BOULEVARD OF THE AMERICAS-SPECIFICATION BOOK 09.20.24.pdf

City of Laredo || Boulevard of the Americas - Phase II

Abrazo Partners Project Title Page || 000101 - 1

SECTION 000101

PROJECT TITLE PAGE

PROJECT MANUAL

FOR

BOULEVARD OF THE AMERICAS - PHASE II

700 HIDALGO ST & 700 FARRAGOUT ST

LAREDO, TEXAS 78040

CONSTRUCTION DOCUMENTS

OWNER'S CSP NUMBER: FY23-ENG-34

CITY OF LAREDO

1110 HOUSTON STREET

LAREDO, TEXAS 78040

DATE: SEPTEMBER 10, 2024

PREPARED BY: ABRAZO PARTNERS

END OF SECTION

Abrazo Partners Project Directory || 000107 - 1

SECTION 000107

PROJECT DIRECTORY

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Identification of project team members and their contact information.

1.02 OWNER:

A. Name: City of Laredo

1. Address Line 1: 700 Hidalgo St & 700 Farragout St .

2. City: Laredo .

3. State: TEXAS .

4. Zip Code: 78040 .

5. Telephone: 956.473.6201 .

B. Primary Contact: All correspondence from the Contractor to the Architect will be through this party, unless alternate arrangements are mutually agreed upon at preconstruction meeting.

1. Title: City Engineer .

2. Name: Ramon E Chavez, PE .

3. Email: rchavez@ci.laredo.tx.us .

1.03 CONSULTANTS:

A. Architect: Design Professional of Record. All correspondence from the Contractor regarding construction documents authored by Architect's consultants will be through this party, unless alternate arrangements are mutually agreed upon at preconstruction meeting.

1. Company Name: Abrazo Partners

a. Address Line 1: 901 Victoria St. Ste A.

b. City: Laredo.

c. State: TX .

d. Zip Code: 78040.

e. Telephone: 956.725.7418 .

2. Primary Contact:

a. Title: Architect .

b. Name: Viviana Frank, FAIA .

c. Email: viviana@able.city .

B. Civil Engineering Consultant:

1. Company Name: KCI Technologies .

a. Address Line 1: 7109 N. Barlett Ave., Suite 201 .

b. City: Laredo .

c. State: TX .

d. Zip Code: 78041 .

e. Telephone: 956.729.7844 .

2. Primary Contact:

a. Title: Project Engineer .

b. Name: Edward Ochoa, PE, SIT, CFM .

c. Email: Edward.Ochoa@kci.com .

C. Structural Engineering Consultant:

1. Company Name: Synergy Structural Engineering.

a. Address Line 1: 1119 Flores Ave. Ste. 300.

b. City: Laredo.

c. State: TX .

d. Zip Code: 78040.

e. Telephone: 956.753.5860.

2. Primary Contact:

a. Title: Project Engineer .

Abrazo Partners Project Directory || 000107 - 2

b. Name: Victor deAnda.

c. Email: victor@synergy-se.com.

D. Mechanical, Engineering Consultant - MEP and Technology:

1. Company Name: DBR .

a. Address Line 1: 200 South 10th St Suite 901 .

b. City: McAllen .

c. State: TX .

d. Zip Code: 78501 .

e. Telephone: 956.683.1640 .

2. Primary Contact:

a. Title: Mechanical Engineer .

b. Name: Hugo Avila, PE .

c. Email: havila@dbrinc.com .

E. Landscaping Consultants :

1. Company Name: MP Studio .

a. Address Line 1: 201 Groveton .

b. City: San Antonio .

c. State: Texas.

d. Zip Code: 78210 .

e. Telephone: 210.314.5582 .

2. Primary Contact:

a. Title: Proyect Manager .

b. Name: Cecilia Hours, PLA .

c. Email: Cecilia@mpstud.io .

PART 2 PRODUCTS - NOT USED

PART 3 EXECUTION - NOT USED

Abrazo Partners Seals Page || 000108 - 1

SECTION 000108

SEALS PAGE

DIVISION 800 - MISCELLANEOUS

802 Sheeting and Bracing 804 Work Performed on Non-Working Days 806 Automatic Irrigation Systems 808 Steel Plat Bridging Utility Provisions 810 Landscaping 812 Definitions

Able City Table of Contents - 1

BOULEVARD OF THE AMERICAS

TABLE OF CONTENTS

DIVISION 01 – GENERAL REQUIREMENTS

01 56 39 TEMPORARY TREE AND PLANT PROTECTION

DIVISION 03 – CONCRETE

03 10 00 CONCRETE FORMWORK AND ACCESSORIES

03 20 00 CONCRETE REINFORCING

03 30 00 CAST IN PLACE CONCRETE

DIVISION 04 – MASONRY

04 05 13 MASONRY MORTARING

04 22 00 UNIT MASONRY

04 44 10 STONE BOULDERS

04 44 20 COBBLES

DIVISION 05 – METALS

05 50 00.13 METAL FABRICATION

05 75 00 WEATHERED STEEL

DIVISION 06 – WOODS, PLASTICS AND COMPOSITES

06 10 00 ROUGH CARPENTRY

06 73 00 COMPOSITE DECKING

DIVISION 07 – THERMAL AND MOISTURE PROTECTION

07 92 00.13 JOINT SEALER

DIVISION 09 – FINISHES

09 97 13 STEEL COATINGS

DIVISION 26 – ELECTRICAL

26 56 00 EXTERIOR LIGHTING

DIVISION 31 – EARTHWORK

31 13 00 SELECTIVE TREE AND SHRUB REMOVAL

31 14 00 EARTH STRIPPING AND STOCKPILING

31 22 16 FINE GRADING

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 01 90 OPERATION AND MAINTENANCE OF PLANNING

32 13 13 CONCRETE PAVING

32 13 16 DECORATIVE CONCRETE PAVING

32 14 40 LANDSCAPE STONE PAVING

32 14 40 UNIT PAVING

32 33 00 SITE FURNISHINGS

32 84 00 IRRIGATION

32 91 13 SOIL PREPARATION

32 92 00 TURFS AND GRASSES

32 93 00 PLANTING

03/13/2024

09-10-2024

09-10-2024

18100 / Maverick Plaza - Site 00 0000 - 2 TABLE OF CONTENTS

32 94 00 PLANTING ACCESSORIES

32 96 43 TREE TRANSPLANTING AND RELOCATING

DIVISION 33 – UTILITIES

33 46 00 SUBDRAINAGE

Able City Table of Contents || 00 01 10 - 1

SECTION 00 01 10 - TABLE OF CONTENTS

BOULEVARD OF THE AMERICAS - PHASE II

238014

DBR ENGINEERING CONSULTANTS, INC.

DIVISION 22 - PLUMBING

Section 22 02 00 - Basic Materials and Methods for Plumbing Section 22 05 16 - Expansion Fittings and Loops for Plumbing Piping Section 22 05 29 - Hangers and Support for Plumbing Piping and Equipment Section 22 05 48 - Vibration and Seismic Controls for Plumbing Piping Section 22 05 53 - Identification for Plumbing Piping and Equipment Section 22 07 19 - Plumbing Piping Insulation Section 22 10 00 - Plumbing Piping Section 22 11 19 - Plumbing Specialties Section 22 30 00 - Plumbing Equipment Section 22 40 00 - Plumbing Fixtures

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

Section 23 02 00 - Basic Materials and Methods for HVAC Section 23 02 01 - Coordination Drawings Section 23 05 13 - Common Motor Requirements for HVAC Equipment Section 23 05 29 - Hangers and Supports for Piping and Equipment - HVAC Section 23 05 48 - Vibration and Seismic Controls for HVAC Piping and Equipment Section 23 05 53 - Identification for HVAC Piping and Equipment Section 23 05 93 - Testing, Adjusting, And Balancing Section 23 07 13 - Duct Insulation Section 23 07 16 - HVAC Equipment Insulation Section 23 07 19 - HVAC Piping Insulation Section 23 23 00 - Refrigerant Piping Section 23 31 13 - Metal Ductwork Section 23 33 00 - Ductwork Accessories Section 23 34 00 - HVAC Fans Section 23 37 23 - HVAC Gravity Ventilators Section 23 41 00 - Air Filters Section 23 62 13 - Air Cooled Condensing Units Section 23 81 26 - Split System Air-Conditioners Section 23 81 29 - Variable Refrigerant Flow HVAC Systems Section 23 82 19 - Fan Coil Unit Section 23 82 39 - Electric Unit Heaters

Able City Table of Contents || 00 01 10 - 2

DIVISION 26 - ELECTRICAL

Section 26 02 00 - Basic Materials and Methods for Electrical Section 26 02 01 - Coordination Drawings Section 26 05 19 - Wire, Cable and Related Materials Section 26 05 26 - Grounding Section 26 05 33 - Raceways Section 26 05 73 - Short Circuit Coordination Study Arc Flash Hazard Analysis Section 26 06 34 - Low Voltage Raceway System Section 26 08 00 - Commissioning of Electrical Systems Section 26 09 36 - Lighting Controls (Stand-Alone) Section 26 21 13 - Electrical Service Entrance Section 26 24 16 - Panelboards Section 26 27 26 - Wiring Devices Section 26 28 13 - Fuses Section 26 28 16 - Safety and Disconnect Switches Section 26 29 01 - Motors and Starters Section 26 29 26 - Miscellaneous Electrical Controls and Wiring Section 26 43 13 - Surge Protective Device (SPD) - Service Entrance Section 26 51 00 - Lighting Fixtures Section 26 51 19 - Lighting Fixtures - Light Emitting Diode (LED)

Abrazo Partners Table of Contents || 000109 - 1

SECTION 000109

TABLE OF CONTENTS

PROCUREMENT AND CONTRACTING REQUIREMENTS

1.01 DIVISION 00 -- PROCUREMENT AND CONTRACTING REQUIREMENTS

A. 000101 - Project Title Page B. 000107 - Project Directory C. 000108 - Seals Page D. 000109 - Table of Contents E. 000110 - List of Drawing Sheets F. 000111 - Geotechincal Report

CITY OR LAREDO PROCUREMENT SPECIFICATIONS

G. Division A

A-1 - Notice to Bidders A-2 - Information to Bidders A-3 - Advise to Bidders A-4 - Proposal, Affidavit, Bid Schedule, Information from Bidders and Bid Bond A-5 - Check List for Bidders A-6 - Construction Contract A-7 - Performance Bond/Payment Bond A-8 - Contractors/Subcontractors Certificate of Insurance A-9 - Notice of Award A-10 - Notice to Proceed A-11 - Certificate of Owner's Attorney

H. Division B B-1 - Contract Time & Liquidated Damages B-2 - Equal Opportunity Clause B-3 - Wage Determination B-4 - Inspection By City B-5 - Project Sign B-6 - Illegal Dumping

I. Division C C-1 - Definition of Terms C-2 - Definition of Abbreviations C-3 - Instruction to Bidders C-4 - Award and Execution of Contract C-5 - Scope of Work C-6 - Control of Work and Materials C-7 - Legal Relations and Responsabilities to the Public C-8 - Prosecution and Progress C-9 - Measurement and Payment C-10 - Warranty Statement Form C-11 - Ethics Comission Rules

J. Division D 100 - Water

102 - Excavation and Backfill for Utilities 104 - PVC Water Pipe 110 - Water Valves 116 - Hydrostatic Tests for Pressure Mains 118 - Disinfection of Potable Water Mains 122 - Adjusting Valve Boxes to Grade

Abrazo Partners Table of Contents || 000109 - 2

124 - Relocating Fire Hydrants and Adjustment of Gate Valves 128 - Disposal of Waste Material and Salvageable Material 130 - Ductile Iron Fittings 132 - Pipe Joint Restraint Systems 134 - Flowable Backfill 136 - Cement-Stabilized Backfill

200 - Wastewater 202 - PVC Sewer Pipe 206 - Service Connection 210 - Concrete Manholes 214 - Sanitary Sewer Cleanouts 216 - Adjusting Manholes, Cleanouts and Inlets 218 - Testing Sewer System 222 - Horizontal Directional Drilling 226 - Pipe Cleaning and CCTV Inspection

400 - Site 402 - Clearing and Grubbing 404 - General Construction and Preparation of Site Specifications 410 - Reinforcing Steel 412 - Welded Wire Fabric 416 - Expansion Joint Materials 418 - Membrane Curing 422 - Conduits 428 - Concrete Driveways 430 - Concrete Sidewalks

500 - Streets 502 - Excavation and Embankment of Streets 504 - Concrete 506 - Concrete Curb and Gutter 522 - Cutting and Replacing Pavement 534 - Utility Cut Pavement Repair

800 - Miscellaneous 802 - Sheeting and Bracing 804 - Work Performed on Non-Working Days 806 - Automatic Landscaping Irrigation System 808 - Steel Plate, Trench Plate: Bridging Utility Provisions 810 - Landscaping 812 - Definitions

SPECIFICATIONS

2.01 DIVISION 01 -- GENERAL REQUIREMENTS

A. 011000 - Summary B. 012000 - Price and Payment Procedures C. 012100 - Allowances D. 012300 - Alternates E. 012513 - Substitution Procedures F. 013000 - Administrative Requirements G. 013119 - Project Meetings H. 013300 - Submittals I. 014000 - Quality Requirements J. 014529 - Testing Laboratory Requirements

Abrazo Partners Table of Contents || 000109 - 3

K. 015000 - Temporary Facilities and Controls L. 015639 - Temporary Tree and Plant Protection M. 016000 - Product Requirements N. 016010 - Contractor Requirements O. 016050 - Materials and Equipment P. 017400 - Cleaning Q. 017719 - Project Closeout R. 017826 - Warranties and Guarrantees

2.02 DIVISION 02 -- EXISTING CONDITIONS

A. 020342 - Removal and Salvage of Period Construction Materials B. 024100 - Demolition

2.03 DIVISION 03 -- CONCRETE

A. 030516 - Slab Vapor Barrier B. 031000 - Concrete Forming and Accessories C. 033000.00 - Cast-in-Place Concrete D. 036000 - Grouting

2.04 DIVISION 04 -- MASONRY

A. 040513 - Masonry Mortaring B. 042200 - Unit Masonry C. 042300 - Reinforced Unit Masonry D. 044313 - Stone Masonry Veneer E. 044410 - Stone Boulders F. 044420 - Cobbles

2.05 DIVISION 05 -- METALS

A. 051200 - Structural Steel B. 052200 - Steel Joists and Joists Girders C. 053100 - Steel Deck D. 054000 - Cold-Formed Metal Framing E. 055000.13 - Metal Fabrications - MPS F. 055213 - Pipe and Tube Railings G. 055500 - Metal Fabrications H. 057000 - Decorative Metal I. 057500 - Weathered Steel Fabrications

2.06 DIVISION 06 -- WOOD, PLASTICS, AND COMPOSITES

A. 061000 - Miscellaneous Rough Carpentry B. 062000 - Finish Carpentry C. 067300 - Composite Decking

2.07 DIVISION 07 -- THERMAL AND MOISTURE PROTECTION

A. 071113 - Bituminous Dampproffing B. 071300 - Sheet Waterproofing C. 072100 - Thermal Insulation

Abrazo Partners Table of Contents || 000109 - 4

D. 072720 - Fluid-Applied Vapor Permeable Membrane Air Barrier System E. 074113 - Metal Roof Panels F. 074213 - Metal Wall Panels G. 074213.24 Wood Panel Soffit H. 075400 - Thermoplastic Membrane Roofing I. 076200 - Sheet Metal Flashing and Trim J. 076210 - Thru Wall Flashing and Trim K. 076526 - Membrane Through-Wall Flashing L. 077123 - Manufactured Gutters and Downspouts M. 079000 - Building Sealants and Caulking N. 079200 - Tremco Joint Sealants O. 079200.13 - Joint Sealer-MPS

2.08 DIVISION 08 -- OPENINGS

A. 081113 - Hollow Metal Doors and Frames B. 081416 - Flush Wood Doors C. 084113 - Aluminum Framed Entrances and Storefronts D. 084113.10 - MAPES Aluminum Farme Entrances and Storefronts E. 085200 - Aluminum Windows F. 085619 - Pass Thru Windows G. 087100 - Door Hardware H. 087113 - Power Door Operators I. 087113 - Power Door Operators J. 088000 - Glass and Glazing K. 089119 - Fixed Metal Louvers

2.09 DIVISION 09 -- FINISHES

A. 090500 - Common Results for Interior Finishes B. 090561 - Common Work Results for Flooring Preparation C. 092116 - Gypsum Board Assemblies D. 092216 - Non-Structural Metal Framing E. 093100 - Ceramic and Porcelain Tile F. 095000 - Acoustical Ceilings G. 098430 - Sound-Absorbing Wall and Ceiling Units H. 099000 - Interior, Exterior and High Performance Paints and Coatings I. 099100 - Painting J. 099713 - Steel Coatings K. 099723 - Concrete Floor Sealer

2.10 DIVISION 10 -- SPECIALTIES

A. 102800 - Toilet and Bath Accessories B. 104000 - Architectural Signage C. 104413 - Fire Extinguisher and Cabinets D. 107316 - Specifications for Sunair Fabric Covered Awnings and Canopies

Abrazo Partners Table of Contents || 000109 - 5

E. 107500 - Flagpoles

2.11 DIVISION 11 -- EQUIPMENT

2.12 DIVISION 12 -- FURNISHINGS

A. 123100 - Manufactured Metal Casework B. 123600 - Countertops

2.13 DIVISION 13 -- SPECIAL CONSTRUCTION

A. 131220 Metal Building Systems B. 133419 - Metal Building Systems

2.14 DIVISION 14 -- CONVEYING EQUIPMENT

2.15 DIVISION 21 -- FIRE SUPPRESSION

A. 210000 - Fire Protection B. 210201 - Coordination Drawings C. 210529 - Hangers and Supports for Fire Suppression Piping and Equipment D. 211313 - Wet Pipe Sprinkler System E. 211314 - Wet Pipe Sprinkler System, Corrosion Mitigation Program F. 213000 - Fire Pumps

2.16 DIVISION 22 -- PLUMBING

A. 220200 - Basic Materials and Methods for Plumbing B. 220513 - Common Motor Requirements for Plumbing Equiipment C. 220516 - Expansion Fittings and Loops for Plubming Piping D. 220529 - Hangers and Supports for Plumbing Piping and Equipment Hangers and Support for

Plumbing Piping and Equipment E. 220548 - Vibration and Seismic Controls for Plumbing Piping F. 220553 - Identification for Plumbing Piping and Equipment G. 220719 - Plumbing Piping Insulation H. 220800 - Commissioning of Plumbing Systems I. 221000 - Plumbing Piping J. 221119 - Plumbing Specialties K. 223000 - Plumbing Equipment L. 224000 - Plumbing Fixtures

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

A. 230200 - Basic Materials and Methods for HVAC B. 230201 - Coordination Drawings C. 230513 - Common Motor Requirements for HVAC Equipment D. 230529 - Hangers and Supports for Piping and Equipment - HVAC E. 230548 - Vibration and Seismic Controls for HVAC Piping and Equipment F. 230553 - Identification for HVAC Piping and Equipment G. 230593 - Testing, Adjusting, and Balancing for HVAC H. 230713 - Duct Insulation I. 230716 - HVAC Equipment Insulation J. 230719 - HVAC Piping Insulation K. 232300 - Refrigerant Piping

Abrazo Partners Table of Contents || 000109 - 6

L. 233113 - Metal Ductwork M. 233300 - Ductwork Accessories N. 233400 - HVAC Fans O. 233723 - HVAC Gravity Ventilators P. 234100 - Air Filters Q. 236213 - Air Cooled Condensing Units R. 238126 - Split System Air-Conditioners S. 238129 - Variable Refrigerant Flow HVAC Systems T. 238219 - Fan Coil Unit U. 238239 - Electronic Unit Heaters

2.18 DIVISION 25 -- INTEGRATED AUTOMATION

2.19 DIVISION 26 -- ELECTRICAL

A. 260200 - Basic Materials and Methods for Electrical B. 260201 - Coordination Drawings C. 260519 - Wire, Cable, and Related Materials D. 260526 - Grounding E. 260533 - Raceways F. 260573 - Short Circuit Coordination Study Arc Flash Hazard Analysis G. 260634 - Low Voltage Raceway Systems H. 260800 - Commissioning of Electrical Systems I. 260936 - Lighting Controls (Stand-Alone) J. 262113 - Electrical Service Entrance K. 262416 - Panelboards L. 262726 - Wiring Devices M. 262813 - Fuses N. 262816 - Safety and Disconnect Switches O. 262901 - Motors and Starters P. 262926 - Miscellaneous Electrical Controls and Wiring Q. 264313 - Surge Protection Device (SPD) - Service Entrance Part 1 - General R. 265100 - Lighting Fixtures S. 265119 - Lighting Fixtures - Light Emitting Diode (LED) T. 265600 - Exterior Lighting

2.20 DIVISION 27 -- COMMUNICATIONS

A. 270200 - Basic Materials and Methods for Communications Systems B. 270526 - Grounding and Bonding for Communications Systems C. 270528 - Pathways for Communications Systems D. 271100 - Communication Room Fittings E. 271300 - Communicatioins Backbone Cabling F. 271500 - Communications Horizontal Cabling

2.21 DIVISION 28 -- ELECTRONIC SAFETY AND SECURITY

A. 280200 - Basic Materials and Methods for Safety and Security Systems

Abrazo Partners Table of Contents || 000109 - 7

B. 280500 - Basic Materials and Methods for Fire Alarm C. 281000 - Access Control System D. 282000 - Video Surveillance System E. 283100 - Intrusion Detection System F. 284600 - Fire Alarm System with Electronic Audio and Visual Devices

2.22 DIVISION 31 -- EARTHWORK

A. 310513 - Soilds for Earthwork B. 311000 - Site Clearing C. 311150 - Tree Protection D. 311300 - Selective Tree and Shrub Removal and Trimming-MPS E. 311400 - Earth Stripping and Stockpiling F. 311413 - Earth Stripping and Stockpiling G. 312200 - Rough Grading H. 312216 - Fine Grading I. 312300 - Excavation and Fill J. 313116 - Termite Control

2.23 DIVISION 32 -- EXTERIOR IMPROVEMENTS

A. 320190 - Operation and Maintenance of Planning B. 321216 - Asphalt Paving C. 321313 - Concrete Paving-MPS D. 321316 - Decorative Concrete Paving E. 321410 - Unit Paving on Sand Bed-MPS F. 321440 - Landscape Stone Paving G. 321510 - Stabilized Decomposed Granite H. 321623 - Sidewalks I. 321723 - Pavement Markings J. 323119 - Decorative Metal Fences and Gates K. 323300 - Site Furnishing L. 328000 - Irrigation M. 329113 - Soil Preparation-MPS N. 329200 - Turf and Grasses O. 329219 - Sodding P. 329300 - Planting-MPS Q. 329310 - Trees, Shrubs, and Ground Cover R. 329400 - Planting Accessories S. 329643 - Tree Transplanting and Relocating

2.24 DIVISION 33 -- UTILITIES

A. 334600 - Subdrainage

2.25 DIVISION 34 -- TRANSPORTATION

2.26 DIVISION 40 -- PROCESS INTEGRATION

2.27 DIVISION 46 -- WATER AND WASTEWATER EQUIPMENT

Abrazo Partners Table of Contents || 000109 - 8

Abrazo Partners List of Drawing Sheets || 000110 - 1

SECTION 000110

LIST OF DRAWING SHEETS

T-1 TITLE SHEET

C1.0 GENERAL NOTES

C2.0 PHASE 2 EXISTING SITE PLAN OVERALL

C2.1 PLAZA AZTECA EXISTING SITE PLAN

C2.2 PLAZA LA NORIA EXISTING SITE PLAN

C3.0 PHASE 2 DEMOLITION PLAN OVERALL

C3.1 PLAZA AZTECA DEMOLITION PLAN

C3.2 PLAZA LA NORIA DEMOLITION PLAN

C4.0 PHASE 2 SITE PLAN OVERALL

C4.1 PLAZA AZTECA SITE & DIMENSIONAL PLAN

C4.2 PLAZA LA NORIA SITE & DIMENSIONAL PLAN

C5.0 PHASE 2 UTILITIES PLAN

C6.0 TYPICAL DETAILS-UTILITIES

C7.0 PHASE 2 GRADING PLAN OVERALL

C7.1 PLAZA AZTECA GRADING PLAN

C7.2 PLAZA LA NORIA GRADING PLAN

C8.0 PHASE 2 STORM WATER POLLUTION PREVENTION PLAN

C9.0 TYPICAL DETAILS RODWAY & SIDEWALKS

C9.1 TYPICAL DETAILS RODWAY & SIDEWALKS

C9.2 TYPICAL DETAILS SIGNAGE & STRIPING

C9.3 TYPICAL DETAILS SIGNAGE & STRIPING

C9.4 TYPICAL DETAILS-ADA RAMPS

C9.5 TYPICAL DETAILS-BARRICADE & CONSTRUCTION

C9.6 TYPICAL DETAILS-BARRICADE & CONSTRUCTION

C9.7 TYPICAL DETAILS-BARRICADE & CONSTRUCTION

C9.8 TYPICAL DETAILS-TYPICAL SIGN REQUIREMENTS

C9.9 TYPICAL DETAILS-TCP

LC1.0 OVERALL REFERENCE PLAN & GENERAL NOTES

LC1.1 MATERIAL SCHEDULE

LC1.2 MATERIAL SCHEDULE

TP1.1 TREE PRESERVATION

TP2.1 TREE PRESERVATION

LS1.1 PLAZA AZTECA SITE PLAN

LS1.2 PLAZA LA NORIA SITE PLAN

LS2.1 SITE DETAILS

LS2.2 SITE DETAILS

LS2.3 SITE DETAILS

LP1.1 PLAZA AZTECA PLANTING PLAN

LP1.2 PLAZA LA NORIA PLANTING PLAN

LP1.3 PLAZA AZTECA PLANTING PLAN

Abrazo Partners List of Drawing Sheets || 000110 - 2

LP1.4 PLAZA LA NORIA PLANTING PLAN

LP2.1 PLANT LIST & DETAILS

LP2.2 LANDSCAPE NOTES

LI1.0 IRRIGATION NOTES AND LEGENDS

LI1.1 PLAZA AZTECA IRRIGATION PLAN

LI1.2 PLAZA LA NORIA IRRIGATION PLAN

LI2.1 IRRIGATION DETAILS

LI2.2 IRRIGATION DETAILS

A-001 NOTES AND LEGENDS

A-002 GENERAL NOTES

A-003 ACCESSIBILITY STANDARDS I

A-004 ACCESSIBILITY STANDARDS II

AD-001 OVERALL MASTER PLAN EXISTING CONDITIONS

AD-002 PHASE 2 EXISTING CONDITIONS

AD-005 PHASE 2 SITE DEMOLITION PLAN

AD-006 PLAZA AZTECA DEMOLITION PLAN

AD-007 PLAZA LA NORIA DEMOLITION PLAN

AD-008 DEMOLITION NOTES

AS-101 OVERALL MASTER PLAN

AS-102 PHASE 2 SITE PLAN

AS-103 PLAZA AZTECA SITE PLAN ENLARGEMENT

AS-104 PLAZA LA NORIA SITE PLAN ENLARGEMENT

AS-105 TRASH SERVICE AND FOOD TRUCK ROUTE PLAN

AS-106 TRASH SERVICE AND FOOD TRUCK ROUTE PLAN

AS-107 SITE PLAN ENLARGEMENT

AS-108 SITE PLAN ENLARGEMENT

AS-109 SITE PLAN ENLARGEMENT

AS-110 SITE PLAN ENLARGEMENT

AS-111 SITE PLAN ENLARGEMENT

AS-112 PHASE 2 ADA ACCESSIBILITY SITE PLAN

AS-113 PHASE 2 ADA ACCESSIBILITY ENLARGEMENT

AS-114 PHASE 2 ADA ACCESSIBILITY ENLARGEMENT

A-200 FLOOR PLAN

A-201 ROOF PLAN

A-300 RCP

A-400 DOOR AND WINDOW SCHEDULES

A-401 DOOR AND WINDOW DETAILS

A-500 ELEVATIONS @ CONCESSION BUILDING

A-501 ELEVATIONS @ CONCESSION BUILDING

A-502 ELEVATIONS @ SHADING STRUCTURE

A-600 SECTIONS @ CONCESSION BUILDING

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A-601 SECTIONS @ SHADING STRUCTURE

A-602 SECTIONS @ SOLAR TREE

A-603 WALL SECTIONS I

A-604 WALL SECTIONS II

A-605 WALL TYPES

A-700 INTERIOR ELEVATIONS

A-701 INTERIOR ELEVATIONS

A-702 ACCESSORY SCHEDULES

A-900 DETAILS

A-901 DETAILS II

A-902 DETAILS III

A-903 DETAILS IV

A-904 ROOF DETAILS

A-905 ROOF DETAILS II

A-906 PLAN DETAILS

A-1000 FLOOR FINISHES PLAN

MEP1.11 COMPOSITE MEP SITE PLAN

MEP2.11 ENLARGED MEP SITE PLAN

MEP3.11 ENLARGED MEP SITE PLAN

MEP3.12 ENLARGED MEP SITE PLAN

M0.01 MECHANICAL SYMBOL LEGEND

M2.11 MECHANICAL PLAN

M4.01 MECHANICAL FLOW DIAGRAMS

M5.01 MECHANICAL SCHEDULE

M6.01 MECHANICAL DETAILS

E0.01 ELECTRICAL SYMBOL LEGEND

EL2.11 ELECTRICAL LIGHTING AND SPECIAL SYSTEMS PLAN

EP2.12 ELECTRICAL LIGHTING AND SPECIAL SYSTEMS PLAN

EP2.11 ELECTRICAL POWER PLAN

E5.01 ELECTRICAL SCHEDULES

E5.02 ELECTRICAL SCHEDULES

E6.01 ELECTRICAL DETAILS

P0.01 PLUMBING SYMBOL LEGEND

P2.11 PLUMBING PLAN

P4.01 PLUMBING RISERS

P5.01 PLUMBING SCHEDULES

P6.01 PLUMBING DETAILS

S001 GENERAL NOTES

S002 TYPICAL FOUNDATION DETAILS

S003 TYPICAL CMU WALL DETAILS

S004 TYPICAL METAL STUDS WALL DETAILS

Abrazo Partners List of Drawing Sheets || 000110 - 4

S101 FOUNDATION PLAN

S201 ROOF FRAMING PLAN

SD101 FOUNDATION DETAILS

SD201 FRAMING DETAILS

Abrazo Partners Geotechnical Report || 000111 - 1

SECTION 000111

GEOTECHNICAL REPORT

PART 2 PRODUCTS

Boulevard of the Americas CET Project No. 23G047 Laredo, Webb County, Texas November 13, 2023 i

CONTENTS

1. INTRODUCTION

1.1 Authorization and Scope

1.2 Project Description

2. FIELD AND LABORATORY TESTING

2.1 Field Testing

2.2 Laboratory Testing

3. SITE AND SUBSURFACE CONDITIONS

3.1 Site Conditions

3.2 Subsurface Conditions

3.3 Groundwater

4. EVALUATION

4.1 General

4.2 Potential Vertical Rise (PVR)

4.3 Bearing Capacity and Foundation Stability

5. PAVEMENT

5.1 General

5.2 Pavement Design Considerations

5.2.1 Hot Mix Asphaltic Concrete (HMAC) Type "C" or "D"

5.2.2 Reinforced Concrete

5.2.3 Flexible Base

5.2.4 Moisture Conditioned Subgrade

5.3 Design Parameters

5.4 Pavement Structural Design

6. RECOMMENDATIONS

6.1 Site Preparation

6.2 Site Concrete Pavers

6.3 Foundation Discussion

6.4 Foundation Criteria

(Continued)

6.5 Shallow Foundation Design

6.6 Construction Considerations

6.7 Surface Drainage

6.8 Utility Trench Excavation and Backfill

7. GENERAL REMARKS

7.1 Construction Services

7.2 Limitations

APPENDIX

1. INTRODUCTION

1.1 Authorization and Scope

Mr. Ramon E. Chavez, P.E., Director/City Engineer, City of Laredo, authorized this geotechnical engineering study. The purpose of this study was to determine and evaluate the stratification and engineering properties of the site subsurface soils and to develop geotechnical engineering recommendations and guidelines for use in site preparation, foundation design, building pad, and related site improvements planned for the proposed Boulevard of The Americas Project.

1.2 Project Description

Our understanding of the project development plan is based on information provided by Able City Architects. We understand that final construction plans are underway to construct the proposed beautification Boulevard of The Americas Project that proposes Mechanical / Rest Rooms, Concession structures, Shading structures, Solar Tree structure, a new Tomas Sanchez Monument statue, a new Courtyard with pavers and a trellis structure above, along with associated ancillary site improvements that includes a service drive and site utilities. The project site is located just north of the International Bridge No.2 in an area bounded by IH 35 and Hidalgo, Farragut, and Matamoros Streets in Laredo, Texas.

We understand that the proposed structures will be single story construction that may consist of a combination floor system using open web joists with metal decking and a TPO roof system. The concentrated structural loads may be supported by concrete, steel, and masonry walls all supported by an approved foundation system. Wall sections may be in-laid CMU block, Masonry, or metal framing construction in combination with various EIFS per architectural plans.

2. FIELD AND LABORATORY TESTING

2.1 Field Testing

The project site was explored by drilling nine (9) bores that are twenty (20) feet in depth.

The field investigation to determine the engineering characteristics of the subsurface materials included a reconnaissance of the project site, drilling of borings, performing standard penetration tests (SPT), and obtaining disturbed split-barrel samples, and auger samples. Soil samples were obtained at selected intervals in the soil test borings.

Undisturbed soil samples were obtained in general accordance with ASTM D-1587 (Thin- Walled Tube Sampling of Soils) using a standard split-spoon sampler. A split-spoon sampler is a 2-inch O.D. tube that is driven into the soil to be sampled that can be split open lengthwise for easy removal and visual inspection of the soil obtained. Disturbed soil samples were obtained in general accordance with ASTM D-1586 (Penetration Test and Split-Barrel Sampling of Soils).

The results of the standard penetration test indicate the relative density and comparative consistency of the soils, and thereby provide a basis for estimating the relative strength and compressibility of the soil profile components.

2.2 Laboratory Testing

Laboratory tests were carried out in several selected soil samples to acquire necessary information with regards to the physical and mechanical properties of the soil layers and further on to evaluate and determine the parameters required for the calculations. Atterberg limits, moisture content and percent fine tests were performed to assist in classifying the soils and to provide indicators of soil strength and behavior. All phases of the laboratory-testing program were performed in general accordance with the applicable ASTM Specifications.

A summary of the laboratory test results is presented in the Appendix. The samples collected will be stored for 30 days from the date of issue of this report, and then disposed of unless otherwise instructed in writing by the client.

3. SITE AND SUBSURFACE CONDITIONS

3.1 Site Conditions

All sites have existing structures and site improvements designated for demolition. The sites all have downward slopes towards the center and drain into sump inlets.

3.2 Subsurface Conditions

The subsurface conditions encountered during the drilling operations are shown in the boring logs found in the Appendix. These subsurface exploration records represent an interpretation of subsurface conditions at the test locations and the soil conditions may vary at different locations.

Based on the field and laboratory data acquired during this study, the upper portions of the soils at the site are considered low expansive materials and generally consisting of Clay (CL) and sandy silty Clay (CL-ML) combinations of similar soils which extend to the depths drilled.

Table No. 1 - Major Strata

Stratum Location Depth, feet* Description and Classification

I B1- B3, B4, B5,B7- B9 Varies Clay (CL); Dark Grayish Brown, Brown.

II B2, B4 -B6 Varies Sandy Silty Clay; (CL-ML); Dark Grayish Brown, Brown.

* The depths and thicknesses of the strata presented are based on information at the borehole locations and variations outside of the ranges of depth and thickness could occur between borehole locations.

The site soil has been evaluated by performing field and laboratory tests on the subsurface samples recovered during the drilling operations. The results of the tests are tabulated on the Logs of Borings, which are also provided in the Appendix. Field tests and the laboratory testing program were directed towards evaluating the shear strength, moisture content, volume change characteristics, and plasticity of the subsurface strata for this project. The Symbol Key and Unified Soil Classification System and Terms Sheets, which define the terms and descriptive symbols used on each boring log, are also presented in the Appendix.

3.3 Groundwater

During our drilling operations no saturated conditions were encountered in all bores beginning at the surface and continuing to the depth drilled. It is noted that groundwater levels will fluctuate with seasonal climatic variations; however, ground water may become a factor affecting foundation design or construction at this site.

4. EVALUATION

4.1 General

All recommendations are based on knowledge of the area; however, the project design team should specify actual construction requirements. The final selection of foundation types and depths should be based on considerations of several factors, such as: 1) function of the structure, 2) soil strength properties, expansive properties, and settlement characteristics of subsurface materials; 3) the magnitude of applied structural loads; and 4) foundation construction costs.

4.2 Potential Vertical Rise (PVR)

Potential vertical soil movements have been estimated using the Texas Department of Transportation method TEX-124-E, Potential Vertical Rise (PVR). This method utilizes the soils in-situ moisture conditions and plasticity characteristics within the active zone. It is estimated that depth of the active zone at this site is approximately fifteen (15) feet. The PVR at this site is less than one (1) inch in its present condition. A sustained surcharge load of one (1) pound per square inch is assumed to be supplied by the floor and sustained live load in the PVR calculations. It is noted that the PVR estimates are provided as an indicator of the severity of potential soil movements at this site and are not intended as a prediction of actual soil foundation movements.

4.3 Bearing Capacity and Foundation Stability

As presented in this report, the removal and recompacting of the top three (3) feet of existing soils is recommended. The soils shall be moisture condition and compacted to 97% of the Standard Proctor. Our recommendation is based on the PVR values, SPT field results, settlement, and bearing capacity calculations. In the top three (3) feet the existing bearing capacity averages about 900 pounds per square foot (psf). This recommendation is to assure that a good sound subgrade is achieved prior to earthwork operations necessary to achieve the desired finish grade elevations.

Our recommendation is based on the shallow loose soil material encountered, field testing, laboratory test results, and on the Standard Penetration Test N-value (SPT) blow counts reported during drilling and sampling operations. The standard penetration test procedure is described under Section 2 – Field Testing in this report. The SPT N-value is the number of blows of a 140 lb hammer falling 30 inches required to drive the SPT sampler the final 12 inches of an 18-inch sampling interval. The consistency of soils, sands, and gravels is determined by the SPT N-value reported.

Typical ranges for different consistencies are found in the Appendix of the report and are presented herein as follows:

Consistency Penetration Resistance (N)

Very Loose 0 – 4 Loose 4 – 10

Medium Loose 10 – 30 Dense 30 – 50

Very Dense Over 50

5. PAVEMENT

5.1 General

The 1993 AASHTO design procedure uses a resilient modulus for flexible pavement design and a modulus of subgrade reaction for rigid pavement design. Evaluation of the silty clay soil mixtures indicate that the R-value may range from 4,500 psi to about 7,500 psi for this locale. Based on an R-value, a CBR and resilient modulus correlations set forth in the 1993 AASHTO Guide for Design of Pavement Structures, using the correlations above, engineering judgment, and experience a design resilient modulus of 5700 psi is selected.

The modulus of subgrade reaction, k-value is directly proportional to the soil resilient modulus. Based on a correlation presented in the AASHTO Guide for Design of Pavement Structures and engineering judgment the corresponding k-value is 118 pci.

Both flexible and rigid pavement materials will be evaluated for the proposed local street for the project. Pavement thickness is impacted by: Pavement Performance, Traffic, Subgrade Soil Characterization, Pavement Materials, Environmental Considerations and Drainage.

These factors have been considered and evaluated to determine the final design thickness of this site.

Pavement Performance: The initial and terminal serviceability of the pavement are required inputs. Serviceability is a measure of the functional level of service at a given point in time of the life of a pavement. The serviceability of a pavement is expressed in terms of the Present Serviceability Index (PSI). The scale for PSI ranges from 0 to 5. A rating of 0 represents a pavement that is impassable and a rating of 5 represents a pavement that is perfectly smooth. The initial serviceability value of a pavement is an estimate of what the PSI will be immediately after construction. The terminal serviceability is the lowest acceptable PSI prior to structural rehabilitation. An increase in the delta or difference between the initial and terminal serviceability will result in a decrease in the required thickness or structural number value.

Traffic: Traffic information was obtained from the Institute of Traffic Engineers. For this project, the minimum design requirements are for a small commercial development.

Pavement Materials: Flexible pavement materials may consist of HMAC, flexible base, asphalt treated base and prepared subgrade. Rigid pavement materials may consist of type I or II Portland cements in combination with other Pozzolans or slag.

Environmental Considerations: AASHTO Guide for Design of Pavement Structures considers two (2) environmental factors:

1. Temperature – this impacts the stability of asphalt, asphalt oxidation rates, thermal-induced cracking, contraction and expansion of Portland cement concrete pavement (PCCP) and curling and warping of PCCP.

2. Rainfall - will influence the properties of the subgrade soil, base, and wearing surface material.

Freezing and thawing of the subgrade soils and pavement layers are not a major concern in South Texas, which includes Laredo.

Drainage: Maintaining positive drainage within the pavement structure is an important design consideration. Pavement design engineers need to consider the effects of moisture on the performance of the pavement.

5.2 Pavement Design Considerations

The proposed pavement sections should be reviewed by the project design team in consultation with the owner during development of the final plans. The pavement thickness designs are shown in Tables No. 2, 3, 4 and 5. Presented are selection and preparation guidelines for various materials that may be used to construct the pavement sections.

5.2.1 Hot Mix Asphaltic Concrete (HMAC) Type “C” or “D”

We recommend that the asphaltic concrete surface should meet 2014 TxDOT Standard Specifications Manuel Item 340/341 and Item SS3224 (2011), Type “C” or “D” and its specific criteria for the Job Mix Formula (JMF). The Performance-Graded (PG) asphalt binder should be PG 70-22 for the City of Laredo Garbage Disposal Vehicles. This binder provides 98 percent reliability against rutting and 98 percent reliability against low temperature thermal cracking to accommodate slow moving vehicles, to prevent rutting because of the turning movements and stop and go traffic. The mix should be compacted to between 91 and 95 percent of the maximum theoretical density as measured by TEX-207-F and TEX-227-F. The asphalt cement content by percent of total mixture weight should fall within a tolerance of ± 0.3 percent asphalt cement from the specific mix. Aggregates known for stripping should not be used unless measures are taken to address this concern.

Typically, this includes the use of an anti-strip agent. The mix should have at least 70 percent strength retention when tested in accordance with TEX-531-C.

5.2.2 Reinforced Concrete

Reinforced concrete should have a minimum 28-day design compressive strength of 3,500 psi. The concrete should be properly cured in accordance with American Concrete Institute (ACI) recommended procedures and vehicular traffic should not be allowed for at least three (3) days (light traffic) or seven (7) days (heavy traffic).

5.2.3 Flexible Base

Base material may be composed of crushed stone meeting all the requirements of 2014 TxDOT Standard Specifications manual Item 247, Type “A”, Grades 1-2.

Several materials can achieve the specification above mentioned, therefore below are some recommendations:

Crushed material (Igneous Material from Mexico) is available and is being tested to meet the 2014 Standard Specifications for Texas Department of Transportation (TxDOT).

Type “B” Flexible Base material, caliche should meet the requirements for Item 247, Type “B”, Grades 1-2 as specified in the 2014 TxDOT Standard Specifications Manual and can be treated with lime or cement, if necessary. In addition, the percent passing No. 200 sieve should not exceed 20 percent.

The base should be compacted to at least 98 percent of the maximum dry density as determined by the moisture-density relationship (TEX-113-E) at moisture contents ranging between minus two (-2) and plus two (+2) percentage points of the optimum moisture content.

5.2.4 Moisture Conditioned Subgrade

The subgrade should be scarified to a depth of at least eight (8) inches and moisture conditioned at moisture contents ranging between minus two (-2) and plus two (+2) percentage points of the optimum moisture content. The subgrade should then be compacted to at least 95 percent of the maximum dry density determined in accordance with TEX-114-E. The subgrade should be moisture conditioned just prior to base placement in order that the subgrade maintains its compaction moisture levels and does not dry out.

Pavement areas should be stripped of vegetation, debris and loose topsoil, and the exposed subgrade should be proof rolled with appropriate construction equipment weighing at least 15 tons. The purpose of this recommendation is to check the subgrade for weak or soft areas prior to fill placement and compaction. This operation should be observed and evaluated by qualified geotechnical personnel experienced in earthwork operations.

If weak or soft areas are evidenced during proof rolling operations, the soil in the subject area should be removed to expose competent subgrade soils in both horizontal and vertical limits. The excavated soils, provided they are not contaminated with deleterious materials, or clean imported fill soils can be used to restore grade at these isolated areas; any imported fill should meet the requirements for select fill.

5.3 Design Parameters

The design parameters are in accordance with the American Association of State Highway and Transportation Officials (AASHTO) Guide for Design of Pavement Structures.

Table No. 2 - Flexible and Rigid Design Parameters

18-kip Equivalent Single Axle Loads (ESAL), W18 270,000 Reliability, R 70 % Initial Serviceability Index, po 4.2 (flexible) Initial Serviceability Index, po 4.5 (rigid) Minimum Terminal Serviceability Index, pt 2.0 Standard Deviation, So 0.45 (flexible) Standard Deviation, So 0.35 (rigid) Minimum Structural Number, SN 1.98 Maximum Structural Number, SN 4.20 Design Service Life 20 years

5.4 Pavement Structural Design

The proposed pavement sections should be reviewed by the project design team in consultation with the owner during development of the final plans. The pavement thickness designs are shown in the Appendix and are summarized below.

Table No. 3 – Flexible Pavement Design – Local Collector (270,000 ESAL) Component Thickness, in.

Non-Stabilized Caliche HMAC, Type “C” or “D” 2 Flexible Base/Caliche 9 Biaxial Geogrid --- Moisture Conditioned Subgrade 8 Design Structural Number (SN) 2.71 Pavement Section Structural Number (SN) 2.63

Table No. 4 – Concrete Pavers Design

Concrete Pavers Per plan HMAC, Type “B” 4 Flexible Base 8

Table No. 5 – Rigid Pavement Design

Reinforced Concrete 6.0 Moisture Conditioned Subgrade 8.0

6. RECOMMENDATIONS

6.1 Site Preparation

Based on information provided to us, the Finished Floor Elevation (FFE) for the structures have not been established nor did we receive any site elevations to establish site grades.

We recommend that all final exterior grades must provide positive drainage away from the structural foundation system during and after construction. The recommendations presented in this report were prepared with the assumption that final grade for the project and associated pavement areas will be within plus or minus 1 foot of existing grades.

6.2 Site Concrete Pavers

Based on the preliminary information provided to us, the courtyards will have various type pavers that will intermingle with all proposed surfaces that includes the service drive to the concession structures and the pedestrian walkways. Finished Floor Elevation (FFE) for the proposed improvements have not been established nor did we receive any site elevations to establish site grades. We recommend that all concrete pavers be treated as a load carrying surface and be designed accordingly. The recommendations presented in this report were prepared with the assumption that final grades for the project and associated pavement areas will provide positive drainage.

Concrete pavers should be installed over properly prepared subgrade in accordance with Section 5.0 of this report and have a supporting structural pavement section beneath. It is recommended that the pavers be installed over a minimum depth of 4 inches Type ‘B’ Black base and a flexible base of at least eight (8) inches all in accordance this report.

It is recommended that the pavers be installed as follows:

1.) Install pavers using a Dry Cement-Sand-Base (1 part cement to 3 parts sand), 2.) Lightly moisten the Dry Cement mixture prior to placement, 3.) After compaction and setting of pavers, paver joints shall be filled with Dry

Cement mixture and all excess material be removed from the PAVER

SURFACE,

4.) Once installed the paver joints shall be water fogged lightly and allowed to ‘set’.

6.3 Foundation Discussion

The amount of settlement at this site is high and is anticipated to cause differential distress that will not be within structural code limits. The estimated total settlement is expected to be approximately (3.5) inches with the present soil conditions encountered. This amount of settlement is usually not acceptable to owners; a shallow properly designed foundation system can be considered for this project. Most owners choose slab-on-grade floors due to economic considerations and do not put long term stability and serviceability as a critical consideration of the building.

Based on our evaluation, CET recommends an engineered stiffened beam foundation system for the first-floor loads. Our recommendation is based on the observations and the field N-value (SPT) blow counts reported during drilling and sampling operations and on the laboratory test results determined.

As stated in this report, the field testing indicates that loose soils exist in the top strata in all bores (B1–B9). A drilled foundation system is highly recommended to provide assurance against short- and long-term settlement of the structures proposed.

The soils encountered at proposed structure site have a -200 value of about 60% to 90% per cent indicating the presence of clay-like particles, The plasticity indices are found to range from 8 to 16 and are subject to settlement due to loosen soil (non-saturated) conditions that require densification to minimize the settlement concern.

6.4 Foundation Criteria

The following recommendations will not prevent movement. Rather, they tend to reduce damage if movement occurs.

1. Slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. This detail can reduce cracking when settlement occurs.

2. Slabs should be placed directly on properly moisture conditioned, well compacted fill. The International Building Code (IBC) requires a vapor retarder be placed between the base course or subgrade soils and the concrete slab-on-grade floor. The merits of installation of a vapor retarder below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder is more beneficial below concrete slab-on-grade floors where floor coverings, painted floor surfaces or products stored on the floor will be sensitive to moisture.

Slab-bearing partition walls should be designed and constructed to allow not more than 1 inch of slab movement. Masonry or other load bearing walls should not be supported on thickened slab sections; they should be constructed on grade beams or continuous spread footings.

3. Plumbing and utilities that pass through the slabs should be isolated from the slabs and constructed with flexible couplings. Utilities, as well as electrical and mechanical equipment should be constructed with sufficient flexibility to allow for movement.

4. HVAC systems supported by the slabs (if any) should be provided with flexible connections capable of withstanding at least 1 inch of movement.

5. Exterior flatwork and sidewalks should be separated from the structures.

These slabs should be detailed to function as independent units. Movement of these slabs should not be transmitted to the foundations.

6. The American Concrete Institute (ACI) recommends frequent control joints be provided in slabs to reduce problems associated with shrinkage cracking and curling. To reduce curling, the concrete mix should have a high aggregate content and a low slump. If desired, a shrinkage compensating admixture could be added to the concrete to reduce the risk of shrinkage cracking.

6.5 Shallow Foundation Design

Continuous Spread footing foundation system may use the following bearing capacities only after the recommended preparations have been completed. The shallow foundation system should be placed below the existing exterior grade at the two to three (2 - 3) foot depth and be designed for an allowable 2,000 psf. For isolated footings located near the continuous spread footing, they should be founded at least twelve inches lower and be designed for an allowable bearing pressure of 2,500 psf. The bearing surfaces will be free and clean of soft and moist material or loose debris. Our field representative, from CET, should check the footing bearing surfaces prior to concrete placement regardless of the bearing material.

When establishing final grade around the structures, we recommend the following:

1. Structural fill may be used to achieve proper grade elevations and may consist of inorganic silty clays or sandy clays with a Liquid Limit (LL) of less than 35 and a Plasticity Index (PI) between seven (7) and fifteen (15). The fill should be placed in compacted lifts not to exceed six (6) inches in thickness, moisture conditioned between minus two (-2) to plus three (+3) percentage points of the optimum moisture and compacted to a minimum of 97 percent of the maximum dry density determined in accordance with ASTM D-698 (Standard Proctor). To provide a more uniform slab support (k value), consideration should be given to constructing the final twelve (12) inches of the pad using granular select fill.

2. Elevation of ground surface adjacent to the foundation should be a minimum of at least nine (9) inches below finished floor.

These recommendations are for proper development of bearing capacity for the continuous beam sections of the foundation system and to reduce the potential for water to migrate beneath the slab foundation. These recommendations are not based on structural considerations. Grade beam depths for both the exterior and interior grade beams may need to be greater than recommended herein for structural considerations and should be properly evaluated and designed by the structural engineer. The grade beams or slab portions may be thickened and widened to serve as spread footings at concentrated load areas.

CET has no final design information regarding the structured materials proposed; therefore, we still recommend that some interior beams be installed that meet the minimum requirements per an acceptable method for calculating structural loads, deflections, and design stresses. Final foundation design considerations must be based on final structural considerations per the project structural engineer.

The footings can provide some uplift resistance for those structures subjected to wind or other induced structural loading. The uplift resistance of a spread footing may be computed using the effective weight of the soil above the spread footing along with the weight of the spread footing and structure.