25-100% CD Project Manual Vol 1 - Roswell New Office Building f.pdf

Roswell Office Building

SMPC Architects Table of Contents 11/04/2025 - 24006 00 0110 - 1

SECTION 00 0110

TABLE OF CONTENTS

VOLUME 1: DIVISIONS 00 THROUGH 12

PROCUREMENT AND CONTRACTING REQUIREMENTS

DIVISION 00 -- PROCUREMENT AND CONTRACTING REQUIREMENTS

00 0110 - Table of Contents 00 0115 - List of Drawing Sheets Facilities Management Division Request for Proposals 60-35000-26-08788 DOH Roswell Bldg. Roswell NM

Part A - Contract Agreement Part B - General Conditions Part C - Supplementary Conditions Part D - Notice to Proceed

00 3100 - Available Project Information Geotechnical Engineering Services Report

SPECIFICATIONS

DIVISION 01 -- GENERAL REQUIREMENTS

01 1000 - Summary 01 2300 - Alternates 01 2500 - Substitution Procedures 01 2500.10 - Substitution Request Form Ref RFP page 24 article 33 01 3000 - Administrative Requirements 01 4000 - Quality Requirements 01 5000 - Temporary Facilities and Controls 01 6000 - Product Requirements 01 7000 - Execution and Closeout Requirements 01 7800 - Closeout Submittals 01 7900 - Demonstration and Training

DIVISION 02 -- EXISTING CONDITIONS

DIVISION 03 -- CONCRETE

03 1000 - Concrete Formwork 03 2000 - Concrete Reinforcement 03 3000 - Cast-in-Place Concrete 03 3510 - Polished Concrete Finishing 03 4816 - Precast Concrete Splash Blocks

DIVISION 04 -- MASONRY (NOT USED)

DIVISION 05 -- METALS

05 1200 - Structural Steel 05 2100 - Steel Joists 05 3100 - Steel Deck 05 4000 - Cold-Formed Metal Framing

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05 5000 - Metal Fabrications 05 5133 - Metal Ladders

DIVISION 06 -- WOOD, PLASTICS, AND COMPOSITES

06 1000 - Rough Carpentry 06 4100 - Architectural Wood Casework

DIVISION 07 -- THERMAL AND MOISTURE PROTECTION

07 2100 - Thermal Insulation 07 2400 - Exterior Insulation and Finish Systems 07 5423 - Thermoplastic Membrane Roofing 07 6200 - Sheet Metal Flashing and Trim 07 7100 - Roof Specialties 07 7200 - Roof Accessories 07 8400 - Firestopping 07 9200 - Joint Sealants

DIVISION 08 -- OPENINGS

08 1113 - Hollow Metal Doors and Frames 08 1416 - Flush Wood Doors 08 3100 - Access Doors and Panels 08 4113 - Aluminum-Framed Storefronts 08 7100 - Door Hardware 08 8000 - Glazing

DIVISION 09 -- FINISHES

09 2216 - Non-Structural Metal Framing 09 2900 - Gypsum Board 09 3000 - Tiling 09 5100 - Acoustical Ceilings 09 5400 - Specialty Ceilings 09 5421 - Metal Pan Ceilings 09 6500 - Resilient Flooring 09 6813 - Tile Carpeting 09 9100 - Painting

DIVISION 10 -- SPECIALTIES

10 2600 - Wall and Door Protection 10 2800 - Toilet, Bath, and Laundry Accessories 10 4400 - Fire Protection Specialties

DIVISION 11 -- EQUIPMENT

DIVISION 12 -- FURNISHINGS

12 3600 - Countertops

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DIVISION 13 -- SPECIAL CONSTRUCTION (NOT USED)

DIVISION 14 -- CONVEYING EQUIPMENT (NOT USED)

VOLUME 2: DIVISIONS 21 THROUGH 33

DIVISION 21 -- FIRE SUPPRESSION

21 0500 - Common Work Results for Fire Suppression 21 0503 - Trenching and Backfill for Fire Suppression 21 0504 - Pipe and Pipe Fittings for Fire Suppression 21 0505 - Piping Specialties for Fire Suppression 21 0523 - Valves for Fire-Suppression 21 0548 - Vibration and Seismic Controls for Fire Protection 21 0549 - Fire Suppression and Electrical Installation Coordination 21 1313 - Fire Protection System, Automatic Wet-Pipe Sprinkler

DIVISION 22 -- PLUMBING

22 0500 - Common Work Requirements for Plumbing 22 0503 - Trenching and Backfilling for Plumbing 22 0504 - Pipe and Pipe Fittings for Plumbing 22 0505 - Piping Specialties for Plumbing 22 0523 - Valves for Plumbing 22 0549 - Plumbing and Electrical Installation Coordination 22 0700 - Plumbing Insulation 22 1100 - Domestic Water Piping 22 1123 - Facility Natural Gas System 22 1316 - Sanitary Waste and Vent Piping 22 1400 - Facilty Roof Drainage 22 4000 - Plumbing Fixtures and Trim 22 6801 - On Site Natural Gas

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

23 0500 - Common Work Requirements for HVAC 23 0503 - Trenching and Backfilling for HVAC 23 0504 - Pipe and Pipe Fittings 23 0505 - Piping Specialties 23 0523 - Valves 23 0548 - Vibration and Seismic Controls for HVAC 23 0549 - HVAC and Electrical Installation Coordination 23 0593 - Testing, Adjusting and Balancing of Mechanical Systems 23 0700 - Mechanical Systems Insulation 23 0800 - Mechanical Facility Startup/Commissioning for HVAC 23 0900 - Facility Management Systems (DDC Controls) 23 2313 - Refrigerant Piping System and Equipment 23 3000 - Air Tempering System and Equipment

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23 7413 - Packaged Outdoor Central-Station Air-Handling Units

DIVISION 24 -- RESERVED (NOT USED)

DIVISION 25 -- INTEGRATED AUTOMATION (NOT USED)

DIVISION 26 -- ELECTRICAL

26 0500 - Common Work Results for Electrical 26 0519 - Low-Voltage Electrical Power Conductors and Cables 26 0526 - Grounding and Bonding for Electrical Systems 26 0529 - Hangers and Supports 26 0533 - Raceway and Boxes for Electrical Systems 26 0543 - Underground Ducts and Raceways 26 0544 - Sleeves and Sleeve Seals for Electrical Raceways & Cabling 26 0548.16 - Seismic Controls for Electrical Systems 26 0553 - Identification for Electrical Systems 26 0573 - Electrical System Studies 26 0880 - Electrical Acceptance Testing 26 0923 - Lighting Control Devices 26 2416 - Panelboards 26 2726 - Wiring Devices 26 2729 - EV Charging Station 26 2816 - Enclosed Switches and Circuit Breakers 26 4313 - Transient Voltage Suppressor for Low Voltage Electrical Power Circuits 26 5219 - Emergency and Exit Lighting 26 5612 - Exterior Lighting 26 5613 - Interior Lighting Fixtures

DIVISION 27 -- COMMUNICATIONS (NOT USED)

DIVISION 28 -- ELECTRONIC SAFETY AND SECURITY

28 3111 - Digital, Addressable Fire-Alarm System

DIVISION 29 -- RESERVED (NOT USED)

DIVISION 30 -- RESERVED (NOT USED)

DIVISION 31 -- EARTHWORK

31 2000 - Earthwork 31 2213 - Rough Grading 31 2316 - Excavation 31 2323 - Fill

DIVISION 32 -- EXTERIOR IMPROVEMENTS

32 1123 - Aggregate Base Courses 32 1216 - Asphalt Paving 32 1313 - Concrete Paving 32 1723 - Pavement Markings

DIVISION 33 -- UTILITIES

33 1116 - Site Water Distribution Piping

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33 3100 - Sanitary Utility Sewerage Piping

END OF SECTION

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SMPC Architects List of Drawing Sheets 11/04/2025 - 24006 00 0115 - 1

SECTION 00 0115

LIST OF DRAWING SHEETS

G-001 COVER SHEET

G-100 CODE ANALISYS + PLANS

C100 GENERAL NOTES

C101 EXISTING CONDITIONS

C102 PROPOSED CIVIL SITE OVERVIEW

C200 SITE DEMOLITION PLAN

C201 SITE LAYOUT PLAN

C202 HORIZONTAL CONTROL PLAN

C203 SITE GRADING PLAN

C204 SITE UTILITY PLAN

C300 CIVIL DETAILS

C301 CIVIL DETAILS (2)

C302 CIVIL DETAILS (3)

C303 CIVIL DETAILS (4)

C304 UTILITY DETAILS

AS101 SITE PLAN

AS102 ENLARGED SITE PLAN

LP101 LANDSCAPE PLAN

S-001 GENERAL STRUCTURAL NOTES

S-002 GENERAL STRUCTURAL NOTES

S-003 SPEACIAL INSPECTION TABLES

S-004 SPEACIAL INSPECTION TABLES

S-100 FOUNDATION PLAN

S-101 ROOF FRAMING PLANS

S-102 ROOF WIND (UPLIFT) LOADING PLANS

S-103 ROOF SNOW LOADING PLANS

S-200 ELEVATIONS

S-501 FOUNDATION DETAILS

S-502 FOUNDATION DETAILS

S-511 ROOF FRAMING DETAILS

S-512 ROOF FRAMING DETAILS

S-531 STEEL CONNECTION DETAILS

S-532 STEEL CONNECTION DETAILS

S-600 SCHEDULES

A-001 SYMBOLS, REFERENCES, + TYP. MOUNTING HEIGHTS

A-101 FLOOR PLAN

A-102 DIMENSION PLAN

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AC101 REFLECTED CEILING PLAN

AR101 ROOF PLAN

AF101 FINISH PLAN

AF102 CONCEPTUAL FURNITURE PLAN (FOR REF ONLY)

A-201 EXTERIOR ELEVATIONS

A-301 BUIDING SECTIONS

A-302 BUIDING SECTIONS

A-310 WALL SECTIONS

A-401 ENLARGED PLANS

A-501 EXTERIOR DETAILS

A-505 STOREFRONT TYPES + DETAILS

A-510 INTERIOR DETAILS

A-601 DOOR AND SIGNAGE SCHEDULE

AF601 FINISH, ACCESSORY + APPLIANCE SCHEDULE

FX001 FIRE PROTECTION LEGEND

FX101 FIRE PROTECTION FLOOR PLAN

FX501 FIRE PROTECTION DETAILS

P-001 PLUMBING LEGEND

PS101 PLUMBING SITE PLAN

PL101 WASTE & VENT FLOOR PLAN

PP101 PRESSURE PIPING FLOOR PLAN

PL131 PLUMBING ROOF PLAN

P-501 PLUMBING DETAILS

P-502 PLUMBING DETAILS

P-701 PLUMBING SCHEDULES

M-001 MECHANICAL LEGEND

MH101 HVAC FLOOR PLAN

MP101 MECHANICAL PIPING FLOOR PLAN

M-501 MECHANICAL DETAILS

M-502 MECHANICAL DETAILS

M-601 MECHANICAL DIAGRAMS

M-701 MECHANICAL SCHEDULES

MI001 MECHANICAL CONTROLS LEGEND

MI601 MECHANICAL CONTROLS DIAGRAMS

MI602 MECHANICAL CONTROLS DIAGRAMS

MI603 MECHANICAL CONTROLS SEQUENCES

E-001 ELECTRICAL LEGEND

ES101 ELECTRICAL SITE PLAN

EL101 LIGHTING FLOOR PLAN

EP101 POWER FLOOR PLAN

EP131 ELECTRICAL ROOF PLAN

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ET101 SPECIAL SYSTEMS FLOOR PLAN

FA101 FIRE ALARM FLOOR PLAN

E-501 ELECTRICAL DETAIL SHEET

E-502 ELECTRICAL DETAIL SHEET

E-503 ELECTRICAL DETAIL SHEET

E-601 ELECTRICAL DIAGRAMS

E-602 GROUNDING DIAGRAM

E-701 ELECTRICAL SCHEDULES

E-702 ELECTRICAL SCHEDULES

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SMPC Architects Available Project Information 11/04/2025 - 24006 00 3100 - 1

SECTION 00 3100

AVAILABLE PROJECT INFORMATION

PART 1 GENERAL

1.01 EXISTING CONDITIONS

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

B. Geotechnical Report: Entitled Geotechnical Engineering Services Report No. 1-50803, Public Health Division Office, dated August 25, 2025 .

1. This data is for information only and not intended as representations or warranties of continuity of conditions between borings.

2. The Owner, and the Architect/Engineer, disclaim any responsibility for accuracy, true location and extent of soil investigation that has been prepared by others. They further disclaim responsibility for interpretation of these data by Offerors; as in projecting soil bearing values, soil profiles, and soil stability.

PART 2 PRODUCTS - NOT USED

PART 3 EXECUTION - NOT USED

SMPC Architects Available Project Information 11/04/2025 - 24006 00 3100 - 2

GEOTECHNICAL ENGINEERING

SERVICES REPORT

NO. 1-50803

PUBLIC HEALTH DIVISION OFFICE

31 GAIL HARRIS STREET

ROSWELL, NEW MEXICO

PREPARED FOR:

NEW MEXICO GENERAL SERVICE DEPARTMENT

FACILITIES MANAGEMENT DIVISION

August 25, 2025 Job No. 1-50803

NM General Services Dept.

Facilities Management Division 2542 Cerrillos Rd.

Santa Fe, NM 87505

ATTN: Rob Luedeke

RE: Geotechnical Engineering Services Report

Public Health Division Office 31 Gail Harris St.

Roswell, New Mexico

Dear Mr. Luedeke:

Submitted herein is the Geotechnical Engineering Services Report for the above referenced project. The report contains the results of our field investigation, laboratory testing and recommendations for foundation, slab on grade, retaining structure and pavement design as well as criteria for excavation, backfill and general site grading.

It has been a pleasure to serve you on this project. If you should have any questions, please contact this office.

Respectfully submitted:

GEO-TEST, INC. Reviewed By:

Patrick R. Whorton, PE Patrick J. Byres, PE

Table of Contents

INTRODUCTION

PROPOSED CONSTRUCTION

FIELD EXPLORATION

LABORATORY TESTING

SURFACE CONDITIONS

SUBSURFACE SOIL CONDITIONS

SITE SEISMICITY

CONCLUSIONS AND RECOMMENDATIONS

FOUNDATIONS

SLABS ON GRADE

RETAINING WALLS

PAVEMENT SECTION DESIGN

SITE GRADING

EXCAVATIONS

MOISTURE PROTECTION

FOUNDATION REVIEW AND INSPECTION

CLOSURE

CONCEPTUAL SITE PLAN

BORING LOCATION MAP

BORING LOGS

SUMMARY OF LABORATORY RESULTS

GRAIN SIZE DISTRIBUTION

Public Health Division Office Page 4 Job No. 1-50803 August 25, 2025

Copyright© 2025, GEO-TEST, INC.

INTRODUCTION

This report presents the results of our geotechnical engineering services investigation performed by this firm for the proposed Public Health Division Office project to be constructed on the property located at 31 Gail Harris St. in Roswell, New Mexico.

The objectives of this investigation were to:

1) Evaluate the nature and engineering properties of the subsurface soils underlying the site.

2) Provide design recommendations for foundation, slab on grade, retaining structure and pavement design as well as criteria pertaining to excavation, backfill and site grading.

The investigation includes subsurface exploration, selected soil sampling, laboratory testing of the samples, performing an engineering analysis and preparation of this report.

PROPOSED CONSTRUCTION

It is understood that the project consists of the construction of a new 8,900 square-foot single-story office building. Maximum column and wall loads of 55 kips and 3.0 kips per lineal foot respectively are anticipated. The project also includes the construction of a new access road and parking area. A Conceptual Site Plan is included as Figure 1 in a later section of this report.

Should structural loads or other project details vary significantly from those outlined above, this firm should be notified for review and possible revision of the recommendations contained herein.

FIELD EXPLORATION

Five (5) exploratory borings were drilled at the site. Three (3) borings were drilled to a depth of 25 feet below existing grades within the proposed building footprint. Two (2) borings were drilled to a depth of 5 feet below surface grade within the proposed pavement areas. The locations of the borings are shown on the attached Boring Location Map, Figure 2. The soils encountered in the borings were continuously examined, visually classified and logged during the drilling operation. The boring logs are presented in a later section of this report. Drilling was accomplished using a truck mounted drill rig equipped with 2.25-inch inner diameter hollow stem auger. Subsurface materials were sampled at five foot intervals or less utilizing an open tube split barrel sampler driven by a standard penetration test hammer.

Public Health Division Office Page 5

LABORATORY TESTING

Selected samples were tested in the laboratory to determine certain engineering properties of the soils. Moisture contents were determined to evaluate the various soil deposits with depth. The results of these tests are shown on the boring logs.

Sieve analysis and Atterberg limits tests were performed to aid in soil classification. The results of these tests are presented in the Summary of Laboratory Results and on the individual test reports presented in a later section of this report.

SURFACE CONDITIONS

A brief surface reconnaissance was performed during our site exploration. The proposed construction site is located within the former footprint of a single-story rehabilitation clinic which was demolished in 2014. The overall site is graded relatively flat and slightly above adjacent street elevation. The proposed building footprint is partially located within a depression where the old building was once located which is approximately 3 feet lower in elevation when compared to adjacent grades. The old parking lots and access roads for the old building are still located on the site; however, the pavement is heavily deteriorated/removed leaving curb and light poles around the perimeter of the old lots.

SUBSURFACE SOIL CONDITIONS

As indicated by the exploratory borings, the soils underlying the proposed construction site varied from each location explored.

At the Boring 1 location, moderately firm medium plasticity sandy clay was encountered at the surface and extended to a depth of 7 feet below surface grade where very dense medium plasticity clayey gravel with sand was encountered and extended to the full depth explored.

At the Boring 2 location, very dense medium plasticity clayey sand with gravel was encountered at the surface and extended to a depth of 7 feet below surface grade where dense to very dense medium plasticity clayey gravel with sand was encountered and extended to the full depth explored.

At the Boring 3 location, medium to very dense non-plastic silty sand with gravel was encountered and extended to a depth of 7 feet below surface grade where dense medium plasticity clayey gravel with sand was encountered and extended to the full depth explored. Fragments of plastic sheeting were encountered in the upper 2 feet.

Public Health Division Office Page 6

At the Boring 4 location, medium plasticity clayey sand was encountered at the surface and extended to the full depth explored.

At the Boring 5 location, medium plasticity sandy clay was encountered at the surface and extended to the full depth explored.

No free groundwater was encountered in the borings. Soil moisture contents soil moisture contents in the surficial layers varied from relatively moist to dry and moisture contents within the deeper gravel layer were found to be relatively dry.

SITE SEISMICITY

Based on the results of our investigations, as well as experience in the area, Site Class D is appropriate for structural design. Based on the seismic site class and regional factors, seismic coefficients were determined in accordance with IBC 2021 and are presented in the following table:

Mapped Spectral Acceleration, Ss 0.077 g Mapped Spectral Acceleration, S1 0.038 g Maximum Spectral Acceleration, SMS 0.101 g Maximum Spectral Acceleration, SM1 0.057 g Design Spectral Acceleration, SDS 0.067 g Design Spectral Acceleration, SD1 0.038 g Site Coefficient, FA 1.300 Site Coefficient, Fv 1.500 Seismic Design Category A

CONCLUSIONS AND RECOMMENDATIONS

In general, the subsurface soils encountered below the site will provide reliable support of the proposed building, however, the type of soil varies considerably across the proposed building site from moderately firm medium plasticity sandy clay to very dense non-plastic silty sand with gravel. In addition, landscaping debris was encountered within near surface soils and some of the clay encountered has the potential to be expansive. For these reasons, these soils are not considered suitable in their present condition to provide reliable support of the proposed structure as these soils would be susceptible to excessive movement under foundation loads. However, with site preparation to provide a uniform bearing surface and very careful moisture protection, as recommended in a following section of this report, the proposed structure may be supported on shallow spread-type footings bearing directly on properly compacted, non-expansive structural fill.

Public Health Division Office Page 7

The site preparation would involve an excavation of the existing soils throughout the building area to a minimum depth of 3.0 feet below the lowest existing surface grade within the proposed footprint. Excavated soils may be stockpiled and processed to be reused as structural fill. Any deleterious material which is encountered should be removed and wasted. The depth of excavation should be increased to such a depth as to remove any deleterious material or man-made fill encountered, as required.

Once the building site has been excavated to 3.0 feet below surface grade and the cut surface is clear of any deleterious material or man-made fill, the building site should be then overexcavated, as required, to such an extent as to provide for at least 1.5 feet of properly compacted, non-expansive structural fill below all slabs on grade and foundations. The limits of the overexcavation should also extend laterally from the footing perimeters a distance equal to the depth of fill beneath their bases. The exposed native soils at the base of the excavation should be densified prior to placement of structural fill. Detailed recommendations for foundation design and the required site grading are presented in the following sections of this report.

Post-construction moisture increases in the supporting soils would cause some differential foundation movement and could create excessive movements, at least in some areas of the site. Therefore, moisture protection is considered a critical design consideration and should be reflected in overall site grading and drainage details as recommended in the Moisture Protection section of this report.

FOUNDATIONS

Shallow spread-type footings bearing directly on a minimum thickness of 1.5 feet of properly compacted structural fill are recommended for the support of the structure. An allowable soil bearing pressure of 2,500 pounds per square foot is recommended for footing design. This bearing pressure applies to full dead loads plus realistic live loads and can be safely increased by one-third for total loads including wind and seismic forces.

Exterior footings should be established a minimum of 1.5 feet below lowest adjacent finished grade, while interior footings should be at least 12 inches below finished floor grade. The minimum recommended width of square and continuous footings is 2.0 and 1.33 feet, respectively.

Resistance to lateral forces will be provided by soil friction between the base of floor slabs and footings and the soil and by passive earth resistance against the sides of the footings and stem walls. A coefficient of friction of 0.40 should be used for computing the lateral resistance between bases of footings, slabs and the soil. With backfill placed as recommended in the Site Grading section

Public Health Division Office Page 8 of this report, a passive soil resistance equivalent to a fluid weighing 375 pounds per cubic foot should be used for analysis.

Total movements of foundations designed and constructed as recommended herein are estimated not to exceed ¾ inch for the soil moisture contents encountered during this investigation or moisture contents introduced during construction. Differential movements should be less than 75 percent of total movements. Significant post-construction moisture increases in the supporting soils would create additional movements, and thus, the moisture protection provisions as recommended in a following section of this report are considered important for the satisfactory performance of the structures.

SLABS ON GRADE

Concrete slabs on grade should be founded on a minimum of 1.5 feet of properly compacted, non-expansive structural fill and constructed in conformance with the methods outlined in the current addition of ACI 302.1R.

Adequate support for lightly loaded slab-on-grade floors will be provided by native soils when prepared as recommended in the Site Grading section of this report. Thus, the use of granular base for structural support of lightly loaded slabs is not considered necessary. However, should it be desired as a working surface, or to increase the modulus of subgrade reaction, a course of granular base can be placed beneath concrete floor slabs.

Where granular base is used beneath the slabs, it should have a plasticity index of no greater than 3 and meet the following grading requirements:

Sieve Size Square Openings

Percent Passing by Dry Weight

1 Inch 100 ¾ Inch 70-100 No. 4 35-85

No. 200 0-10

The granular base should be compacted to at least 95 percent of maximum dry density as determined in accordance with ASTM D1557.

Any heavily loaded slabs on the project bearing on structural fill should be designed using a modulus of subgrade reaction of 200 pounds per square inch per inch of deflection. If a 6 inch thickness of granular base is placed and compacted beneath the slabs, the modulus of subgrade reaction can be increased to 300 pounds per square inch per inch of deflection.

The granular base may act as a capillary barrier but will not totally eliminate the rise of moisture to the slabs. If floor coverings are proposed which are

Public Health Division Office Page 9 highly sensitive to moisture, or highly moisture sensitive equipment will be installed within the building, a synthetic vapor barrier should be installed to prevent moisture intrusion through the slab. A minimum of 4 inches of granular base as recommended above should be placed between the vapor barrier and the slab. Barriers should be overlapped a minimum of 6 inches at joints, should be carefully fitted around service openings and should conform with ACI 302.1R-04 specifications.

RETAINING WALLS

Retaining walls should be founded on foundations designed given the parameters recommended for the buildings.

Lateral pressure against retaining walls will depend upon the degree of restraint. Walls which are restrained so as to limit movement at the top of the wall to less than 0.001 times the height of the wall should be designed for an ‘at rest’ earth pressure of 55 pounds per square foot of depth. Walls free to move at the top should be designed using an ‘active’ earth pressure equal to 35 pounds per square foot per foot of depth. These recommended lateral pressures are applicable to a condition of horizontal backfill without surcharge loads. Analysis of earth pressures produced by sloping backfill or surcharge loads can be provided by this firm upon request.

The lateral pressures presented above assume no buildup of hydrostatic pressures behind the walls. To prevent the buildup of hydrostatic pressures, adequate weep holes should be provided or composite drainage systems such as Miradrain or equivalent can be installed on the backside of the walls prior to backfilling. The drainage layer should be connected to a collector pipe at the base of the walls and routed to a sump or to a positive gravity drain.

Retaining wall backfill should meet the structural fill specifications outlined in the Site Grading section of this report. During backfilling, the contractor should be limited to the use of hand-operated compaction equipment within a zone of about 3 feet horizontally from the back of the walls. The use of heavier equipment could apply lateral pressures well in excess of the recommended design earth pressure, particularly over the upper portions of the walls.

PAVEMENT SECTION DESIGN

The poorest quality subgrade soils underlying the site generally classify as sandy clay (CL) according to the Unified Soil Classification System (USCS).

These soils classify as A-6 according to the American Association of State Highway and Transportation Officials (AASHTO) soil classification system.

According to the NMDOT, these soils possess a correlated R-Values ranging from 8 to 11 and are considered poor subgrade soils for pavement. The pavement sections recommended herein were developed to be used with the

Public Health Division Office Page 10 poor native subgrade soils encountered such that special subgrade preparation beyond densification is not required.

Prior to the placement of pavement sections recommended below, the subgrade soils should be scarified to a depth of 12 inches, moisture conditioned to ±2 percent of optimum moisture content and compacted to a minimum of 95 percent of maximum dry density as determined in accordance with ASTM D-698.

Given the subgrade preparation recommended above, a flexible pavement section consisting of 3 inches of Hot Mix Asphalt (HMA) over 6 inches of aggregate base course, placed directly over a minimum of 12 inches of properly compacted native subgrade material is recommended for passenger automotive parking and drive lanes.

For areas subject to pavements subject to heavy vehicle and equipment loading with the above recommended subgrade preparation, a flexible pavement section consisting of 4 inches of Hot Mix Asphalt (HMA) over 6 inches of aggregate base course, placed directly over a minimum of 12 inches of properly compacted native subgrade material is recommended.

For areas of concentrated vehicle loading such as dumpster pads or loading docks, a rigid pavement section consisting of 6 inches of Portland Cement Concrete (PCC) over 4 inches of base course placed directly over a minimum of 12 inches of properly compacted native subgrade material is recommended for the project.

The PCC should have a minimum compressive strength of 4000 psi, be air entrained to between 4.5 and 7.0 percent, and have a maximum aggregate size of 2 inches. The concrete should be placed at a maximum slump of 4 inches. Admixtures may be used to increase the slump and workability provided that the compressive strength is not compromised.

The use of reinforcement within the PCC should be left to the discretion of the structural engineer; however, it is recommended that the pavement be constructed with load transfer joints designed for heavy traffic.

SITE GRADING

The following general guidelines should be included in the project construction specifications to provide a basis for quality control during site grading. It is recommended that all structural fill and backfill be placed and compacted under engineering observation and in accordance with the following:

1) Existing site soils throughout the proposed building area should be excavated to a depth of 3.0 feet below the lowest existing surface grade within the proposed building footprint. Any deleterious material or man-

Public Health Division Office Page 11 made fill encountered should be removed and wasted. The depth of excavation should be increased to such a depth as to removed all man-made fill or deleterious material from beneath the building site, as required.

2) Once the initial excavation is completed, the existing soils throughout the building site should be overexcavated to such an extent as to provide for at least 1.5 feet of properly compacted structural fill beneath all footings and floor slabs, as required. The overexcavation limits should extend laterally beyond the footing perimeters equal to the depth of fill beneath their bases. The soils exposed at the base of the overexcavation should be densified before placement of structural fill.

3) Prior to the placement of structural fill, the exposed cut surface should be densified. Densification of the exposed native soils should consist of scarifying to a depth of 12 inches, moisture conditioning to the optimum moisture content or above and compacting the subgrade to a minimum of 95 percent of maximum dry density as determined in accordance with ASTM D-698.

4) The results of this investigation indicate that the near surface onsite soils will be suitable for use as structural fill, however, blending will likely be required to meet the specifications below. Imported soils to be used as structural fill must also meet the specifications below.

5) All structural fill and backfill should be free of vegetation and debris and contain no rocks larger than 3 inches. Gradation of the backfill material, as determined in accordance with ASTM D-422, should be as follows:

Size Percent Passing

3 inch 100

No. 4 60 - 100

No. 200 20 - 60

6) The plasticity index of the structural fill should be no greater than 15 when tested in accordance with ASTM D-4318.

7) Structural fill, general backfill and base course consisting of soils approved by the geotechnical engineer, shall be placed in 12-inch loose lifts and compacted with approved compaction equipment. Loose lifts should be reduced to 8 inches if handheld compaction equipment is used. All compaction of fill or backfill shall be accomplished to a minimum of 95 percent of the maximum dry density as determined in accordance with ASTM D-1557. The moisture content of the structural

Public Health Division Office Page 12 fill during compaction should be within 2 percent of the optimum moisture content.

8) Tests for degree of compaction should be determined by the ASTM D-

1556 method or ASTM D-6938. Observation and field tests should be carried on during fill and backfill placement by the geotechnical engineer to assist the contractor in obtaining the required degree of compaction. If less than 95 percent is indicated, additional compaction effort should be made with adjustment of the moisture content as necessary until 95 percent compaction is obtained.

EXCAVATIONS

Excavated slopes for foundation and utility construction should be designed and constructed in accordance with 29 CFR 1926, Subpart P, and any applicable state or local regulations. Excavated temporary slopes should not exceed 1.5:1 (horizontal to vertical).

Excavation of the onsite soils may be readily accomplished using normal earthmoving equipment. The contractor should be responsible for all temporary excavation slopes excavated for the purpose of structural fill placement as well as the design of any required temporary shoring, as applicable. Shoring, bracing, and benching should be performed by the contractor in accordance with applicable safety standards. Spoil piles and heavy equipment should not be allowed within 5 feet of the top of the slopes.

MOISTURE PROTECTION

Precautions should be taken during and after construction to minimize moisture increase of foundation soils. Accumulations of excessive moisture could be harmful to some types of interior flooring, to HVAC ductwork beneath the slabs, and can weaken or cause other changes in the soils supporting the foundations and slabs. This can cause differential movement of the foundations and can result in cosmetic or structural damage to the structure.

Positive drainage should be established away from the exterior walls of the structure. A typical adequate slope is 6 inches in the first 5 feet with positive drainage being provided from those points to streets, pavement or natural water courses. If necessary to provide positive drainage, the building area should be raised above adjacent grades with structural fill.

Roof runoff from the structure should be collected by gutters and downspouts or roof canales and discharged to splash blocks which carry water rapidly away from the structure’s foundation. Should lot size or other factors impede positive drainage away from the structures to less than 5 feet from foundations, Public Health Division Office Page 13 a non-perforated drain system should be installed to carry water to a minimum of five feet away from foundations or to streets or natural water courses.

Utility backfill should be well compacted and should meet the specifications outlined in the Site Grading section of this report. Special care should be taken during installation of the subfloor sewer and water lines to reduce the possibility of future subsurface saturation.

Irrigation within 10 feet of foundations is discouraged or at the very least should be carefully controlled. Proper landscaping and drainage maintenance are required to preclude accumulation of excessive moisture in the soils below the structure and throughout the site. This should include but is not limited to routine maintenance checks of irrigation system to ensure no leakage and proper functionality and that irrigation is adjusted and maintained seasonally so that over watering does not occur. Native drought resistant plants are recommended for use in landscaping. Landscape features should not impede positive drainage away from foundations as recommended above.

Drainage control ponds or any other drainage/landscaping feature which allows for surface waters to infiltrate the subsurface soils are not recommended for this site. If absolutely required, drainage features should not be placed within 20 feet of building foundations.

Increases in the subgrade moisture content can weaken the subgrade soils, thereby shortening pavement life and causing localized failure. Therefore, all paved areas should be graded to drain and not allow any ponding on the surface of the paved areas. Positive drainage should be provided away from the perimeter of all paved areas for a distance of at least 10 feet. It is recommended that the pavement be graded with a 2 percent crown or slope to facilitate drainage.

The foregoing recommendations should only be considered minimum requirements for overall site development. It is recommended that a civil/drainage engineer be consulted for more detailed grading and drainage recommendations.

FOUNDATION REVIEW AND INSPECTION

This report has been prepared to aid in the evaluation of this site and to assist in the design of this project. It is recommended that the geotechnical engineer be provided the opportunity to review the final design drawings and specifications in order to determine whether the recommendations in this report are applicable to the final design. Review of the final design drawings and specifications should be noted in writing by the geotechnical engineer.

In order to permit correlation between the conditions encountered during construction and to confirm recommendations presented herein, it is

Public Health Division Office Page 14 recommended that the geotechnical engineer be retained to perform continuous observations and testing during the earthwork portion of this project. Observation and testing should be performed during construction to confirm that suitable fill soils are placed upon competent materials and properly compacted and foundation elements penetrate the recommended soils.

CLOSURE

Our conclusions, recommendations and opinions presented herein are:

1) Based upon our evaluation and interpretation of the findings of the field and laboratory program.

2) Based upon an interpolation of soil conditions between and beyond the explorations.

3) Subject to confirmation of the conditions encountered during construction.

4) Based upon the assumption that sufficient observation will be provided during construction.

5) Prepared in accordance with generally accepted professional geotechnical engineering principles and practice.

This report has been prepared for the sole use of NM General Services Department, specifically to aid in the design of the proposed Public Health Division Office located at 31 Gail Harris St. in Roswell, New Mexico and not for use by any third parties without consent.

We make no other warranty, either expressed or implied. Any person using this report for bidding or construction purposes should perform such independent investigation as they deem necessary to satisfy themselves as to the surface and subsurface conditions to be encountered and the procedures to be used in the performance of work on this project. If conditions encountered during construction appear to be different than indicated by this report, this office should be notified.

All soil samples will be discarded 60 days after the date of this report unless we receive a specific request to retain the samples for a longer period of time.

Figure 1

Roswell, New Mexico Job No. 1-50803

AutoCAD SHX Text

%%UCONCEPTUAL SITE PLAN

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GEOTECHNICAL ENGINEERING

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AND MATERIAL TESTING

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Figure 2

Roswell, New Mexico Job No. 1-50803

AutoCAD SHX Text W

AutoCAD SHX Text E

AutoCAD SHX Text S

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%%UBORING LOCATION MAP

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GEOTECHNICAL ENGINEERING

AutoCAD SHX Text

AND MATERIAL TESTING

AC

SS

UD

SS

SS

AC

SANDY CLAY, medium plasticity, moderately firm, moist, dark brown

CLAYEY GRAVEL with SAND, medium plasticity, very dense, dry, light brown/ gray

Stopped Auger @ 20 feet Sampler REFUSAL @ 9.5 feet

5-5-6

5-7

50/6"

50/6"

CL

GC

Project:

Date:

Elevation:

Public Health Division Office

08/14/2025

During Drilling: none

LEGEND

LOG OF TEST BORINGS

LO

G

S A

M P

LE

IN

T E

R V

A L

N blows/ft

20 40 60 80T Y

P E

Stratification lines represent approximate boundaries between soil types. Transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurments were made.

NO: 1

SAMPLE

GROUNDWATER DEPTH

SUBSURFACE PROFILE

Project No:

Type:

1-50803

2.25" ID HSA

DESCRIPTION

D E

P T

H

F t)

M O

IS

T

U R

E % D

R Y

D E

N S

IT

Y

(p cf

After 24 Hours:

N

B

LO

W S

/F T

AMSL - Above Mean Sea Level CS - Continuous Sampler UD - Undisturbed ST - Shelby Tube

SS - Split Spoon AC - Auger Cuttings UD/SL - Undisturbed Sleeve

U S

C

LO

G

O F

T E

S T

B O

R

IN

G

-5

.G

P J

G E

O T

E S

T .G

D T

8/

/2

UD

SS

AC

SS

AC

CLAYEY SAND with GRAVEL, medium plasticity, very dense, slightly moist, brown

CLAYEY GRAVEL with SAND, medium plasticity, dense to very dense, dry, light brown/gray

Stopped Auger @ 20 feet Sampler REFUSAL @ 15 feet

30/6"

50/6"

14-16-19

35-50/6

SC

GC

Project:

Date:

Elevation:

Public Health Division Office

08/14/2025

During Drilling: none

LEGEND

LOG OF TEST BORINGS

LO

G

S A

M P

LE

IN

T E

R V

A L

N blows/ft

20 40 60 80T Y

P E

Stratification lines represent approximate boundaries between soil types. Transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurments were made.

NO: 2

SAMPLE

GROUNDWATER DEPTH

SUBSURFACE PROFILE

Project No:

Type:

1-50803

2.25" ID HSA

DESCRIPTION

D E

P T

H

F t)

M O

IS

T

U R

E % D

R Y

D E

N S

IT

Y

(p cf

After 24 Hours:

N

B

LO

W S

/F T

AMSL - Above Mean Sea Level CS - Continuous Sampler UD - Undisturbed ST - Shelby Tube

SS - Split Spoon AC - Auger Cuttings UD/SL - Undisturbed Sleeve

U S

C

LO

G

O F

T E

S T

B O

R

IN

G

-5

.G

P J

G E

O T

E S

T .G

/2

AC

SS

SS

AC

SILTY SAND with GRAVEL, non-plastic, medium to very dense, dry, light brown

CLAYEY GRAVEL with SAND, medum plasticity, dense, dry, light brown/gray

Stopped Auger @ 20 feet Stopped Sampler @ 10.5 feet

9-6-8

8-50/4"

18-19-20

SM

GC

Project:

Date:

Elevation:

Public Health Division Office

08/14/2025

During Drilling: none

LEGEND

LOG OF TEST BORINGS

LO

G

S A

M P

LE

IN

T E

R V

A L

N blows/ft

20 40 60 80T Y

P E

Stratification lines represent approximate boundaries between soil types. Transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurments were made.

NO: 3

SAMPLE

GROUNDWATER DEPTH

SUBSURFACE PROFILE

Project No:

Type:

1-50803

2.25" ID HSA

DESCRIPTION

D E

P T

H

F t)

M O

IS

T

U R

E % D

R Y

D E

N S

IT

Y

(p cf

After 24 Hours:

N

B

LO

W S

/F T

AMSL - Above Mean Sea Level CS - Continuous Sampler UD - Undisturbed ST - Shelby Tube

SS - Split Spoon AC - Auger Cuttings UD/SL - Undisturbed Sleeve

U S

C

LO

G

O F

T E

S T

B O

R

IN

G

-5

.G

P J

G E

O T

E S

T .G

/2

AC CLAYEY SAND, medium plasticity, dry, light brown

Stopped Auger @ 5 feet

6 SC

Project:

Date:

Elevation:

Public Health Division Office

08/14/2025

During Drilling: none

LEGEND

LOG OF TEST BORINGS

LO

G

S A

M P

LE

IN

T E

R V

A L

N blows/ft

20 40 60 80T Y

P E

Stratification lines represent approximate boundaries between soil types. Transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurments were made.

NO: 4

SAMPLE

GROUNDWATER DEPTH

SUBSURFACE PROFILE

Project No:

Type:

1-50803

2.25" ID HSA

DESCRIPTION

D E

P T

H

F t)

M O

IS

T

U R

E % D

R Y

D E

N S

IT

Y

(p cf

After 24 Hours:

N

B

LO

W S

/F T

AMSL - Above Mean Sea Level CS - Continuous Sampler UD - Undisturbed ST - Shelby Tube

SS - Split Spoon AC - Auger Cuttings UD/SL - Undisturbed Sleeve

U S

C

LO

G

O F

T E

S T

B O

R

IN

G

-5

.G

P J

G E

O T

E S

T .G

/2

AC SANDY CLAY, medium plasticity, slightly moist, brown

Stopped Auger @ 5 feet

7 CL

Project:

Date:

Elevation:

Public Health Division Office

08/14/2025

During Drilling: none

LEGEND

LOG OF TEST BORINGS

LO

G

S A

M P

LE

IN

T E

R V

A L

N blows/ft

20 40 60 80T Y

P E

Stratification lines represent approximate boundaries between soil types. Transitions may be gradual. Water level readings have been made at times and under conditions stated. Fluctuations of groundwater may occur due to factors other than those present at the time measurments were made.

NO: 5

SAMPLE

GROUNDWATER DEPTH

SUBSURFACE PROFILE

Project No:

Type:

1-50803

2.25" ID HSA

DESCRIPTION

D E

P T

H

F t)

M O

IS

T

U R

E % D

R Y

D E

N S

IT

Y

(p cf

After 24 Hours:

N

B

LO

W S

/F T

AMSL - Above Mean Sea Level CS - Continuous Sampler UD - Undisturbed ST - Shelby Tube

SS - Split Spoon AC - Auger Cuttings UD/SL - Undisturbed Sleeve

U S

C

LO

G

O F

T E

S T

B O

R

IN

G

-5

.G

P J

G E

O T

E S

T .G

1 1.0 CL 12.7 27 16 51 65 79 84 88 88 96 100

1 3.0 CL 13.5 26 13 65 78 90 92 95 97 99 100

1 5.0 CL 11.0 26 14 51 66 81 84 88 92 93 100

1 10.0 3.9

1 15.0 2.6

1 18.0 3.1

2 3.0 SC 6.6 26 13 41 52 65 70 76 87 91 100

2 5.0 4.5

2 10.0 6.8

2 12.5 3.6

2 17.5 GC 3.2 30 18 16 20 25 28 33 48 62 92 100

3 1.0 3.6

3 3.0 SM 3.9 NP NP 30 47 80 83 85 88 91 100

3 5.0 4.5

3 10.0 4.7

3 15.0 3.2

4 2.5 SC 5.6 25 11 48 67 83 86 90 94 96 100

5 2.5 CL 7.4 24 11 53 71 87 90 93 98 99 100

4"

Sheet 1 of 1

SIEVE ANALYSIS

PERCENT PASSING

Project: Public Health Division Office

Location: Roswell, NM

Number: 1-50803

LL = LIQUID LIMIT

PI = PLASTICITY INDEX

NP = NON PLASTIC or NO VALUE

SUMMARY OF LABORATORY RESULTS

2"1 1/2"1"3/4"1/2"3/8"NO

NO

NO

NO

NO

PILL(%)

MOIST

UNIFIED

CLASS

DEPTH

(FEET)

TEST

HOLE

S U

M M

A R

Y O

F L

A B

O R

A T

O R

Y R

E S

U

LT

S

-5

.G

P J

G E

O T

E S

T .G

0.0010.010.1110100

0.117

0.115

0.285

12.019

25 2.827

COBBLES

GRAVEL SAND

PI Cc

GRAIN SIZE DISTRIBUTION

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T coarse

%Gravel %Sand %Silt %Clay

100 1403 2

D10 fine coarse

SILT OR CLAY

D30

1.0

3.0

5.0

3.0

17.5

16 20 30 4016 60 fine

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

SANDY LEAN CLAY(CL)

SANDY LEAN CLAY(CL)

SANDY LEAN CLAY(CL)

CLAYEY SAND with GRAVEL(SC)

CLAYEY GRAVEL with SAND(GC)

51.2

64.7

50.5

40.9

16.4

D100 D60

Cu

LL PL

1.5 medium

6 810 14

Specimen Identification

Specimen Identification

Classification

1.0

3.0

5.0

3.0

17.5

3/4 1/23/8

12.0

5.0

12.0

24.0

67.0

36.8

30.3

37.5

35.1

16.6

Project: Public Health Division Office

Location: Roswell, NM

Number: 1-50803

U S

G R

A

IN

S

IZ

E

-5

.G

P J

G E

O T

E S

T .G

D T

/2

5/

0.0010.010.1110100

0.226

0.116

0.098

0.076

COBBLES

GRAVEL SAND

PI Cc

GRAIN SIZE DISTRIBUTION

GRAIN SIZE IN MILLIMETERS

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T coarse

%Gravel %Sand %Silt %Clay

100 1403 2

D10 fine coarse

SILT OR CLAY

D30

3.0

2.5

2.5

16 20 30 4016 60 fine

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

SILTY SAND with GRAVEL(SM)

CLAYEY SAND(SC)

SANDY LEAN CLAY(CL)

NP

NP

29.6

47.9

52.9

D100 D60

Cu

LL PL

1.5 medium

6 810 14

Specimen Identification

Specimen Identification

Classification

3.0

2.5

2.5

3/4 1/23/8

15.0

10.0

7.0

55.4

42.1

40.1

NP

Project: Public Health Division Office

Location: Roswell, NM

Number: 1-50803

U S

G R

A

IN

S

IZ

E

-5

.G

P J

G E

O T

E S

T .G

D T

/2

5/

SMPC Architects Summary 11/04/2025 - 24006 01 1000 - 1

SECTION 01 1000

SUMMARY

PART 1 GENERAL

1.01 PROJECT

A. Project Name: Roswell New Office Building B. Owner's Name: FMD State of New Mexico .

C. Architect's Name: SMPC Architects.

D. The Project consists of the following:

1. A new 9,800 sf facility for the Public Health Division (PHD), to be built at 31 Gail Harris Street. The program is predominantly offices and provides opportunities for future expansion. The building will be fully sprinklered.

2. Site improvements include both public and employee parking.

1.02 CONTRACT DESCRIPTION

A. Contract Type: A single prime contract based on a Stipulated Price as described in Document 00 5200 - Agreement Form.

1.03 OWNER OCCUPANCY

A. Owner intends to occupy the Project upon Substantial Completion.

B. Cooperate with Owner to minimize conflict and to facilitate Owner's operations.

C. Schedule the Work to accommodate Owner occupancy.

1.04 CONTRACTOR USE OF SITE AND PREMISES

A. Construction Operations: Limited to areas noted on Drawings.

1. Locate and conduct construction activities in ways that will limit disturbance to site.

B. Provide access to and from site as required by law and by Owner:

1. Emergency Building Exits During Construction: Keep all exits required by code open during construction period; provide temporary exit signs if exit routes are temporarily altered.

2. Do not obstruct roadways, sidewalks, or other public ways without permit.

PART 2 PRODUCTS - NOT USED

SMPC Architects Summary 11/04/2025 - 24006 01 1000 - 2

SMPC Architects Alternates 11/04/2025 - 24006 01 2300 - 1

SECTION 01 2300

ALTERNATES

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Description of Alternates.

1.02 ACCEPTANCE OF ALTERNATES

A. Alternates quoted on Bid Forms will be reviewed and accepted or rejected at Owner's option.

Accepted Alternates will be identified in the Owner-Contractor Agreement.

B. Coordinate related work and modify surrounding work to integrate the Work of each Alternate.

1.03 SCHEDULE OF ALTERNATES

A. Alternate No. 1:

1. Suspended Cloud Specialty Ceiling at Room 102 (Information/Security).

a. Drawing number AC101, AF601.

PART 2 PRODUCTS - NOT USED

SMPC Architects Alternates 11/04/2025 - 24006 01 2300 - 2

SMPC Architects Substitution Procedures 11/04/2025 - 24006 01 2500 - 1

SECTION 01 2500

SUBSTITUTION PROCEDURES

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Procedural requirements for proposed substitutions.

PART 2 PRODUCTS - NOT USED

PART 3 EXECUTION

3.01 GENERAL REQUIREMENTS

A. A Substitution Request for products, assemblies, materials, and equipment constitutes a representation that the submitter:

1. Has investigated proposed product and determined that it meets or exceeds the quality level of the specified product, equipment, assembly, or system.

2. Agrees to provide the same warranty for the substitution as for the specified product.

3. Agrees to coordinate installation and make changes to other work that may be required for the work to be complete, with no additional cost to Owner.

4. Waives claims for additional costs or time extension that may subsequently become apparent.

B. Document each request with complete data substantiating compliance of proposed substitution with Contract Documents. Burden of proof is on proposer.

1. Note explicitly any non-compliant characteristics.

C. Content: Include information necessary for tracking the status of each Substitution Request, and information necessary to provide an actionable response.

1. Forms included in the Project Manual are adequate for this purpose, and must be used.

D. Limit each request to a single proposed substitution item.

1. Submit an electronic document, combining the request form with supporting data into single document.

3.02 SUBSTITUTION PROCEDURES DURING PROCUREMENT

A. Submittal Time Restrictions:

1. Owner will consider requests for substitutions only if submitted at least 10 days prior to the date for receipt of bids.

B. Submittal Form (before award of contract):

1. Submit substitution requests by completing the form attached to this section. See this form for additional information and instructions. Use only this form; other forms of submission are unacceptable.

3.03 SUBSTITUTION PROCEDURES DURING CONSTRUCTION

A. Submittal Form (after award of contract):

1. Submit substitution requests by completing the form attached to this section. See this section for additional information and instructions. Use only this form; other forms of submission are unacceptable.

B. Architect will consider requests for substitutions only within 30 days after date of Agreement .

C. Submit request for Substitution for Cause within 14 days of discovery of need for substitution, but not later than 14 days prior to time required for review and approval by Architect, in order to stay on approved project schedule.

D. Submit request for Substitution for Convenience within 14 days of discovery of its potential advantage to the project, but not later than 14 days prior to time…