40-80500-24-17090_40-80500-24-17090 ITB Anton Chico Water and Waste Water Improvements Final 2.pdf.PDF.crdownload

STATE PURCHASING DIVISION (GSD)

(505) 827-0472

BIDDER:

Name:

Address:

Phone:

Fax:

E-mail:

INVITATION TO BID

CONSTRUCTION CONTRACT

PROCUREMENT NUMBER: 40-80500-24-17090

Sealed bid opening FORMAL

NM STATE PURCHASING DIVISION

PROJECT NAME:

Anton Chico Water And Wastewater Improvements

BID DUE DATE: August 29, 2024 TIME: 2:00pm Procurement Specialist: James Ortega Contact Number: 505-795-2516 Contact Email: james.ortega@gsd.nm.gov

ARCHITECT/ENGINEER OF RECORD:

Daniel B. Stephens & Associates A Geo-Logic Company 6020 Academy NE Albuquerque, New Mexico 87109 www.dbstephens.com

IMPORTANT

Only Electronically submitted bids will be accepted. No hand-carried, mailed, carrier delivered, emailed, or faxed bids will be accepted.

AGENCY (OWNER)/POINT OF

CONTACT: Angela Martinez, 505-570-7940 angelal.martinez2@dot.nm.gov

Bids must be submitted electronically, via eProNM only. Please see Bid Submission Instructions on page 2.

Bids are subject to the “Terms and Conditions,” shown on the attached pages of this document, and any additional bidding instructions or requirements. The Terms and Conditions shall not be modified or supplemented.

NOTE: if you decide not to bid, do not return this document.

A business eligible for a New Mexico/Native American Resident Preference (Preference) must obtain a Preference certificate from the NM Taxation & Revenue Department. In order for the appropriate Preference to be applied to this solicitation, the expenditure for this solicitation cannot involve federal funds, and Bidder must submit a copy of its Preference certificate along with its response to the solicitation. Applicable Preferences will be applied to monetary values only, in accordance with §13-1-21 NMSA 1978, not percentage discounts or other non-monetary values.

Additionally, only one submitted Preference will be applied per solicitation, not multiple.

Applications are available for download at: http://www.tax.newmexico.gov/Businesses/in-state-veteran-preference-certification.aspx

Technical Online Bidding Questions:

(505) 795-1894 or (800) 233-1121 or you can contact the buyer listed on the ITB front page.

mailto:james.ortega@gsd.nm.gov http://www.tax.newmexico.gov/Businesses/in-state-veteran-preference-certification.aspx

Bidder Instructions for Invitation to Bid (ITB) Viewing ITB:

1. Bidders can access active procurements at the following sites:

• https://www.generalservices.state.nm.us/statepurchasing/active-procurements.aspx

• https://bids.sciquest.com/apps/Router/PublicEvent?CustomerOrg=StateOfNewMexico

2. Complete bid documents as required by the ITB Specifications, and submit any required documentation, supporting materials, certificates, etc. in addition to the bid documents.

Submitting Bids:

Complete bid documents as required by the ITB Specifications, and submit any required documentation, supporting materials, certificates, etc. in addition to the bid documents.

• Electronic submissions through eProNM at the following site:

https://bids.sciquest.com/apps/Router/PublicEvent?CustomerOrg=StateOfNewMexico

• Bids will be time-stamped in the system when Bidder clicks “OK” after “Review and Submit.” Such electronic submissions will be considered sealed bids in accordance with statute.

• If an amendment is processed after bid is submitted, Bidders must resubmit their bid in order for it to be considered fully submitted. Note: It is the responsibility of the Bidder to ensure bids are correct and accurate before submission. By bidding electronically, you acknowledge any and all amendments and it is your responsibility to ensure your bid corresponds with any amendments.

It is the Bidder’s responsibility to ensure all documents are completely uploaded and submitted electronically via the eProNM system by the deadline set forth in this ITB. The eProNM system will automatically cease uploading data at the date and time of the deadline. Please ensure that you, as the Bidder, allow adequate time for large uploads and to fully complete your submittal by the deadline. A submission that is not both: (1) fully complete; and (2) received, via the eProNM system by the deadline, will be deemed late. Further, a submission that is not fully complete and received via the eProNM system by the deadline because the response was captured, blocked, filtered, quarantined or otherwise prevented from reaching the proper destination server by any anti-virus or other security software will be deemed late. In accordance with statute and rule, NO LATE BID CAN BE ACCEPTED.

Bid Opening:

Sealed bids will be publicly opened online via Microsoft Teams. Bids are subject to the “Terms and Conditions,” shown on the subsequent pages of this document, and any additional bidding instructions or requirements. NOTE: if you decide not to bid, do not return this ITB document.

https://teams.microsoft.com/l/meetup-join/19%3ameeting_Y2IyZTlhMjEtYWZlYS00Nzc4LThjOWQtMGI3MWQxMWNlMzhk%40thread.v2/0?context= %7b%22Tid%22%3a%2204aa6bf4-d436-426f-bfa4-04b7a70e60ff%22%2c%22Oid%22%3a%2251de2250-9e0b- 4237-b5ee-d3e9e1e586fc%22%7d Meeting ID: 210 089 867 732

Passcode: 4W2kXN Download Teams | Join on the web Or call in (audio only) +1 505-312-4308,,45609571# United States, Albuquerque Phone Conference ID: 456 095 71#

THIS BID IS SUBJECT TO THE REQUIREMENTS OF THE BIDDING DOCUMENTS AS DEFINED IN THE

"INSTRUCTIONS TO BIDDERS.”

THE BID PROPOSAL FORM MUST BE ACCOMPANIED BY A SURETY BOND, SUBCONTRACTOR LISTING

FORM, AND DOCUMENTS SPECIFIED IN THE "INSTRUCTIONS TO BIDDERS."

https://www.generalservices.state.nm.us/statepurchasing/active-procurements.aspx https://bids.sciquest.com/apps/Router/PublicEvent?CustomerOrg=StateOfNewMexico https://teams.microsoft.com/l/meetup-join/19%3ameeting_Y2IyZTlhMjEtYWZlYS00Nzc4LThjOWQtMGI3MWQxMWNlMzhk%40thread.v2/0?context=%7b%22Tid%22%3a%2204aa6bf4-d436-426f-bfa4-04b7a70e60ff%22%2c%22Oid%22%3a%2251de2250-9e0b-4237-b5ee-d3e9e1e586fc%22%7d https://teams.microsoft.com/l/meetup-join/19%3ameeting_Y2IyZTlhMjEtYWZlYS00Nzc4LThjOWQtMGI3MWQxMWNlMzhk%40thread.v2/0?context=%7b%22Tid%22%3a%2204aa6bf4-d436-426f-bfa4-04b7a70e60ff%22%2c%22Oid%22%3a%2251de2250-9e0b-4237-b5ee-d3e9e1e586fc%22%7d https://teams.microsoft.com/l/meetup-join/19%3ameeting_Y2IyZTlhMjEtYWZlYS00Nzc4LThjOWQtMGI3MWQxMWNlMzhk%40thread.v2/0?context=%7b%22Tid%22%3a%2204aa6bf4-d436-426f-bfa4-04b7a70e60ff%22%2c%22Oid%22%3a%2251de2250-9e0b-4237-b5ee-d3e9e1e586fc%22%7d https://teams.microsoft.com/l/meetup-join/19%3ameeting_Y2IyZTlhMjEtYWZlYS00Nzc4LThjOWQtMGI3MWQxMWNlMzhk%40thread.v2/0?context=%7b%22Tid%22%3a%2204aa6bf4-d436-426f-bfa4-04b7a70e60ff%22%2c%22Oid%22%3a%2251de2250-9e0b-4237-b5ee-d3e9e1e586fc%22%7d https://www.microsoft.com/en-us/microsoft-teams/download-app https://www.microsoft.com/microsoft-teams/join-a-meeting tel:+15053124308,,45609571

INVITATION TO BID page 2

Bidding Documents may be obtained / reviewed at the following locations:

Daniel B Stephens & Associates 6020 Academy NE www.dbstephens.com

The Bidding Documents contain a time for completion of the work and further impose liquidated damages for failure to complete the work within that time period.

Bids shall be presented in the form of a total Base Bid proposal under a Lump Sum Contract plus any additive or deductive alternates that are selected by the Owner. A bid must be submitted on all bid items and alternates; segregated bids will not be accepted.

NOTE: Base Bid price shall not include state gross receipts or local options taxes. Taxes will be included in the Contracted Amount at prevailing rates as a separate item to be paid by Owner.

In submitting this bid, each Bidder must satisfy all terms and conditions of the Bidding Documents.

No Bidder may withdraw his bid for 120 DAYS after the actual date of the opening thereof.

Wage Rates & Workforce Solutions Registration: Pursuant to the Public Works Minimum Wage Act, Section 13-4-10 to 13-4-17 NMSA 1978, all work covered by this Invitation to Bid shall be in accordance with applicable state laws and, if the bid amount is sixty thousand dollars ($60,000) or more, is subject to the minimum wage rate determination issued by the New Mexico Department of Workforce Solutions, Labor Relations Division, Public Works Unit. Section 13-4-13.1 requires Contractors when their bid is over $60,000 and subcontractors of all tiers when their portion of the work is over $60,000, to be registered with the Labor Relations Division of the Department of Workforce Solutions. This registration is available under the “Contractor Registration” section at the following website:

INVITATION TO BID page 3 http://www.dws.state.nm.us/LaborRelations/LaborInformation/PublicWorks

There may be some administrative delay in processing your registration. Pursuant to Section 13-4-

13.1 NMSA 1978, the State Purchasing Division cannot accept your bid if you are not registered at the time of bid opening.

Please direct all questions concerning registration to DWS at (505) 841-4400.

A completed Subcontractor Listing Form must accompany each bid.

Bonds: Bid Security in the form of a surety bond executed by a surety company authorized to do business in the state of New Mexico in the amount of five percent (5%) of the total bid, or the equivalent in cash by means of a cashier's check or in a form satisfactory to the Owner, must accompany each bid in accordance with the Instructions to Bidders.

A 100% Performance Bond and a 100% Payment and Materials Bond for the total contract amount, including appropriate New Mexico Gross Receipts Tax, executed by a surety company authorized to do business in the state of New Mexico shall be required from the successful Bidder prior to award of contract. A subcontractor shall provide performance and payment bonds if the subcontractor’s contract (to the Contractor) for work to be performed is $125,000 or more. Failure of a subcontractor to provide the required bonds shall not subject owner to any increase in cost due to approved substitution of subcontractor.

Preferences: Applicants for in‐state / veteran preferences for all resident businesses, veterans, Native American, Native American veteran and contractors will have to obtain preference numbers from the New Mexico Department of Taxation & Revenue. Vendor must submit a copy of their preference certificate with each solicitation in order to receive the preference. Applications are available for download at the following website:

Attention of the Bidder who normally qualifies for a preference is particularly directed to the provisions of Sections 13-4-1 through 13-4-4 NMSA 1978 as they shall not apply to federal aid construction projects or when the expenditure of federal funds designated for a specific contract is involved. All contracts executed in violation of this act shall be void and of no effect.

http://www.dws.state.nm.us/LaborRelations/LaborInformation/PublicWorks

INVITATION TO BID page 4

A Non-Mandatory Pre-Bid Meeting will be held as follows:

DATE: August 9, 2024

TIME: 10:00 AM

LOCATION: Anton Chico Rest Area, Eastbound, South of I-40

POINT OF CONTACT: Nate Arnold, DBS&A, narnold@geo-logic.com, 505-321-7403

END OF INVITATION TO BID

Technical Specifications NMDOT Anton Chico Rest Areas Water and Wastewater Improvements

Prepared for New Mexico Department of Transportation District 4

Prepared by

6020 Academy NE, Suite 100 www.dbstephens.com

DB23.1049

March 11, 2024

Geotechnical Report

GEOTECHNICAL ENGINEERING REPORT

ANTON CHICO REST AREAS

SANTA ROSA, NEW MEXICO

Submitted To:

Jennifer Hill, P.E.

Daniel B. Stephens & Associates, Inc.

6020 Academy Road NE, Suite 100

Submitted By:

GEOMAT Inc.

4529 Arrowhead Ridge Drive SE, Suite 102

Rio Rancho, New Mexico 87124

August 24, 2023

GEOMAT Project No. 232-4521R

Geotechnical Engineering Report GEOMAT Project No. 232-4521R

Anton Chico Rest Areas

TABLE OF CONTENTS

INTRODUCTION

PROPOSED CONSTRUCTION

SITE EXPLORATION

Field Exploration Laboratory Testing

SITE CONDITIONS

SUBSURFACE CONDITIONS

Soil Conditions Groundwater Conditions Laborato1y Test Results

OPINIONS AND RECOMMENDATIONS

Geotechnical Considerations Foundations Floor Slab Design and Construction Site Classification Corrosion and Cement Type Lateral Earth Pressures Slopes Earthwork Drainage

GENERAL COMMENTS

BID FORM

APPENDIX A

Site Plan Logs of Borings Unified Soil Classification Test Drilling Equipment & Procedures

APPENDIX B

Summary of Soil Tests Consolidation Test Results Laboratory Test Procedures

APPENDIX C

Important Information about This Geotechnical Engineering Report (Taken From GBA)

TECHNICAL SPECIFICATIONS

Anton Chico Rest Areas

LIST OF APPENDICES D thru I

APPENDIX D

Wage Decision

APPENDIX E

Pre-Qualification Forms NM Employee Health Coverage Verification Form Sub-Contractor List Forms

APPENDIX F

Contract for Construction Example

APPENDIX G

General Conditions of the Contract for Construction

APPENDIX H

Bid Bond Information Performance Bond Example Labor and Material Payment Bond Example Notice of Award Notice to Proceed Certificate of Liability Insurance Example Certificate of Substantial Completion Example Certificate of Final Completion Supplementary/Additional Conditions Form Change Order Forms Contract Allowance Proposal Form Certificate of Final Completion Form

APPENDIX I

Technical Drawings

GEOTECHNICAL ENGINEERING REPORT

ANTON CHICO REST AREAS

SANTA ROSA, NEW MEXICO

GEOMAT PROJECT NO. 232-4521R

INTRODUCTION

This report contains the results of our geotechnical engineering exploration for the proposed

Anton Chico Rest Areas project located near Santa Rosa, New Mexico, as shown on the Site

Plan in Appendix A of this report.

The purpose of these services is to provide information and geotechnical engineering recommendations about:

• subsurface soil conditions

• groundwater conditions

• foundation design and construction

• site classification

• lateral earth pressures

• earthwork

• drainage

The opinions and recommendations contained in this report are based upon the results of field and laboratory testing, engineering analyses, and experience with similar soil conditions, structures, and our understanding of the proposed project as stated below.

PROPOSED CONSTRUCTION

We understand that the project will consist of the construction of two building additions to the existing active well buildings as well as two water storage tanks at the eastbound and westbound

Anton Chico Rest Areas. We further understand that the additions will be single-story, approximately 150 square feet, of CMU construction, and will utilize conventional shallow spread footings with concrete slab-on-grade floors. Structural loads for the building additions were not provided; however, we anticipate wall loads on the order of 2 kips/linear foot and column loads on the order of 75 kips. Based on drawings provided to us, the water storage tanks are understood to have a 5,000-gallon capacity, a diameter of 7 feet, and a height of 16 feet. We understand that the water storage tanks will be supported on gravel pads confined by steel rings.

We understand that no basements or other below grade structures are planned and that no significant cut and/or fill earthwork will be required to achieve site design grades.

Anton Chico Rest Areas Page 2

Information pertaining to the existing well buildings’ foundations was not available at the time this report was prepared. If such information becomes available, GEOMAT should be contacted to review and confirm or modify our recommendations presented herein.

SITE EXPLORATION

Our scope of services performed for this project included a site reconnaissance, a subsurface exploration program, laboratory testing, and engineering analyses.

Field Exploration:

Subsurface conditions at the site were explored on July 14, 2023 by drilling a total of two (2) exploratory borings at the approximate locations shown on the Site Plan in Appendix A. Boring

B-1 was drilled to approximately 16 feet below grade within the footprint of the eastbound active well building addition. Boring B-2 was drilled to approximately 16 ½ feet below grade within the footprint of the westbound active well building addition.

The borings were advanced using a Mobile B-59 truck-mounted drill rig with continuous-flight, 7.25-inch O.D. hollow-stem augers. Soil samples were obtained from the borings using a combination of standard 2-inch O.D. split spoon and 3-inch O.D. ring-lined barrel samplers. The samplers were driven using a 140-pound hammer falling 30 inches. The standard penetration resistance was determined by recording the number of hammer blows required to advance the samplers in six-inch increments.

The borings were continuously monitored by an engineer from our office who examined and classified the subsurface materials encountered, obtained representative samples, observed groundwater conditions, and maintained a continuous log of each boring. Logs of the borings are presented in Appendix A. Soils were classified in accordance with the Unified Soil

Classification System described in Appendix A.

Laboratory Testing:

Samples retrieved during the field exploration were transported to our laboratory for further evaluation. At that time, the field descriptions were confirmed or modified as necessary, and laboratory tests were performed to evaluate the engineering properties of the subsurface materials.

SITE CONDITIONS

The proposed project sites are located at the eastbound and westbound Anton Chico Rest Areas off Interstate 40, approximately 20 miles west of Santa Rosa, New Mexico. The eastbound rest

Anton Chico Rest Areas Page 3 area addition is planned to extend off the northwest side of the existing active well building, and the westbound rest area addition is planned to extend off the western side of the existing active well building. The water storage tanks will be located adjacent northwest and west of the eastbound and westbound building additions, respectively. Both sites were surfaced by low grass. The eastbound rest area site was generally flat. The westbound rest area site slightly sloped down from south to north, then sloped upwards just north of the site.

The following photographs depict the site at the time of our exploration.

Drill Rig at Boring B-1, Viewed Towards the West

Anton Chico Rest Areas Page 4

Drill Rig at Boring B-2, Viewed Towards the Northwest

SUBSURFACE CONDITIONS

Soil Conditions:

As presented on the boring logs in Appendix A, the borings encountered sandy soils throughout the entirety of the depths explored. Boring B-1 encountered clayey sand from the ground surface to approximately 4 feet below grade, followed by silty sand to the boring termination depth of approximately 16 feet below grade. Boring B-2 encountered silty sand soils from the ground surface to the boring termination depth of 16 ½ feet below grade. The soils encountered were generally slightly damp.

Groundwater Conditions:

Groundwater was not encountered in any of the borings to the depths explored. Groundwater elevations can fluctuate over time depending upon precipitation, irrigation, runoff, and infiltration of surface water. We do not have any information regarding the historical fluctuation of the groundwater level in this vicinity.

Laboratory Test Results:

Laboratory analyses of representative samples indicate that the native sandy soils have approximate fines contents (silt- and/or clay-sized particles passing the U.S. No. 200 sieve)

Anton Chico Rest Areas Page 5 ranging between 18 and 35 percent. Plasticity index testing indicates that the soils tested range from being considered non-plastic to having a plasticity index of 12. The in-place dry densities of the native sandy soils tested range from approximately 92 to 100 pounds per cubic foot (pcf), with natural moisture contents that range from approximately 3 to 7 percent.

Laboratory consolidation/expansion testing was performed on undisturbed ring samples of the subgrade soils obtained from beneath the proposed building addition areas. Results of these tests indicate that the soils undergo slight to moderate compression when subjected to anticipated foundation stresses at existing moisture contents. When subjected to increased moisture conditions at these stresses, the soils undergo slight additional compression. When subjected to the increased moisture conditions at greater stresses, the soils undergo moderate to significant additional compression.

Corrosivity analyses were conducted on representative samples taken from borings B-1 and B-2.

These results are discussed in the Corrosion and Cement Type section of this report.

Complete results of the laboratory tests are presented in Appendix B.

OPINIONS AND RECOMMENDATIONS

Geotechnical Considerations:

The project sites are considered suitable for the proposed building additions and water storage tanks based on the geotechnical conditions encountered and tested for in this report, however the surficial soils, as is, are not suitable for direct support of the additions and tanks. To reduce the potential for differential settlement and to provide more uniform and higher allowable bearing pressures, we are providing recommendations for the additions and tanks to be founded on engineered fill as described in the Foundations section below.

Consolidation testing indicates that the native soils experience compression when subjected to loads in their current moisture state. When the moisture content of these soils is increased, the soils undergo an increase in compressibility. Excessive post-construction settlement could occur if the additions and tanks were constructed directly on the native in-situ soils and the soils were to become wetted. To reduce the potential for differential settlement and to provide more uniform and higher allowable bearing pressures, footings and foundations should bear entirely on engineered fill. Additionally, it is of paramount importance to provide adequate drainage around the additions and tanks to ensure that surface water is transmitted away. The area surrounding the additions and tanks on all sides should be adequately graded or otherwise protected with an impermeable surface to prevent water from infiltrating the underlying supporting soils. Specific recommendations for drainage are detailed in the Drainage section of this report.

Anton Chico Rest Areas Page 6

Due to the close proximity of the existing buildings, care should be taken during construction to avoid affecting or undermining the foundations of the existing buildings. Temporary shoring or other means and methods may be required to stabilize the existing buildings during construction of the additions. It should be noted that there may be differential movement between the existing buildings and the additions. The architectural/structural design of the additions should account for this possibility. Placement of new footings in relation to the existing footings is discussed in the Foundations section below.

If there are any significant deviations from the assumed floor elevations, structure locations and/or loads noted at the beginning of this report, the opinions and recommendations of this report should be reviewed and confirmed/modified as necessary to reflect the final planned design conditions.

Foundations:

Based on our understanding of the type of structures to be built and the results of our field subsurface exploration and laboratory testing, our recommendations for the proposed building additions to be supported on shallow spread-type footings bearing on engineered fill and the proposed water storage tanks to be supported on gravel pad foundations confined with steel rings bearing on engineered fill are detailed herein. To reduce the potential for differential settlement and to provide more uniform and higher allowable bearing pressures, the building addition footings and water storage tanks should bear entirely on engineered fill. Recommendations for earthwork beneath the concrete slab-on-grade floors for the building additions can be found later in the Floor Slab Design and Construction section of this report.

Shallow Spread-Type Footings Bearing on Engineered Fill (Building Additions):

Two (2.0) feet and sixteen (16.0) inches are the minimum recommended widths of square and continuous footings, respectively.

A generalized depiction of a shallow spread footing supported on engineered fill and a floor slab supported on compacted soil is shown in the diagram below.

Anton Chico Rest Areas Page 7

Footings bearing on engineered fill should bear a minimum of one and one-half (1.5) feet below finished grade to provide protection against frost heaving. New footings directly adjacent to existing footings should bear at the same elevation as the existing footings to avoid putting additional surcharge on the existing footings. The recommended footing depth and design bearing capacity for the proposed building additions are presented in the following table.

Footing Depth 1 (ft) Allowable Bearing Pressure (psf) Bearing Material

1.5 2 2,000 Engineered Fill 1 Footing depth referenced below lowest adjacent finished grade. Finished grade is the lowest adjacent grade for perimeter footings and floor level for interior footings. New footings adjacent to existing footings should bear at the same elevation as the existing.

2 Minimum footing depth for frost protection.

In reference to the diagram above, the engineered fill should be provided for a minimum thickness below the footings, H, of three (3.0) feet. The engineered fill should extend laterally beyond the edges of the footings for a minimum distance of one-half the thickness of engineered fill below the footings, H/2, of one and one-half (1.5) feet. If the entire building area is excavated for the engineered fill placement, the engineered fill should extend at least five (5.0) feet beyond the perimeter of the building, except at locations adjacent to the existing building. If existing fill is encountered, it should be completely removed and replaced with engineered fill.

Anton Chico Rest Areas Page 8

Gravel Pad and Steel Ring (Water Storage Tanks):

The water storage tanks could be founded on a gravel pad foundation confined by a steel ring bearing on engineered fill. The surface of the subgrade soil underlying the engineered fill should be compacted as recommended in the Earthwork section of this report and proof-rolled prior to placement of the engineered fill.

The gravel pad and steel ring should bear a minimum of one and one-half feet below grade for frost protection. A minimum thickness of three (3.0) feet of engineered fill should be provided below bottom of the gravel pad and steel ring for the entire tank areas. The engineered fill should extend a minimum distance of two (2.0) feet laterally beyond the edge of the steel ring.

Engineered fill required to raise the site should also be prepared to at least 95 percent relative compaction. Relative compaction, everywhere in this report and its appendices, refers to the in-place dry density of a soil expressed as a percentage of the maximum dry density of the same material as determined in the laboratory according to ASTM D1557 (Modified Proctor) test procedures. An allowable bearing pressure of 2,000 psf may be used for the water storage tanks bearing on engineered fill.

The bottom of the tanks should be supported on a cushion layer of crushed stone directly below the tank bottom. The chloride and sulfate contents of the cushion material should be less than

100 ppm and 200 ppm, respectively.

We recommend that the tanks be filled with water to allow any settlement to occur prior to making final rigid piping connections. This operation could be conducted as part of a leak-test after the tanks are constructed.

The areas surrounding the tanks should be graded such that surface water is quickly transmitted away from the tank areas.

General Foundation Considerations:

Materials and compaction criteria for the engineered fill should be as recommended in the

Earthwork section of this report.

Adequate drainage should be provided to prevent the supporting soil from undergoing significant moisture changes. Specific recommendations for drainage are detailed in the Drainage section of this report.

For foundations adjacent to descending slopes, a minimum horizontal setback of five (5) feet should be maintained between the foundation base and slope face. In addition, the setback

Anton Chico Rest Areas Page 9 should be such that an imaginary line extending downward at 45 degrees from the nearest foundation edge does not intersect the slope.

Footings and foundations should be reinforced as necessary to reduce the potential for distress caused by differential foundation movement.

Total and differential settlements resulting from the assumed structural loads are estimated to be on the order of three-fourth (3/4) of an inch or less. Total and differential settlements should not exceed predicted values, provided that:

• Foundations are constructed as recommended, and

• Essentially no changes occur in water contents of foundation soils.

Foundation excavations should be observed by GEOMAT. If the soil conditions encountered differ significantly from those presented in this report, supplemental recommendations will be required.

Floor Slab Design and Construction:

In reference to the diagram found above in the Foundations section of this report, the ground floor slabs for the proposed building additions should be placed on a minimum thickness of two

(2.0) feet of engineered fill (including the base course). On-site or imported soils with low expansive potentials should be used in fills that will support the floor slabs.

Some differential movement of a slab-on-grade floor system is possible if the subgrade soils become elevated in moisture content. Such movements are considered within general tolerance for normal slab-on-grade construction. To reduce potential slab movements, the subgrade soils should be prepared as outlined in the Earthwork section of this report.

For structural design of concrete slabs-on-grade, a modulus of subgrade reaction of 200 pounds per cubic inch (pci) may be used for floors supported on compacted engineered fill.

Additional floor slab design and construction recommendations are as follows:

• Control joints should be provided in slabs to control the location and extent of cracking.

Joint spacing should be designed by the structural engineer.

• Interior trench backfill placed beneath slabs should be compacted in accordance with recommended specifications outlined below.

Anton Chico Rest Areas Page 10

• In areas subjected to normal loading, a minimum 4-inch layer of clean-graded gravel, aggregate base course should be placed beneath interior slabs. For heavy loading, re-evaluation of slab and/or base course thickness may be required.

• Other design and construction considerations, as outlined in the ACI Design Manual, Section 302.1R are recommended.

• If moisture sensitive floor coverings are used on interior slabs, consideration should be given to the use of membranes to help reduce the potential for vapor rise through the slab.

Subgrade preparation and moisture control recommendations provided in this report help to reduce soil related problems that may result in distress of concrete floor slabs on grade.

However, concrete drying shrinkage, temperature induced volume change, and curling can create cracking and distress in the concrete slab on grade. To reduce distress from these causes, properly proportioned concrete mixes with adequate curing and proper joint spacing must be provided. These options should be discussed with the project Architect/Engineer.

Site Classification:

Based on the subsurface conditions encountered in the borings, we estimate that Site Class D is appropriate for the sites according to the International Building Code. This parameter was estimated based on extrapolation of data beyond the deepest depth explored, using methods allowed by the code. Actual shear wave velocity testing/analysis and/or exploration to a depth of 100 feet were not performed as part of our scope of services for this project.

Seismic design parameters for the project site were determined in accordance with the procedure in the International Building Code. These values are based on a Risk Category of II and Site

Class of D. The seismic design parameters are presented in the table below.

Seismic Design Parameters

SS 0.160g

S1 0.060g

SMS 0.257g

SM1 0.144g

SDS 0.171g

SD1 0.096g

SS = mapped spectral response acceleration at short periods

S1 = mapped spectral response acceleration at 1-second period

SMS = maximum considered earthquake spectral response acceleration for short periods

SM1 = maximum considered earthquake spectral response acceleration for 1-second period

Anton Chico Rest Areas Page 11

SDS = five-percent damped design spectral response acceleration at short periods

SD1 = five-percent damped design spectral response acceleration at 1-second period g = gravitational acceleration, approximately 9.8 m/sec2 or 32.2 ft/sec2

Corrosion and Cement Type:

Representative samples of the soils from borings B-1 and B-2 were tested to evaluate the potential for the on-site soils to corrode buried metal and/or concrete. The sample was tested for pH, electrical resistivity, and soluble sulfates. Results of these tests are summarized in the following table.

Corrosivity Test Results

Sample No. Boring No.

Sample Depth

(ft) pH

Resistivity

(ohm-cm)

Sulfates

(% by weight)

14423 B-1 0 – 5 6.72 4,800 < 0.02

14427 B-2 0 – 5 7.08 6,100 < 0.02

Corrosion of Concrete:

The soluble sulfate contents of the samples tested are less than 0.02 percent (by weight), therefore the on-site soils may be characterized as having mild potential for corrosion (IBC Table

1904.3). According to the American Concrete Institute Building Code 318, when the sulfate content is less than 0.1 percent by weight in soil there are no restrictions placed on cement type.

All concrete should be designed, mixed, placed, finished, and cured in accordance with the guidelines presented by the American Concrete Institute (ACI).

Corrosion of Metals:

Corrosion of buried ferrous metals can occur when electrical current flows from the metal into the soil. As the resistivity of the soil decreases, the flow of electrical current increases, increasing the potential for corrosion. A commonly accepted correlation between soil resistivity and corrosion of ferrous metals is shown in the following table.

Resistivity (ohm-cm) Corrosivity

0 to 1,000 Severely Corrosive

1,000 to 2,000 Corrosive

2,000 to 10,000 Moderately Corrosive

>10,000 Mildly Corrosive

The samples tested have resistivity values ranging between 4,800 and 6,100 ohm-cm. Based on these laboratory results and the table above, the on-site soils would be characterized as

Anton Chico Rest Areas Page 12 moderately corrosive toward ferrous metals. The potential for corrosion should be accounted for during the design process. If using metals resistant to these corrosive conditions presents an economic consideration for this project, we recommend performing field resistivity tests to compare to the laboratory tests.

Lateral Earth Pressures:

For soils above any free water surface, recommended equivalent fluid pressures for unrestrained foundation elements are presented in the following:

• Active:

Granular soil backfill ................................................. 35 psf/ft

Undisturbed subsoil ................................................... 30 psf/ft

• Passive:

Shallow foundation walls ........................................... 250 psf/ft

Shallow column footings.....................………........... 350 psf/ft

• Coefficient of base friction: ................................................ 0.40 *

* The coefficient of base friction should be reduced to 0.30 when used in conjunction with passive pressure.

Where the design includes restrained elements, the following equivalent fluid pressures are recommended:

• At rest:

Granular soil backfill ........................................................ 50 psf/ft

Undisturbed subsoil ........................................................... 60 psf/ft

Retaining wall backfill material should be selected as recommended in the Earthwork section of this report. Medium to high plasticity soils should not be used as backfill against retaining walls.

Imported soils or gravel meeting the criteria given the Subsurface Drainage portion of this report should be used directly against the retaining walls.

Fill against grade beams and retaining walls should be compacted to densities specified in the

Earthwork section of this report. Compaction of each lift adjacent to walls should be accomplished with hand-operated tampers or other lightweight compactors. Over compaction may cause excessive lateral earth pressures that could result in wall movement.

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Slopes:

Assuming fill specifications, compaction requirements, and recommended setbacks provided in this report are followed, cut and fill slopes as steep as to 2.5:1 (horizontal:vertical) should be stable. Depending upon specific project conditions, adequate factors of safety against slope failure may be available for steeper configurations. However, such a determination would require additional analysis.

Earthwork:

General Considerations:

The opinions contained in this report for the proposed construction are contingent upon compliance with recommendations presented in this section. Although underground facilities such as foundations, septic tanks, cesspools, basements, and irrigation systems were not encountered during site reconnaissance, such features could exist and might be encountered during construction.

Site Clearing:

1. Strip and remove all existing pavement, fill, debris, and other deleterious materials from the proposed structure areas. Any existing structures should be completely removed from below any new structure, including foundation elements and any associated development such as underground utilities, septic tanks, etc. All exposed surfaces below footings and slabs should be free of mounds and depressions which could prevent uniform compaction.

2. If unexpected fills or underground facilities are encountered during site clearing, we should be contacted for further recommendations. All excavations should be observed by

GEOMAT prior to backfill placement.

3. Stripped materials consisting of vegetation and organic materials should be removed from the site or used to re-vegetate exposed slopes after completion of grading operations. If it is necessary to dispose of organic materials on-site, they should be placed in non-structural areas, and in fill sections not exceeding 5 feet in height.

4. Sloping areas steeper than 5:1 (horizontal:vertical) should be benched to reduce the potential for slippage between existing slopes and fills. Benches should be level and wide enough to accommodate compaction and earth-moving equipment.

5. All exposed areas which will receive fill, once properly cleared and benched where necessary, should be scarified to a minimum depth of eight inches, conditioned to near

Anton Chico Rest Areas Page 14 optimum moisture content, and compacted to at least 95% of modified proctor (ASTM

D1557).

Excavation:

We present the following general comments regarding our opinion of the excavation conditions for the designers’ information with the understanding that they are opinions based on our boring data. More accurate information regarding the excavation conditions should be evaluated by contractors or other interested parties from test excavations using the equipment that will be used during construction. Based on our subsurface evaluation it appears that excavations in soils at the site will be possible using standard excavation equipment.

On-site soils may pump or become unstable or unworkable at high water contents. Workability may be improved by scarifying and drying. Over-excavation of wet zones and replacement with granular materials may be necessary. Lightweight excavation equipment may be required to reduce subgrade pumping.

Foundation Preparation:

Footings should bear as recommended in the Foundations section of this report. All loose and/or disturbed soils should either be compacted or removed from the bottoms of footing excavations prior to placement of reinforcing steel and/or concrete.

Slab Subgrade Preparation:

1. After site clearing is complete, the existing soil below the buildings should be prepared as recommended in the Floor Slab Design and Construction and Site Clearing sections of this report.

2. A minimum 4-inch layer of aggregate base course should be placed beneath floor slabs on grade.

Fill Materials:

1. Based upon the results of our subsurface exploration and laboratory testing, it appears that the native sandy soils may be suitable for reuse as engineered (structural) fill. The contractor should be responsible for determining the most appropriate method (i.e.

removal/replacement vs. blending) for providing the required engineered fill material prior to bidding the work.

Anton Chico Rest Areas Page 15

2. Provided that the criteria below are met, native, imported, or blended (import/onsite) soils could be used as fill material for the following:

• general site grading

• foundation areas

• interior floor slab areas

• foundation backfill

• exterior slab areas

• pavement areas

3. Select granular materials should be used as backfill behind walls that retain earth, and should meet the specifications provided in the Subsurface Drainage section of this report.

4. Soils to be used in engineered (structural) fills should conform to the following:

Percent finer by weight

Gradation (ASTM C136)

3" Sieve

No. 4 Sieve .......................................................................................50 – 100

No. 200 Sieve .................................................................................... 50 Max

Plasticity Index ............................................................................... 12 Max

Maximum Expansive Potential (%) * ................................................ + 1.5

* Measured on a sample compacted to approximately 95 percent of the ASTM

D1557 maximum dry density at about 3 percent below optimum water content. The sample is confined under a 144-psf surcharge and submerged.

5. Aggregate base should conform to Type I Base Course as specified in Section 303 of the

2019 New Mexico Department of Transportation (NMDOT) “Standard Specifications for

Highway and Bridge Construction.”

Placement and Compaction:

1. Place and compact fill in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift.

2. Un-compacted fill lifts should not exceed 10 inches loose thickness.

Anton Chico Rest Areas Page 16

3. Materials should be compacted to the following:

Minimum Percent Compaction

Material (ASTM D1557)

Subgrade soils beneath fill areas

On site or imported soil fills:

Beneath footings, slabs on grade and pavements

Aggregate base beneath slabs and pavements

Miscellaneous backfill

4. On-site and imported soils should be compacted at moisture contents near optimum.

Compliance:

Geotechnical recommendations given in this report are confirmation dependent and depend upon compliance with Earthwork recommendations. To assess compliance, observation and testing should be performed by GEOMAT. GEOMAT cannot be held liable, in any manner, if the necessary observation and testing to confirm the conditions we have inferred to exist is not performed.

Drainage:

Surface Drainage:

1. Positive drainage should be provided during construction and maintained throughout the life of the proposed project. Infiltration of water into utility or foundation excavations must be prevented during construction. Planters and other surface features that could retain water in areas adjacent to the building or pavements should be sealed or eliminated.

2. In areas where sidewalks or paving do not immediately adjoin the structures, we recommend that protective slopes be provided with a minimum grade of approximately 5 percent for at least 10 feet from perimeter walls. Backfill against footings, exterior walls, and in utility and sprinkler line trenches should be well compacted and free of all construction debris to reduce the possibility of moisture infiltration.

3. Downspouts, roof drains or scuppers should discharge into splash blocks or extensions when the ground surface beneath such features is not protected by exterior slabs or paving.

4. Sprinkler systems should not be within 5 feet of foundation walls. Irrigated landscaping adjacent to the foundation system should be minimized or eliminated.

Anton Chico Rest Areas Page 17

Subsurface Drainage:

Free-draining, granular soils containing less than five percent fines (by weight) passing a No.

200 sieve should be placed for a minimum horizontal dimension of two feet directly adjacent to walls which retain earth. A woven fabric with minimum 8 ounces/square yard shall be placed between the granular layer and adjacent backfill as applicable. A drainage system consisting of either weep holes, drain mats, or perforated drain lines (placed near the base of the wall) should be used to intercept and discharge water which would tend to saturate the backfill. Where used, drain lines should be embedded in a uniformly graded filter material and provided with adequate clean-outs for periodic maintenance. An impervious soil with a minimum of 50 percent passing the No. 200 sieve and plasticity index greater than 15 should be used in the upper layer of backfill to reduce the potential for water infiltration.

A generalized depiction of a retaining wall is shown below. Actual retaining wall design is the responsibility of others.

GENERAL COMMENTS

It is recommended that GEOMAT be retained to provide a general review of final design plans and specifications in order to confirm that grading and foundation recommendations in this report have been interpreted and implemented. In the event that any changes of the proposed project are planned, the opinions and recommendations contained in this report should be reviewed and the report modified or supplemented as necessary.

Anton Chico Rest Areas Page 18

GEOMAT should also be retained to provide services during excavation, grading, foundation, and construction phases of the work. Observation of footing excavations should be performed prior to placement of reinforcing and concrete to confirm that satisfactory bearing materials are present and is considered a necessary part of continuing geotechnical engineering services for the project. Construction testing, including field and laboratory evaluation of fill, backfill, pavement materials, concrete and steel should be performed to determine whether applicable project requirements have been met.

The analyses and recommendations in this report are based in part upon data obtained from the field exploration. The nature and extent of variations beyond the location of test borings may not become evident until construction. If variations then appear evident, it may be necessary to re-evaluate the recommendations of this report.

Our professional services were performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical engineers practicing in this or similar localities at the same time. No warranty, express or implied, is intended or made. We prepared the report as an aid in design of the proposed project. This report is not a bidding document.

Any contractor reviewing this report must draw his own conclusions regarding site conditions and specific construction equipment and techniques to be used on this project.

This report is for the exclusive purpose of providing geotechnical engineering and/or testing information and recommendations. The scope of services for this project does not include, either specifically or by implication, any environmental assessment of the site or identification of contaminated or hazardous materials or conditions. If the owner is concerned about the potential for such contamination, other studies should be undertaken. This report has also not addressed any geologic hazards that may exist on or near the site.

This report may be used only by the Client and only for the purposes stated, within a reasonable time from its issuance. Land use, site conditions (both on and off site), or other factors may change over time and additional work may be required with the passage of time. Any party, other than the Client, who wishes to use this report, shall notify GEOMAT in writing of such intended use. Based on the intended use of the report, GEOMAT may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements, by the Client or anyone else, will release GEOMAT from any liability resulting from the use of this report by an unauthorized party.

Bid Form

Item No. Description QTY Unit Unit Price Extended Price

Miscellaneous and Site Work

1 Mobilization and demobilization (not to exceed 8% of total construction cost)

1 LS

2 Construction staking 1 LS

3 Clear and grub, include tree removal 1 LS

4 Trench drain collection system for runoff at the Eastbound rest area, per DWG C-8, CIP

1 LS

5 Seeding 0.5 AC

Eastbound Water System

6 4-inch PVC C900 DR25 waterline, including appurtenances, trenching and backfill, CIP

930 LF

7 4-inch gate valve and valve box, including appurtenances, excavation, backfill, and compaction, CIP

3 EA

8 Connection to existing restroom facility piping, including appurtenances, saw cutting, trenching, and backfill, and site restoration, CIP

1 EA

9 Steel welded 5,000-gallon water storage tank, including foundation, piping, valves, and appurtenances, CIP

1 LS

10 Packaged booster pump station, skid mounted, CIP 1 LS

11 Packaged water treatment system for Nitrate removal, skid mounted, including water softener, CIP

1 LS

12 Well building improvements and expansion, CIP 1 LS

13 Remove and replace existing asphalt within trench limits 270 SY

14 Difinfection equipment, including dosing pump, storage container, spill containment, and appurtenances, CIP

1 LS

15 Exposed piping in well building, 2-inch PVC, including meters, valves, fittings, and all appurtenances, CIP

1 LS

16 Electrical improvements including controls, alarm, recircuiting, panelboard and feeder,…