Bid Addenda No.1_2026-09-10.pdf

Albertus Magnus College

RWR Women's Locker Room

Centerbrook Project Number : 1847

Bid Addenda 001 Date Issued:

Attention: Issued By:

Discipline:

Reason:

DESCRIPTION:

PROJECT MANUAL/SPECIFICATION CLARIFICATIONS/REVISIONS:

Section # Description

002113

Appendix A

Appendix B

Appendix C

Appendix D

Appendix E

Appendix F

DRAWING CLARIFICATIONS/REVISIONS:

Sheet # Detail #

INSTRUCTIONS &

INFORMATION TO BIDDERS

Address change in Article 29, "NOTIFCATION OF

BID RESULTS"

2 Summit Place

Branford, CT 06405 Specification Clarification

This Addendum incorporates revisions resulting from ongoing coordination, interdisciplinary design development, and refinement of the Bid Set documents. Changes included in this Addendum are intended to clarify design intent, improve coordination between disciplines, incorporate refinements resulting from the continued development of the project, and address comments and information received since the previous issuance. Revisions may include modifications to drawings, details, schedules, specifications, dimensions, material selections, site elements, building systems, and related documentation necessary to maintain consistency across the documents.

Name Related Items (RFI, Submittals)

Statement of Special Inspections

Name change from Appendix 1 to Appendix 'A'

9/10/2026

John Raccuia Dan Batt Vice President Operations

O,R&L Construction Corporation

Project Sign Added section

Description

Pre-Bid RFI #1

Geotechnical Report 3.28.17 Added section Pre-Bid RFI #1

Down to Earth Special Inspections Letter

Added section Pre-Bid RFI #1

Pile Summary Added section Pre-Bid RFI #1

Warming Hut Helical Pile Design

Added section

Centerbrook Architects and Planners

Centerbrook, CT

RWR Women's Locker Room

Centerbrook Project Number : 1847

G0.0 Dwg list

A8.01 Schedule

A9.01 Schedule

M1.00 Note, Dwg 1

MP1.00 Key notes

M2.00 Notes, dwgs

1&2

M3.01 New sheet

M4.00 Notes

Sheet Count 8

Added notes

Revised door widths, and glazing Basis of Design Pre-Bid RFI #3

Added fire dampers and fire-rated penetrations

Added pipe penetration and sidewall damper details

Added M3.01 sheet

Revised wall finish for wet areas Pre-Bid RFI #6

Added fire-rated pipe penetrations

Added fire and radiation dampers

Centerbrook Architects and Planners

Centerbrook, CT

Ralph Walker Rink Women’s Locker Room

New Haven, CT

INSTRUCTIONS & INFORMATION TO BIDDERS

002113-1

Bid Set - 6/18/2026 (Bid Addendum No.1)

INFORMATION AND INSTRUCTIONS TO BIDDERS

1. PROJECT NAME

Ralph Walker Rink – Women’s Locker Room

2. PROJECT LOCATION

Ralph Walker Rink, 1080 State Street, New Haven CT 06511

3. PROJECT DESCRIPTION

Single story 2,530 SF addition for women’s hockey locker room. Work includes selective demolition, site work, fencing, helical piles, concrete, steel, millwork, roofing, doors, frames, hardware, aluminum, glass, cement plaster stucco, metal framing, drywall, acoustical ceilings, flooring, painting, bath partitions & accessories, lockers, signage, plumbing, HVAC, electrical.

4. OWNER

Albertus Magnus College, 700 Prospect Street, Hew Haven CT 06511

5. ARCHITECT

Centerbrook Architects and Planners LLP, 67 Main Street, Centerbrook CT 06409

6. CONSTRUCTION MANAGER

O,R&L Construction Corporation, 2 Summit Place, Branford CT 06405

7. ACCESS TO BID DOCUMENTS

Contact David Bernstein at O,R&L Construction. 203-407-9223, dbernstein@orlconstruction.com

8. TIME OF BIDS

Bids are due at 2:00pm EST on Friday September 18th 2026

9. SUBMITTAL OF BIDS

Bids shall be submitted via email to David Bernstein at O,R&L Construction dbernstein@orlconstruction.com

10. SITE VISITS

Arrangements can be made to visit the site by contacting David Bernstein at O,R&L Construction. 203-

407-9223, dbernstein@orlconstruction.com

11. PRE-BID SITE MEETING

A pre-bid meeting will be held at the project site for all contractors on Thursday, September 3rd 2026 at

10:00am EST at 1080 State Street, New Haven, CT. All trade contractors are encouraged to attend the

Pre-Bid Meeting, but it is not mandatory. Interior finishes are to match those of the existing Team Room

(Men’s Hockey Locker Room).

12. BIDDER QUESTIONS AND RFIs

The deadline for questions and RFIs is 4:00pm EST on Thursday September 10th 2026.

mailto:dbernstein@orlconstruction.com mailto:dbernstein@orlconstruction.com

New Haven, CT

INSTRUCTIONS & INFORMATION TO BIDDERS

002113-2

All questions and RFIs shall be emailed to the Dan Batt at Centerbrook Architects

(batt@centerbrook.com) and to David Bernstein at O,R&L Construction

(dbernstein@orlconstruction.com).

13. BID PACKAGES & BID FORMS

Lump sum bid proposals are requested for the following trade bid packages.

2.1 SELECTIVE DEMOLITION

2.2 SITE WORK

2.3 HELICAL PILES

2.4 FENCING & GATES

3.1 CONCRETE

5.1 STEEL & MISCELLANEOUS METALS

6.1 MILLWORK & CUSTOM LOCKERS

7.1 ROOFING

8.1 DOORS, FRAMES, HARDWARE

9.1 CEMENT PLASTERING & D.A.F.S.

9.2 FRAMING & DRYWALL

9.3 ACOUSTICAL CEILINGS

9.4 FLOORING

9.5 PAINTING

10.1 TOILET PARTITIONS & ACCESSORIES

12.1 SIGNAGE & GRAPHICS

15.1 PLUMBING

15.3 H. V. A. C.

16.1 ELECTRICAL

See Specification Section 004100 for trade specific Bid Package work scopes and Bid Forms.

14. SALES TAX

This project is exempt from State of Connecticut Sales Tax. A Tax Exemption Certificate will be issued to all contractors and material suppliers.

15. BID SECURITY

A Bid Bond is required for trade contractor bids exceeding $100,000.

Bid bonds shall be in an amount of at least five percent (5%) of the bid price.

Bid bonds shall be by surety bond or certified check.

Bid bonds shall be scanned and included with bid proposals. Original bid bonds shall be delivered to the

Construction Manager’s office within 48 hours of the bid date.

16. PERFORMANCE & PAYMENT BONDS

A performance and payment bond will be required for trade contracts exceeding $50,000.

17. CONSTRUCTION SCHEDULE

It is anticipated that construction will begin on November 9th 2026 and be substantially completed by July

2nd 2027.

18. WAGE RATES

This project is subject to State of Connecticut Prevailing Wage rates.

mailto:batt@centerbrook.com

New Haven, CT

INSTRUCTIONS & INFORMATION TO BIDDERS

002113-3

The wages paid on an hourly basis to any person performing the work of any mechanic, laborer or worker on the work herein contracted to be done and the amount of payment or contribution paid or payable on behalf of each such person to any employee welfare fund, as defined in subsection (i) of section

31-53, shall be at a rate equal to the rate customary or prevailing for the same work in the same trade or occupation in the town in which such construction, remodeling, refinishing, refurbishing, rehabilitation, alteration or repair project is being undertaken. Any contractor who is not obligated by agreement to make payment or contribution on behalf of such persons to any such employee welfare fund shall pay to each mechanic, laborer or worker as part of such person's wages the amount of payment or contribution for such person's classification on each pay day.

Each contractor for a construction contract subject to prevailing wage under C.G.S. § 31-53c shall annually contact the Department of Labor for updated prevailing wage rates to be effective each July first for the duration of the contract. (C.G.S. § 31-55a).

The State Department of Labor's Wage and Workplace Standards Division (860-263-6454 or at mary.toner@ct.gov) can be contacted for assistance in determining the prevailing wage rate.

Subcontractors will be required to submit monthly certified payroll records.

19. NON-DISCRIMINATION REQUIREMENTS

This project is subject to State of Connecticut Commission on Human Rights and Opportunities (CHRO) compliance requirements including nondiscrimination statutes and spending allocation goals.

State law requires a minimum spending allocation goal of twenty-five (25%) percent of the state-funded portion of the contract for award to subcontractors holding current certification as Small Business

Enterprises (“SBE”) from the Connecticut Department of Administrative Services (“DAS”). A minimum spending allocation goal of 6.25% of the state- funded portion for subcontractors holding current DAS certification as Minority-, Women-, and/or Disabled-owned businesses (“M/W/DisBE”). The contractor must demonstrate good faith effort to meet the 25% spending allocation goals.

All trade subcontractors with contracts in excess of $150,000 are required to prepare a CHRO Good Faith

Efforts Plan Short Form for review/approval prior to contract award.

20. INSURANCE

Subcontractors are required to have commercial insurance including General Liability, Workers'

Compensation, Automobile Liability and Umbrella Liability.

Albertus Magnus College, O,R&L Construction Corp. and the State of Connecticut shall be listed as additional insured.

Certificate of insurance shall be submitted with bid proposal.

21. RETAINAGE

Progress payments are subject to five percent (5%) retainage.

22. DURATION OF OFFER

Bid prices shall be firm for 60 calendar days from bid date.

23. PROJECT SIGN

The Construction Manager shall provide a project sign in accordance with DECD requirements.

24. LIQUIDATED DAMAGES

Subcontractors and the subcontractors’ surety, if any, shall be liable for and shall pay the Owner the sum of $100 per calendar day as liquidated damages, and not as a penalty, for each calendar day of delay after the date established for Substantial Completion in the subcontract until the Work is substantially completed.

New Haven, CT

INSTRUCTIONS & INFORMATION TO BIDDERS

002113-4

25. SAFETY

Safety is to be regarded as a critical aspect on all O,R&L Construction projects. Safety shall be promoted and every reasonable effort shall be undertaken by each subcontractor to eliminate recognized hazards from this project. All construction workers must have completed the 10 hour OSHA Construction Safety and Health Standards course. All foreman and above must have completed the 30 hour OSHA

Construction Safety and Health Standards course.

26. OCCUPANCY

The existing building is a public facility which will remain open and operational during the construction of the new addition. Accordingly, subcontractors must cooperate to allow public access, control dust, minimize noise, avoid safety hazards, avoid conflicts and avoid disturbances to the occupancy.

27. INCURRING COSTS

The Owner and the Construction Manager are not liable for any cost incurred for the preparation of bid proposals or submission of information or samples by the firms submitting bid proposals for this project.

28. SUBSTITUTIONS

The project manual and specifications include many basis-of-design products and manufactures. No substitutions will be accepted for basis-of-design products. Any requests for substitutions of remaining products (including “or equals”) must be submitted in writing by the RFI procedure and deadline.

Acceptance or rejection of a substitution will be issued to all bidders as an addendum. Manufacturers listed in the specifications are not considered a substitution.

29. NOTIFICATION OF BID RESULTS

Bid results shall be read out load by the Construction Manager at bid closing time (2:00pm EST on Friday

September 18th 2026) at Albertus Magnus College, Aquinas Hall, 915 Winchester Ave, Bree Common

G1 Conference Room, New Haven CT 06511. A preliminary bid results tabulation shall be made available to all bidders via email no later than 120 minutes after the bid closing time.

30. AWARD OF CONTRACTS

The Construction Manager will review proposals for completeness of bids including scope coverage, wage rates and CHRO requirements.

Bidders will be reviewed and assessed to ensure that they possess the skill, ability and integrity necessary to faithfully perform the work and the bidder that is “lowest, responsible and qualified” will be selected to do the work.

The Construction Manager and Owner may make such investigation as he deems necessary to determine the ability of the Bidder to perform the work. The Bidder shall furnish all information and data for this purpose as the Construction Manager and Owner may request. The Construction Manager and Owner reserve the right to reject any Bid if evidence submitted by the Bidder or investigation of the Bidder fails to satisfy the Construction Manager and Owner that the Bidder is not responsible or properly qualified to carry out the obligations of the Contract and to complete the work within a specified time.

The Owner may reject any or all bids, waive irregularities or technicalities in any bid, and accept any bid in whole or in part which it deems to be in its best interests.

31. SUMMARY OF ITEMS TO SUBMIT WITH BIDS

• Bid Proposal on provided Bid Form(s)

• Bid Bond

• Insurance Certificate

New Haven, CT

INSTRUCTIONS & INFORMATION TO BIDDERS

002113-5

• Stipulations, clarifications, exclusions, assumptions

Statement of Special Inspections

Project: Albertus Magnus College Ralph Walker Rink Women’s Locker Room

Location: 1080 State Street, New Haven, CT 06511 Owner: Albertus Magnus College

Design Professional in Responsible Charge: Kenneth P. Anderson, P.E.

This Statement of Special Inspections is submitted as a condition for permit issuance in accordance with the Special Inspection and Structural Testing requirements of the Building Code. It includes a schedule of Special Inspection services applicable to this project as well as the name of the Special Inspection Coordinator and the identity of other approved agencies to be retained, by the Owner, for conducting these inspections and tests. This Statement of Special Inspections encompasses the following disciplines:

Structural Mechanical/Electrical/Plumbing Architectural Other:

The Special Inspection Coordinator shall keep records of all inspections and shall furnish inspection reports to the Building Official and the Registered Design Professional in Responsible Charge. Discovered discrepancies shall be brought to the immediate attention of the Contractor for correction. If such discrepancies are not corrected, the discrepancies shall be brought to the attention of the Building Official and the Registered Design Professional in Responsible Charge. The Special Inspection program does not relieve the Contractor of their responsibilities.

Interim reports shall be submitted to the Building Official and the Registered Design Professional in Responsible Charge.

A Final Report of Special Inspections documenting completion of all required Special Inspections, testing, and correction of any discrepancies noted in the inspections shall be submitted prior to issuance of a Certificate of Use and Occupancy.

Job site safety and means and methods of construction are solely the responsibility of the Contractor.

Interim Report Frequency: Monthly or per attached schedule.

Prepared by:

Kenneth P. Anderson, P.E.

(type or print name)

5/22/2026 Signature Date

Design Professional Seal

Owner’s Authorization: Building Official’s Acceptance:

Signature Date Signature Date

CASE Form 101 Statement of Special Inspections CASE 2004

APPENDIX A

Schedule of Inspection and Testing Agencies This Statement of Special Inspections includes the following building systems:

Soils and Foundations Spray Fire Resistant Material Concrete Construction Wood Construction Precast Concrete Exterior Insulation and Finish System Masonry Mechanical & Electrical Systems Structural Steel Architectural Systems Cold-Formed Steel Framing Special Cases

Special Inspection Agencies Firm Address, Telephone, e-mail

1. Special Inspection

Coordinator To be selected by Owner and submitted prior to the start of construction.

2. Inspector To be selected by Owner and submitted prior to the start of construction.

3. Testing Agency To be selected by Owner and submitted prior to the start of construction.

4. Other – Geotechnical Engineer To be selected by Owner and submitted prior to the start of construction.

Note: The inspectors and testing agencies shall be engaged by the Owner or the Owner’s Agent, and not by the Contractor or Subcontractor whose work is to be inspected or tested. Any conflict of interest must be disclosed to the Building Official, prior to commencing work.

Qualifications of Inspectors and Testing Technicians The qualifications of all personnel performing Special Inspection and testing activities are subject to the approval of the Building Official. The credentials of all Inspectors and testing technicians shall be provided if requested.

Key for Minimum Qualifications of Inspection Agents:

When the Registered Design Professional in Responsible Charge deems it appropriate that the individual performing a stipulated test or inspection have a specific certification or license as indicated below, such designation shall appear below the Agency Number on the Schedule.

PE/SE Structural Engineer – a licensed SE or PE specializing in the design of building structures PE/GE Geotechnical Engineer – a licensed PE specializing in soil mechanics and foundations EIT Engineer-In-Training – a graduate engineer who has passed the Fundamentals of

Engineering examination NR Item is not required for the project scope.

American Concrete Institute (ACI) Certification

ACI-CFTT Concrete Field Testing Technician – Grade 1 ACI-CCI Concrete Construction Inspector ACI-LTT Laboratory Testing Technician – Grade 1&2 ACI-STT Strength Testing Technician

American Welding Society (AWS) Certification

AWS-CWI Certified Welding Inspector AWS/AISC-SSI Certified Structural Steel Inspector

American Society of Non-Destructive Testing (ASNT) Certification

ASNT Non-Destructive Testing Technician – Level II or III.

International Code Council (ICC) Certification

ICC-SMSI Structural Masonry Special Inspector ICC-SWSI Structural Steel and Welding Special Inspector ICC-SFSI Spray-Applied Fireproofing Special Inspector ICC-PCSI Prestressed Concrete Special Inspector ICC-RCSI Reinforced Concrete Special Inspector

National Institute for Certification in Engineering Technologies (NICET)

NICET-CT Concrete Technician – Levels I, II, III & IV NICET-ST Soils Technician - Levels I, II, III & IV NICET-GET Geotechnical Engineering Technician - Levels I, II, III & IV

Exterior Design Institute (EDI) Certification

EDI-EIFS EIFS Third Party Inspector

Soils and Foundations Ralph Walker Rink Women’s Locker Room

Item Agency # (Qualif.)

Scope-with inspection frequency in (bold).

1. Shallow Foundations 2 or 4

PE/GE

Observe preparation of subgrade. Verify conformance with the requirements of the contract documents.

Provide observation prior to installation of deep foundation elements or concrete footings.

2. Controlled Structural Fill 2 or 4

NICET-ST

Perform sieve tests (ASTM D422 & D1140) and modified Proctor tests (ASTM D1557) of each source of fill material. Tests to be performed under all foundations, building slabs and paved areas.

(Perform one test for each type of fill material used.

Perform additional tests if required by the Geotechnical Engineer. For each subgrade, fill and backfill material.

Perform one moisture-density relationship test for each 1,000 cubic yards of material or fraction thereof.)

Inspect placement, lift thickness and compaction of controlled fill.

Test density of each lift of fill by nuclear methods (ASTM D2922) (One test per lift for every 1,500 SF. Minimum of 3 tests per lift. Two tests per lift for backfilling of walls and trenches.)

Note: Special Inspections are NOT REQUIRED during placement of fill less than 12 inches deep.

3. Helical Pile Foundations 2 or 4

PE/GE

Verify pile type, size, installation procedures, locations, embedment, installation torque, extensions, connections, and final installed conditions are in conformance with approved manufacturer’s instructions, delegated engineered design, and project specifications. Maintain complete installation records including final torque and depth for each pile and submit reports to the AHJ and engineer of record.

Provide CONTINUOUS Inspection during the installation of all helical piles.

4. Load Testing 2 or 4 Conduct tests in accordance with ASTM D1143 (compression)

Perform compression load tests on a minimum of one helical pile per 100 piles installed.

4. Other:

Reports:

1 (Continuous monitoring of testing lab results to ensure conformance of construction documents. Notify engineer of record immediately of all discrepancies.)

Concrete Construction Ralph Walker Rink Women’s Locker Room

Item Agency # (Qualif.)

Scope-with inspection frequency in (bold).

1. Mix Design

ACI-CCI

Review concrete batch tickets and verify compliance with approved mix design. Verify that water added at the site does not exceed that allowed by the approved mix design. Verify that the quantities on batch ticket do not exceed those allowed by the approved mix design. Verify that admixtures on batch tickets match those on approved mix design. (Provide periodic inspection – at least once per placement for each class or type of concrete.)

2. Material Certification Not Applicable.

3. Reinforcement Installation

ACI-CCI

Inspect size, spacing, cover, positioning and grade of reinforcing steel. Verify that reinforcing bars are free of form oil or other deleterious materials. Inspect bar laps and mechanical splices.

Verify that bars are adequately tied and supported on chairs or bolsters. (Provide periodic inspection as needed to assure all of the above requirements are met.)

4. Formwork Geometry

ACI-CCI

ICC-PCSI

Review formwork for width, depth, straightness and overall conformance with the contract documents. (Provide periodic inspection as needed to assure all of the above requirements are met.)

5. Welding of Reinforcing

AWS-CWI

NOT IN PROJECT SCOPE

6. Anchor Rods and other Embedded Items. 2

ACI-CCI

Inspect size, positioning and embedment of anchor rods. Inspect concrete placement and consolidation around anchors. (Provide continuous inspection to assure all of the above requirements are met, and that all embedments have been provided.)

7. Concrete Placement

ACI-CCI

Inspect placement of concrete. Verify that concrete conveyance and depositing avoids segregation or contamination. Verify that concrete is properly consolidated. (Provide continuous inspection.)

8. Sampling and Testing of Concrete 3

ACI-CFTT

& ACI-STT

Test concrete compressive strength (ASTM C31 & C39), slump (ASTM C143), air-content (ASTM C231 or C173) and temperature (ASTM C1064). (One set of cylinders per 50 cubic yards or portion thereof. One set of cylinders per 5,000 SF of floor or wall area or portion thereof.)

9. Curing and Protection

ACI-CCI

ICC-RCSI

Inspect curing, cold weather protection and hot weather protection procedures. (Provide periodic inspection as needed to assure all of the above requirements are met.)

10. Other:

Reports: 1

Continuous monitoring of testing lab results to ensure conformance of construction documents. Notify engineer of record immediately of all discrepancies.

Structural Steel Ralph Walker Rink Women’s Locker Room

Item Agency # (Qualif.)

Scope-with inspection frequency in (bold).

1. Steel Construction QC Review.

Review Contractors' field quality control procedures.

Review frequency and scope of field testing and inspections.

2. Fabricator Certification/ Quality Control Procedures. 1

Review each Fabricator's quality control procedures.

3. Fabricator Inspection. (1703.5.1 and 1703.5.2) 1

Review Fabricator's approved Independent Inspection Agency's reports.

4. Material Certification.

Review for conformance to the specifications.

5. Anchor Rods.

Verify diameter, grade, type, and length of anchor embedment. Verify all anchor rods prior to placement of concrete.

6. Bolting.

AWS/AISC-

SSI

Verify installation and tightening of high-strength bolts in accordance with AISC 360 Chapter N "Quality Control and Quality Assurance".

7. Welding.

AWS-CWI

Verify welding in accordance with AISC 360 Chapter N "Quality Control and Quality Assurance" for Risk Category II structures.;

8. Shear Connectors.

AWS/AISC-

SSI

Inspect size, number, positioning, and welding of shear connectors. Inspect suds for full 360 degree flash. Ring test all shear connectors with a 3 lb hammer. Bend test all questionable studs to 15 degrees

9. Structural framing, Details and Assemblies. 2

AWS/AISC-

SSI

Inspect for size, grade of steel, camber, installation, and connection details. Check against approved construction documents and shop drawings.

10.Open Web Steel Joists.

AWS/AISC-

SSI

Verify size, quantity, and spacing of joists. Inspect end connections at bearing for specified bolting or welding.

Verify the installation of horizontal and diagonal bridging.

(Provide weekly observations while erection of open web steel joists is in progress. Inspect a minimum of 50% of the installed joists.)

11. Metal Decking.

AWS/AISC-

SSI

Inspect attachment and side-lap fastening of metal roof and floor deck.

12. Field Correction of Fabricated Items. 2

AWS/AISC-

SSI

Review documents of responsible RDP-approved repair and verify completion of repairs.

Cold Form Metal Framing Ralph Walker Rink Women’s Locker Room

Item Agency # (Qualif.)

Scope-with inspection frequency in (bold).

1. Material Grade and Thickness 2 Verify the material grade and member thicknesses are in conformance with the approved shop drawings.

(Provide a single weekly observation while erection of rough framing is in progress.)

2. Framing Details 2 Review for conformance with the contract documents and approved submitted shop fabrication drawings. Including, Framing Layout, member sizes, and bearing lengths, blocking, bridging, web stiffeners, and holes.

(Provide a single weekly observation while erection of rough framing is in progress.)

3. Connections 2 Verify conformance with approved shop drawings. Verify exterior wall framing attachments and connections to main structure.

Including, diameter, length, spacing, and edge distance.

Verify welded connections size, spacing, and length.

Verify installation of proprietary hangers and framing anchors.

(Provide a single weekly observation while erection of rough framing is in progress.)

4. Shear Walls and Diaphragms 2 Inspect members for size, placement, and connection details.

Verify proper connection hardware and its installation. Inspect bearing, nailing, and completed connections for conformance to the responsible RDP approved submittals and Contract Documents.

(Provide a single weekly observation while erection of rough framing is in progress.)

5. Trusses

Verify that the permanent individual truss member restraint/bracing are installed in accordance with the approved truss submittal package.

(Provide a single weekly observation while erection of rough framing is in progress.)

4’ -0

DEPARTMENT OF ECONOMIC & COMMUNITY DEVELOPMENT

PROJECT SIGN

8’-0”

NAME OF THE PROJECT

NAME OF THE SPONSOR/DEVELOPER

Constructed in cooperation with the

STATE OF CONNECTICUT

NED LAMONT, GOVERNOR

Department of Economic and Community Development

David Lehman, Commissioner and the Name of Town/City

Name of Chief Elected Official and title

Name of Architect Name of General

Contractor

SIGN PANEL: ¾” MDO-EXT-APA PLYWOOD SUPPORTED WITH (2) 4X4 TREATED WOOD COLUMNS AND

SECURED 4’ INTO GRADE. TOP OF SIGN AT 8’-0” ABOVE GRADE.

COLORS: ALL LETTERS AND SYMBOLS ARE TO BE ROYAL BLUE. THE BACKGROUND WILL BE WHITE

ENAMEL. BACK OF PLYWOOD AND SUPPORT STRUCTURE SHALL BE PAINTED MATTE BLACK.

TYPEFACE: HELVETICA MEDIUM

LOCATION: SIGN MUST BE LOCATED TO BE CLEARLY VISIBLE TO THE PUBLIC.

TIMING: INSTALL AT THE START OF CONSTRUCTION AND REMOVE AT CONSTRUCTION COMPLETION.

STATE SEAL & DECD LOGO: ATTACHED

APPENDIX B

STATE SEAL

DECD LOGO

2 2 4 W E S T 3 5 T H S T R E E T • N E W Y O R K , N E W Y O R K 1 0 0 0 1 • T E L E P H O N E : 2 1 2 . 2 2 1 . 6 6 5 1 • F A C S I M I L E : 2 1 2 . 2 2 1 . 6 7 9 9

GEOTECHNICAL | CONSTRUCT ION | ENVIRONMENTAL

ENGI NEERS and SCI ENT I STS

March 28, 2017 File No. 3959-001.00

Chris Flanagan Municpal Civil Engineer City of New Haven 200 Orange Street New Haven, Connecticut 06510

Via email: CFlanagan@newhavenct.gov

Re: Geotechnical Engineering Report Ralph Walker Ice Rink Renovation New Haven, Connecticut

Dear Mr. Flanagan:

GeoDesign, Inc. (GeoDesign) is pleased to submit this geotechnical engineering report for the Ralph Walker Ice Rink Renovation Project located at 1080 State Street in New Haven, Connecticut. Refer to Figure 1 (in Appendix 1) for the approximate site location. This report includes subsurface exploration data and geotechnical recommendations for the project.

PURPOSE AND SCOPE

GeoDesign completed a subsurface exploration program and geotechnical engineering evaluation for the proposed renovations. Our geotechnical engineering services included: characterizing subsurface conditions within the footprint of the renovations, performing geotechnical engineering analyses, and providing geotechnical design and construction recommendations for the project.

Our services were provided in accordance with our February 9, 2017 (Revised February 15, 2017) proposal, which was based, in part, on a sketch provided by your structural engineer (Spiegel Zamecnik and Shah, Inc.) that showed the existing ice rink building and proposed renovation limits.

Our recommendations are based on allowable stress design, the 2012 International Building Code with 2016 Connecticut Supplements (Building Code), and American Society for Testing and Materials (ASTM) Standards.

BACKGROUND

The Ralph Walker Ice Rink is a single story steel structure that was constructed in the early 1970s.

The rink was closed this past winter for renovations that include expanding the building and ice

APPENDIX C

Ralph Walker Ice Rink Renovation New Haven, Connecticut

File No. 3959-001.00 – March 28, 2017 Page No. 2

2 2 4 W E S T 3 5 T H S T R E E T • N E W Y O R K , N E W Y O R K 1 0 0 0 1 • T E L E P H O N E : 2 1 2 . 2 2 1 . 6 6 5 1 • F A C S I M I L E : 2 1 2 . 2 2 1 . 6 7 9 9 floor slab one bay to the north. Refer to Figure 2 (in Appendix 1) for the existing building location and proposed renovation limits.

The original design drawings indicate that the building is supported on deep foundations (e.g.

piles), but the pile type, size, capacity, and bearing level are not known. The drawings did not indicate what the slab is bearing on, but it is suspected by the owner and structural engineer that it is a normal slab-on-grade (i.e. not pile supported). It is our understanding that the building and slab are not showing signs of distress (e.g. cracking, settlement, etc.) and have performed well throughout their design life. We recommend that the existing slab construction be confirmed.

Site grades are generally flat throughout the site and locally slope down up to 10 feet in the area of the proposed renovations. It is our understanding that the site grades will remain relatively unchanged after construction for the majority of the site and that there will be no net increase in surface loading in areas with grade changes.

TEST BORINGS

We observed and logged five test borings (B-1 and B-5) drilled by our subcontractor Site, LLC from February 28 to March 3, 2017. The borings were drilled to explore the soil and groundwater conditions in the project area. The test boring ground surface elevations were not known at the time of drilling. Borings were located in the field by taping/pacing from existing site features, thus, their locations should be considered approximate. Boring locations are depicted on Figure 2 (Appendix 1) and the logs are included in Appendix 2.

Hollow-stem auger and drive and wash drilling methods were used to advance borings to depths of approximately 52 to 102 feet below existing grades. Representative soil samples were obtained for soil classification and laboratory testing by split barrel sampling procedures in general accordance with ASTM D-1586. The split-spoon sampling procedure utilizes a standard 2-inch O.D. split-barrel sampler that is driven into the bottom of the boring with a 140-pound hammer falling a distance of 30 inches. The number of blows required to advance the sampler the middle 12-inches of a normal 24-inch penetration is recorded as the Standard Penetration Resistance Value (N). The blows (i.e. “N-Value”) are indicated on the boring logs at their depth of occurrence and provide an indication of the relative consistency of the material.

Groundwater levels were measured using a weighted tape in the open drill holes.

LABORATORY TESTING

Representative samples from the borings were selected for the following index tests:

• Moisture Content Tests (ASTM D2216)

• Organic Matter Tests (ASTM D2974)

• Atterberg Limits (ASTM D4318)

File No. 3959-001.00 – March 28, 2017 Page No. 3

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The test results are included in Appendix 3.

SUBSURFACE CONDITIONS

General Geology

We consulted published surficial and bedrock geological (1:125,000 scale, Surficial Materials Map of Connecticut, Janet Radway Stone, 1992 and Bedrock Geological Map of Connecticut, John Rodgers, 1985) to obtain information on the regional geology in the area of the proposed wall.

The surficial material is mapped as Artificial Fill over Sand. There is also Marsh Deposits overlying Fines mapped nearby. The bedrock is mapped as Arkose.

Subsurface Profile

The generalized site subsurface profile, as inferred from the test boring data, is summarized as follows in order of increasing depth:

• Fill – 10 to 15.5 feet (14 feet on average) thick; over

• Marsh Deposits over Fines – 14 to 17.5 feet (15.5 feet on average) thick; over

• Sand – Greater than 102 feet deep

Bedrock was not encountered within the explored depths.

The Fill generally consisted of loose to medium dense, brown/black, fine to coarse sand with varying amounts of silt and gravel. Trace (0 to 10%) amounts of cinders, wood, glass, brick, and other debris materials were also observed in the Fill. Some samples obtained from the Fill Stratum had a petroleum odor.

The Marsh Deposits over Fines generally consist of very soft to soft, gray, organic clay and silt with layers of peat. Trace to little amounts of fine sand, organic fibers, and shells were also observed in this deposit. The moisture content of tested organic silt and clay samples ranged from about 46 to 92% with a plasticity index of 18% and organic content of about 3%. The moisture content of a peat sample was about 239% with a plasticity index of 107% and organic content of about 57%.

All the borings were terminated in the Sand Deposit. This material generally consisted of medium dense, red/brown, fine to medium sand varying amounts of silt. The upper 3.5 to 6.5 feet of this stratum had little to and (15 to 45%) amounts of fine to coarse gravel.

Groundwater was encountered about 6 to 13 feet below existing site grades. Groundwater levels will vary depending on factors such as temperature, season, precipitation, construction activity, and other conditions, which may be different from those at the time of these measurements.

File No. 3959-001.00 – March 28, 2017 Page No. 4

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GEOTECHNICAL ENGINEERING RECOMMENDATIONS

We offer the following geotechnical design recommendations based on the subsurface conditions encountered at the site, available project information, and the proposed construction.

Foundation Type and Bearing Strata

We recommend that the proposed building foundations be supported on drilled micropiles bearing in natural competent sands below the Fill and soft Marsh Deposits. Micropiles have advantages over conventional driven piles or drilled shafts for this project. The specific advantages are as follows:

• The drilling and grouting equipment used for micropile installation is relatively small and lightweight and can be mobilized within the tight site area and adjacent to existing building (if needed).

• Proper drilling and grouting procedures associated with micropile installation controls risk of damage to the existing foundations and utilities versus driven piles as vibrations, soil displacements, and pile drifting are minimized.

• Micropiles can be installed through the Fill (possible obstructions) without damaging the integrity of the piles. Micropiles can also be installed with tight tolerances to avoid hitting the existing foundations and utilities.

Micropiles should be a minimum of 6-inches in diameter and develop their capacity in side friction in the Sand Deposit. Micropiles should be constructed with permanent steel casing that extends through the Fill and Marsh over Fines Deposits to maintain the borehole integrity during construction; thus managing potential for hole collapsing, squeezing of weak soils, and/or loss of ground. A center reinforcing bar and/or inner casing that extends the full length of the micropile should be used. The minimum spacing of micropiles should be at least 24 inches or three diameters measured center to center (whichever one is greater).

The micropile locations will have to be carefully coordinated with the existing building foundations and utilities such that they do not interfere with one another.

Pile Capacity

We recommend an allowable micropile grout to sand bond capacity of 7.5 psi. This bond capacity assumes an ultimate bond capacity of 15 psi, safety factor of two, and that a successful static load test is performed in accordance with ASTM 3689-07.

File No. 3959-001.00 – March 28, 2017 Page No. 5

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Lateral pile capacity estimates require a lateral soil-structural interaction analysis be performed.

This can be performed during final design after the pile geometry (e.g. diameter, reinforcing, etc.)

is selected and structural loads are known.

Downdrag

We anticipate there will be downdrag loads (also referred to as negative skin friction) on the piles from the Fill and Marsh Deposit settling over time. We recommend that the pile designer estimate and appropriately consider these loads with the other design loads (e.g., live load).

Downdrag loads are additive to dead loads, but not to live loads (or transient loading). Live loads cause temporary deformation and downward movement of piles relative to the soil, which reduces or eliminates drag loads during live loading. Each loading case should be reviewed by the structural engineer to determine how to apply downdrag loads during final design. Alternately, the entire downdrag load may be conservatively applied to the design.

Slab

We recommend using a structural slab supported by piles and grade beams for the proposed new building slab. This will prevent loading on the existing foundations and avoid effects (i.e. slab cracking and deformations) of potential settlement of the Fill and Marsh Deposits.

The slab could also be placed over lightweight fill (e.g. geofoam) and constructed such that there will be no net increase in load on the Fill and compressible Marsh Deposits (i.e. slab-on-grade).

The Marsh Deposits could still settle due to creep (compression of the bonds between individual soil particles at a constant stress) and as organic material decomposes. The Fill could also settle if it contains organic material or voids. This could require periodic slab resurfacing and repair.

We recommend doing a structural survey of the existing slab to better understand its construction and performance. If the slab is deemed to be a slab-on-grade and has performed satisfactory over the past 45 years or so, then it is likely a new slab-on-grade will perform in a similar fashion if there is no net increase in loading.

Seismic Design

The average Standard Penetration Test “N” value over a 100-foot depth below the building is between 15 and 50. Thus, the site class for the proposed structure is “D” (Stiff Soil Profile) per the

IBC.

Based on the standard penetration test results, visual soil classifications, and design peak ground acceleration at this locale, the site soils are not susceptible to liquefaction.

File No. 3959-001.00 – March 28, 2017 Page No. 6

2 2 4 W E S T 3 5 T H S T R E E T • N E W Y O R K , N E W Y O R K 1 0 0 0 1 • T E L E P H O N E : 2 1 2 . 2 2 1 . 6 6 5 1 • F A C S I M I L E : 2 1 2 . 2 2 1 . 6 7 9 9

REVIEW OF FINAL DESIGN, PLANS, AND SPECIFICATIONS

When project plans and specifications are available they should be provided to GeoDesign for review of conformance with our geotechnical recommendations. If changes are made to the location or type of the proposed renovations, the recommendations provided in this report will need to be verified in writing for applicability.

CONSTRUCTION OBSERVATION

The Building Code mandates that pile installation and load testing be observed and documented by a qualified person. We recommend that GeoDesign be retained during construction to observe and document these operations.

LIMITATIONS

This report is subject to the limitations attached in Appendix 4.

Thank you for the opportunity to assist you with this project. If you have any questions, please feel free to call the undersigned at 203-758-8836.

Daniel F. LaMesa, P.E. Theodore von Rosenvinge, P.E.

Assocate Senor Principal

Attachments: Appendix 1 – Figures

Appendix 2 – Boring Log Appendix 3 – Lab Results Appendix 4 – Limitations

APPENDIX 1

FIGURES

• Figure 1 - Locus Plan

• Figure 2 - Boring Location Plan

APPENDIX 2

BORING LOGS

• Test Boring B-1

• Test Boring B-2

• Test Boring B-3

• Test Boring B-4

• Test Boring B-5

Topsoil Fill

Organic Clay and Silt

Sand and Organic Clayey Silt

Gravelly Sand

Silty Sand

10.0

21.0

25.0

28.5

10.0

21.0

25.0

28.5

Medium dense, red-brown fine to coarse SAND, some fine to coarse Gravel, little Silt, trace Brick, trace Building Material

Medium dense, brown-gray-black CINDERS and ASH, little fine to coarse Sand, trace fine Gravel, trace Silt

Loose, brown-black fine to coarse SAND, little fine Gravel, trace Silt, trace Brick, trace Glass, petroleum odor

Soft, gray Organic CLAY & SILT, trace Organic Fibers

Very soft, dark gray Organic CLAY & SILT, little fine Sand, trace(-) Organic Fibers

Very loose, gray fine to medium SAND, some Organic Clayey Silt

Medium dense, gray fine to coarse SAND, some fine to coarse Gravel, trace Silt

B O

R

IN

G L

O G

M C

8-

-0

.0

B O

R

IN

G L

O G

S B

-1 T

O B

-5 .G

P J

G E

O D

E S

IG

N

S T

A N

D A

R D

.G D

T

/1

/1

N. Coordinate:

D ep th ft

SS

140 lbs

1.38 in.

N um be r

Hammer Fall:

February 28, 2017 2/28/17

Sample Description

18 - 24

Strata Description

4.0 in.

Sample Information

Station:

C or in g

T im e (m in ft

Date Finished:

BORING LOG B-1

B-1 ft

Boring No.:

Page No.:

File No.:

Checked By:

30 in.30 in.

Blows / 6 inch Interval

12 - 18

Notes

GeoDesign Rep.:

Hammer Wt.:

Depth (ft)

6.0

M oi st ur e C on te nt

John DeAngelis

Offset:

3959-001.00

DFL

Type:

I.D.:

Groundwater Observations

D ep th ft

Casing:

Notes:

E. Coordinate:

Date

T yp e

0 - 6

Ground Surface Elevation (feet):

Sampler:

Rig Type:

Depth & Elevation(feet)

Boring Company:

C as in g

B lo w s/ ft Ralph Walker Ice Rink Renovation

1080 State Street New Haven, CT

Project Name

Date Started:

R ec ov er y (i nc he s)

In hole after 5 min.

P en et ra ti on

(i nc he s)

1) Stratification lines represent approximate boundary between material types, transitions may be gradual.

2) Water level readings have been made at times and under conditions stated, fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. AC = After coring; NR = Not Recorded.

3) Abbreviations: A = Auger; C = Core; MC=Macrocore; D = Driven; G = Grab; PS = Piston Sample; SS = Split Spoon; SSL = 3.5 Inch ID Split Spoon; ST = Shelby Tube;

V = Vane; WOR/H = Weight of Rod/Hammer

4) Proportions Used: Trace = 1-10%; Little = 10-20%; Some = 20-35%; And = 35-50%

984 Southford Road - Middlebury, CT 06762 Telephone: (203) 758-8836 Fax: (203) 758-8842

Foreman:

S ym bo l

Classification System: Modified Burmister6 - 12

Elev.

(ft)

R em ar ks

Hammer Type:

Boring No.:

Geotechnical | Construction | Environmental Engineers and Scientists

VAM/LTB

John DeAngelis

140 lbs

Automatic - Hydraulic

CME 75 Truck Rig

FJ

February 28, 2017

Site LLC

WOH

SS

SS

SS

SS

SS

SS

SS

WOH

WOH

WOH

WOH

0.0

2.0

5.0

10.0

15.0

20.0

25.0

Silty Sand (Continued)

Sand 49.049.0

Medium dense, red-brown fine SAND, little Silt

Dense, no recovery

Medium dense, red-brown fine SAND and SILT

Medium dense, red-brown fine to coarse SAND, trace Silt

N. Coordinate:

D ep th ft

SS

140 lbs

1.38 in.

N um be r

Hammer Fall:

February 28, 2017 2/28/17

Sample Description

18 - 24

Strata Description

4.0 in.

Sample Information

Station:

C or in g

T im e (m in ft

Date Finished:

BORING LOG B-1

B-1 ft

Boring No.:

Page No.:

File No.:

Checked By:

30 in.30 in.

Blows / 6 inch Interval

12 - 18

Notes

GeoDesign Rep.:

Hammer Wt.:

Depth (ft)

6.0

M oi st ur e C on te nt

John DeAngelis

Offset:

3959-001.00

DFL

Type:

I.D.:

Groundwater Observations

D ep th ft

Casing:

Notes:

E. Coordinate:

Date

T yp e

0 - 6

Ground Surface Elevation (feet):

Sampler:

Rig Type:

Depth & Elevation(feet)

Boring Company:

C as in g

B lo w s/ ft Ralph Walker Ice Rink Renovation

1080 State Street New Haven, CT

Project Name

Date Started:

R ec ov er y (i nc he s)

In hole after 5 min.

P en et ra ti on

(i nc he s)

1) Stratification lines represent approximate boundary between material types, transitions may be gradual.

2) Water level readings have been made at times and under conditions stated, fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. AC = After coring; NR = Not Recorded.

3) Abbreviations: A = Auger; C = Core; MC=Macrocore; D = Driven; G = Grab; PS = Piston Sample; SS = Split Spoon; SSL = 3.5 Inch ID Split Spoon; ST = Shelby Tube;

V = Vane; WOR/H = Weight of Rod/Hammer

4) Proportions Used: Trace = 1-10%; Little = 10-20%; Some = 20-35%; And = 35-50%

984 Southford Road - Middlebury, CT 06762 Telephone: (203) 758-8836 Fax: (203) 758-8842

Foreman:

S ym bo l

Classification System: Modified Burmister6 - 12

Elev.

(ft)

R em ar ks

Hammer Type:

Boring No.:

Geotechnical | Construction | Environmental Engineers and Scientists

VAM/LTB

John DeAngelis

140 lbs

Automatic - Hydraulic

CME 75 Truck Rig

FJ

February 28, 2017

Site LLC

SS

SS

SS

SS

30.0

35.0

40.0

50.0

Sand (Continued)

Gravelly Sand

Bottom of Exploration at 72.0 ft

68.0

72.0

68.0

72.0

Medium dense, red-brown medium to coarse SAND, trace Silt

Medium dense, red-brown fine to medium SAND, some fine to coarse Gravel, trace Silt

N. Coordinate:

D ep th ft

SS

140 lbs

1.38 in.

N um be r

Hammer Fall:

February 28, 2017 2/28/17

Sample Description

18 - 24

Strata Description

4.0 in.

Sample Information

Station:

C or in g

T im e (m in ft

Date Finished:

BORING LOG B-1

B-1 ft

Boring No.:

Page No.:

File No.:

Checked By:

30 in.30 in.

Blows / 6 inch Interval

12 - 18

Notes

GeoDesign Rep.:

Hammer Wt.:

Depth (ft)

6.0

M oi st ur e C on te nt

John DeAngelis

Offset:

3959-001.00

DFL

Type:

I.D.:

Groundwater Observations

D ep th ft

Casing:

Notes:

E. Coordinate:

Date

T yp e

0 - 6

Ground Surface Elevation (feet):

Sampler:

Rig Type:

Depth & Elevation(feet)

Boring Company:

C as in g

B lo w s/ ft Ralph Walker Ice Rink Renovation

1080 State Street New Haven, CT

Project Name

Date Started:

R ec ov er y (i nc he s)

In hole after 5 min.

P en et ra ti on

(i nc he s)

1) Stratification lines represent approximate boundary between material types, transitions may be gradual.

2) Water level readings have been made at times and under conditions stated, fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. AC = After coring; NR = Not Recorded.

3) Abbreviations: A = Auger; C = Core; MC=Macrocore; D = Driven; G = Grab; PS = Piston Sample; SS = Split Spoon; SSL = 3.5 Inch ID Split Spoon; ST = Shelby Tube;

V = Vane; WOR/H = Weight of Rod/Hammer

4) Proportions Used: Trace = 1-10%; Little = 10-20%; Some = 20-35%; And = 35-50%

984 Southford Road - Middlebury, CT 06762 Telephone: (203) 758-8836 Fax: (203) 758-8842

Foreman:

S ym bo l

Classification System: Modified Burmister6 - 12

Elev.

(ft)

R em ar ks

Hammer Type:

Boring No.:

Geotechnical | Construction | Environmental Engineers and Scientists

VAM/LTB

John DeAngelis

140 lbs

Automatic - Hydraulic

CME 75 Truck Rig

FJ

February 28, 2017

Site LLC

SS

SS

60.0

70.0

Peat

Organic Clay and Silt

14.0

29.0

14.0

16.0

29.0

Loose, dark brown fine to medium SAND, little Silt, little Organic Fibers

Medium dense, dark brown fine to medium SAND, little Silt, trace Organic Fibers

Medium dense, brown-black fine to coarse GRAVEL and fine to coarse SAND, trace Silt, strong petroleum odor

Loose, brown-black fine to medium SAND and fine to coarse GRAVEL, trace concrete, trace Ash/Cinders, trace Wood, petroleum odor

Very soft; Top 7": PEAT Bottom 11": gray Organic CLAY and SILT, little Organic Fibers

Very soft, dark gray Organic CLAY and SILT, little fine Sand, trace Organic Fibers, trace Shell fragments

Soft, gray Organic CLAY and SILT, little fine Sand

B O

R

IN

G L

O G

M C

8-

-0

.0

B O

R

IN

G L

O G

S B

-1 T

O B

-5 .G

P J

G E

O D

E S

IG

N

S T

A N

D A

R D

.G D

T

/1

/1

N. Coordinate:

D ep th ft

SS

140 lbs

1.38 in.

N um be r

Hammer Fall:

March 2, 2017 3/2/17

Sample Description

18 - 24

Strata Description

2.25 in.

Sample Information

Station:

C or in g

T im e (m in ft

Date Finished:

BORING LOG B-2

B-2 ft

Boring No.:

Page No.:

File No.:

Checked By:

30 in.N/A

Blows / 6 inch Interval

12 - 18

Notes

GeoDesign Rep.:

Hammer Wt.:

Depth (ft)

7.7

M oi st ur e C on te nt

John DeAngelis

Offset:

3959-001.00

DFL

Type:

I.D.:

Groundwater Observations

D ep th ft

Casing:

Notes:

E. Coordinate:

Date

T yp e

0 - 6

Ground Surface Elevation (feet):

Sampler:

Rig Type:

Depth & Elevation(feet)

Boring Company:

C as in g

B lo w s/ ft Ralph Walker Ice Rink Renovation

1080 State Street New Haven, CT

Project Name

Date Started:

R ec ov er y (i nc he s)

In casing after 5 min.

P en et ra ti on

(i nc he s)

1) Stratification lines represent approximate boundary between material types, transitions may be gradual.

2) Water level readings have been made at times and under conditions stated, fluctuations of groundwater may occur due to other factors than those present at the time measurements were made. AC = After coring; NR = Not Recorded.

3) Abbreviations: A = Auger; C = Core; MC=Macrocore; D = Driven; G = Grab; PS = Piston Sample; SS = Split Spoon; SSL = 3.5 Inch ID Split Spoon; ST = Shelby Tube;

V = Vane; WOR/H = Weight of Rod/Hammer

4) Proportions Used: Trace = 1-10%; Little = 10-20%; Some = 20-35%; And = 35-50%

984 Southford Road - Middlebury, CT 06762 Telephone: (203) 758-8836 Fax: (203) 758-8842

Foreman:

S ym bo l

Classification System: Modified Burmister6 - 12

Elev.

(ft)

R em ar ks

Hammer Type:

Boring No.:

Geotechnical | Construction | Environmental Engineers and Scientists

VAM/LTB

John…