construction operations.

1. Comply with limitations on use of public streets, work on public streets, rights of way, and other requirements of authorities having jurisdiction.

B. On-Site Work Hours: Limit work to between 7:00 a.m. to 5:00 p.m., Monday through Friday, unless otherwise indicated. Work hours may be modified to meet Project requirements if approved by Owner and authorities having jurisdiction.

1. Weekend Hours: As allowed by authorities having jurisdiction.

C. Smoking and Controlled Substance Restrictions: Use of tobacco products, alcoholic beverages, and other controlled substances on Owner's property is not permitted.

D. Employee Identification: Provide identification tags for Contractor personnel working on Project site.

Require personnel to use identification tags at all times.

E. Employee Screening: Comply with Owner's requirements for screening of Contractor personnel working on Project site.

1. Maintain list of approved screened personnel with Owner's representative.

Arcari + Iovino Architects, P.C. 2461 – Sussex County Dennis Branch Library Addition and Renovations

SUMMARY 011000 - 3

1.8 SPECIFICATION AND DRAWING CONVENTIONS

A. Specification Content: The Specifications use certain conventions for the style of language and the intended meaning of certain terms, words, and phrases when used in particular situations. These conventions are as follows:

1. Imperative mood and streamlined language are generally used in the Specifications. The words

"shall," "shall be," or "shall comply with," depending on the context, are implied where a colon (:)

is used within a sentence or phrase.

2. Text Color: Text used in the Specifications, including units of measure, manufacturer and product names, and other text may appear in multiple colors or underlined as part of a hyperlink; no emphasis is implied by text with these characteristics.

3. Hypertext: Text used in the Specifications may contain hyperlinks. Hyperlinks may allow for access to linked information that is not residing in the Specifications. Unless otherwise indicated, linked information is not part of the Contract Documents.

4. Specification requirements are to be performed by Contractor unless specifically stated otherwise.

B. Division 00 Contracting Requirements: General provisions of the Contract, including General and

Supplementary Conditions, apply to all Sections of the Specifications.

C. Division 01 General Requirements: Requirements of Sections in Division 01 apply to the Work of all

Sections in the Specifications.

D. Drawing Coordination: Requirements for materials and products identified on Drawings are described in detail in the Specifications. One or more of the following are used on Drawings to identify materials and products:

1. Terminology: Materials and products are identified by the typical generic terms used in the individual Specifications Sections.

2. Abbreviations: Materials and products are identified by abbreviations scheduled on Drawings.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION (Not Used)

END OF SECTION 01 10 00

CARLIN SIMPSON & ASSOCIATES, LLC

Consulting Geotechnical and Environmental Engineers

61 Main Street, Sayreville, New Jersey 08872 Tel. (732) 432-5757 Fax. (732) 432-5717

11 July 2025

Principal:

Robert B. Simpson, P.E.

Associates:

Meredith R. Anke, P.E.

Catherine Andersen, P.E.

Michal Wroblewski, P.E.

Kurt W. Anke Eric J. Shaw

H2M Associates, Inc.

119 Cherry Hill Road, Suite 110 Parsippany, NJ 07054

Attn: Mr. Tomas Matias, PE, CME Project Engineer 2

Re: Report on Subsurface Soil and Foundation Investigation Proposed 3-Story Building Addition 101 Main Street Newton, NJ (CSA Job #21-175)

Dear Mr. Matias:

In accordance with our revised proposal dated 1 May 2025 and your subsequent authorization, we have completed a Subsurface Soil and Foundation Investigation for the referenced site. The purpose of this study was to determine the nature and engineering properties of the subsurface soil and the groundwater conditions for the new construction, to recommend a practical foundation scheme, and to determine the allowable bearing capacity of the site soils.

We understand that the proposed construction will consist of a new 3 story building addition.

The construction will also consist of new underground utilities, asphalt paved parking, and stormwater management system. To guide us in this study, you have provided us with a plan that indicates the location of the proposed construction.

Our scope of work for this project included the following:

1. Reviewed the proposed layout, the existing site conditions, the expected soil conditions, and planned this study.

2. Retained Environmental Technical Drilling Inc. to advance two (2) borings at selected locations on the subject site.

3. Retained Lombardo Excavating to excavate two (2) test pits adjacent to the existing building and three (3) test pits in the stormwater management area.

4. Laid out the boring and test pit locations in the field, visually identified the soil layers encountered, obtained soil samples, and prepared detailed boring and test pit logs and a Boring and Test Pit Location Plan.

5. Performed soil identification tests on selected soil samples in our laboratory.

6. Performed hydrometer analysis on selected soil samples within the stormwater management system area.

7. Analyzed the field and laboratory test data and prepared this report containing the results of this study.

1.0 SITE DESCRIPTION

The project site is located at 101 Main Street in Newton, New Jersey. The property is currently occupied by an existing three-story building that is the Sussex County Library - Dennis Library. The southern portion of the site is covered in asphalt paved parking. The remainder of the site is covered by grass landscape and concrete sidewalks. The existing site grades on the property range from approximately elevation +202.0 to +192.0 and slope down from north to south.

2.0 PROPOSED CONSTRUCTION

We understand that the proposed construction will consist of a new 3 story building addition on the south side of the existing building. The finished floor elevation was unknown at the time of writing this report. However, based on the provided grading plan we expect that the proposed finished floor elevation will be between +194.0 to +194.5. In addition, we expect that other site improvements will consist of new underground utilities, asphalt paved parking, and stormwater management system.

The following evaluation is based on the information that has been provided to our office as of the date of this report. Once the construction plans have been further developed, a copy of the plans should be forwarded to our office so that we can review them along with the recommendations in this report. At that time, any changes or additional recommendations can be provided, if required.

3.0 SUBSURFACE CONDITIONS

To determine the subsurface soil and groundwater conditions in the building addition area, two

(2) borings were advanced by Environmental Technical Drilling Inc. The borings were performed using hollow stem augers and split spoon sampling. The borings were completed on 12 June 2025 and were performed under the full-time inspection of Carlin-Simpson & Associates.

To evaluate the conditions of the existing building foundation, two (2) test pits were excavated in the proposed building addition area. In addition, three (3) test pits were excavated in the area of the stormwater management system area. The test pits were excavated by Lombardo Excavating on 18 June 2025 and were performed under the full-time inspection of Carlin-Simpson & Associates.

The boring and test pit locations are shown on the Boring and Test Pit Location Plan. Detailed boring and test pit logs and a sketch of the test pit observations have been prepared and are included in this report. Our field engineer visually identified all of the soil samples obtained during the boring operations and select samples were tested in our laboratory.

3.1 Soils

The soil descriptions shown on the boring logs are based on the Burmister Classification System. In this system, the soil is divided into three components: Sand (S), Silt ($), and Gravel (G). The major component is indicated in all capital letters, the lesser in lower case letters.

The following modifiers indicate the quantity of each lesser component:

Modifier Quantity trace (t) 0 -10% little (l) 10% - 20% some (s) 20% - 35% and (a) 35% - 50%

When the site soils are plastic, the following indicators are used:

Plasticity Plasticity Index Indicator None 0 - 1 SILT Slight 1 - 5 Clayey SILT Low 5 - 10 SILT & CLAY

Medium 10 - 20 CLAY & SILT High 20 - 40 Silty CLAY

Very High 40+ CLAY

In addition, the unified soil classification system (USCS) group symbol was determined for each major stratum and was provided on the attached boring logs. The subsurface soil conditions encountered in the borings can be summarized as follows:

Stratum 1 Topsoil

At the surface of both boring and test pits TP-1 through TP-3 is topsoil that ranges from approximately 6 to 22 inches in thickness.

Stratum 2 Existing Fill

Below the surface layers in both boring locations and test pit TP-3 is existing fill that generally consists of soft gray, brown Clayey SILT some (to and), coarse to fine Sand, trace (to little) medium to fine Gravel or loose dark brown, brown coarse to fine Sand, little (to some) Silt, some coarse to fine Gravel. Debris consisting of brick and ash was noted in boring B-2. The existing fill extends to depths ranging from 3’6” to 6’0” below the existing ground surface in these boring and test pit locations.

Stratum 3 Silty Sand, Silt, or Clayey Silt

[USCS: SM,

ML, or CL]

Underlying the existing fill in both boring locations and test pits TP-1 through TP-3 is medium dense gray coarse to fine Sand, some (to and) Silt, medium dense gray, orange brown coarse to fine Sand, some Clayey SILT, and coarse to fine Sand, or orange brown, brown SILT or Clayey SILT little (to some) coarse to fine Sand, trace (to little) medium to fine Gravel. This stratum typically has a moderate to very high silt or clay content. This stratum extends to a depth of 3’6” to 9’0” below the existing ground surface elevation.

Stratum 4 Silty Sand and Gravel

[USCS: SM]

Beneath Stratum 2 in both boring locations and test pits TP-1 through TP-3 is medium dense to dense brown, gray, coarse to fine SAND, little (to some) Silt, little (to and) coarse to fine Gravel or medium dense brown, gray medium to fine GRAVEL and (+), coarse to fine Sand, little Silt. Cobbles and boulders were noted in this stratum in boring B-1. Seams and layers of weathered shale were noted in this stratum in each of the test pits. This stratum extends to a depth of 29’0” and 25’0” below the existing ground surface in boring B-1 and B-2, respectively. Test pit TP-1, TP-2, and TP-3 were terminated in this stratum at depths of 6’0”, 6’0”, and 6’3” below the existing ground surface.

Stratum 5 Silt

[USCS: ML]

Below the silty sand with gravel in both boring locations is very stiff to hard gray, brown SILT and, coarse to fine Sand, trace (to little) medium to fine Gravel. Borings B-1 and B-2 were terminated in this stratum at a depth of 32’0” below the existing ground surface elevation.

3.2 Groundwater

Observations for groundwater were made during sampling and upon completion of the drilling operations at each boring location and during the excavation of each test pit. During this investigation, groundwater was encountered in the boring and test pit locations at depths ranging from 3’6” to 4’0” (approximate elevations +189.0 to +192.5) below the existing ground surface. Evidence of seasonal high groundwater (i.e. mottling) was observed at depths ranging from 2’2” to 6’0” (approximate elevations +190.0 to +192.5) below the existing ground surface.

Based on the subsurface observations, groundwater will likely be encountered during construction. We anticipate that groundwater will be encountered during the complete removal of existing fill and/or in the foundation excavations. In addition, perched or trapped water may be encountered within the existing fill and in the silty and clayey virgin soils, especially during wet periods.

Proper groundwater control measures will be required where groundwater is encountered in the site excavations. We anticipate that sumps and pumps will be adequate to manage dewatering during construction. Preparation of soft and sensitive subgrades in the building addition area will be required during construction. Additional details on dewatering and subgrade preparation is provided in Section

5.1 below.

Variations in the location of the long-term water table may occur as a result of changes in precipitation, evaporation, surface water runoff, and other factors not immediately apparent at the time of this exploration.

3.3 Existing Building Test Pit Observations

Two (2) test pits were performed in the area of the new building addition. The test pits were performed in order to determine the foundation conditions of the existing building. The first test pit TP- 4 was performed at the intersection of two wall on the north side of the existing building. The cross section for test pit TP-4 was taken for the western wall in this area that runs parallel to Main Street. The second test pit TP-5 was performed approximately 20 feet east of test pit TP-4. The test pit locations are shown on the attached Boring and Test Pit Location Plan (Figure 1). The cross sections at test pit TP-4 and TP-5 are shown as Figure 2 and Figure 3, respectively.

At each test pit location, the exterior of the existing building consists of brick and extends below the ground surface to a depth of 1’6” and 0’6” at test pit TP-4 and TP-5, respectively. The brick bears on a concrete footing at those depths. The concrete footing may consist entirely of concrete or it may be a boulder and mortar wall with a parged concrete exterior. The concrete footing extends off the brick face 0’6” in both test pit locations. The height of the concrete footing is 3’0” and 3’6” in test pit TP-4 and TP-5, respectively. The bottom of the footing bears on virgin silty sand with gravel at a depth of 4’6” and 4’0” in test pits TP-4 and TP-5, respectively. The bottom of existing footing ranges from approximately elevation +194.5 to +195.0. Groundwater was not encountered in either test pit.

3.4 Summary of Subsurface Observations

A summary of the boring and test pit observations is provided in Table 1 below.

Table 1 – Summary of Boring and Test Pit Observations

Boring/Test Pit No.

Existing Ground Surface Elevation

Depth to Groundwater (Elevation)

Depth to Bottom of Existing Fill (Elevation)

B-1 +196.5 4’0” (+192.5)

SHGW @ 4’6” (+192.0) 4’6” (+192.0)

B-2 +198.5 NWR

SHGW @ 6’0” (+192.5) 6’0” (+192.5)

TP-1 +193.0 4’0” (+189.0)

SHGW @ 2’6” (+190.5) NE

TP-2 +194.0 3’6” (+190.5)

SHGW @ 2’2” (+191.8) NE

TP-3 +193.5 3’6” (+190.0)

SHGW @ 3’6” (+190.0) 3’6” (+190.0)

NE – Not Encountered SHGW – Evidence of Seasonal High Groundwater (i.e. Mottling) NWR – No Groundwater Reading

4.0 SUMMARY OF DESIGN RECOMMENDATIONS

Below is a summary of the major design and construction considerations for the proposed construction. Additional recommendations are provided in the following sections of this report.

• Subsurface Conditions for the Proposed Construction (Section 3.0)

- Existing fill was encountered to depths ranging from 3’6” to 6’0” (approximate elevations

+190.0 to +192.5) below the existing ground surface elevation.

- Groundwater was encountered in the borings and test pits at depths ranging 3’6” to 4’0”

(approximate elevations +189.0 to +192.5) below the existing ground surface elevation.

- Evidence of seasonal high groundwater (i.e. mottling) was encountered in each of the borings and test pits at depths ranging from 2’2” to 6’0” (approximate elevations +190.0 to +192.5) below the existing ground surface elevation.

- A summary of the subsurface observations is provided in Table 1 above.

• Building Area Preparation (Section 5.1)

- Surface materials must be stripped from the proposed construction area.

- The existing fill is not suitable for support of the proposed foundations or floor slab. Where existing fill is encountered in the building area it must be completely removed and replaced with new structural fill.

- The exposed virgin soil subgrade shall be densified with several passes of a vibratory compactor prior to placing compacted fill.

- New backfill shall be compacted to at least 95% of its Maximum Modified Dry Density

(ASTM D-1557).

• New Foundation Recommendations (Section 5.2)

- The new foundations for the building may be designed as a shallow spread footing type foundation bearing on virgin soil or engineer-approved structural fill.

- Where the new footings are planned adjacent to the existing building foundations, the new foundation shall bear at the same elevation as the existing footings.

- Net design bearing pressure is 4,000 psf.

- Minimum depth for frost protection is 36 inches.

- Seismic Site Class is D or Stiff Soil Profile.

• Building Floor Slab Recommendations (Section 5.3)

- The floor slab may be designed as slab on grade.

- The floor slab may bear on densified virgin soil or engineer-approved structural fill.

- Modulus of subgrade reaction is 200 pci.

5.0 NEW BUILDING ADDITION EVALUATION

We understand that the proposed construction will consist of a new addition on the east side of the existing building. The finished floor elevation was unknown at the time of writing this report.

However, based on the provided grading plan we expect that the proposed finished floor elevation will be between +194.0 to +194.5. The addition of the new building will have a walkout basement on the eastern side. Cuts ranging from 2’0” to 5’0” from the existing ground surface will be required to reach the new addition finished floor elevation. A summary of the boring observations is provided in Table 1 above.

Existing fill was encountered to depths ranging from 3’6” to 6’0” (approximate elevations +190.0 to +192.5) below the existing ground surface elevation. The depth and extent of the existing fill are expected to be variable and may be deeper or shallower in unexplored areas of the site. The consistency and density of the soil fill are not predictable. Certain areas may contain clean dense soils while other areas may contain loose material, void spaces, and/or debris. Existing fill creates the possibility of intolerable differential settlements under loading. Therefore, the existing fill is not an acceptable bearing material for the new foundations or floor slab.

Based on the boring observations and assuming the building addition finished floor elevation will be approximately +194.0 to +194.5, we anticipate that some of existing fill will be removed during the excavation to the planned building subgrade elevation. Where existing fill is present below the subgrade elevation, the existing fill shall be completely removed from the building addition area and replaced with new engineer-approved structural fill.

The new addition finished floor elevation and foundation elevations were unknown at the time of this report. Underpinning of the existing building will be required if the new foundation elevations are planned below those of the existing building. The foundation plans for the new addition should be reviewed in conjunction with the findings from test pits TP-4 and TP-5 to determine whether underpinning of the existing foundations will be necessary.

Recommendations for the preparation of the building area are provided in Section 5.1.

Foundation recommendations for the new building addition is provided in Section 5.2 below. The proposed building floor slab may be designed as slab on grade bearing on new structural fill or densified virgin soils. Floor slab recommendations can be found in Section 5.3 below.

5.1 New Building Addition Area Preparation

In order to prepare the site for construction, all surface materials such as asphalt or topsoil shall be removed from the planned building area, extending at least ten (10) feet beyond the new construction limits, where practical.

Where existing utilities are encountered within the planned building area, they should be either abandoned or rerouted around the new structure. Once the utility has been rerouted or abandoned, the section of pipe and any associated structure within the building area should be completely removed. The removal of the pipe and structure must also include any loose fill around the pipe or structure. After the pipe, associated structure, and associated loose backfill have been removed, the resulting excavation shall be backfilled with new controlled fill as described in “Installation of New Structural Fill”, below.

Removal of Existing Fill

Existing fill was encountered to depths ranging from 3’6” to 6’0” (approximate elevations +190.0 to +192.5) below the existing ground surface elevation. As discussed above, the existing fill is not a suitable bearing material for the new building foundations and floor slab. Where existing fill is encountered in the building addition area, it must be completely removed and replaced as described below.

Where existing fill remains below the planned subgrade elevation, the entire building area excavation shall extend through the existing fill down to the virgin soil. At the bottom of the excavation, the removal of the unsuitable material shall extend horizontally beyond the building limits a minimum distance of 1’0” plus a distance equal to the depth of the excavation below the planned foundation bearing elevation. For example, if the removal of the existing fill extends vertically 3’0” below the planned foundation bearing elevation, the excavation must extend horizontally a minimum of 4’0” (1’0” plus 3’0”) beyond the new foundation limits at that location.

The removal of the existing fill from the proposed building area shall be performed under the full time inspection of Carlin-Simpson & Associates or a qualified geotechnical engineer. The on-site representative from Carlin-Simpson & Associates or the qualified geotechnical engineer shall direct the contractor during this operation to ensure that all of the unsuitable material has been removed from the proposed building area.

During the removal of the unsuitable material, the contractor should segregate the potentially re-usable existing soil/fill material from the non-reusable fill (i.e. debris and topsoil). The on-site representative from Carlin-Simpson & Associates or a qualified geotechnical engineer shall evaluate the suitability of the excavated materials for use as compacted fill during the excavation and prior to its re-use. Potentially usable fill should be stockpiled and covered with tarps or plastic sheeting for protection from excess moisture. Any fill material that is or becomes wet must be dried prior to its re-use.

Handling Groundwater and Sensitive Subgrades

Groundwater was encountered in the borings and test pits at depths ranging 3’6” to 4’0” (approximate elevations +189.0 to +192.5) below the existing ground surface elevation. Evidence of seasonal high groundwater (i.e. mottling) was encountered in each of the borings and test pits at depths ranging from 2’2” to 6’0” (approximate elevations +190.0 to +192.5) below the existing ground surface elevation.

The existing fill extends near or into the groundwater at the boring locations. At boring location

B-1 the existing fill extends 0’6” into the groundwater. Perched or trapped groundwater will also be encountered in the existing fill and silty virgin soils. Groundwater is expected to be encountered during removal of the existing fill within the proposed building addition area and in the excavations of the new foundations. In the event that the virgin soil subgrade becomes destabilized due to the seepage of groundwater, stone and fabric will be required to create a stable subgrade to build on. The preparation of sensitive subgrade will be required below the new foundations and floor slab areas. The areas requiring stabilization will be determined by Carlin-Simpson & Associates or a qualified geotechnical engineer during construction.

To prepare the destabilized foundation subgrade surface for the geotextile fabric and crushed stone, all groundwater, loose soil, and mud, must be removed from the area. Where necessary, sump pits and pumps should be used to remove the standing water and to control the groundwater during construction. The sumps shall consist of a perforated pipe at least eight (8) inches in diameter, surrounded by crushed stone and filter fabric. The sump pits must be installed just outside the planned excavation area and at least two (2) feet below the anticipated bottom of the lowest excavation. Electric pumps equipped with an automatic shut off and capable of operating 24 hours a day may be required.

Temporary dewatering must be maintained continuously by the contractor during construction.

After the subgrade is prepared, the geotextile stabilization fabric should be laid out on the exposed subgrade. The geotextile stabilization fabric shall consist of Mirafi 500X or equivalent.

Adjacent layers of geotextile stabilization fabric should be overlapped a minimum of 12 inches. As necessary, approximately 12 inches of 3/4-inch clean crushed stone will be installed on top of the stabilization fabric layer to provide a firm working surface, provide protection for the geotextile stabilization fabric, and minimize pumping of the subgrade soil. The stone should be spread across the geotextile stabilization fabric. An additional layer of geotextile stabilization fabric should be placed on the sides of the excavation and on top of the gravel layer.

Densification of Subgrade Soils (Proofrolling)

After the building area has been prepared as outlined above, and prior to the placement of new structural fill in areas where stabilization of wet subgrades are not required, the exposed virgin soil subgrade must be graded level and shall be proofrolled with at least five (5) passes of a large vibratory drum roller (i.e. Dynapac CA 250 or equivalent). The proofrolling is necessary to densify the underlying soils. Proofrolling must be performed prior to the excavation for new foundations and/or the installation of new compacted fill in the building area. Proofrolling may be omitted if in the opinion of the geotechnical engineer it will cause the subgrade to become unstable.

A representative from Carlin-Simpson & Associates or a qualified geotechnical engineer shall observe the proofrolling operation. If any excessive movement is noted during the proofrolling, the soft soil shall be removed and replaced with new compacted fill. The Carlin-Simpson & Associates representative or qualified geotechnical engineer shall be responsible for determining what material, if any, is to be removed and will direct the contractor during this operation.

Installation of New Structural Fill

New fill required to achieve final grades shall consist of either engineer-approved on-site soil or imported sand and gravel. The new fill shall be placed in layers not exceeding one (1) foot in thickness and each layer shall be compacted to at least 95% of its Maximum Modified Dry Density (ASTM D1557). Each layer must be compacted, tested, and approved by the Carlin-Simpson & Associates field representative or qualified geotechnical engineer before placing subsequent layers.

The excavated onsite soils will generally contain a moderate to high amount of silt or clay and will be very difficult to reuse as compacted fill. The high silt or clay content materials will not be suitable for reuse inside the building addition area. In addition, portions of the existing fill contain debris and therefore will not be suitable for reuse as compacted fill. We recommend that provisions be included in the construction documents to import material in the likely event it is required in the new building addition area.

If imported structural fill will be required during construction, the imported structural fill shall meet the following specified gradation:

US Standard Sieve Size Percent Finer By Weight

3 inch 100 No. 4 30-80

No. 40 10-50 No. 200 0-20

5.2 New Foundations

The new foundations for the building addition may be designed as shallow spread footings constructed on the virgin soil or new structural fill. The new foundations shall use the net design bearing pressure listed in Table 2 below.

All of the exterior footings shall bear at the minimum depth listed below for protection from frost. Interior column footings may bear on the virgin soil or new structural fill just below the floor slab provided the structure is heated during winter. The footings shall have minimum dimensions as listed below.

Table 2 – New Foundation Design Parameters

Description Value Foundation Bearing Material Virgin Soil or New

Structural Fill Net Design Bearing Pressure 4,000 psf Minimum Frost Depth 36 inches

Minimum Column Footing Dimension 30 inches Minimum Wall Footing Dimension 18 inches

The excavations for the new foundations shall be performed under the full-time inspection of

Carlin-Simpson & Associates or a qualified geotechnical engineer. The on-site representative shall confirm that the foundation bearing material is capable of supporting the design bearing pressure.

Prior to the placement of formwork, reinforcement steel, and concrete, the bearing subgrade soil shall be cleaned of all loose soil and where soil is encountered at the subgrade elevation, it shall be compacted with several passes of a small vibratory drum trench compactor (i.e. Wacker Model RT560), a heavy vibratory plate tamper (i.e. Wacker BPU 3545A or equivalent), or “jumping jack” style tamper (i.e. Wacker Model BS 600). This must be performed under the observation of Carlin-Simpson & Associates or a qualified geotechnical engineer. If instability is observed during the compaction of the bearing subgrade, the soft soil shall be removed and replaced with new compacted fill.

New Footings Adjacent to Existing Foundations

Where the new footings are planned adjacent to the existing building foundations, the new foundation shall bear at the same elevation as the existing footings. This is required to ensure that the new foundation does not surcharge the existing foundation walls and to ensure that the new foundation does not bear on fill placed around the existing foundations of foundation walls.

In the event that new footings will bear at a lower elevation than the adjacent existing foundations, underpinning of the existing foundations will be required. Where required, we anticipate that underpinning could be achieved using traditional underpinning techniques by which the area under the existing foundation is excavated and replaced with concrete to lower the existing foundation where necessary.

5.3 Floor Slab on Grade

We anticipate that the building addition will be constructed as a slab on grade. If new fill is required for the floor slab it shall consist of either suitable on-site soil or imported sand and gravel.

Imported sand and gravel shall contain less than 20% material by weight passing a No. 200 sieve and meet the gradation specified in Section 5.1. The new fill shall be placed in layers not exceeding one (1) foot in loose thickness and each layer shall be compacted to at least 92% of its Maximum Modified Dry Density (ASTM D1557). Fill layers shall be compacted, tested, and approved before placing subsequent layers.

The building floor slab may be designed as a slab on grade bearing on densified virgin soil or new engineer-approved structural fill. Floor slab design parameters are provided in Table 3 below. A layer of 3/4-inch crushed stone is required beneath the concrete slab for additional support and drainage.

In addition, at least one sump pit and pump is required for the new building addition.

Table 3 – Building Addition Floor Slab Design Parameters

Slab Subgrade Material Densified Virgin Soil or

New Structural Fill Modulus of Subgrade Reaction (k) 200 pci Crushed Stone Cushion Thickness 12 inches

5.3 Foundation Walls

We understand that the new building addition will have a walkout basement and the northern side of the building addition will extend below grade. The soil adjacent to the basement walls will exert a horizontal pressure against the walls. This pressure is based on the soil density and Coefficient of Earth Pressure at Rest (ko), which is applicable to non-yielding building walls. Lower-level foundation wall design parameters are listed in Table 4 below.

Table 4 – Lower Level Foundation Wall Design Parameters

Soil Type On-Site Soils Moist Unit Weight (γ) 130 pcf Friction Angle (φ, deg) 30 Cohesion (c, psf) 0 Coefficient of Earth Pressure at Rest (ko) 0.5 Equivalent Fluid Pressure 65 psf/ft Foundation Sliding Coefficient 0.45

Where lower-level foundation walls are required, we recommend that a footing drain be placed around the exterior of the new building addition to prevent water from accumulating against the foundation wall. This drain may consist of a minimum 4-inch diameter, rigid wall perforated PVC pipe surrounded by at least 12 inches of 3/4-inch clean crushed stone. The stone shall be wrapped in a geotextile fabric, such as Mirafi 140N or equivalent. The foundation drainpipe should be extended to daylight, if possible, or to the stormwater collection system. The outside face of the foundation wall, where it extends below grade, must be damp proofed.

Outside the building, the backfill placed adjacent to the foundation walls and above the footing drain shall consist of either clean crushed stone or an imported sand and gravel mixture containing less than 10% by weight passing a No. 200 sieve and placed in layers not exceeding 12 inches in thickness.

This clean sand and gravel or crushed stone backfill shall extend a minimum of 12 inches horizontally from the back face of the foundation walls, and shall extend vertically up the wall face to 2 feet below the finished ground surface elevation. Where retained soils are not covered by concrete or pavement and are exposed to weather, the top 2 feet of backfill should consist of low permeable soil. This will help to minimize water infiltration behind the wall. Surface grades should be sloped away from the building to prevent water from accumulating adjacent to the wall.

Beyond this point, the foundation walls should be backfilled with suitable soil placed in layers up to 12 inches in thickness. The suitability of the on-site soil for reuse as compacted fill is discussed in a separate section below. The new fill should be compacted with a vibratory drum trench compactor (i.e.

Wacker Model RT560), a heavy vibratory plate tamper (i.e. Wacker BPU 3545A or equivalent), or

“jumping jack” style tamper (i.e. Wacker Model BS 600) to at least 92% of its Maximum Modified Dry Density (ASTM D1557). Heavy equipment should not be operated near the building walls as damage to the walls could occur.

5.4 Settlement

Settlement of individual footings, designed in accordance with recommendations presented in this report, is expected to be within tolerable limits for the proposed structure. For footings placed on natural soils or new engineer-approved compacted fill approved by Carlin Simpson & Associates or a qualified geotechnical engineering firm and constructed in accordance with the requirements outlined in this report. The maximum total settlement is expected to be on the order of 1-inch or less. Maximum differential settlement between adjacent columns or load bearing walls is expected to be ½-inch or less.

The above settlement values are based on our engineering experience with similar soil conditions and the anticipated structural loading. These estimated settlements are intended to guide the structural engineer with their design. It is critical that Carlin-Simpson & Associates or a qualified geotechnical engineering firm be retained to observe the foundation bearing surfaces and to confirm the recommended bearing pressures during construction.

5.5 Seismic Design Considerations

From the site-specific test boring data, the Seismic Site Class was determined using the International Building Code – New Jersey Edition and ASCE 7. The site-specific data used to determine the Site Class typically includes soil test borings to determine Standard Penetration resistances (N-values). Based on estimated average N-values in the upper 100 feet of soil profile, the site can be classified as Site Class D or Stiff Soil Profile.

The new structure should be designed to resist stress produced by lateral forces computed in accordance with Section 1613 of International Building Code – New Jersey Edition (2022). The values in Table 5 can be used for this project.

Table 5 – Seismic Design Values

Mapped Spectral Response Acceleration for Short Periods, [Fig 1613.2.1 (2)] SS = 0.218g Mapped Spectral Response Acceleration at 1-Second Period, [Fig 1613.2.1 (4)] S1 = 0.053g Site Coefficient [Table 1613.2.3 (1)] Fa = 1.60 Site Coefficient [Table 1613.2.3 (2)] Fv = 2.40 Max Considered Earthquake Spectral Response for Short Periods [Eq 16-20] SMS = 0.348g Max Considered Earthquake Spectral Response at 1-Second Period [Eq 16-21] SM1 = 0.128g Design Spectral Response Acceleration for Short Periods [Eq 16-22] SDS = 0.232g Design Spectral Response Acceleration for 1-Second Period [Eq 16-23] SD1 = 0.085g

We understand that the proposed construction will be a new addition to a library. Based on this assumption, the Risk Category is II and the Seismic Design Category (SDC) is B. The Risk Category and SDC should be verified by the project structural engineer. In the event that the structure has a different Risk Category, the SDC should be updated in accordance with Section 1613 of the International Building Code – New Jersey Edition.

Liquefaction Potential

Liquefaction is a phenomenon in which saturated or partially saturated soils lose strength and stiffness when subjected to earthquake-induced ground shaking. Ground shaking of sufficient duration results in the loss of grain-to-grain contact and collapse of the soil skeleton which causes stresses in the soil to be completely transferred to the pore water fluid. Liquefaction is most often observed in saturated, loose uniformly graded sandy soils at depths shallower than 50 feet below the ground surface.

Factors known to influence liquefaction potential include composition and thickness of soil layers, grain size, relative density, groundwater level, degree of saturation, and both intensity and duration of ground shaking.

The liquefaction potential was evaluated with the available boring data, including the SPT blow counts, soil classification, total unit weight, soil fines content, and depth to groundwater. We have determined the potential for liquefaction of the non-cohesive soils below the groundwater table and less than 50 feet below the ground surface is considered unlikely. Therefore, a liquefaction evaluation is not required for the site.

6.0 SITE EVALUATION

Our recommendations for the proposed site development including a new stormwater management system, underground utilities, temporary excavations and bracing, and suitability of the existing site soils for reuse are provided below. A summary of the boring observations is provided in Table 1 above.

6.1 Stormwater Management System

It is our understanding that a new stormwater management system will be constructed at the site.

The…